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72 Legacy Addition No 1 00-21 Harvey Mitchell Pkwy & Holleman
I FINAL DESIGN REPORT FOR THE LEGACY ADDITION No. 1 BLOCKS 1 AND 2 College Station, Texas FOR LEGACY CONSTRUCTION 3205 E. By-Pass College Station, Texas 77845 PREPARED BY ASll lit BROWNE EJYGIJYEERIJYG, IJYC. Engineers and Consultants P.O. BOX 10838, COLLEGE STATION, TEXAS 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 DATE July 2000 CCOPYRIGKT 2000, Ash & Bronwe Engineering , Inc. _ .......... TABLE OF CONTENTS SECTION 1 -DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 Description of Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 DRAINAGE DESIGN CRITERIA Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . Section 1 Page 2 HYDROLOGICAL CRITERIA Runoff Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Hydraulic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Detention and Storage Calculation Method . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 DRAINAGE FACILITY DESIGN General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Table 1.1 Street and Valley Gutter Compliance Table Table 1.2 Existing/Proposed Runoff Table 1.3 Area #1 Existing/Proposed Runoff with Detention Facility CONCLUSION Compliance with City Standards ............................. Section 1 Page 4 Effectiveness of Drainage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 4 Explanation of the Effectiveness of Existing and Proposed Improvements .................... Section 1 Page 4 ATTACHMENT #1 . 1 LOCATION MAP ATTACHMENT #1 .2 FIRM MAP ATTACHMENT #1 .3 EXISTING DRAINAGE CONDITIONS ATTACHMENT #1.4 PROPOSED DRAINAGE CONDITIONS ATTACHMENT #1 .5 RATIONAL CALCULATIONS ATTACHMENT #1.6 DRAINAGE RATING CURVES FROM CURBED STREET AND VALLEY GUTTERS ATTACHMENT #1.7 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS SYSTEM REQUIREMENTS General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 Page 1 HYDRAULIC ANALYSIS Computer Modeling ....................................... Section 2 Page 1 TABLE #2 .1 Meter D istribution Scenarios . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 Page 2 Table #2.2 Minimum Residual Pressure CONCLUSION Compliance with City and TNRCC Requi rements ................ Section 2 Page 3 ATTACHMENT #2 .1 FIRE FLOW CALCULATIONS ATTACHMENT #2.2 WATER SYSTEM MODEL ATTACHMENT #2 .3 1.5 G .P.M . PER CONNECTION FLOW DATA/CALCULATIONS ATTACHMENT #2.4 FIRE FLOW DATA/CALCULATIONS ATTACHMENT #2 .5 1.5 G .P.M PER CONNECTION FLOW DATA/CALCULATIONS WITH 1611 0 D.l.P . ALONG HOLLEMAN DRIVE ATTACHMENT #2 .6 FIRE FLOW DATA/CALCULATIONS WITH 16"0 D.l.P . ALONG HOLLEMAN DRIVE DRAINAGE REPORT CERTIFICATION "I, J. Dale Browne , Jr, certify that this report for the drainage design of Legacy Addition No . 1, Blocks 1 and 2 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Licensed Professional Engineer State of Texas No . 81890 Final Drainage Report for LEGACY ADDITION No. 1 DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location July 2000 The proposed site consists of Block 1 and 2 of the Legacy Addition No . 1 located in the City of College Station . The property is adjacent to Holleman Drive to the east, Southwest Parkway to the north and Harvey Mitchell Parkway (F.M. 2818) to the south . Walden Pond Townhomes is the property owner to the west of the subject site . Refer to Attachment #1 . 1 for the project Location Map. The nearest primary drainage-way, White Creek Tributary "B", is located approximately 450 feet to the south . The property is located in the unshaded Flood Zones "X" as shown on FIRM (Flood Insurance Rate Map) map, Map Number: 48041C0182 C, effective date of July 2 , 1992. Refer to Attachment #1.2 for the FIRM Map. Description of Property The site contains 7.16 acres of land (mixed with native grasses and trees) and contains no primary drainage-ways within the site. A secondary drainage-way, an unnamed tributary of White Creek Tributary "B", is located at the south end of the project site. Runoff from the site drains to this secondary drainage-way; thence to White Creek Tributary "B"; thence to White Creek. The proposed project will involve the construction of 18 single-story duplex units in Block 1 and a convenience store of approximately 7, 500 sq. ft . and concrete paving/parking in Block 2. A majority of the drainage from Block 1 and 2 is to be discharged into a proposed detention facility located on the west side of Block 2 and released into the drainage ditch within the right-of-way of Harvey Mitchell Parkway. DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description The property is located within the White Creek drainage basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). Attachments #1.3 and #1.4 shows the existing/proposed subbasins within the property and how the runoff is conveyed to the secondary drainage-way located on the south side of Block 2 . DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City's Policy when this report was composed. Section 1 Page 1 Final Drainage Report for LEGACY ADDITION No. 1 Development Criteria Reference and Constraints July 2000 The preconstruction design report (PDR), approved March 2000, was reviewed as part of this report . This report shows changes that were made to the proposed drainage improvements as a result of conflicts with existing utilities near the discharge structure of the detention facility. Constraints that effect the development of this site is that it is currently undeveloped, streets are located to the north, south and east, and the property to the west is developed . The runoff that is produced by the development of this property must not impact these areas. Therefore, a majority of the runoff from the subject site will be transported to a detention facility located on the west side of Block 2 that will release the runoff at a controlled rate. HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas was calculated based on the "Rational Method". The runoff coefficients of 0.35 and 0.75 were used for natural grassland areas and Business/Commercial areas, respectively. Intensity was determined by using the calculated time of concentration (with 10 minutes as a minimum) for each drainage area. Refer to Attachment #1.5 for the runoff calculations. Hydraulic Criteria The capacities of proposed curb/valley gutters and channels were determined based on "Manning's Equation". Roughness coefficients (n) of 0.015 and 0.030 was used in the calculations, respectively. Refer to Attachment #1 .6 for rating curves that show the capacities and velocities for each type of drainage way. Detention and Storage Calculation Method Detention and storage facilities will be required if runoff is increased by more than 0 .5 cfs after the proposed improvements. The redesign of the detention facility was determined with Haestad Methods software program "PondPack Ver: 7 .0". The "Modified Rational Method" was utilized to determined the required volume of the detention pond based on the redesign discharge structure . Refer to Attachment #1. 7 for the staging curves, hydrograph/pond routing calculations, and associated graphs. DRAINAGE FACILITY DESIGN General Concept The existing site was divided into three distinct drainage areas. Drainage Basin (DB) #1 drains a large portion of the property. DB's #2 and #3 discharge runoff to adjacent property/right-of-way. Once the site is developed, the mount of area contributing to DB's #2 and #3 will be decrease; therefore, the runoff to adjacent property/right-of-way will be decrease. Due to the size and knowing that the runoff would decrease to adjacent properties, runoff effects from DB's #2 and #3 were considered negligible. The developed DB #1 was divided into 6 drainage areas . Runoff Section 1 Page 2 Final Drainage Report for LEGACY ADDITION No. 1 July 2000 from these areas were determined and used to ensure that the gutter, valley drains, etc. were in compliance with the City 's DPDS . The following table illustrates that he streets and valley gutters will be capable of transporting all flows for the 10-year storm : Table 1.1 Street and Valley Gutter Compliance Table Sub-DB Structure Description Proposed Capacity See Notes Flow (cfs) Below (cfs) 1.1 Curb and Gutter 7.82 12 .00 1 1.2 Curb and Gutter 3 .18 12.00 1 1 .3 Curb and Gutter 7 .84 12.00 1 1.4A Curb and Gutter 1.59 12.00 1 1.48 2 1.5 3 1.1 , Valley Gutter 20 .34 24 .5 4 1.2 . 1.3 , 1.4A Notes: 1. Capacity based on street grade of 0 .6% and maximum spread of 13'. 2 . This drainage basin will drain to DB 1 .5. 3 . This drainage basin will drain directly into the detention pond and drainage facilities for this drainage basin will be designed at a later date. 4 . Capacity based on 20 ' wide gutter with 8" depression set on 0 .6% grade. The following table illustrate the existing and proposed runoff for DB #1 only and the flow increase/decrease for this drainage basin : I Table 1.2 I Existing/Proposed Runoff DB Existing Runoff Proposed Runoff Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 15.48 17.45 19.97 22 .61 23.59 33.45 37.55 42.88 48.47 50.61 17.97 20.10 22.91 25.86 27.02 !Notes : If flow increase is greater than 0 .5 cfs detention is reguired . I Section 1 Page 3 Final Drainage Report for LEGACY ADDITION No. 1 July 2000 Based on the above information, DB #1 is the only area that requires a detention facility. Due to a conflict with an existing gas and petroleum pipeline that was discovered during construction , the proposed discharge structure as shown in the PDR had to be redesign . The redesign required that the floor of the detention pond had to be raised by 1 foot (1 ') and the culvert pipe changed to a 2411 0 RCP . The following table shows the runoff from Area #1 after being routed through the redesigned detention facilities: Table 1.3 Area #1 Existing/Proposed Runoff with Detention Facility DB Existing Runoff Proposed Runoff Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 15.48 17.45 19.97 22 .61 23.59 15.96 17.00 19.45 21.47 22 .. 17 0 .48 0.15 (0.52) (1 .14) (1 .59) Notes: If flow increase is less than 0.5 cfs, the impact on the downstream flow path is considered to be negligible . Due to the redesigned of the discharge structure, the discharge from the site will be increased during the 5-year and 10-year storm events . The impact downstream caused by this small increase in runoff is considered to be negligible. CONCLUSION Compliance with City Standards From the information that is presented in this report , we have shown that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwaterwill be conveyed to the existing drainage ditch located in the right-of -way of Harvey Mitchell Parkway. Explanation of the Effectiveness of Existing and Proposed Improvements The a majority (DB #1) of the existing and proposed site conditions will discharge the stormwater from the site directly the drainage ditch along Harvey Mitchell Parkway; thence, to an unnamed tributary of White Creek Tributary "B"; thence to White Creek Tributary "B"; and thence to White Creek. The curbed streets, valley gutters , detention facility and associated work for DB #1 is the only drainage facility required to convey the 100-year storm event from the site at or equal the existing cond itions. Section 1 Page 4 Final Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1.1 LOCATION MAP July 2000 1027001-001-01 ATTACHMENT #1.1 LOCATION MAP ASH lit BROWJY:B :BIYGIIY:B:BRIIYG, IIYC. Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877 -245-4839 Fax : 979-694 -3694 'v' I _../ _., . \. 1 '\. ~I I I I Final Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .2 FIRM MAP July 2000 City of Co ll ege St ati 48 00 83 SCALE: 1" = 500'± COPIED FROM FLOOD INSURANCE RATE MAP MAP NUMBER: 48041C0182 C EFFECTIVE DATE : JULY 2 , 1992 1027001-002-01 PROJECT LOCATION ATTACHMENT #1.2 FIRM MAP ASH & BROWNE MGl/YEERIJYOI IJYC. Engineers and Consultants P.O . Box 10838, College Station, Texas 77842 979~94-2123 877-245-4839 Fax : 979-694-3694 Final Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1.3 EXISTING DRAINAGE CONDITIONS July 2000 I Final Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .5 RATIONAL CALCULATIONS July 2000 By: JDB LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS EXISTING CONDITIONS March 2000 1027001 DRAINAGE AREA TYPES Area <acres) Dra i nage Basin #1 -Natural Grassland 6.63 Total: 6.63 Existina Flow Path Description Length Velocity T ime (ft) (fps) lmin.) Over1and Flow -Natural Grassland 603 0.8 12.1 Natural Channel Flow 219 2 .0 1.8 TOTAL: 13 .9 Time of Concentration Tc Used Existin Conditions 10 min. 13.9 min . 13 .9 min . Storm BRAZOS COUNTY Period Existina Existina b d e Intensity Runoff <Year) l in/hrl lcfs) 2 65 8.0 0.806 5.4 12.59 5 76 8.5 0.785 6 .6 15 .48 10 80 8.5 0.763 7 .5 17.45 25 89 8.5 0.754 8.5 19.96 50 98 8.5 0.745 9 .7 22 .60 100 96 8.0 0.730 10.1 23 .59 Intensity= b/ (Tc+ d)"e Runoff Coefficient 0.35 0.35 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS By : JOB March 2000 1027001 DRAINAGE AREA TYPES Drainage Basin #1 .1 -Medium Density Resiqential Drianage Basin #1 .2 -Medium Density Residential Drianage Basin #1.3 -Medium Density Residential Drianage Bas in #1.4A -Medium Density Residential Drianage Basin #1.4B -Medium Density Residential Drianage Basin #1 .5 -Business/Commercial Proposed Flow Path Description Length (ft) Overland Flow 7a.5 Gutter Flow 5a4 Valley Gutter Flow Flow -Concrete 225 Trapezoidal Channel -Grassy 239 Area <acres) 1.50 0.61 1.51 a.25 a.78 2.a3 Total : 6.68 Velocity Time (fps) (min.) a.5 2 .4 4 .0 2.1 4.a 0.9 4 .8 a.8 TOTAL: 6 .2 Time of Concentration Tc Used Pro osed Cond itions 1 a min . 6 .2 min. 1 a.a min . Storm BRAZOS COUNTY Period Prooosed Proposed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.a a.8a6 6.3 27.51 5 76 8.5 a.785 7.7 33 .45 1a 8a 8.5 a.763 8.6 37 .55 25 89 8.5 a.754 9.9 42.88 5a 98 8.5 0.745 11.1 48.47 100 96 8.a 0.730 11 .6 5a .61 Intensity= b/ (Tc+ d)Ae Runoff Coefficient 0.60 0.60 a .6a a.73 a.57 a.75 0.65 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.1 By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area - 1.50 Acres 50% Lawn/Penneable Area 50% lmpenneable Area Prooosed Flow Path Description Length (ft) Overland Flow 61 Gutter Flow 444 Retanoular Channel Flow 155 Area <acres) 0.75 0.75 Total: 1.50 Velocity Time (fps) lmin.) 0.5 2.0 4.0 1.9 4.5 0.6 TOTAL: 4.5 Time of Concentration T c Used Pro osed Conditions 1 O min . 4.5 min . 10.0 min . Stonn BRAZOS COUNTY Period Existina Existina b d e Intensity Runoff (Year) linlhr) <cfs) 2 65 8.0 0.806 6 .3 5 .73 5 76 8.5 0.785 7.7 6 .96 10 80 8.5 0.763 8.6 7.82 25 89 8.5 0.754 9.9 8.93 50 98 8.5 0.745 11 .1 10.09 100 96 8.0 0.730 11 .6 10 .54 Intensity= b/ (Tc+ d)11 e Runoff Coefficient 0.30 0.90 0.60 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1 .2 By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0.61 Acres 50% Lawn/Penneable Area 50% lmpenneable Area Proposed Flow Path Description Length (ft) Over1and Flow 59.6 Gutter Flow 383.2 Area <acres) 0.31 0.31 Total: 0.61 Velocity Time lfos) <min.) 0.5 2 .0 4 .0 1.6 TOTAL: 3.6 Time of Concentration Tc Used Pro osed Conditions 10 min . 3.6 min . 10.0 min. Stonn BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff <Year) <in/hr) lcfs) 2 65 8.0 0.806 6 .3 2 .33 5 76 8.5 0.785 7.7 2 .83 10 80 8.5 0.763 8.6 3.18 25 89 8.5 0.754 9.9 3.63 50 98 8.5 0.745 11 .1 4 .10 100 96 8.0 0.730 11.6 4 .28 Intensity= b/ (Tc+ d)"e Runoff Coefficient 0.30 0.90 0.60 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1 .3 March 2000 1027001 By: JOB DRAINAGE AREA TYPES Area (acres) Total Area -1.51 Acres 50% Lawn/Penneable Area 0.76 50% lmpenneable Area 0.75 Total : 1.51 Proposed Flow Path Description Length Velocity Time (ft) (fps) (min.) Overland Flow 70 .5 0.5 2.4 Gutter Flow 504 4.0 2 .1 TOTAL: 4 .5 Time of Concentration Tc Used Pro osed Conditions 1 O min . 4 .5 m in. 10.0 min . Stonn BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff <Year) (in/hr) (cfs) 2 65 8.0 0.806 6 .3 5.75 5 76 8.5 0.785 7.7 6 .99 10 80 8.5 0.763 8.6 7 .84 25 89 8 .5 0.754 9 .9 8 .96 50 98 8.5 0.745 11 .1 10.12 100 96 8.0 0.730 11.6 10.57 Intensity= b/ (Tc+ d) ... e Runoff Coefficient 0.30 0.90 0.60 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.4A By : JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0.25 Acres 30% Lawn/Permeable Area 70% Impermeable Area Prooosed Flow Path Description Length (ft) Overtand Flow 11 Gutter Flow 275 Area <acres) 0.07 0.18 Total : 0.25 Velocity Time lfos) <min.) 0.5 0.4 4.0 1.1 TOTAL: 1.5 Time of Concentration Tc Used Pro sed Conditions 1 O min. 1.5 min. 10.0 min . Storm BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 6 .3 1.16 5 76 8.5 0.785 7.7 1.42 10 80 8.5 0.763 8 .6 1.59 25 89 8.5 0.754 9.9 1.82 50 98 8.5 0 .745 11 .1 2.05 100 96 8.0 0.730 11 .6 2 .14 Intensity= b/ (Tc+ d)Ae Runoff Coefficient 0.30 0.90 0.73 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.48 By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0. 78 Acres 55% Lawn/Penneable Area 45% lmpenneable Area Prooosed Flow Path Description Length (ft) Overland Flow 11 Gutter Flow 275 Area <acres) 0.43 0.35 Total: 0.78 Velocity Time (fOS) <min .) 0.5 0.4 4.0 1.1 TOTAL: 1.5 Time of Concentration Tc Used Pro osed Conditions 1 O min . 1.5 min . 1 o.o min . Storm BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) lin/hr) (cfs) 2 65 8.0 0.806 6.3 2 .83 5 76 8.5 0.785 7.7 3.44 10 80 8.5 0.763 8.6 3.86 25 89 8.5 0.754 9.9 4 .40 50 98 8.5 0.745 11 .1 4.98 100 96 8.0 0.730 11 .6 5.20 Intens ity= b/ (Tc+ d)"e Runoff Coefficient 0.30 0.90 0.57 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1 .5 By : JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -2 .03 Acres 28% Landscaping/Permeable Area 72% Impermeable Area Proposed Flow Path Description Length {ft) Overland Flow 10 Pavement Flow 556 Area <acres) 0.57 1.46 Total : 2 .03 Velocity Time lfos) {min.) 0.5 0.3 4.0 2 .3 TOTAL: 2 .7 Time of Concentration Tc Used Pro osed Conditions 10 min . 2 .7 min . 10 .0 min . Storm BRAZOS COUNTY Period Proposed Prooosed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 6 .3 9.63 5 76 8.5 0.785 7.7 11.71 10 80 8.5 0.763 8.6 13.14 25 89 8.5 0.754 9.9 15.01 50 98 8.5 0.745 11 .1 16.97 100 96 8.0 0.730 11 .6 17 .72 Intensity= bl (Tc+ d)"e Runoff Coefficient 0.35 0.90 0.75 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.1 , 1.2, 1.3, and 1.4A March 2000 1027001 By: JOB DRAINAGE AREA TYPES Area Runoff <acres) Coefficient Drainage Basin #1 .1 -Medium Density Residential 1.50 0.60 Drianage Basin #1 .2 -Medium Density Residential 0.61 0.60 Drianage Basin #1.3 -Medium Density Residential 1.51 0.60 Drianage Basin #1 .4A -Lawn and Impervious Area 0 .25 0.73 Total : 3.87 0.61 Proposed Flow Path Descript ion Length Velocity Time {ft) lfos) {min.) Overland Flow 70 .5 0.5 2.4 Gutter Flow 504 4 .0 2.1 Vallev Gutter Flow -Concrete 70 4.5 0.3 TOTAL: 4 .7 Time of Concentration Tc Used Pro osed Conditions 10 min . 4 .7 min . 10.0 min . Storm BRAZOS COUNTY Period Pronnsed Prooosed b d e Intensity Runoff (Year) {in/hr) lets) 2 65 8.0 0.806 6 .3 14.91 5 76 8.5 0.785 7.7 18 .13 10 80 8.5 0.763 8.6 20.34 25 89 8.5 0.754 9.9 23.24 50 98 8.5 0.745 11.1 26 .27 100 96 8.0 0.730 11 .6 27.42 Intensity = b/ (Tc + d)"e Final Drainage Report for LEGACY ADDITION No. 1 ATIACHMENT #1.6 DRAINAGE RATING CURVES FROM CURBED STREET AND VALLEY GUTIERS July 2000 Project Description Worksheet Type Solve For Input Data Curve Plotted Curves for Gutter Section Gutter Section -27' Wide Street Gutter Section Spread Gutter Width 0 .00 ft Gutter Cross Slope 0.000000 ft/ft Road Cross Slope 0 .038500 ft/ft Mannings Coefficient 0 .015 Attribute Slope (ft/ft) Discharge (cfs) Minimum Maximum Increment 0 .006000 0 .030000 0 .002000 1 .00 14.00 1 .00 Worksheet: Gutter Section -27' Wide Street Spread vs Slope Varying Discharge 14 .0 ~~~~~~~~~'--~~~~--'-~~~~.-~~~~~---.--~~~~~----, --1.00 cfs --2.00 cfs --3.00cfs --4.00 cfs 5.00 cfs ~ 6.00 cfs ~ 7.00 cfs -8.00 cfs --e--9.00 cfs ~ 10 .00 cfs --11 .00cfs :,--12.00 cfs --13.00 cfs --14.00 cfs 2 .0 '--~~~~~-'-~~~~~~..J_~~~~~--''--~~~~~-'-~~~~~~~ 0.005 0 .010 0 .015 0 .020 0 .025 0 .030 Slope (fVft) c:\haestad\projects\1027'0'.>1\flowmaster.fm2 Ash & Browne Engineering Inc ~ 10:39:26AM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer. ABEi FlowMaster v6 .0 [614e) Page 1 of 1 CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triangular Channel Project Desc ri ption Worksheet Flow Element Method Solve For Input Data Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficie nt 0 .015 Left Side Slope 14.95 H : V R ight Side Slope 14.95 H : V Attribute Minimum Maximum Discharge (cfs) 10.00 30.00 Slope(Mt) 0 .006000 0 .020000 Increment 1.00 0 .002000 Worksheet: Triangular Channel Depth vs Discharge Varying Slope 0 .75 0 .73 0.71 0.69 0.67 0.65 0.63 0 .61 0 .59 .c 0 .57 -- 0.Z' 0 .55 ... ,__. --,_ ~ ~t;, ,., --_,.. .i---i.-__.. 0 .53 ./ ....... -.-' , ..... ...... ---0.51 . .--~ .... w- .; ..... ,... ...... 0.49 ..... ~ ~ ---"""' """' ./ ..... ,,.. _i,..o ..... -"" 0.47 ,__ ...... ... ~ ..... ..... t.....oo' ..... 0.45 v -./ ~ _, ,__ ....... _,,. J ' _, _, ..,,. (/ ~ ~ l...oo' 0.43 _~ i,..o-_,,. ~ 0.41 "1 _, ~-~ - 0.39 ./ .... .... 0 .37 0.35 10.0 12.0 14 .0 16.0 18.0 20.0 22.0 24.0 Discharge (cfs) c :\haestad\projects\1 027"Xl1Vlowmaster.fm2 Ash & Browne Engineeri ng Inc ~ ._- _,,..... ---~ ~-- 26.0 28.0 --0.006000 ft/ft -0.008000 ft/ft --0.010000 ft/ft --0.012000 ft/ft 0.014000 ft/ft ~ 0.016000 ft/ft --.;o-0.018000 ft/ft ~ 0.020000 ft/ft -, 30.0 cn<:l3KX) 0 1 :14:28 P M <!;> Haestad Methods, Inc. 37 Brooks ide Road Wate rbury, CT 06700 U SA (203) 755-1666 Project Eng ineer: ABEi FlowMaster v6.0 (614e) P ag e 1 of 1 Project Description Worksheet Flow Element Method Solve For Input Data CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triang_ular Channel Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0 .015 Left Side Slope 15.00 H : V Right Side Slope 15.00 H : V Attribute Discharge (cfs) Slope (Mt) Minimum 10.00 0 .006000 Maximum Increment 30.00 1 .00 0 .020000 0 .002000 Worksheet: Triangular Channel Top Width vs Discharge Varying Slope 10 .0 L-~~'--~~'--~~'--~~'--~--''--~~'--~--''--~~'--~~'--~--' ---0.006000 ftJft --0.008000 ftJft --0. 01 0000 ftJft --0.012000 ftJft 0.014000 ftJft ~ 0 .016000 ftJft ~ 0.018000 ftJft -0.020000 ftJft 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 Discharge (cfs) c :\haestad\projects\1027'0J1\flowmaster.fm2 Ash & Browne Engineering Inc ()31()6.{X) 03:05:34 PM © Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi FlowMaster v6.0 [614e) Page 1of1 Project Description Worksheet Flow Element Method Solve For Input Data CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triangular Channel Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.015 Left Side Slope 14.95 H : V Right Side Slope 14.95 H : V Attribute Discharge (cfs) Slope (ft/ft) Minimum Maximum Increment 10.00 30.00 1.00 0 .006000 0 .020000 0 .002000 Worksheet: Triangular Channel Velocity vs Discharge Varying Slope 2.5 '--~~-'-~~--'~~~-'-~~--'-~~~-'--~~--'-~~~'--~~__,_~~-----''--~~~ --0.006000 ft/ft _..,._ 0.008000 ft/ft ---0 .010000 ft/ft --0.012000Mt 0.014000 ft/ft ~ 0 .Q1 6000 ft/ft ..........,__ 0 .Q1 8000 ft/ft ~ 0.020000 ft/ft 10.0 12.0 14.0 16 .0 18.0 20.0 22.0 24.0 26 .0 28.0 30 .0 Discharge (cfs) c :\haestad\projects\102"N:X>1\tlowmaster.fm2 Ash & Browne Engln-rlng Inc 03.Q3A'.Xl 01 :18:00 PM © Haestad M ethods , Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer: ABEi FlowMaster v6.0 (614e] Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Oescri~ion Worksheet Flow Element Method Solve For Input Data DISCHARGE CHAN Trapezoidal Channel Manning's Formula Channel Depth Mannings Coefficient 0 .030 Slope 0 .01 CXXlO Mt Left Side Slope 4 .00 H : V Right Side Slope 4.00 H : V Bottom Width 5 .00 ft Attribute Minimum Maximum Increment Discharge (cfa) 0.00 23.00 1 .00 Discharge DesXh Velociy Flow Wetted Top (cfa) (ft) (ft/a) Area Perimeter Width (ft3) (ft) (ft) 0.00 0 .00 0 .00 0 .0 0.00 11 ."'8 1 .00 0.14 1.26 0 .8 6.17 6 .14 2.00 0.21 1.60 1.2 6 .76 6.70 3.00 0.27 1.8"' 1.6 1.22. 7 .15 4.00 0 .32 2.02 2.0 7.61 7.53 5.00 0.36 2.17 2.3 7.95 7.87 6.00 0 . ...0 2.30 2.6 8 .27 8 .17 7.00 0."'3 2.41 2.9 8 .56 8 ."'5 8 .00 0 ."'6 2.51 3.2 8 .83 8 .72 9.00 0.50 2.60 3.5 9.09 8.96 10.00 0 .52 2.69 3.7 9 .33 9.20 11 .00 0 .55 2.76 4 .0 9 .55 9."'2 12.00 0 .58 2.8"' 4.2 9 .n 9 .63 13.00 0 .60 2.90 4.5 9.96 9.83 14.00 0.63 2.97 4.7 10.18 10.03 15.00 0 .65 3.03 5 .0 10.37 10.21 16.00 0.67 3 .06 5 .2 10.56 10.39 17.00 0.70 3 .14 5.4 10.74 10.57 18.00 0 .72 3 .19 5 .6 10.91 10.74 19.00 0 .74 3.24 5 .9 11 .06 10.90 20.00 0 .76 3.29 6.1 11 .25 11 .06 21 .00 0.78 3.33 6.3 11 .41 11.22. 22.00 0 .80 3.38 6.5 11 .56 11 .37 23.00 0 .81 3."'2 6.7 11 .71 11 .51 c :\haoatadlprojocta\1027'C01\ftowmallter.tm2 Ash & Browne Engl ,_lng Inc 03Jl:QOJ 12:19:50 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engi..-: ABEi FlowMaater "6.0 (614e] Page 1 of 1 Final Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .7 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS July 2000 323 322 §: 321 > ~ UJ 320 ~ .J<' V" 319 / -= ........ > ~ w v 3 18 0 323 322 321 320 319 / / 0 5000 ...---~ 1,....--'...- 2 4 6 LEGACY ADDITION No . 1 Stage Storage Curve -----------~ ~ ~ - 10000 15000 Volume (cu .ft ) LEGACY ADDITION No . 1 Stage Discharge Curve I--- ~ .----~ -~ 20000 ......... .-- .....-- 25000 30000 ,,..,,,,. ,,,,.,,.,.~ i.....--~ 8 10 12 14 16 18 20 22 24 26 Flow (cfs) Type .... Vol: Elev -Area Page 6 Name .... POND-REDESIGN File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Elevation (ft) 318.00 319.00 320 .00 321. 00 322 .00 Planimeter (sq.in) Area Al+A2+sqr(Al*A2) (acres) (acres) .0000 .1171 .1537 .1924 .2328 .0000 .1171 .4050 .5181 .6368 POND VOLUME EQUATIONS Volume (cu.ft) 0 1700 5880 7522 9247 Volume Sum (cu .ft) 0 1700 7580 15103 24349 • Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) • (EL2-EL1) •(Areal+ Area2 + sq .rt.(Areal*Area2)) where: Ell. EL2 Areal.Area2 Volume = Lower and upper elevations of the increment =Areas computed for Ell. EL2, respectively = Incremental volume between Ell and EL2 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (325) Compute Time: 09 :03:06 Date: 07-17-2000 Type .... Composite Rating Curve Page 11 Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... OUTLET STRUCTURE "B" ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft) ws Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------------- 318.15 .00 318 .10 .000 None contributing 318.65 .86 318.21 .000 CV 319 .15 3 .37 318.36 .000 CV 319 .65 7 .08 318.50 .000 CV 320 .15 11. 47 318.62 .000 CV 320.65 15 .85 318 . 72 .000 CV 321 .15 19 .41 318 .79 .000 CV 321 .65 22 .49 318 .85 .000 CV 322.00 24 .53 318 .88 .000 CV S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 09 :03:06 Date: 07-17 -2000 Type .... Outlet Input Data Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" REQUESTED POND WS ELEVATIONS: Min . Elev .= Increment = Max . Elev .= 318 .15 ft .SO ft 322.00 ft •••••••••••••••••••••••••••••••••••••••••••••• OUTLET CONNECTIVITY •••••••••••••••••••••••••••••••••••••••••••••• ---> Forward Flow Only (UpStream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El. ft Culvert-Circular CV ---> TW 318 .150 TW SETUP, DS Channel S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 09:03:06 Page 7 E2. ft 322 .000 Date: 07-17-2000 Type .... Outlet Input Data Page 8 Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert -Circular ------------------------------------ No. Barrels = 1 Barrel Diameter = 2.0000 ft Upstream Invert = 318 .15 ft Dnstream Invert = 318 .10 ft Horiz. Length = 50.00 ft Barrel Length = 50 .00 ft Barrel Slope = .00100 ft/ft OUTLET CONTROL DATA ... Mannings n = .0130 Ke = .5000 (forward entrance loss) Kb = . 012411 (per ft of ful 1 flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/-ft INLET CONTROL DATA ... Equation form = 1 Inlet Control K = .0045 Inlet Control M = 2 .0000 Inlet Control c = .03170 Inlet Control Y = .6900 Tl ratio (HW/D) = 1 .095 T2 ratio (HW/D) = 1 .197 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ . below Tl elev . Use submerged i nlet control Form 1 equ . above T2 elev . In transition zone between unsubmerged and submerged i nlet control , interpolate between flows at Tl & T2 ... At Tl Elev = 320 .34 ft ---> Flow= 15.55 cfs At T2 Elev= 320 .54 ft ---> Flow= 17 .77 cfs S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325 ) Compute Time: 09 :03 :06 Date : 07 -17 -2000 Type .... Outlet Input Data Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA = TW Structure ID Structure Type = TW SETUP, DS Channel USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type: Chn -Trapz. Channel ID: OUTLET CHANNEL CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Hin . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min . HW tolerance = .01 ft Max. HW tolerance = .01 ft Hi n . Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: D21201A06A8A Ash & Browne Engineering, I nc. Page 9 PondPac k Ver : 7 .0 (325) Compute Time: 09 :03:06 Date : 07-17-2000 Type .... Outlet Input Data Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type: Chn-Trapz. Channel ID : OUTLET CHANNEL Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth .) TRAPEZOIDAL CROSS SECTION Slope = .010000 ft/ft Mannings n = 0 .03000 Invert Elev . = 318 .10 ft Top of Channel = 320 .00 ft Base width = 6 .00 ft Rt Side slope = 4 .000 horizontal Lt Side slope = 4 .000 horizontal SIN: D21201A06A8A Ash & Browne Engineering, Inc. Page 10 :1 vert . : 1 vert . PondPack Ver: 7 .0 (325) Compute Time : 09 :03:06 Date: 07-17-2000 322 321 :> 320 Q) w 319 318 J 11 /j l, J I I LEGACY ADDITION No . 1 Water Elevation Vs. Time --" I/ ""\~ ~ t'\ I~ v \ \~I\ ~ ~ ,~, ~ ~~" ~ ~ ~ ~-,_ ' ~ 0 20 40 60 80 Time (min) i'::o . - 100 120 --- Currently Plotted Curves 5-Year Storm 10-Year Storm 25 -Year Storm 5 0 -Year Storm 1 00 -Year Storm Type .... Time-Elev Name .... POND OUT Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e. b, d Tag: 005-Yr TIME vs. ELEVATION (ft) Time I Output Time increment = 5 .00 min Page 1 Event : 5 yr min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 318 .oo 318 .83 319.50 320.04 320 .37 25 .oo I 320 .58 320.66 320 .49 320 .08 319.67 50 .00 I 319 .35 319 .13 318 .93 318 .79 318 .69 75.oo I 318 .54 318.37 318 .27 318 .22 318.19 100 .00 I 318.17 318 .16 318 .16 318.15 318.15 125 .oo I 318.15 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time : 09:03:06 Date: 07-17-2000 Type .... Time-Elev Name .... POND OUT Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 010 -Yr TIME vs . ELEVATION (ft) Page 2 Event: 10 yr Time I Output Time increment = 5.00 min mi n I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 318 .oo 318 .86 319 .57 320 .15 320 .50 25 .oo I 320 .73 320 .90 320.85 320 .45 319 .94 50 .00 I 319 .56 319 .28 319.06 318 .88 318 .75 75 .oo I 318 .67 318 .48 318 .34 318 .25 318 .21 100 .00 I 318 .18 318.17 318 .16 318.16 318 .15 125 .oo I 318.15 318.15 S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325 ) Compute Time : 09:03:06 Date : 07-17 -2000 Type .... Time-Elev Name .... POND OUT Tag: 025-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b , d Tag: 025-Yr TIME vs . ELEVATION (ft) Page 3 Event: 25 yr Ti me Output Time increment = 5 .00 min min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 318 .00 318 .91 319 .68 320.31 320 .70 25 .oo I 320 .96 321 .16 321 .15 320 .80 320 .27 50 .00 I 319 .80 319 .45 319 .21 318 .99 318.83 75 .oo I 318 .72 318 .63 318.42 318 .30 318 .24 100 .00 I 318 .20 318.18 318 .17 318 .16 318.15 125.00 I 318.15 318 .15 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time : 09 :03:06 Date : 07-17 -2000 Type .... Time-Elev Name .... POND OUT Tag : 050-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e. b, d Tag : 050-Yr TIME vs. ELEVATION (ft) Page 4 Event: 50 yr Time Output Time increment = 5.00 min min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 318.oo 318 .96 319 .80 320 .49 320.93 25.oo I 321 .24 321.46 321 .48 321 .13 320 .54 50.00 I 320 .01 319 .62 319 .32 319 .10 318 .90 75.oo I 318 .77 318.68 318.51 318 .35 318 .26 100 .00 I 318 .21 318.19 318 .17 318 .16 318.16 125 .oo I 318 .15 318 .15 318.15 S/N : D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time : 09 :03 :06 Date: 07-17-2000 Type .... Time-Elev Name .... POND OUT Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 100-Yr TIME vs. ELEVATION (ft) Page 5 Event: 100 yr Time I Output Time increment = 5 .00 min min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 318 .oo 318.97 319 .82 320.53 320 .98 25 .oo I 321 .29 321.53 321 .60 321 .31 320 .76 50 .00 I 320.19 319 .74 319.41 319.18 318 .96 75.oo I 318 .81 318 .71 318 .59 318 .40 318 .29 100 .00 I 318 .23 318 .19 318 .18 318 .16 318 .16 125.oo I 318 .15 318.15 318 .15 S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time: 09:03:06 Date : 07 -17 -2000 20 15 3:: 10 0 LL / 5 I / / 0 0 LEGACY ADDITION No . 1 5-Year Storm Hydrograph Developed Conditions \ ' ./,·, I \ I I \ \ I \ \ \ \ """--, ' -..... ·---.. __ -----·- 20 40 60 80 Time (min) -- 100 ----------~ 120 Currentl y Plotte d Cur v es W/O Detention W/Detention Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 005-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 17 Event: 5 yr Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) Tag Freq File IDF Curve 005 -Yr 5 ABE!. IDQ e = .7850 b = 76.0000 d = 8.5000 Tc = 13.91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 005-Yr 5 .350 1 .000 I .350 6.6178 6.630 I 15.48 S/N : D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver : 7 .0 (325) Compute Time : 09:03:06 Date : 07-17-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 005-Yr MODIFIED RATIONAL METHOD Page 18 Event: 5 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1 .000 Allowable Outflow: 15 .48 cfs Required Storage: 15314 cu.ft * * *--------------------------------------------------------------------* * Peak Inflow: 19 .62 cfs * .HYG File : 005-Yr * * ********************************************************************** Q I Td = 28.00 min I /-------Approx. Duration for Max . Storage ------! I I I I I I I I I I I I . I . I I Tc= I = Q = 10 .00 min 7.6928 in/hr 33 .45 cfs I I I I I I I Required Storage I 15314 cu .ft I I I x x x x x x xix x x x x x x x x x x I Return Freq: 5 yr C adj .factor:l .000 Area = 6.680 acres Weighted C = .646 Adjusted C = .646 Td= 28.00 min I = 4 .5125 in/hr Q = 19 .62 cfs I x x I o Q = 15 .48 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x -----------------------------------------------------1------------ 30 .11 min T S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 09 :03:06 Date: 07-17-2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag: 005-Yr Page 12 Event: S yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 005-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAE5TAD\PROJECT5\1027\001\ = HGDATA3.HYG -POND IN 005-Yr = HGDATA3.HYG -POND OUT 005-Yr Time min Inflow cf s 25/t -0 cfs 25/t + O Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00 105.00 110.00 115. 00 120.00 125.00 .00 9.81 19.62 19.62 19.62 19.62 15.70 5.89 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 6.26 23.81 42.05 S4.S7 63.29 66.69 S9.43 43.SS 29.10 19.36 12.80 8.31 S.23 3.11 1. 77 1.02 .S9 .3S .21 .14 .09 .07 .06 .OS .04 .00 9.81 3S.69 63.0S 81. 29 93.81 98.61 88.28 6S.32 43.SS 29.10 19.36 12.80 8.31 S.23 3 .11 1. 77 1.02 .S9 .3S .21 .14 .09 .07 .06 .OS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 1. 78 S.94 10.50 13. 36 lS.26 lS.96 14.42 10.88 7. 23 4.87 3.28 2.2S 1. S4 1.06 .67 .38 .21 .12 .07 .04 .02 .01 .01 .00 .00 PondPack Ver: 7.0 (325) Compute Time: 09:03:06 0 983 4420 7847 10139 117S8 12391 11032 8142 S442 3S87 2390 13S4 82S SS7 269 86 3S 18 12 9 7 7 6 6 6 318.00 318.83 319.SO 320.04 320.37 320.S8 320.66 320.49 320.08 319.67 319.3S 319 .13 318.93 318.79 318.69 318.S4 318.37 318.27 318.22 318.19 318.17 318.16 318.16 318.lS 318.lS 318.lS Date: 07-17-2000 25 20 I ......... ~ 15 0 ........ ~ 0 LL 10 , I I J I I 5 v 0 0 LEGACY ADDITION No . 1 10-Year Storm Hydrograph Developed Conditions /' -\ \ I \ \ \ \ "' ' ~ ................. ~ .... --. ·-·----- 20 40 60 80 Time (m i n) --··-- 100 ----------·- 120 Currently Plotted Cur ve s W/O Detention W/Detention Type .... Rational Predev. Peak Q Page 19 Name .... DEVELOPED Event : 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 010-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 010-Yr 10 ABEI.IDQ e = .7630 b = 80.0000 d = 8 .5000 Tc = 13.91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 010-Yr 10 .350 1.000 I .350 7 .4594 6.630 I 17 .45 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 09:03:06 Date: 07-17-2000 Type .... Mod. Rational Graph Name .... DEVELOPED Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e. b. d Tag: 010-Yr MODIFIED RATIONAL METHOD Page 20 Event: 10 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment : 1.000 Allowable Outflow: 17 .45 cfs Required Storage: 17692 cu.ft * * *--------------------------------------------------------------------* * Peak Inflow: 21.46 cfs * .HYG File: 010-Yr * * ********************************************************************** Q I Td = 30 .00 min I /-------Approx . Duration for Max. Storage ------/ I I I I I I I I I I I I I I I I I I . x x x x x 0 . I . I I Tc= I = Q = 10.00 min 8.6345 in/hr 37.55 cfs I I I I I I I Required Storage I 17692 cu .ft I I I x x x x x x xix x x x x x x x x x x I 0 0 0 NOT TO SCALE ============ Return Freq: 10 yr C adj.factor :l.000 Area = 6.680 acres Weighted C = .646 Adjusted C = .646 Td= 30.00 min I = 4.9361 in/hr Q = 21.46 cfs x 0 IX I I I Q = 17.45 cfs (Allow.Outflow) x I o I x -----------------------------------------------------1------------ 31 .87 min T SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 09 :03:06 Date: 07-17-2000 Type .... Pond Routing Cales (Total Out) Page 13 Name .... POND OUT Tag: 010-Yr Event: 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 010-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1027\001\ = HGDATA3.HYG -POND IN 010-Yr = HGDATA3.HYG -POND OUT 010-Yr Time min Inflow cfs 2S/t -0 cfs 2S/t + O Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00 105.00 110. 00 115. 00 120.00 125.00 130.00 .00 10.73 21.46 21.46 21.46 21.46 21.46 10.73 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 6.89 26.09 46.02 59.90 69.94 77 .67 75.36 57.91 38.63 25.79 17.14 11. 28 7.26 4.51 2.62 1. 50 .86 . 50 .30 .19 .12 .08 .06 .05 .05 .04 .00 10.73 39.09 69.02 88.95 102.83 112. 87 109.87 86.10 57.91 38.63 25.79 17.14 11. 28 7.26 4.51 2.62 1.50 .86 .50 .30 .19 .12 .08 .06 .05 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 1.92 6.50 11. 50 14.53 16.44 17.60 17.25 14.09 9.64 6.42 4.33 2.93 2.01 1.38 .94 .56 .32 .18 .10 .06 .03 .02 .01 .01 .00 .00 PondPack Ver: 7.0 (325) Compute Time: 09:03:06 0 1089 4862 8627 11120 12928 14237 13841 10750 7190 4803 3182 2024 1155 726 504 186 64 28 15 10 8 7 6 6 6 6 318.00 318.86 319.57 320.15 320.50 320.73 320.90 320.85 320.45 319.94 319.56 319.28 319.06 318.88 318.75 318.67 318.48 318.34 318.25 318. 21 318.18 318.17 318.16 318.16 318.15 318.15 318.15 Date: 07-17-2000 25 20 / -$! 15 0 -I I !i:: 0 u. 10 I I 5 I v 0 0 20 LEGACY ADDITION No . 1 25-Year Storm Hydrograph Developed Conditions \ /' / \\ ' ~ \ \ \ I\ \ ' ', ""-, \ ''r--, ------ 40 60 80 Time (min) ·- 100 -4---- 120 Curr e n tly Plotted Cu rve s W/O Detention W/Det e ntion Type .... Rational Predev . Peak Q Name .... DE VELOPED File .... C:\HAESTAD \PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b. d Tag: 025-Yr SUMMARY OF RATION AL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 21 Event : 25 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 025-Yr 25 ABE!. IDQ e = .7540 b = 89 .00 00 d = 8.5000 Tc = 13.91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 025 -Yr 25 .350 1 .000 I .350 8 .5341 6 .630 I 19 .97 S/N : D212 01A06A8A Ash & Br owne Engineeri ng, Inc . PondPack Ver: 7 .0 (325) Compute Time : 09 :03:06 Date : 07-17-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: 025-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 025-Yr MODIFIED RATIONAL METHOD Page 22 Event: 25 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: 19 .97 cfs Required Storage: 20460 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 24.20 cfs * .HYG File: 025-Yr * * ********************************************************************** Q I Td = 31 .00 min I !-------Approx . Duration for Max. Storage ------/ I I I I I I I I I I I I I I I I I I . x x x x x 0 . I. I I Tc= I = Q = 10.00 min 9.8615 in/hr 42.88 cfs I I I I I I I Required Storage I 20460 cu .ft I I I x x x x x x XIX x x x x x x x x x x I 0 0 0 NOT TO SCALE ============ Return Freq: 25 yr C adj.factor:l .000 Area = 6.680 acres Weighted C = .646 Adjusted C = .646 Td= 31.00 min I = 5.5662 in/hr Q = 24 .20 cfs x 0 IX I I I Q = 19 .97 cfs (Allow .Outflow) x I o I x '-----------------------------------------------------1------------ 32.75 min T SIN: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (325) Compute Time: 09:03:06 Date: 07-17-2000 Type .... Pond Routing Cales (Total Out) Page 14 Name .... POND OUT Tag: 025-Yr Event: 25 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 025-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1027\001\ = HGDATA3.HYG -POND IN 025-Yr = HGDATA3.HYG -POND OUT 025-Yr Time min Inflow cfs 2S/t -0 cf s 2S/t + O Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00 105.00 110. 00 115. 00 120.00 125.00 130. 00 .00 12.10 24.20 24.20 24.20 24.20 24.20 14.52 2.42 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7.83 29.48 52.20 68.23 80.57 90.09 89.96 73.08 50.53 33.73 22.49 14.91 9.75 6.22 3.79 2.15 1.23 . 71 .42 .25 .16 .11 .08 .06 .05 .05 .00 12.10 44.13 77 .89 100.61 116. 64 128.98 128.82 106.90 75.50 50.53 33.73 22.49 14.91 9.75 6.22 3.79 2.15 1. 23 . 71 .42 .25 .16 .11 .08 .06 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 2.14 7.33 12.85 16.19 18.03 19.45 19.43 16.91 12.48 8.40 5.62 3.79 2.58 1. 77 1. 21 .82 .46 .26 .15 .08 .05 .03 .01 .01 .00 .00 PondPack Ver: 7.0 (325) Compute Time: 09:03:06 0 1260 5510 9712 12644 14740 16428 16407 13453 9415 6276 4169 2785 1665 977 636 420 125 47 22 13 9 8 7 6 6 6 318.00 318.91 319.68 320.31 320.70 320.96 321.16 321.15 320.80 320.27 319.80 319.45 319.21 318.99 318.83 318. 72 318.63 318.42 318.30 318.24 318.20 318.18 318.17 318.16 318.15 318.15 318.15 Date: 07-17-2000 30 25 20 / ........ ~ 0 ........ ~ 15 0 / / I u. 10 I 5 I !// 0 0 20 LEGACY ADDITION No. 1 50-Year Storm Hydrograph Developed Conditions ' \ / !-t " \ ' r\ , \ \ \ \ "" "'--, \. ....... ___ ----- 40 60 80 Time (min) --------~ --- 100 120 - Currently Plotted Curves W/O Detention W/Detention Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 050-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 23 Event : 50 yr Q = CiA • Units Conversion: Where Conversion = 43560 I (12 • 3600) Tag Freq File IDF Curve 050-Yr 50 ABEI. IDQ e = .7450 b = 98 .0000 d = 8 .5000 Tc = 13 .91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 050-Yr 50 .350 1 .000 I .350 9 .6638 6 .630 I 22 .61 S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325 ) Compute Time : 09 :03:06 Date : 07-17 -2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: OSO-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b. d Tag: OSO-Yr MODIFIED RATIONAL METHOD Page 24 Event : SO yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43S60 I (12 * 3600 ) ********************************************************************** * * RETURN FREQUENCY: SO yr 'C' Adjustment : 1 .000 Allowable Outflow: 22 .61 cfs Required Storage: 23429 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 27 .SS cfs * * . HYG File : OSO -Yr * ********************************************************************** Q I Td = 31 .00 min I Return Freq: SO yr /-------Approx . Duration for Max . Storage ------/ C adj.factor :l .000 I I I I I Tc= 10 .00 min I I I = 11 .1476 in/hr I I Q = 48 .48 cfs I I . I . I I I I I I Requ i red Storage I I 23429 cu .ft I I I I I x x x x x x xjx x x x x x x x x x x I I Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 31.00 min I = 6 .33S2 in/hr Q = 27.SS cfs I x x I o Q = 22 .61 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x '-----------------------------------------------------1------------ 32 .79 min T S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (32S) Compute Time : 09 :03:06 Date : 07-17 -2000 Type .... Pond Routing Cales (Total Out) Page 15 Name .... POND OUT Tag: 050-Yr Event: 50 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 050-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1027\001\ = HGDATA3.HYG -POND IN 050-Yr = HGDATA3.HYG -POND OUT 050-Yr Time min Inflow cfs 2S/t -0 cfs 2S/t + O Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00 105.00 110.00 115. 00 120.00 125.00 130. 00 135. 00 .00 13. 77 27.55 27.55 27.55 27.55 27.55 16.53 2.75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 8.97 33.57 59. 71 79.16 94.39 106.81 107.94 88. 72 61.66 41.12 27.47 18.27 12.05 7.79 4.87 2.87 1.64 .94 .55 .32 .20 .13 .09 .07 .05 .05 .04 .00 13. 77 50.30 88.67 114. 80 134.26 149.49 150.89 127.23 91. 48 61.66 41.12 27.47 18.27 12.05 7.79 4.87 2.87 1.64 .94 .55 .32 . 20 .13 .09 .07 .05 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 2.40 8.36 14.48 17.82 19.93 21. 34 21.47 19.25 14.91 10.27 6.83 4.60 3 .11 2.13 1.46 1.00 .62 .35 . 20 .11 .06 .04 .02 .01 .01 .00 .00 PondPack Ver: 7.0 (325) Compute Time: 09:03:06 0 1492 6247 11084 14494 17118 19171 19364 16187 11450 7668 5132 3387 2209 1254 776 531 226 75 31 17 11 8 7 7 6 6 6 318.00 318.96 319.80 320.49 320.93 321. 24 321. 46 321. 48 321.13 320.54 320.01 319.62 319.32 319.10 318.90 318. 77 318.68 318.51 318.35 318. 26 318.21 318.19 318.17 318.16 318.16 318.15 318.15 318.15 Date: 07-17-2000 30 25 20 ........ / ~ 0 -~ 15 0 I I IJ.. 10 I I 5 I ,,/ 0 0 20 LEGACY ADDITION No. 1 100-Year Storm Hydrograph Developed Conditions \ \ ,// t"" \ \ \ \ I\ \ \ I\ "-, " \ ------------ 40 60 80 Time (m i n) ------ 100 120 ,__ Currentl y P lotted Curves W/O Detention ---W/Detention Type .... Rational Predev. Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LE GACY ADDITION .PPW Title ... Developed Co nditions Storm ... e, b, d Tag : 100-Yr SUMMARY OF RATIO NAL MET HOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 25 Event: 100 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 100-Yr 100 ABEI. IDQ e = .7300 b = 96.0000 d = 8 .0000 Tc = 13 .91 min Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 100-Yr 100 .350 1 .000 I .350 10 .0833 6 .630 I 23 . 59 S/N : D212 01A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7.0 (325) Compute Time: 09:03:06 Date: 07-17-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 100-Yr MODIFIED RATIONAL METHOD Page 26 Event: 100 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • RETURN FREQUENCY: 100 yr 'C' Adjustment: 1 .000 Allowable Outflow : 23 .59 cfs Required Storage: 24524 cu .ft • • ·--------------------------------------------------------------------· • Peak Inflow: 28.26 cfs * .HYG File : 100-Yr • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• Q I Td = 32.00 min /-------Approx . Duration for Max . Storage I . I . Tc= I = Q = 10 .00 min 11.6392 in/hr 50.61 cfs I ------/ I I I I I I I I I I I I I I I I I Required Storage I 24524 cu.ft I I I I I x x x x x x xix x x x x x x x x x x I I Return Freq: 100 yr C adj.factor :l.000 Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 32.00 min I = 6.4978 in/hr Q = 28.26 cfs I x x I o Q = 23 . 59 cfs I x o Ix (Allow .Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x -----------------------------------------------------1------------ 33.65 min T S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 09 :03:06 Date: 07-17-2000 Type .... Pond Routing Cales (Total Out) Page 16 Name .... POND OUT Tag: 100-Yr Event: 100 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag : 100 -Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1027\001\ = HGDATA3 .HYG -POND IN 100-Yr = HGDATA3 .HYG -POND OUT 100-Yr Time min Inflow cfs 2S/t -0 cfs 2S/t + 0 Infilt . Outflow Storage Elev. cfs cfs cfs cu .ft ft .00 S .00 10 .00 lS.00 20 .00 2S.OO 30.00 3S.OO 40 .00 4S.OO S0 .00 SS.00 60.00 6S .OO 70.00 7S .OO 80.00 8S.OO 90 .00 9S.OO 100.00 lOS. 00 110 . 00 llS . 00 120.00 12S.OO 130 . 00 13S . 00 .00 14.13 28 .26 28.26 28.26 28 .26 28.26 19.78 S.6S .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 9 .21 34.44 61.29 81.47 97.43 110. 43 114 .13 98 . 71 71.12 47 .48 31 .71 21.12 13 .99 9 .12 S .78 3.SO 1 .99 1.14 .66 .39 .23 .ls .10 .07 .06 .OS .04 .00 14 .13 Sl.60 90.9S 117 .81 137 . 98 1S3 .94 1S8 .47 139 .S6 104.36 71.12 47 .48 31. 71 21.12 13 .99 9 .12 S.78 3 .SO 1. 99 1.14 .66 .39 .23 .lS .10 .07 .06 .OS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SIN: D21201A06A8A Ash & Browne Engineering, Inc . .00 2.46 8.S8 14 .83 18 .17 20.28 21.7S 22 .17 20.42 16 .62 11.82 7 .89 S .29 3.S6 2 .44 1.67 1.14 .7S .43 .24 .14 .08 .04 .02 .01 .01 .00 .00 PondPack Ver: 7 .0 (32S) Compute Time: 09 :03:06 0 1S4S 6406 11381 14896 17612 19788 2042S 17822 1312S 8880 S908 3913 2624 1S2S 909 601 349 107 41 20 12 9 8 7 6 6 6 318.00 318.97 319 .82 320 .S3 320.98 321 .29 321.S3 321. 60 321.31 320.76 320 .19 319.74 319.41 319.18 318.96 318.81 318 . 71 318.S9 318.40 318 .29 318. 23 318.19 318.18 318 .16 318.16 318 .lS 318 .lS 318.lS Date: 07-17-2000 WATER DISTRIBUTION ANALYSIS (NOTE: THIS SECTION OF THE REPORT WAS COMPLETED 7/17/00. ON 3/9/00, THE CITY OF COLLEGE STATION INFORMED OUR OFFICE THAT A 16" WATER MAIN ALONG HOLLEMAN DRIVE WOULD NOT BE REQUIRED. THEREFORE, DISREGARD PORTIONS OF THIS REPORT REGARDING THE 16" WATER MAIN.) Water Distribution Analysis for LEGACY ADDITION No. 1 March 2000 WATER DISTRIBUTION ANALYSIS SYSTEM REQUIREMENTS General The criteria used to analyze the water system came from Texas Natural Resources Conservation Commission (fNRCC), Chapter 290 -Public Drinking Water Rules and Regulations and the City of College Station's Subdivision Regulations (SR). The following items were analyzed as part of this report: 1. 2 . 3. Line Size Requirements -Based on TNRCC §290.44(c), the minimum size for a public water system can be 2 11 0 line. Base on the SR §8-0.1, the water distribution system must be capable of providing fire protection and domestic use. Therefore , 6 11 0 line would be the minimum lines based on the SR. The SR also states that the City, if determined by the City Engineer, will require oversize construction of water lines in order to meet additional capacity for servicing areas beyond the subdivision. The City will not participate in the cost of a waterline of a diameter of less than 8 11 0 or less. Therefore, any lines that are required to be oversized at the request of the City will first be analyzed as 8 11 0 waterlines. For this project, the City has requested that the water line along Holleman Drive be oversized to a 16" 0 line. Pressure Requirements - A minimum pressure of 35 p.s.i. at all points within the system must be maintained at a flow rate of at least 1.5 gallons per minute per connection as per TNRCC §290.44(d). Also, TNRCC §290.44(d) states that if the system is to provide fire fighting capabilities, the system must be capable of maintaining 20 p.s.i. under the combined fire and drinking water flow requirements. Fire Flow Requirements: For subdivisions, the required fire flow is 500 g.p.m. per hydrant while maintaining a 20 p.s.i. residual and provide 1,000 g.p .m. between two adjacent hydrants \Nhile maintaining 20 p .s.i. residual. For the fire hydrant near the convenience store located at the intersection of Harvey Mitchell Parkway and Holleman Drive, the required fire flow, 1,750 g.p.m., was determined based on information provided by the City's fire department. Refer to Attachment #2..1 for fire flow calculations. HYDRAULIC ANALYSIS Computer Modeling In order to determine if the proposed waterline will meet the above criteria, a computer modeling program was utilized. The computer model program allows the user to model the existing or proposed system by putting in the line sizes, interior roughness, line location, various demands by residential users, fire-fighting demands, and various levels or pressures for elevated or pressure tanks. The program allows the user to input new lines to assess their effectiveness in relieving problems found in the simulation of the existing or proposed system . Refer to Attachment #2..2 for water system model. The City Staff provided fire flow information for the fire hydrant at the intersection of Holleman Section 2 Paae 1 Water Distribution Analysis for LEGACY ADDITION No. 1 March 2000 Drive and Southwest Parkway. Based on the information that was provided, the existing system was modeled with a static pressure of 78 p.s. i. and a flowing residual pressure of 72 p.s. i at a rate of 1,095 g.p.m. at the intersection of Holleman Drive and Southwest Parkway. To analyze the proposed system, geographic distribution of peak demand was apportioned in relation to the geographic distribution of residences. The number of connections attributed to the system took into consideration the potential for full development of all subdivisions. Once the connections were distributed, demands were placed on the system to determine the pressure residuals. The distribution is as follows: TABLE #2.1 Meter Distribution Node Designations Meters Assigned J-6 12 J-7 12 J-8 1 J-9 1 J-10 1 The piping network was analyzed assuming the proposed system will be 6 11 0 and 8 11 0 AVWVA C- 900 pipe. A roughness factor (C-value) of 130 was used for this pipe. Scenarios In the first scenario, the computer simulation analyzed the proposed system's ability to deliver a peak flow demand of 1.5 g.p.m. to each connection to the system while maintaining a minimum residual pressure of 35 p.s. i. in all locations. The second scenario simulated fire flow conditions. Under this scenario, afire demand of 500 g.p.m. was placed at node J-7 and 1,750 g.p.m. at node J-11. A minimum residual pressure of 20 p.s.i. must be maintained within the system during this simulation. The results of this simulation shows the system will be capable of providing the 1.5 g.p.m. per connection demand and fire flow demands. The third and fourth scenarios are identical to the above mentioned, respectively, with the exception pipes P-8, P-9, P-10, and P-11 were changed to a 16 11 0 D.l.P. The following table illustrated the lowest pressure in the system under these conditions for each scenario. Section 2 Paae 2 Water Distribution Analysis for LEGACY ADDITION No. 1 Scenario #1 #2 #3 tl4 Table #2.2 Minimum Residual Pressure Minimum Pressure 79.21 39.20 79.21 51 .51 March 2000 Junction Location J-8, J-10 J-11 J-8, J-10 J-3 Refer to Attachments #2.3, #2.4, #2.5 and #2.6 for data/calculations for Scenarios #1, #2, #3, and t/4. CONCLUSION Compliance with City and TNRCC Requirements From the information that is presented in this report, we have shown that the water system that will be developed for this site will meet the City's and TNRCC's requirements . Section 2 Paoe 3 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.1 FIRE FLOW CALCULATIONS March 2000 FIRE FLOW REQUIREMENTS FOR LEGACY ADDITION No. 1 Convenience Store at Intersection of Holleman Drive and Harvey Mitchell Parkway Building Size: 7.500 s.f. Formula for calculating required flow: Therefore; F = 18(C)(A)0·5 where: F = Required Flow (g.p.m.) C = Coefficient related to type of construction (Ordinary Construction) A = Building Area c A Required Flow (sf) (g.p.m.) 1.0 7,500 1,559 Round to nearest 250 g.p.m., therefore; Rounded Flow Required: 1,500 g.p.m. Flow Rate Factors: Factor Increase/ Decrease Occupancy Reduction: 0% Automatic Sprinkler Reduction: 0% Total Reduction: 0% Adjusted Flow Required: Adjusted Flow Required: 1,500 g.p.m. Separation Factors: Side of Description Distance Increase Building North Typical Duplex 55' 15% East Holleman Drive 150' 5% South Harvey Mitchell Parkway 150'+ 0% West Detention Facility and 150'+ 0% undeveloped land. TOTAL: 20% Total increase due to separation distances: 1,800 g.p.m. Round to nearest 250 g.p.m.; therefore , required fire flow for the new fire hydrant is: REQUIRED FIRE FLOW= 1,750 g.p.m. Water Distribution Analysis for LEGACY ADDITION No. 1 A TIACHMENT #2.2 WATER SYSTEM MODEL March 2000 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.3 March 2000 1.5 G.P.M. PER CONNECTION FLOW DATA/CALCULATIONS Analysis Results Scenario: 1.5 GPM/CONNECTION Steady State Analysis Tiiie: Legacy Addition No. .; Project Engineer: ABEi Project Dale: 03I04JOO Commenta: Developer. Tony Jones Scenario Summary Label Demand Alternative Physical Altemative Initial Setting• Alternative Operational Alternative ~ Altemative Conatituent Altemativo Trace Altemative Fire Flow Alternative Liquid Characteriatica Liquid Kinematic Vi&CO&ity Netwonc Inventory Number of Pipea Number of Reservon Number of Junctiona Number of Pumps • Conatant Power: 1.5 GPM/CONNECTION 1.5 GPM/CONNECTION Baae-Phyalcal Base-Initial Settinga Base-Operational Base-~ Altemallvo Baae-Conatituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0.108e-'4 ft•Ja 12 10 1 0 Specific Gravity Number of Tanka • Conatant Area: • Variable Area: Number of Valves -FCV1: 0 0 0 0 0 • One Point (Oeeign Point): 0 ·PBV1: ·O • Standard (3 Point): • Standard Extended: • Cullom Extended: • Multiple Point: Pipe Inventory Total Length 6 in 8 in Label Conatituent (mg.1) J-1 NIA J-2 NIA J-3 NIA J-4 NIA J-6 NIA J-7 NIA J-8 NIA J-9 NIA Title: Legacy Addition No . 1 0 0 0 1,829.oo ft 703.00 ft 932.00 ft Junotlona g 0.00 hr Calculated Preaaure Demand Hydraulic (psi) (Calculated) Grade (gpm) (ft) 503.18 n .91 0.00 503.18 n .91 0.00 503.18 n.91 0.00 503.18 78.35 0.00 503.17 78.78 12.00 503.17 79.64 12.00 503.17 79.21 1.50 503.17 78.78 1 .50 ·PRV1: ·PSV1: -TCV1: Number of Spot Elevationa 16in 48in Preaaure Head (ft) 180.18 180.18 180.18 181.18 182.17 184.17 183.17 182.17 c :VNMMitadlprojects\1027m1\cybemet.wcd Ash & Browne Engineering, Inc. 0 0 0 0 1.00 193.00 ft 1 .00 ft 03.{)6,(X) 00:59:46 AM C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer. ABEi Cybornet "3.1 (071 d) Page 1of2 Analysis Results Scenario: 1.5 GPM/CONNECTION Steady State Analysis Junotlona @ 0.00 hr Label Constituent Calculated Pressure Demand (Calculated) (gpm) Pres&ure Head (ft) J-10 J-11 (mg/I) Hydraulic (psi) NIA NIA Grade (ft) 503.17 503.17 79.21 80.51 Reaervolra e o.oo hr 7 .50 183.17 0 .00 186.17 Label Constituent Calculated ReaetVOir Reael'VOlr (mg/I) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-2 NIA 323.00 NIA 34.50 Plpea @ 0.00 hr Label Status Constituent Flow Velocity From To Friction (mgJI) (gpm) (ft/&) Grade Grade Loss (ft) (ft) (ft) P-1 Open NIA 34.50 0 .22 503.18 503.18 0 .2e-2 P-2 Open NIA 34.50 0 .06 503.18 503.18 0 .31e-4 P-3 Open NIA 14 .59 0 .02 503.18 503.18 0 .31e-4 P-5 Open NIA 14 .59 0 .17 503.18 503.17 0 .01 p~ Open NIA 2 .59 0 .03 503.17 503.17 0 .18e-3 P-7 Open NIA -9 .41 0 .11 503.17 503.17 0 .27e-2 P-8 Open NIA -18 .41 0 .12 503.17 503.17 0 .19e-2 P-9 Open NIA -19 .91 0 .13 503.17 503.18 0 .32e-2 P-10 Open NIA 7 .50 0 .05 503.17 503.17 0 .37e-3 P-11 Open NIA 0 .00 0 .00 503.17 503.17 0 .00 P-16 Open NIA 34.50 O.Q1 323.00 323.00 0 .00 P-17 Open NIA 34.50 0.22 503.18 503.18 0.58e-3 Pumpa @ 0.00 hr Minor Loss (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 Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-4 On NIA 323.00 503.18 34.50 180.18 1.00 1.57 Title : Legacy Addition No. Total Headlou Headloss Gradient (ft) (ft/1 OOOft) 0 .2e-2 0 .03 0 .31e-4 0 .13e-2 0 .31e-4 0 .18e-3 O.Q1 0 .03 0 .18e-3 0 .11e-2 0 .27e-2 O.Q1 0 .19e-2 0 .01 0 .32e-2 0 .01 0 .37e-3 0 .18e-2 0 .00 0.00 0 .00 0 .00 0 .58e-3 0 .04 c :~ojects\102'NXl 1 \cybemet .wcd Ash & Brown• EnglMerlng, Inc. 03.060) 00:59:48 AM Q Haestad M ethod s , Inc. 37 Brookside Road W aterbury, CT 067aJ USA (203) 755-1666 Project Engineer: ABEi Cyt>emet "3.1 (071 d] Page 2of2 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.4 FIRE FLOW DATA/CALCULATIONS March 2000 Analysis Results Scenario: Fire Flow At J-7 and J-11 Steady State Analysis Title : Project Engineer: Legacy Addition No. ABEi Project Date: 03l04IOO Comments: Developer: Tony Jones Scenario Summary Label Demand Alternative Phyalcal Alternative Initial Settings Alternative Operational Alternative AQe Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Liquid Characteristic& Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: • One Point (Design Point): • Standard (3 Point): • Standard Extended: • Custom Extended: -Multiple Point: Pipe Inventory Total Length 6in Sin Fire Flow AJ. J-7 and J-11 Fire Flow at J-7 and J-11 Base-Physical Base-Initial Settings Base-Operational Baae-AQe Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0 .108e-4 1Pla 12 1 10 0 0 0 0 0 1,829.00 ft 703.00 ft 932.00 ft Junctions ~ 0.00 hr Specific Gravity Number of Tanks • Constant Area: -Variable Area: Number of Valves • FCVa: -PBVs: • PRVs: -PSVs: -TCVs: Number of Spot Elevations 16in 481n Label Constituent Calculated Pressure Demand Pressure (mg/I) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-1 NIA 448.84 53.55 0 .00 123.84 J-2 NIA 442.19 51 .54 0 .00 119.19 J-3 NIA 442.12 51 .51 0.00 119.12 J-4 N/A 442.06 51.92 0 .00 120.06 J-6 NIA 431 .57 47.82 12.00 110.57 J-7 NIA 425.57 46.09 512.00 106.57 J-8 NIA 424.79 45.31 1.50 104.79 J-9 NIA 431 .71 47.88 1.50 110.71 Title: Legacy Addition No. c:\haestad\projects\1027'L01\cybemet.wcd A5h & Browne Engineering, Inc. 0 0 0 0 0 0 0 0 0 0 1 .00 193.00 ft 1 .00 ft 03.{)6,a) 01 :38:10 PM ~ Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT06700 USA (203) 75&-1666 Project Engineer: ABEi Cybemet 113. 1 [071 d) Page 1 of 2 Analysis Results Scenario: Fire Flow At J-7 and J-11 Steady State Analysis Junotlona @ 0.00 hr Label Constituent Calculated Pressure Demand Pressure (mg/I) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-10 NIA 415.42 41 .26 7.50 95.42 J-11 NJA 407.66 39.20 1,750.00 90.66 Reaervolra G 0.00 hr Label Constituent Calculated Reservoir Reservoir (mg/I) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-2 NIA 323.00 NIA 2,284.50 Pipes @ 0.00 hr Label Status Constituent Flow Velocity From To Friction Minor Total Head loss (mg/I) (gpm) (ft/s) Grade Grade Loss Losa Headlosa Gradient (ft) (ft) (ft) (ft) (ft) (ft/1 OOOft) P-1 Open NIA 2,284.50 14.58 446.84 442.19 4 .65 0 .00 4 .65 73.89 P-2 Open NIA 2,284.50 3 .65 442.19 442.12 0.07 0 .00 0 .07 2 .90 P-3 Open NJA 723.91 1.16 442.12 442.06 0 .06 0 .00 0 .06 0.35 P-5 Open NIA 723.91 8.21 442.06 431 .57 10.48 0 .00 10.48 35.78 P-6 Open NIA 711 .91 8 .08 431.57 425.57 6 .00 0 .00 6 .00 34.69 P-7 Open NIA 199.91 2 .27 425.57 424.79 0.78 0 .00 0 .78 3.31 P-8 Open NIA -1 ,559.09 9 .95 424.79 431 .71 6 .92 0 .00 6 .92 36.44 P-9 Open NIA -1,560.59 9 .96 431 .71 442.12 10.41 0 .00 10.41 36.51 P-10 Open NIA 1,757.50 11 .22 424.79 415.42 9 .37 0.00 9 .37 45.49 P-11 Open NIA 1,750.00 11 .17 415.42 407.66 7 .76 0.00 7 .76 45.13 P-16 Open NIA 2 ,284.50 0 .41 323.00 323.00 0 .00 0 .00 0 .00 0 .00 P-17 Open NIA 2 ,284.50 14.58 448.20 446.84 1 .36 0 .00 1 .36 84.75 Pumps @ 0.00 hr Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-:i On NIA 323.00 448.20 2,284.50 125.20 1.00 72.21 Title: Legacy Addition No. c:\haestad\projecta\1027"al1\oybemet.wcd Ash & Browne Engln-rlng, Inc. 03.Q6.CO 01 :38:10 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Projec:t Engineer. ABEi Cybemet v3.1 [071d) Page2 of2 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.5 March 2000 1.5 G.P.M PER CONNECTION FLOW DATA/CALCULATIONS WITH 16"0 D.l.P. ALONG HOLLEMAN DRIVE Analysis Results Scenario: 16" D.l.P. Steady State Analysis Title : Project Engineer: Project Date: Commenta: Legacy Addition No. ABEi ~ Devoloper: Tony Jones Scenario Summary L.at>el 16" 0.1.P. Demand Alternative Phyaical A1temat1ve 1.5 GPM/CONNECTION 16" 0.1.P. Initial SeWnga Alternative Operalional Altemative Age Alternative Conatituent Altemalive Trace Alternative Fire Flow Alternative Liquid Characteristics Base-Initial Settlnga Baae-Operatlonal Base-Age Allematlve Baae-Conatituent Bue-Trace Alternative Base-Fire Flow Liquid Kinematic Vl&CO&ity Water at 20C(68F) 0.108e-4 tr/a Network Inventory Number of Pipea Number of Reservoir• Number of Junctiona Number of Pumpa -Constant Power. -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Pipe lnvent()(y Total Length 6 in 8 in 12 10 1 0 0 1 0 0 0 1,829.00 ft 703.00 ft 79.00 ft Junotlona a 0.00 hr Label Constituent Calculated Pressure Demand (mg.1) Hydraulic (pai) (Calculated) Grade (gpm) (ft) J-1 NIA 503.18 n.91 0.00 J-2 NIA 503.18 n.91 0 .00 J-3 NIA 503.18 n.91 0.00 J-4 NIA 503.18 78.35 0.00 J-6 NIA 503.17 78.78 12.00 J-7 NIA 503.17 79.64 12.00 J-8 NIA 503.18 79.21 1.50 J-9 NIA 503.18 78.78 1.50 Title : Legacy Addition No. Specif IC Gravity Number of Tanks -Constant Area: -Variable Area: Number of Valve& -FCVs: -PBVa: -PRVs: -PSVa: -TCVa: Number of Spot Elevations 16in 481n Pressure Head (ft) 180.18 180.18 180.18 181 .18 182.17 184.17 183.18 182.18 c :~ojectli\1027'DJ1\cybernel.wcd Aah & Browne Engl.-rlng, Inc. 0 0 0 0 0 0 0 0 0 0 1.00 1,046.00 ft 1.00 ft 03.{)60'.) 11 :01 :07 AM C Ha81ilad Melhods. Inc. 37 Brookside Road Walerbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi Cybernet v3.1 (071 d) Page 1of2 JunotJon• Q 0.00 hr Analysis Results Scenario: 16" D.l.P. Steady State Analysis Label Conatituent Calculated Preeaure Demand (Calculated) (gpm) Presaure Head (ft) J·10 J-11 Label R·2 Label (mg/I) Hydraulic (psi) NIA NIA Grade (ft) 503.18 503.18 79.21 80.51 R ... rvolra Q 0.00 hr Constiluent Calculated Reael'VOir (mg/I) Hydraulic Inflow Grade (gpm) (ft) NIA 323.00 NIA 7.50 183.18 0.00 186.18 Reservoir Outflow (gpm) 34.50 Pipes G o.oo hr Status Constiluent Flow Velocity From To Friction Minor Total Headloaa (mgA) (gpm) (ftls) Grade Grade LOS& LOS& Headlo&& Gradient (ft) (ft) (ft) (ft) P·1 Open NIA 34.50 0.22 503.18 503.18 0 .2e-2 0.00 P·2 Open NIA 34.50 0 .06 503.18 503.18 0 .31e-4 0 .00 p.3 Open NIA 11.48 0 .02 503.18 503.18 0 .00 0 .00 p.5 Open NIA 11 .48 0 .13 503.18 503.17 0 .49e-2 0 .00 P-6 Open NIA -0.52 O.Q1 503.17 503.17 0.00 0.00 p.7 Open NIA ·12.52 0 .14 503.17 503.18 0 .47e-2 0 .00 P-CI Open NIA ·21.52 0 .03 503.18 503.18 0.92e-4 0.00 p.9 Open NIA -23.02 0 .04 503.18 503.18 0.15e-3 0 .00 P-10 Open NIA 7.50 0.01 503.18 503.18 0 .31e-4 0 .00 P·11 Open NIA 0 .00 0 .00 503.18 503.18 0 .00 0 .00 P·16 Open NIA 34.50 O.Q1 323.00 323.00 0.00 0 .00 P-17 Open NIA 34 .50 0 .22 503.18 503.18 0 .58e-3 0 .00 Pumps Q 0.00 hr Label Status Constituent From To Flow Head Relative Useful Speed Power (Hp) (mgA) Grade Grade (gpm) (ft) (ft) (ft) PMP·:< On NIA 323.00 503.18 34.50 180.18 1.00 1.57 Title: Legacy Addition No. c :lhaestad\projecta\1027W1\cybemet.wcd Ash & Browne Engln-rlng, Inc. (ft) (ft/1 OOOft) 0 .2e-2 0.03 0 .31e-4 0 .13e-2 0 .00 0.00 0 .49e-2 0 .02 0 .00 0 .00 0 .47e-2 0 .02 0 .92e-4 0.4&-3 0 .15e-3 0.54e-3 0 .31e-4 0.15e-3 0 .00 0.00 0 .00 0 .00 0 .58e-3 0 .04 (X3.()6,(X) 11 :01 :07 AM Cl Haestad Method6, Inc . 37 Brookside Road Waterbury, CT 06703 USA (200) 755-1 G66 Project EngU-: ABEi Cybemet v3.1 [071 d) Page 2of 2 ASll lit BROWNE EJVGIJVEERIIVG1 IJVC. E ngineers and C onsultants P .O. Box 10838, Colleg\ Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 July 17 , 2000 Ted Mayo , P .~ Assistant City Engineer City of College Station P.O. Box 9960 1-fµ;t? College Station , Texas 77842 Re .: Legacy Addition No . 1 Final Design Report ABEi No . 1027001 Dear Mr. Mayo: As per your request , please find enclosed three (3) copies of the final design report for the above referenced project. This report includes the changes that occu rred during construction of the detention facilities due to the existing utilities located on the south side the property . Please review and sign the reports at your earliest convenience. Keep one copy for the C ity 's records and forward the remain ing two copies to my office for further distribution . If you have any questions or need any additional information , please do not hesitate to call. Sincerely, ASH & BROWNE ENGINEERING , INC . ~ J . Dale Browne , Jr. , P.E. Enclosures (3 reports) C:\Office\Projects\1027 -Legacy Constuction\001 -Legacy Addition No. 1\Letters\COCS -Mayo3-Letter.wpd ASll lit BROWNE ENGINEERING, INC. June 15, 2000 Engineers and ConsuJtants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 Ted Mayo, P.E. ~ci?-/Wi' Assistant City Engineer City of College Station P.O . Box 9960 College Station , Texas 77842 Re .: Legacy Addition No. 1 Outlet Structure Revisions due to Conflicts ABEi No . 1027001 Dear Mr. Mayo : As per our conversation with you this morning, the discharge structure (culvert) was found to be in conflict with the existing gas/petroleum pipeline located in TxDOT R.O .W . on the south side of the property . After uncovering the pipe, the top-of-pipe elevation and the proposed culvert flowline were at the same elevation . I contacted the owner of the pipe line (Bryan Texas Utilities) to find out their required clearance between the two pipes. Mr. Stan Boase with BTU stated that we must maintain 12" of clearance. With this information, I analyzed how the change in the discharge structure would effect the detention facility. In order to clear the pipeline by 12", the discharge structure has to be changed to a 24"0 RCP that is to be placed on a 0 .10% grade. Also, the floor of the detention pond will be raised by one (1) foot. The attached summary pages for each storm event shows how the changes will affect the peak runoff. Please note that under all storm events that the peak discharge is less than predeveloped conditions with the exception of the 5-year event. The peak discharge for the 5-year event will be 15.96 cfs which is only 0.48 cfs above the predeveloped conditions. I believe that this small amount of increase in runoff during this storm event will have little to no affect downstream. Also, the City's Drainage Policy states that a 6" freeboard must be provided for ultimate conditions . Under the 100-year storm event , the maximum water level will be 321.60 , which will only provide is 4.8" of freeboard. C:\Office\Projects\1027 -Legacy Constuction\001 -Legacy Addition No. 1\Letters\COCS -Mayo2 -Letter.wpd Mr. Ted Mayo , P.E. June 15, 2000 Page2 I have attached a revised set of construction drawings that reflect these changes. Please review this information at your earliest convenience . If you have any questions or need any additional information , please do not hesitate to call. Sincerely, ASH & BROWNE ENGINEERING , INC . g~~/ Attachment _,,,,,, ---~E OF r.~ \\ _,,_"\~.·········":"A-~\\ -";1 •• ~··':"iU" l ,,. .·· ·.. ,, ,,, . . .. , ,·.~ .... , f ?'::". •••• 5 ............. q.::.~.~ 1. J. DALE BROWNE JR ~ ~···::····················~···:: .. , •• ~ .... h 81890 -~!t;.1 0·.7~ Q .·-v, t,~··=:~ISTE~~···~~ ,,os-s1(f"' .. E~G-,,, fl/AL --,,,,- C:\Office\Projects\1027 -Legacy Constuction \001 -Legacy Addition No. 1\Letters\COCS-Mayo2 -Letter.wpd REVISED DRAINAGE CALCULATIONS II Summary Pages for the 5, 10, 25, 50, and 100-Year Storm Event FOR THE LEGACY ADDITION No. 1 BLOCKS 1 AND 2 College Station , Texas FOR LEGACY CONSTRUCTION 3205 E. By-Pass REVIEWED FORCollege Station, Texas 77845 , C0~.'1Pr rL\"JCE JUN 1 6 2000 COLLEGE STATION PREPARED BY ENGINEERING ~~---------------~lb ASll lit BROWNE ENGINEERING, INC . Engineers and Consultants P.O . BOX 10838 , C O LLEGE STATIO N, TEXAS 77 842 979-694-2 123 877-245-4839 Fax: 979 -694-3694 DATE Jun e 2000 OCOPYRIG HT 2000, Ash & Bronwe Eng ineering, In c . Type .... Executive Summary (Nodes) Name .... Watershed Page 1 Event : 5 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e, b , d Tag: 005 -Yr NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt ) DEFAULT Des i gn Storm File, ID= Storm Tag Name = .0000 in 0 .00 min Data Type , File, ID = Total Rain f all Depth= Du r ation Multiplie r = Resulting Duration = Resulting Start Time= .00 min Step= .00 mi n End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ DEVELOPED AREA 32966 10 .00 Outfall OUTFALL JCT 32959 30 .00 POND IN POND 32966 10 .00 POND OUT POND 32959 30 .00 S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 23 :56:50 Qpeak cfs -------- 19.62 15.96 19.62 15. 96 Max WSEL ft 320 .66 Date : 06 -14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 2 Event : 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e , b , d Tag: 010-Yr NETWORK SUMMARY --NODES (Trun.= HYG Truncation : Blank=None ; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ DEVELOPED AREA 38637 10 .00 Outfall OUTFALL JCT 38630 30 .00 POND IN POND 38637 10 .00 POND OUT POND 38630 30 .00 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver : 7 .0 (325) Compute Time: 23 :56:50 Qpeak cf s -------- 21.46 17 .60 21 . 46 17 .60 Max WSEL ft 320.90 Date : 06-14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 3 Event : 25 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag: 025 -Yr NETWORK SUMMARY --NODES (Trun.= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ DEVELOPED AREA 45021 10.00 Outfall OUTFALL JCT 45014 30.00 POND IN POND 45021 10 .00 POND OUT POND 45014 30 .00 S/N : D21201A06A8A Ash & Browne Engineering , Inc. PondPack Ver : 7 .0 (325) Compute Time : 23:56:50 Qpeak cfs -------- 24 .20 19 .45 24 .2 0 19 .45 Max WSEL ft 321.16 Date : 06-14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 4 Event: 50 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag: 050-Yr NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ DEVELOPED AREA 51241 10 .00 Outfall OUTFALL JCT 51234 35 .00 POND IN POND 51241 10 .00 POND OUT POND 51234 35 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:56:50 Qpeak cfs -------- 27.55 21.47 27.55 21. 47 Max WSEL ft 321.48 Date: 06-14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 5 Event : 100 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b , d Tag : 100 -Yr NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID = Storm Tag Name = .0000 in 0 .00 min Da t a Type, File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Node ID Type cu .ft Trun . min ------------------------------------ DEVELOPED AREA 54252 10 .00 Outfall OUTFALL JCT 54245 35.00 POND IN POND 54252 10 .00 POND OUT POND 54245 35 .00 S/N : D21201A06A8A As h & Browne Engineering , Inc . PondPack Ver : 7.0 (325 ) Compute Time: 23:56:50 Qpeak cfs -------- 28 .26 22 .17 28 .26 22 .17 Max WSEL ft 321. 60 Date : 06-14-2000 Type .... Ou tlet Input Data Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... OUTLET STRUCTURE "B" REQUESTED POND WS ELEVATIONS: Min. Elev .= Increment = Max. Elev .= 318.15 ft .50 ft 322.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No . Outfall El, ft Culvert-Circular CV ---> TW 318 .150 TW SETUP, DS Channel S/N : D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver : 7.0 (325) Compute Time: 23:56:50 Page 6 E2, ft 322 .000 Date : 06-14-2000 Type .... Outlet Input Data Page 7 Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert -Circular ------------------------------------ No . Barrels = 1 Barrel Diameter = 2 .0000 ft Upstream Invert = 318 .15 ft Dnstream Invert = 318 .10 ft Horiz . Length = 50 .00 ft Barrel Length = 50 .00 ft Barrel Slope = .00100 ft/ft OUTLET CONTROL DATA ... Mannings n = .0130 Ke = .5000 (forward entrance loss) Kb = . 012411 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/-ft INLET CONTROL DATA ... Equation form = 1 Inlet Control K = .0045 Inlet Control M = 2 .0000 Inlet Control c = .03170 Inlet Control Y = .6900 Tl ratio (HW/D) = 1 .095 T2 ratio (HW/D) = 1 .197 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev . Use submerged inlet control Form 1 equ. above T2 elev . In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2 ... At Tl Elev = 320 .34 ft ---> Flow= 15 .55 cfs At T2 Elev= 320 .54 ft ---> Flow= 17 .77 cfs S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time : 23 :56:50 Date: 06-14-2000 Type .... Outlet Input Data Name .... OTLT CLVT-RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA = TW Structure ID Structure Type = TW SETUP, OS Channel USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type: Chn-Trapz . Channel ID: OUTLET CHANNEL CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min . HW tolerance = .01 ft Max . HW tolerance = .01 ft Min . Q tolerance = .10 cfs Max . Q tolerance = .10 cf s SIN: D21201A06A8A Ash & Br owne Engineering, Inc . Page 8 PondPack Ver : 7 .0 (325) Compute Time: 23:56 :50 Date: 06-14 -2000 Type .... Out l et Input Data Name .... OTLT CLVT -RDSGN2 File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B " USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type: Chn-Trapz . Channel ID: OUTLET CHANNEL Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth .) TRAPEZOIDAL CROSS SECTION Slope = .010000 ft/ft Mann i ngs n = 0.03000 Inve r t Elev . = 318 .10 ft Top of Channel = 320 .00 ft Base width = 6 .00 ft Rt S i de slope = 4 .000 horizontal Lt Side slope = 4 .000 horizontal S/N : D21201A06A8A Ash & Browne Engineering , Inc . Page 9 : 1 vert . : 1 vert . PondPack Ver : 7 .0 (325 ) Compute Time : 23 :56:50 Date : 06-14-2000 ASH lit BROWNE ENGINEERING, INC. April 14 , 2000 Ted Mayo , P.E. Assistant City Engineer City of College Station P.O. Box 9960 Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-694-2123 877-245-4839 Fax: 979 -694 -3694 College Station , Texas 77842 Re .: Legacy Addition No . 1 Outlet Structure Revisions as per TxDOT ABEi No . 1027001 Dear Mr. Mayo : 017 c..?OZ/ Please find attached two (2) pages of the construction drawing for the above referenced project that were affected by the revision requested by TxDOT. Review these sheets and if they are acceptable , please stamp them approved . I have also included the five (5) copies of the revised TxDOT permits for this project. Please resubmit these permits to TxDOT for approval. I analyzed how the change in the discharge structure would effect the detention facility . The attached summary pages for each storm event shows how the change will affect the peak runoff. Please note that under all storm events that the peak discharge is less than predeveloped conditions with the exception of the 5-year event. The peak discharge for the 5-year event will be 15. 73 cfs which is only 0 .25 cfs above the predeveloped conditions . I believe that this small amount of increase in runoff during this storm event will have little to no affect downstream. If you have any questions or need any additional information , please do not hesitate to call. Sincerely , Enclosures C:\Office\Projects\1027 -Legacy Constuction\001 -Legacy Addition No. 1\Letters\COCS -Mayo1 .wpd REVISED DRAINAGE CALCULATIONS Summary Pages for the 5, 10, 25, 50, and 100-Year Storm Event FOR THE LEGACY ADDITION No. 1 BLOCKS 1 AND 2 College Station, Texas FOR LEGACY CONSTRUCTION 3205 E. By-Pass College Station, Texas 77845 PREPARED BY ASH lit BROWNE EIYGIJYEERIJYG, IJYC. Engineers and Consultants P.O. BOX 10838, COLLEGE STATION, TEXAS 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 DATE April 2000 OCOPYRIGHT 2000, Ash & Bronwe Engi neering, Inc. Type .... Executive Summary (Nodes) Name .... Watershed Page 1 Event : 5 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag : 005-Yr NETWORK SUMMARY --NODES (Trun .= HYG Truncation : Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu .ft Trun . min cf s ft ----------------------------------------------------- DEVELOPED AREA 32966 10.00 19.62 Outfall OUTFALL JCT 32966 30 .00 15.73 POND IN POND 32966 10 .00 19.62 POND OUT POND 32966 30.00 15.73 319 .92 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7.0 (325) Compute Time: 11:18:22 Date: 04-14 -2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 2 Event : 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e, b , d Tag: 010-Yr NETWORK SUMMARY --NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type , File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu .ft Trun. min cf s ft ----------------------------------------------------- DEVELOPED AREA 38637 10 .00 21.46 Outfall OUTFALL JCT 38637 30 .00 17 .10 POND IN POND 38637 10.00 21.46 POND OUT POND 38637 30 .00 17 .10 320 .23 S/N: D21201A06A8A Ash & Browne Engineering , Inc. PondPack Ver: 7.0 (325) Compute Time: 11 :18:22 Date: 04-14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 3 Event : 25 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e. b, d Tag : 025-Yr NETWORK SUMMARY --NODES (Trun .= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File.ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu. ft Trun. min cf s ft ----------------------------------------------------- DEVELOPED AREA 45021 10.00 24.20 Outfall OUTFALL JCT 45021 35.00 18 .67 POND IN POND 45021 10.00 24 .20 POND OUT POND 45021 35.00 18.67 320 .59 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 11:18:22 Date: 04-14-2000 Type .... Executive Summary (Nodes) Name .... Watershed Page 4 Event: 50 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag: 050-Yr NETWORK SUMMARY --NODES (Trun .= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type , File, ID = Total Rainfall Depth= Duration Multiplier= Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type cu . ft Trun . min cfs ft ----------------------------------------------------- DEVELOPED AREA 51241 10 .00 27.55 Outfall OUTFALL JCT 51241 35 .00 20.43 POND IN POND 51241 10.00 27.55 POND OUT POND 51241 35 .00 20 .43 321. 03 S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver : 7 .0 (325) Compute Time : 11 :18:22 Date : 04 -14-2000 I Type .... Executive Summary (Nodes) Name .... Watershed Page 5 Event : 100 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e, b, d Tag : 100-Yr NETWORK SUMMARY --NODES (Tr un .= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File .ID= Storm Tag Name = .0000 in 0 .00 min Data Type, File, ID = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= .00 min Step= .00 min End= .00 min HYG Vol Qpeak Qpeak Node ID Type cu. ft Trun . min cfs -------------------------------------------- DEVELOPED AREA 54252 10.00 28 .26 Max WSEL ft --------- Outfall OUTFALL JCT 54252 35.00 20 .92 POND IN POND 54252 10 .00 28 .26 POND OUT POND 54252 35 .00 20 .92 321 .16 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 11:18:22 Date: 04-14-2000 REVIEW COMMENTS-LEGACY ADDITION NO . l Reviewer :TedMayJ~ ,&. Date : 3/16/00 ~/ / ~ I have reviewed the infrastructure drawings dated 3-12-00 and the Drainage Report for this project and offer the following comments : Infrastructure : Water-pg.2-Left side-letters left off-B&L Pg.6-6" tie-in @16"--0" gate valve-not 8" (Profile) Tie-in@8"-ADD 8" GATE VALVE (Profile) 8" plan/profile-show 45 ' structural (8" under Legacy Lane) W astewater-ok Streets-pg. 3-Southwest Parkway tie-in-Lt./Rt. Reversed -sta's 0+03 .5 &0-00 .6 GFL grade@ sta. 0-00 .6(11.5 Rt.) is 0.04' lower than at sta. 0-00.4(2 l .6 ' Rt.) Drainage-pg.7-outlet structure profile view-elevations on right side are offset one line Other-pg.1-fill area -need approximate final grades or note to insure prper drainage ,errosion control,and stability Block 2 has no details as to infrastracture grading etc.therefore no review could be made Engineers Estimate-Item 1.08-estimated quanity of 1897 sy appears to be about 500 sy low.Quanity should be based on 29 ' width . Items 2.02&2 .03 -non-structural and structural are reversed . No item is shown for sidewalks There will need to be a TxDot Permit for the outlet structure from the detention pond . Drainage Report : I find the report to completely address the City 's requirements as to the drainage ordinance and design standards as well as water distribution analysis. Cc : Bridgette George Sabine Mccully DEVELOPMENT PERMIT MINIMUM SUBMIITAL REQUIREMENTS FOR OFFICE USE ONLY CASE NO.: ~ 13> \eo DATE SUBMITTED:~00.;2..1 _x_ $100.00 Development Permit Application Fee. _x_ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. Notice oflntent (N.O.I.) if disturbed area is greater than 5 acres. APPLICANT (Primary Contact for the Project): Name Tony Jones (Legacy Construction) Street Address 3205 Earl Rudder Frwy. Gty College Station State TX Zip Code 77845 E-MailAddress -------------- Phone Number 6 9 5-9 41 3 Fax Number ------------------- PROPER TI OWNER'S INFORMATION: Name -------------------------------------- Street Address City --------------------------------- State Zip Code ______ E-Mail Address ------------------ Phone Number ___________ Fax Number------------------- ARCHITECT OR ENGINEER'S INFORMATION: StreetAddress 3800 s. H. 6 So. Suite 108 K City College Stati on State _...._T ...... X __ Zip Code 77845 E-Mail Address abei @t xc yber.com Phone Number _ _,,.6c-9c...;:4.._-~2........_l .... 2...,3 ______ Fax Number _ __.6'-'9._4.._--=3=6..::;9_,4'-------------- Application is hereby made for the following development specific site/waterway alterations: Legacy Addition No. 1 ACKNOWLEDGMENTS: I, __ T_o_n__.._y_J_o_n_e_s _____ __,, design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . Pro DEVELOPMENT PERMIT DPERMIT .DOC 3/24/99 oft is permit application, I agree to construct the improvements proposed in this application cum ents nd the requirements of Chapter 13 of the College Station City Code . Contractor l of2 .. CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) A. I, J. Dale Browne, Jr· certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year :~· ~ ~~ March 1 3, 2000 ngineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended. Engineer Date C . I, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. -i:;:ngineer Date D . I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engin eer Date Conditions or comments as pa rt of approval :--------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , ero s ion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in ac co rdance with the plans and sp ecifications submitted to and approved by the City Engineer for the above nam ed proj ect. All of th e applica bl e cod es and ordinances of the City of College Station shall apply . DEVE LOPM ENT PERMI T DP ERMIT.DOC 3/24/99 2 of2 . ·-'• LEGACY ADDITION No. 1 Engineer's Opinion of Probable Construction Cost ABEi No. 1027001 March 22, 2000 The following construction estimate is based on the engineer's opinion of probable construction costs. This estimate constitute our best judgement at this time. Please note that neither the owner nor engineer has control over contractor or supplier \/IJOrkloads and the degree to which inflation may affect project costs between now and the bid date. During construction, additional features may become apparent as the V1JOrk progresses , which will result in an increase in cost. Item No . 1.00 STREET Description 1.01 50' R.O.W . Preparation (includes clearing and grubbing , cutting to rough grade, etc.) 1.02 6" Lime Modified Subgrade (includes subgrade preparation and incorporation of lime into subgrade.) 1.03 Lime for Stabilization (5% by weight) 1.04 Curb and Gutter 1.05 1/4 Street Intersection-lncludesCurb& Gutter and Concrete Apron 1.06 Valley Gutter 1.07 20' Center Drain Estimated Quantity 700 LF 2 ,597 SY 21 TN 1,325 LF 4EA 46 LF 68 LF Estimated Unit Cost $14.00 $3.50 $100.00 $7.50 $300.00 $7.00 $65.00 ESTIMATED TOTAL COSTS $9,800 $9 ,090 $2 ,100 $9 ,938 $1,200 $322 $4 ,420 1.08 6 " Crushed Rock Base (Flexible Base) TxDOT Type A , Grade 2 2 ,597 SY $6 .50 $16,881 v 1.09 1.5" Hot Mix Asphaltic Concrete TxDOT Type D (includes prime coat) 2.00 WATER 2 .01 6 11 0 AWWA C900 Class 200 PVC Pipe Non-Structural (includes installation , testing, and cleanup.) 2.02 8 11 0 AWWA C900 Class 200 PVC Pipe ,,, Structural (includes installation , testing, and cleanup.) 2.03 8"0 AWWA C900 Class 200 PVC Pi pe ., Non-Structural (includes installation , testing, and cleanup.) 1,897 SY $5.50 Subtotal Item 1.00 Streets: 702 LF $10.00 45 LF $25.00 720 LF $15.00 Legacy Addition No. 1 -Page 1 of 4 $10 ,434 $64,183 If $7,020 $1 , 125 $10 ,800 ...... Item Description No. 2 .04 16" x 6" Tapping Tee (includes installation and cleanup.) 2.05 8" Gate Valve (includes installation and cleanup.) 2.06 6" Gate Valve (includes installation and cleanup.) 2.07 8" D.I. 45° Bend 2.08 8" x 6" D.I. Tee 2.09 8" D.I. Plug 2.10 6" D.I. 45 ° Bend 2.11 Fire Hydrant Assembly -All Types (includes installation and cleanup.) 2.12 12" Bore and Encasement 2.13 Near Side Service -Single Service 2.14 Near Side Service -Double Service 2.15 Far Side Service -Single Service 2 .16 Far Side Service -Double Service 2.17 Trench Safety (Water Line) Estimated Quantity 1 EA 3EA 2EA 2 EA 1 EA 1 EA 4EA 2EA 71 LF 3EA 2EA 1 EA SEA 540 LF Estimated ESTIMATED Unit Cost TOT AL COSTS $2 ,500.00 $2 ,500 $500.00 $1 ,500 $400 .00 $800 $130.00 $260 $250.00 $250 $100.00 $100 $105.00 $420 $2 ,000.00 $4 ,000 $150.00 $10 ,650 $500.00 $1 ,500 $650.00 $1 ,300 $750.00 $750 $1 ,000.00 $5,000 $1.00 $540 Subtotal Item 2 -water: $48,515 3.00 SEWER 3 .01 6"0 SDR 35 PVC Sewer Line (includes installation, testing, and cleanup.) 3.02 6"0 SDR 26 PVC Sewer Line (includes installation, testing, and cleanup.) 3 .03 5' -8' Trenching & Backfill -Non- structural (includes backfill and cleanup) 3.04 5' -8' Trenching & Backfill -Structural (includes backfill and cleanup) 3.05 Trench Safety 3.06 4' Dia. Standard Manhole (0 - 6' Deep) (includes installation, testing , and cleanup.) 3.07 Additional Depth for 4' Dia. Standard Manhole 793 LF 18 LF 684 LF 127 LF 811 LF 2EA 1.3 VF Legacy Addition No. 1 -Page 2 of 4 $15.00 $17.50 $12 .00 $20.00 $2.00 $1 ,800.00 $115.00 $11 ,895 $315 $8 ,208 $2 ,540 $1 ,622 $3 ,600 $150 ., ' .. Item Description No. 3.08 5' Dia. Standard Manhole (0-12' Deep) (includes installation, testing, and cleanup.) 3.09 Additional Depth for 5' Dia. Standard Manhole 3 . 10 Drop Structure 3 .11 4" Service Near Side Service -Single Service 3 .12 4" Service Near Side Service -Double Service 3 .13 Cleanouts 4.00 DRAINAGE 4.01 Earthy.,ork 4.02 20' Center Drain/Driveway 4.03 Pilot Channel (2' Wide) 4 .04 4 :1 Sloped End Treatments 4.05 21" RCP Class Ill 4 .06 Retaining Wall/Drainage Structure 4.07 Stone Riprap (6" Dia. Min.) 5.00 EROSION CONTROL 5.01 Silt Fence 5.02 Hydromulch Seeding 5.03 Rock Filter Dam -Type 3 Estimated Quantity 1 EA 4VF 1 EA 12 EA 3EA 2 EA Estimated ESTIMATED Unit Cost TOT AL COSTS $2,500.00 $2 ,500 $150.00 $600 $900.00 $900 $500.00 $6 ,000 $1,000.00 $3,000 $300.00 $600 Subtotal Item 3 -SeYJer: $41,930 1,400 CY 131 LF 216 LF 2 EA 68 LF 1 EA 14SY $5.00 $65.00 $7.00 $500.00 $35.00 $3,850.00 $50.00 Subtotal Item 4 -Drainage: 910 LF 4 ,779 SY 115 LF $4.00 $0.50 $75.00 $7,000 $8,515 $1,512 $1,000 $2,380 $3,850 $700 $24,957 $3,640 $2 ,390 $8,625 Subtotal Item 5 -Erosion Control: $14,655 6.00 MISCELLANEOUS 6.01 4' Sidewalk 6 .02 Sidewalk Ramp Type 1 6 .03 Sidewalk Ramp Type 3 611 LF 1 EA 4EA $12 .00 $200.00 $150.00 Subtotal Item 6 -Miscellaneous Leaacv Addition No. 1 -Paae 3 of 4 $7 ,332 $200 $600 $8,132 / Item No. Description Estimated Quantity Estimated Unit Cost ESTIMATED TOTAL COSTS Subtotal Construction Cost: Contingency -10% : TOTAL CONSTRUCTION COST: ...,,,,,, ---~OFt \\ ... -'.\~! .. ·······~11 '' ... '=>.·· * .. ~ .. "" .· ··. ., '•.. . .. ' , . . '~ ,.; ~*~ , .. ·······························' I J . DALE BROWNE, JR. ~ 1, •.••.•••••.••••.•••••.•••••••••• ., . . ; ,,~... 81890 .:'$; • r.o· b ,.., • ,, ,,, 8 ~-~~G • ~~<,;,~··~~ ... , ' ~<-·· ·S T,. •• ,.~ "' ' "S."""····£~~.:-,,,~ONAL ,. __ ,,, ... ,- $202 ,371 $20,237 $222,608 Legacy Addition No. 1 -Page 4 of 4 / LEGACY ADDITION No. 1 Engineer's Opinion of Probable Construction Cost ABEi No . 1027001 March 13, 2000 The following construction estimate is based on the engineer's opinion of probable construction costs . This estimate constitute our best judgement at this time. Please note that neither the owner nor engineer has control over contractor or supplier workloads and the degree to which inflation may affect project costs between now and the bid date . During construction, additional features may become apparent as the work progresses , which will result in an increase in cost. Item No . 1.00 STREET Description 1.01 50' R.O .W. Preparation (includes clearing and grubbing, cutting to rough grade, etc.) 1.02 6" Lime Modified Subgrade (includes subgrade preparation and incorporation of lime into subgrade .) 1.03 Lime for Stabilization (5% by weight) 1.04 Curb and Gutter 1.05 1/4 Street Intersection -Includes Curb & Gutter and Concrete Apron 1.06 Valley Gutter 1.07 20' Center Drain 1.08 6" Crushed Rock Base (Flexible Base) TxDOT Type A, Grade 2 1.09 1.5" Hot Mix Asphaltic Concrete TxDOT Type D (includes prime coat) 2.00 WATER 2 .01 611 0 AWWA C900 Class 200 PVC Pipe Non-Structural (includes installation, testing , and cleanup .) 2.02 811 0 AWWA C900 Class 200 PVC Pipe Non-Structural (includes installation, testing , and cleanup .) 2.03 811 0 AWWA C900 Class 200 PVC Pipe Structural (includes installation, testing, and cleanup .) Estimated Quantity 700 LF 2,597 SY 21 TN 1,325 LF 4EA 46 LF 68 LF 1,897 SY 1,897 SY Estimated Unit Cost $14.00 $3.50 $100 .00 $7.50 $300 .00 $7 .00 $65.00 $6.50 $5.50 Subtotal Item 1.00 Streets: 702 LF $10.00 45 LF $25 .00 720 LF $15.00 Legacy Addition No . 1 -Page 1 of 3 ESTIMATED TOTAL COSTS $9,800 $9,090 $2 , 100 $9,938 $1 ,200 $322 $4 ,420 $12,331 $10,434 $59,633 $7 ,020 $1, 125 $10,800 <.• .. Item Description No . 2.04 16 " x 6" Tapping Tee (includes i nstallation and cleanup .) 2 .05 8" Gate Valve (includes installation and cleanup .) 2.06 6" Gate Valve (includes installation and cleanup.) 2.07 8" D.I. 45 ° Bend 2.08 8" x 6" D.I. Tee 2.09 8" 0 .1. Plug 2 .10 6"0.l.45 °Bend 2.11 Fire Hydrant Assembly -All Types (includes installation and cleanup.) 2.12 12" Bore and Encasement 2 .13 Near Side Service -Single Service 2.14 Near Side Service -Double Service 2 .15 Far Side Service -Single Service 2 .16 Far Side Service -Double Service 2 .17 Trench Sa f ety (Water Line) 3.00 SEWER 3.01 6"0 SOR 35 PVC Sewer Line (includes installation , testing , and cleanup .) 3.02 611 0 SOR 26 PVC Sewer Line (includes installation , testing, and cleanup .) 3.03 5' - 8' Trenching & Backfill -Non- structural (includes backfill and cleanup) 3.04 5' -8' Trench ing & Backfill -Structural (includes backfill and cleanup) 3.05 Trench Safety 3.06 4' Dia . Standard Manhole (0 - 6' Deep) (includes installation , testing , and cleanup.) 3.07 Additional Depth for 4' Dia. Standard Manhole Estimated Quantity 1 EA 3EA 2 EA 2EA 1 EA 1 EA 4EA 2EA 71 LF 3 EA 2 EA 1 EA SEA 540 LF Estimated ESTIMATED Unit Cost TOT AL COSTS $2 ,500.00 $2 ,500 $500.00 $1,500 $400.00 $800 $130 .00 $260 $250 .00 $250 $100 .00 $100 $105 .00 $420 $2 ,000 .00 $4 ,000 $150 .00 $10 ,650 $500 .00 $1,500 $650 .00 $1 ,300 $750.00 $750 $1 ,000 .00 $5 ,000 $1 .00 $540 Subtotal Item 2 -Water: $48,515 793 LF 18 LF 684 LF 127 LF 811 LF 2EA 1.3 VF $15 .00 $17 .50 $12 .00 $20.00 $2.00 $1 ,800 .00 $115.00 $11 ,895 $315 $8 ,208 $2 ,540 $1 ,622 $3,600 $150 Legacy Addition No . 1 -Page 2 of 3 -- Item Descript ion No . 3.08 5' Dia . Standard Manhole (0 -12' Deep) (includes installation , testing , and cleanup .) 3.09 Additional Depth for 5' Dia . Standard Manhole 3.10 Drop Structure 3.11 4 " Service Near Side Service -Single Service 3.12 4 " Service Near Side Service -Double Service 3.13 Cleanouts 4.00 DRAINAGE 4 .01 Earthwork 4 .02 20' Center Drain/Driveway 4 .03 Pilot Channel (2' Wide) 4 .04 4 :1 Sloped End Treatments 4 .05 21" RCP Class Ill 4.06 Retaining Wall/Drainage Structure 4.07 Stone Riprap (6" Dia . Min.) 5.00 EROSION CONTROL 5.01 S ilt Fence 5.02 Hydromulch Seeding 5.03 Rock Filte r Dam -Type 3 Estimated Quantity 1 EA 4 VF 1 EA 12 EA 3 EA 2EA Estimated ESTIMATED Unit Cost TOT AL COSTS $2 ,500.00 $2 ,500 $150 .00 $600 $900.00 $900 $500 .00 $6 ,000 $1 ,000.00 $3 ,000 $300 .00 $600 Subtotal Item 3 -Sewer: $41,930 1,400 CY $5 .00 $7 ,000 131 LF $65 .00 $8 ,515 216 LF $7 .00 $1 ,512 2EA $500 .00 $1,000 68 LF $35.00 $2 ,380 1 EA $3 ,850 .00 $3 ,850 14 SY $50 .00 $700 Subtotal Item 4 -Drainage: $24,957 910 LF 4 ,779 SY 115 LF $4 .00 $0.50 $75 .00 $3 ,640 $2 ,390 $8 ,625 Subtotal Item 5 -Erosion Control: $14,655 Subtotal Construction Cost: $189 ,689 Contingency -10% : $18 ,969 TOTAL CONSTRUCTION COST: $208,658 DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Firm : Address : J. Dale Browne ,J r ., P .E . Ash & Browne Engineering , In c. P o Box 108 38 Colle g e Sta tio n , Te x as 778 42 Date: Ma r. 2 2, 2000 Phone: 9 7 9 -6 9 4 -2 1 2 3 Fax: 979-693-3694 We are transmitting the following for Development Services to review and comment : (Check all that apply.): D Master Development Plan w!D Redlin es D Preliminary Plat wtO Redlin es D Final Plat w1D Redlin es D FEMA CLOMNCLOMR/LOMNLOMR w/ 0 Redlines D Site Plan w1D Redlines 0 Grading Plan w!O Redlines D Landscape Plan w1D Redlin es D Irrigation Plan w1 D Redlin es D Building Construction Documents w1D Red lines INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure docum ents must be submitted as a complete set. The following are included in the complete set: Jl4 Waterline Construction Documents w/ jiJ Redlines ~ Sewerline Construction Documents w/~ Redlines ~ Drainage Construction Documents w/ J}{ Redlines ~ Street Construction Documents w/ ~ Redlines 0 Easement application with metes & bounds decsription D Drainage Letter or Report w/ 0 Redlines D Fire Flow Analysis w/ D Redlines Special Instructions : /q~ .tf-~~ 0 Development Permit App . 0 Conditional Use Permit D Rezoning Application ·., D Variance Request 0 Other -Please specify _ ,p TxDOT Driveway Permit P'[!l TxDOT Utility Permit$ Other -Please specify Revised En ineer's Opinion of Probable ConsLrncLion Cost Once revised drawings are approved, Ash & Browne En g in eeri ng , In c . will provide myla r set of construction drawings for app rov a l sample. We will provide the Cit y wit h three co pies of the approved construction drawings. TRANSMITI AL LEITER TRANSMIT.DOC 03/23/99 1 ofl ..... REVIEW COMMENTS-LEGACY ADDITION NO. 1 Reviewer: Ted MayJ.../Jffl ,&. Date : 3116100 ~ I have reviewed the infrastructure drawings dated 3-12-00 and the Drainage Report for this project and offer the following comments: Infra structure/ ~ Jwater-pg.2-Left side-letters left off-B&~ "1g.6-6" tie-in @16"-6" gate valve-not 8" (Profile) vTie-in @8"-ADD 8" GATE VALVE (Profile) /g .. plan/profile-show 45' structural (8" under Legacy Lane) /w astewater-ok .!Streets -pg . 3-Southwest Parkway tie -in-Lt./Rt. Reversed -sta's 0+03.5 &0-00 .6 GFL grade@ sta . 0-00 .6(11.5 Rt.) is 0.04' lower than at sta. 0-00.4(21.6' Rt.) ·~rainage-pg.7-outlet structure profile view-elevations on right side are offset one line J Other-pg. I-fill area -need approximate final grades or note to insure prper drainage,errosion control,and stability vBlock 2 has no details as to infrastracture grading etc.therefore no review could be i ade ngineers Estimate-Item 1.08-estimated quanity of 189 7 sy appears to be about 500 sy w.Quanity should be based on 29' width. Items 2 .02&2 .03 -non-structural and ,~ctural are reversed. "'No item is shown for sidewalks XThere will need to be a TxDot Permit for the outlet structure from the detention pond . Drainage Report : I find the report to completely address the City's requirements as to the drainage ordinance and design standards as well as water distribution analysis. Cc : Bridgette George Sabine McCully Cf~ COLllGl STATION DEVELOPMENT PERMIT PERMIT NO. 500021 DP-LEGACY ADDITION NO. 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Legacy Addition No. 1 Block 1, Lots 1-18 Block 2, Lot 1 DATE OF ISSUE: May 3, 2000 OWNER: OSAGE, LTD CIO EDSEL G JONES COLLEGE STATION, TX 77840 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: SITE ADDRESS: FM 2818 & HOLLEMAN DRAINAGE BASIN: White Creek VALID FOR 3 MONTHS CONTRACTOR: All construction must be in compliance with the approved construction plans . Additional information will be required with the convenience store site upon site plan review. No work is permitted in the Harvey Mitchell Parkway R.O.W. without TxDOT approval. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grarµ this permit for development of an area outside the special flood hazard area. All development shall be in accordance; w,.i th the plans and specifications submitted to and approved by the City Engineer in the development permit ppli i n r the bove-rra ed project and all of the codes and ordinances of the City of College Station that apply. Contrac~~~ 0P--O' () Date il'Vll: Ut'l'll: USE ONLY P&ZCASR NO.; ') { To From ~ Co. l>A Tt SU6M.I1TED: Ill Phc n e # Y !2y lOD 9 .'Lj ~ Fa x H LlcA'tfON (check one) Minor __ Amendin~ VFin~ __ Vacating __ R.cplat The following items must be submitted by an established filing deadline date for P &. Z Conunission considcni.tion. ' I MINIMUM SUBMITTAL REQUIREMENTS: _} Filing Fee of$200 .00 . ,4 Development 'Pennit Application Fee ofSI00 .00 (if applicable). . ~Infrastructure Inspection Fee of$300.00 (applicable if any public infrastructure is being construc ted.). v Application completed in full . _.::::::: Thirt.tx.."11 ( 13) foldr::d copi1..-s of plat. (A signed mylar mi~I must be submitted after staff review .) V:-One (l) copy of the approved Preliminary Plat and/or one (1) Ma.c:ter Plan (if ~pplii;:able). V Paid tax ccr-.ificatcs from City of Co!lege Sti.tion, ~razos County and College Station LS .D . 1 A copy of t11c attached chocldist with all items checkt.d off or a brief explanation as to why they are not. __ Two (2)ccpic~ of public infr.c;truci.urc plans associated with this plat (if applicable}. APPLICATION DATA NAME OF SUBDIVISION LEGAC y AD\) I. \l ON N C . I SPECIFIED LOCATION OF PROPOSED SUBDMSION At .\-k i.µe~.\-C of'i'\;I~ cJ' \-\o \\ t\y\:;\V) 'd n d Z.f:Vi 8 . APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact fur the Project): Name lon1 j o nes Street Address ~ Z.oS E . By -r A $S City Co 11~L1~ s t;i ·L 0 l-'l 1f-/ State TX Zip Code '1 '15'fS E-Mail Address ------------ Phone Number G,q ·~ -GA.~~~ Fax Number ........;:4?=·· _q.;....5;_· _.-_z_q___.,!~c....:l ___ ~---- PROPERTY OWNER'S INFORMATION: Name EJse I jv AC'S Street Address ~lO L)r'1 ~ >t ''if!vS :~ b.~. £. Cily Ccilt"(IC: s+~.+,·o n State ·TK· Zip Code '1 r'} b4-0 E-Mai l Address ~--~-------- Phone Number (.,Ci~ -l S ? 0 Fax Nwnber ~--~~-----~~----- ARC HITE CT OR ENGINEER'S INFORMATION: ~ u P-vcYc g_ Name s·nz.o;.J G "$v f?_v E'-( 1 NG:, Street Address j(.,/1~ ew · .. :iv-cre.s + br-. sl-Ai 0 2-City 6._'_vyt-·=_~_n _______ _ State ·-, X Zip Code '1'1 B O'Z. E-Mai l Address CS h-on 4 @·-l-xcy b e i". Ccm Phone Number '1 ·1 ~ -9 5 3 ~ Fa.x Nwnber __ 'l;;....-3_i_-_o_u_ .... _,1 1c....:~::;:..---------- flNAL rLAT AI'P U CATION l or3 FNI.J>APP .DOC 4114199 TOTAL ACRES OF SUBDIVISION 'l , \&S R-0-W ACREAGE D-'6'3'1 TOTAL fl OF LOTS \ q ----- NUMBER OF LOTS BY ZONrnG DISTRICT R '2. I \ 'O f'P() f> I \ I -- A VERA GE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DCSTRICT : R -z. I • z. -=3 s p D () BI "2. .. db£'> I I -- FLOODPLAIN ACREAGE nol'\.2. PARKLAND DEDICATION ACREAGE _____ OR FEE AMOUNT ____ _ A STATEMENT ADDRESSING ANY lJlffER.ENCES BITTWEEN THE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME _______ _ --------------------------------···· .. ··-- REQUESTEDOVERSIZEPARTIC~ATION ________ ~-~---------- TOTAL LINEAR FOOTAGE OF PROPOSED : -----STREETS SIDEWALKS -----SANITARY SEWER LINES -----_____ WATER LINES -----CHANNELS STORM SEWERS -----BIKE LANES I PA rns ---~- NOTF.: nTGlTA l . COPV OF PLAT (f.F APPLICABLE) MUST BE SUBMITTED PlUOR TO FILINC. The applicant has prepared this application and certifies that the facts stared herein and exhibits attached hereto are true, correct and complete. The undersigned hereby requests approval by the City of College Station of the above identified final plat. Signature and Title FtNAL Pl AT APl'!.JCATION FN1.J' APP .DOC 4114199 Date ~~ COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO . 500021 DP-LEGACY ADDITION NO. 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Legacy Addition No. 1 Block 1, Lots 1-18 DATE OF ISSUE: May 3, 2000 OWNER: OSAGE, LTD CI O EDSEL G JONES COLLEGE ST A TION, TX 77840 TYPE OF DEVELOPMENT: Rough Grading SPECIAL CONDITIONS: Rough grading only. SITE ADDRESS: FM 2818 & HOLLEMAN DRAINAGE BASIN: White Creek VALID FOR 3 MONTHS CONTRACTOR: The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date .:5-6 3-00 Date Contractor Date ----------- / ; ~-=* Lo:;-_ Notice of Propo .. Utility Line on Non-Cont 1 1023 (Rev . 9·93) iou1 Vtl'lion(l) •re ob50lete .) To the Texas Transportation Commission cJo District Engineer "'l'exas Department of Transportation Bryan , Texas Formalnoticeisherebygiventhat Le ac Constr Company proposes to place a · 21" RCP End Trea tmen line within the right-of-way of F. M. 2 8 1 8 Texas as follows: (give location, length, general design, etc .) Propose to install a 4:1 sloped end treatment for 21" RCP and ditch approximately 390 ' west of the intersection of Holleman and F.M. 281~ in College Station, Brazos County, Texas. drai"nage Drive The line will be constructed and maintained on the highway right-of-way as shown on the attached drawing and in accordance with tl}e rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governing laws, including but not limited to the "Federal Clean Water Act," the "Federal Endangered Species Act," and t he "Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws, rules, and ulations will be submitted to TxDOT before commencement of construction. uur firm will use Best Management Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provisions." Our firm will insure that traffic control measures complying with applicable portions of the Texas Manual of Uniform Traffic Control Deuices will be installed and maintained for the duration of this installation. The location and description of the proposed ~XX~.~KHilO{S{rnore fully shown by -~-h_e ______ cX~?e~ s ets of drawings attached to this notice . fff a rna~~ imprvmn ts are Construction of this line will begin on or after the __ 14 __ day of Apr i 1 ,X!l2000 . By signing below, I :;eertify that I am authorized to represent the Firm listed below, and that the Firm agrees to the :onditions/provisions ·included in this permit. Firm Legacy Construction Company By(Print) ~ Signature Title Owner Address 3205 E. By-Pass College Station, Texas 77845 Phone No. --=9-=7-=9:....--=6:....:9:....:3:.....--=6:....:6:....:9:....:9=------------- Form 1023 (Rev. 09-93) (l'rcvious Versions Obsolclc) .. APPROVAL H"y.No·----------------------Beg. RM Offsel ____ End RM ___ Offset ___ _ Maintenance Section No. _______________ _ ----------------------~C.oun~ Date ------------------------ The Texas Department of Transportation (TxD01) offers no objection to the location on the right-of-way of your proposeJ _______________ line as shown by accompanying drawings and notice dated except as noted below. It is expressly understood that the TxDOT does nol purport, hereby, to grant any right, claim, title, or easement in or upon lhis highway: and il is further understood that the TxDOT may require the owner to relocate this line, subject to provisions of governing laws, by giving thirty (30) days wriuen notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up. These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimming. e installation shall not damage any pan of the highway and adequate provisions must be made to cause minimum inconveniences .raffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requiremems as set forth •• erein, the State may take such action as it deems appropr iate to compel compliance. • General Special Provisions: . " • Revegetation Specinl Pr6'visions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated 0 in accordance with TxDOT's Standard Specification llem 164 which specifies lhe appropriate grass seed mix to be used, or Das indicated on the attachment. . Please notify _________________________ forty-eight (48) hours prior to starting construction of the line in order that we may have a representative present. Texas Department of .Transportation By=---------:-------- District Engineer--District No. ______ _ ' 'J ~~ COLLEk:iE STATION P. 0 . Box 9960 1101 f Texas Avenue • April 3 , 2000 Texas Department of Transportation ATTN: Mr. Patrick Williams , P.E. 1300 N. Texas Avenue Bry an, Texas 77803 RE: Utility Permit (Stormwater) Owner: Tony Jones Project: Legacy Addition No. 1 Location: Holeman Drive at F.M. 2818 Dear Mr. Williams: tet. 409 764 3500 College Statio n, T X 778 42 Please find enclosed three copies of the utility (stormwater) permit for the above re ferenced project. The applicant is proposing to detain stormwater runoff on-site and subsequentl y route a limited flow rate to the existing drainage ditch along F.M. 2818 . Proposed improvements affecting state property include : • 21 " RCP , with outlet headwall , from on-site detention basin to outlet works along F .M. 2818 . • Riprap installation at oulet works of 21 " culvert. • Surface gradation to augment stormwater runoff from outlet works to existing ditch along F.M . 2818. A traffic control plan has not been included w ith this permit submittal. Included with this lette r is three copies each of the permit application and applicant's con struction plans. These plans have received preliminary approval from the City of College Station . Please return two si g ned copies of the permit for our distribution. Pl ease review at your earliest convenience. If you have an y question s feel free to contact me at 409-764-3 570 Sincerely, S-0 Spencer G . Thom on, Jr ., EIT Graduate Ci v il Engineer xc: Natalie Ruiz, Development Coordinator TxDOT Utilities Permit File en c l. Form 1023 for (3 copies) Con struction Plans (3 pgs ., 3 copies each) o :\gro up\de v _serv\tx dot\LegacyOn e .doc Home of Texas A&M University . ~-\ Notice of Proposed Installation Utility Line on Non-Controlled Access Highway i 1023 (Rev . 9-93) ious version(s) are obsolete.) To the Texas Transportation Commission c/o District Engineer Da~ March· 22,2000 "l'exas Department of Transportation Bryan , Texas Formal notice is hereby given that Legacy Construct ion Companyproposestoplacea · 21" RCP End Treatment and Drainage Ditch line within the right-of-way of F. M. 2 818 in Brazos County, Texas as follows: (give location, length, general design, etc.) Propose to install a 4:1 sloped end treatment for 21'' RCP and drainage ditch approximately 390' west of the intersection of Holleman Drive and F.M. 2818 in College Station, Brazos County, Texas. The line will be constructed and maintained on the highway right-of-way as shown on the attached drawing and in accordance with tl~e rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governing laws, including but not limited to the "Federal Clean Water Act," the "Federal Endangered Species Act," and the "Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws, rules, and ulations will be submitted to TxDOT before commencement of construction. Vi.J.r firm will use Best Management Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provisions ." Our firm will insure that traffic control measures complying with applicable portions of the Texas Manual of Uniform Traffic Control Devices will be installed and maintained for the duration of this installation. The location and description of the proposed ~XX~.~~~more fully shown by _t_h_e ______ e&~OO~ s etsofdrawingsattachedtothisnotice. draiilag~ imprvmnts are Construction of this line will begin on or after the _ __.;_l __ day of Apr i 1 .x~2000 . By signing below, I certify that I am authorized to represent the Firm listed below, and that the Firm agrees to the conditions/provisions included in this permit. Firm Legacy Construction Company Address 3205 E. By-Pass College Station, Texas 77845 Phone No . 979-693-6699 Form 1023 (Rev. 09-93) (Previous Versions Obsolete) ' • APPROVAL H~y.No .. ~--------------------Beg. RM Offset. ____ End RM ___ Offset ___ _ Maintenance Section No. -----------------~----------------------Coun~ Date ------------------------- The Texas Department of Transportation (TxDOT) offers no objection to the location on the right-of-way of your proposed _______________ line as shown by accompanying drawings and notice dated except as noted below . It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, tille, or easement in or upon this highway: and it is further understood tha t the TxDOT may require the owner to relocate this line, subject to provisions of governing Jaws, by giving th irty (30) days wr itten notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning of trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up . These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimming. e installation shall not damage any part of the highway and adequate provisions must be made to cause minimum inconveniences .raffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirements as set forth ,,crein, the State may take such action as it deems appropriate to compel compliance. • General Special Provisions: • Revegetation Special Provisions: In order to minimize erosion and sedimentation resulting from the proposed installation, the project area will be revegetated Din accordance with TxDOT's Standard Specification Item 164 which specifies the appropriate grass seed mix to be used, or Das indicated on the attachment. . Please notify ___________________________ forty-eight (48) hours prior to starting construction of the line in order that we may have a representative present. Texas Department of_Transportation By:.~------------- D is t rict Engineer--District No . ______ _ DESIGN REPORT FOR THE LEGACY ADDITION No. 1 BLOCKS 1 AND 2 College Station, Texas FOR LEGACY CONSTRUCTION 3205 E. By-Pass College Station, Texas 77845 PREPARED BY ASll lit BROWNE El'YGl!YEERI!YG, ll'YC. Engineers and C onsultants P .O. BOX 10838, COLLEGE STATION, TEXAS 77842 979-694-2123 877-245-4839 Fax: 979-694-3694 DATE March 2000 OCOPYRIGHT 2000, Ash & Bronwe Engineering , In c TABLE OF CONTENTS SECTION 1 -DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 Description of Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 DRAINAGE DESIGN CRITERIA Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 1 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . Section 1 Page 2 HYDROLOGICAL CRITERIA Runoff Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Hydraulic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Detention and Storage Calculation Method . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 DRAINAGE FACILITY DESIGN General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 2 Table 1.1 Street and Valley Gutter Compliance Table Table 1.2 Existing/Proposed Runoff Table 1.3 Area #1 Existing/Proposed Runoff with Detention Facility CONCLUSION Compliance with City Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 4 Effectiveness of Drainage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 1 Page 4 Explanation of the Effectiveness of Existing and Proposed Improvements . . . . . . . . . . . . . . . . . . . . Section 1 Page 4 ATTACHMENT #1.1 LOCATION MAP ATTACHMENT #1.2 FIRM MAP ATTACHMENT #1.3 EXISTING DRAINAGE CONDITIONS ATTACHMENT #1.4 PROPOSED DRAINAGE CONDITIONS ATTACHMENT #1.5 RATIONAL CALCULATIONS ATTACHMENT #1.6 DRAINAGE RATING CURVES FROM CURBED STREET AND VALLEY GUTTERS ATTACHMENT #1. 7 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS SECTION 2 -WATER DISTRIBUTION ANALYSIS SYSTEM REQUIREMENTS General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 Page 1 HYDRAULIC ANALYSIS Computer Modeling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 Page 1 TABLE#2.1 Meter Distribution Scenarios . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Section 2 Page 2 Table#2.2 Minimum Residual Pressure CONCLUSION Compliance with City and TNRCC Requirements ................ Section 2 Page 3 ATTACHMENT #2.1 FIRE FLOW CALCULATIONS ATTACHMENT #2.2 WATER SYSTEM MODEL ATTACHMENT #2.3 1.5 G.P.M. PER CONNECTION FLOW DATA/CALCULATIONS ATTACHMENT #2.4 FIRE FLOW DATA/CALCULATIONS ATTACHMENT #2.5 1.5 G.P.M PER CONNECTION FLOW DATA/CALCULATIONS WITH 1611 0 D.l.P. ALONG HOLLEMAN DRIVE ATTACHMENT #2.6 FIRE FLOW DATA/CALCULATIONS WITH 1611 0 D.l.P. ALONG HOLLEMAN DRIVE DRAINAGE REPORT I I CERTIFICATION "I, J. Dale Browne, Jr, certify that this report for the drainage design of Legacy Addition No. 1, Blocks 1 and 2 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Licensed Professional Engineer State of Texas No . 81890 Drainage Report for . LEGACY ADDITION No. 1 DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location March 2000 The proposed site consists of Block 1 and 2 of the Legacy Addition No. 1 located in the City of College Station. The property is adjacent to Holleman Drive to the east, Southwest Parkway to the north and Harvey Mitchell Parkway (F.M. 2818) to the south. Walden Pond Townhomes is the property owner to the west of the subject site. Refer to Attachment #1 .1 for the project Location Map. The nearest primary drainage-way, White Creek Tributary "B", is located approximately 450 feet to the south. The property is located in the unshaded Flood Zones "X" as shown on FIRM (Flood Insurance Rate Map) map, Map Number: 48041C0182 C, effective date of July 2, 1992. Refer to Attachment #1.2 for the FIRM Map. Description of Property The site contains 7 .16 acres of land (mixed with native grasses and trees) and contains no primary drainage-ways within the site. A secondary drainage-way, an unnamed tributary of White Creek Tributary "B", is located at the south end of the project site. Runoff from the site drains to this secondary drainage-way; thence to White Creek Tributary "B"; thence to White Creek. The proposed project will involve the construction of 18 single-story duplex units in Block 1 and a convenience store of approximately 7,500 sq. ft. and concrete paving/parking in Block 2. A majority of the drainage from Block 1 and 2 is to be discharged into a proposed detention facility located on the west side of Block 2 and released into the drainage ditch within the right-of-way of Harvey Mitchell Parkway. DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description The property is located within the White Creek drainage basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). Attachments #1.3 and #1.4 shows the existing/proposed subbasins within the property and how the runoff is conveyed to the secondary drainage-way located on the south side of Block 2. DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City's Policy when this report was composed. Section 1 Page 1 Drainage Report for LEGACY ADDITION No. 1 Development Criteria Reference and Constraints March 2000 No prior reports or investigations were reviewed as part of this report . Since no other reports are available, t his report looks at the impact that the proposed development will have on existing drainage-ways. Constraints that effect the development of this site is that it is currently undeveloped , streets are located to the north , south and east, and the property to the west is developed. The runoff that is produced by the development of this property must not impact these areas. Therefore, a majority of the runoff from the subject site will be transported to a detention facility located on the west side of Block 2 that will release the runoff at a controlled rate . HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas was calculated based on the "Rational Method". The runoff coefficients of 0 .35 and 0 . 75 were used for natural grassland areas and Business/Commercial areas, respectively. Intensity was determined by usi ng the calculated time of concentration (with 10 minutes as a minimum) for each drainage area. Refer to Attachment #1 .5 for the runoff calculations. Hydraulic Criteria The capacities of proposed curb/valley gutters and channels were determined based on "Manning 's Equation ". Roughness coeffic ients (n) of 0.015 and 0 .030 was used in the calculations, respectively . Refer to Attachment #1.6 for rating curves that show the capacities and velocities for each type of drainage way . Detention and Storage Calculation Method Detention and storage facilities will be required if runoff is increased by more than 0 .5 cfs after the proposed improvements. The size of the detention facility was determined with Haestad Methods software program "PondPack Ver: 7 .0". The "Modified Rational Method " was utilized to determined the required volume of the detention pond. Refer to Attachment #1 . 7 for the staging curves, hydrograph/pond routing calculations, and associated graphs. DRAINAGE FACILITY DESIGN General Concept The existing site was divided into three distinct drainage areas. Drainage Basin (DB) #1 dra i ns a large portion of the property. DB 's #2 and #3 discharge runoff to adjacent property/right-of-way. Once the s ite is developed , the mount of area contributing to DB 's #2 and #3 will be decrease; therefore , the runoff to adjacent property/right-of-way will be decrease. Due to the size and knowing that the runoff would decrease to adjacent properties, runoff effects from DB's #2 and #3 were considered negligible. The developed DB #1 was d ivided into 6 drainage areas. Runoff from these areas were determined and used to ensure that the gutter, valley drains, etc. were in Section 1 Paae 2 Drainage Report for LEGACY ADDITION No. 1 March 2000 compliance with the City's DPDS . The following table illustrates that he streets and valley gutters will be capable of transporting all flows for the 10-year storm: Table 1.1 Street and Valley Gutter Compliance Table Sub-DB Structure Description Proposed Capacity See Notes Flow (cfs) Below (cfs) 1.1 Curb and Gutter 7.82 12.00 1 1.2 Curb and Gutter 3 .18 12.00 1 1.3 Curb and Gutter 7.84 12.00 1 1.4A Curb and Gutter 1.59 12.00 1 1.48 2 1.5 3 1.1, Valley Gutter 20.34 24.5 4 1.2 , 1.3 , 1.4A Notes: 1. capacity based on street grade of 0 .6% and maxi mum spread of 13'. 2 . This drainage basin v..111 drain to DB 1.5 . 3 . This drainage basin v..111 drain directly i nto the detention pond and drainage facil ities for this drainage basin v..111 be designed at a later date. 4. Capacity based on 20' wde gutter wth 8" depression set on 0 .6% grade. The following table illustrate the existing and proposed runoff for DB #1 only and the flow increase/decrease for this drainage basin: Table 1.2 Existing/Proposed Runoff DB Existing Runoff Proposed Runoff Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 15 .48 17.45 19.97 22.61 23.59 33.45 37.55 42.88 48.47 50.61 17.97 20.10 22.91 25.86 27.r:t2. Notes: If flow increase is areater than 0.5 cfs detention is required. Section 1 Paae 3 Drainage Report for LEGACY ADDITION No. 1 March 2000 Based on the above information, DB #1 is the only area that requires a detention facility. The following table shows the runoff from Area #1 after being routed through the proposed detention facilities: Table 1.3 Area #1 Existing/Proposed Runoff vvith Detention Facility DB Existing Runoff Proposed Runoff Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 15.48 17.45 19.97 22.61 23.59 15.35 16.61 18.14 16.C5 20.19 (0.13) (0.84) (1 .83) (6.56) (3. Notes: If flow increase is less than 0.5 cfs, the impact on the do'M"lstream flow path is considered to be nealigi ble. CONCLUSION Compliance vvith City Standards From the information that is presented in this report, we have shOVJ11 that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwater will be conveyed to the existing drainage ditch located in the right-of -way of Harvey Mitchell Parkway. Explanation of the Effectiveness of Existing and Proposed Improvements The a majority (DB #1) of the existing and proposed site conditions will discharge the stormwater from the site directly the drainage ditch along Harvey Mitchell Parkway; thence, to an unnamed tributary of White Creek Tributary "B"; thence to White Creek Tributary "B"; and thence to White Creek. The curbed streets, valley gutters, detention facility and associated work for DB #1 is the only drainage facility required to convey the 100-year storm event from the site at or equal the existing conditions. Section 1 Paae 4 Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .1 LOCATION MAP March 2000 1027001-001-01 ATTACHMENT #1.1 LOCATION MAP ASn ~ BROWJYE EIYCHIYEERIJYa, IIYC. Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979~94-2123 877-245-4839 Fax : 979-694-3 694 ', , I ') .r Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .2 FIRM MAP March 2000 .:;Y City of College Stati 48 008 3 SCALE: 1" = 500'± COPIED FROM FLOOD INSURANCE RA TE MAP MAP NUMBER: 48041C0182 C EFFECTIVE DATE: JULY 2, 1992 1027001-002-01 PROJECT LOCATION A TI ACHMENT #1.2 FIRM MAP ASll « BROWIYB BIYGllYBBIUJYCi, IJYC. Eoginc:c:rs and Consultants P.O . Box 10838, College Station, Texas 77842 979-694-2123 877 -245-4839 Fax : 979~94-3694 Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .3 EXISTING DRAINAGE CONDITIONS March 2000 Drainage Report for LEGACY ADDITION No. 1 ATIACHMENT #1.5 RATIONAL CALCULATIONS March 2000 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS EXISTING CONDITIONS By: JOB March 2000 1027001 DRAINAGE AREA TYPES Drainage Basin #1 -Natural Grassland Existinq Flow Path Description Length (ft) Over1and Flow -Natural Grassland 603 Natural Channel Flow 219 Area <acres) 6.63 Total : 6.63 Velocity Time (fps) (min .) 0.8 12.1 2.0 1.8 TOTAL: 13.9 T ime of Concentration Tc Used Existin Conditions 10 min. 13.9 min . 13.9 min . Storm BRAZOS COUNTY Period Existing Existing b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8 .0 0.806 5.4 12.59 5 76 8.5 0.785 6.6 15.48 10 80 8.5 0.763 7.5 17.45 25 89 8 .5 0 .754 8 .5 19.96 50 98 8.5 0.745 9.7 22.60 100 96 8.0 0.730 10.1 23 .59 Intensity= b/ (Tc+ d)"e Runoff Coefficient 0.35 0.35 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS March 2000 1027001 By: JOB DRAINAGE AREA TYPES Area (acres) Drainage Basin #1 .1 -Medium Density Res idential 1.50 Drianage Basin #1 .2 -Medium Density Residential 0.61 Drianage Basin #1.3 -Medium Density Residential 1.51 Drianage Basin #1.4A -Medium Density Residential 0.25 Drianage Basin #1.4B -Medium Density Residential 0.78 Drianage Basin #1.5 -Business/Commercial 2 .03 Total: 6.68 Proposed Flow Path Description Length Velocity Time (ft) (fps) (min .) Over1and Flow 70 .5 0.5 2 .4 Gutter Flow 504 4.0 2 .1 Valley Gutter Flow Flow -Concrete 225 4 .0 0.9 Traoezoidal Channel -Grassv 239 4.8 0.8 TOTAL: 6.2 Time of Concentration Tc Used Pro sed Conditions 1 O min . 6.2 min . 10 .0 min . Stenn BRAZOS COUNTY Period Proposed Proposed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0 .806 6 .3 27.51 5 76 8.5 0 .785 7 .7 33 .45 10 80 8.5 0.763 8.6 37 .55 25 89 8.5 0.754 9.9 42.88 50 98 8.5 0.745 11.1 48.47 100 96 8.0 0.730 11.6 50 .61 Intensity= b/ (Tc+ d)Ae Runoff Coefficient 0.60 0.60 0.60 0.73 0.57 0.75 0.65 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1 .1 By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -1.50 Acres 50% Lawn/Permeable Area 50% Impermeable Area Area (acres) 0.75 0.75 Runoff Coefficient 0.30 0.90 Total: 1.50 0.60 Proposed Flow Path Description Length Velocity Time (ft) (fps) (min.) Overland Flow 61 0.5 2 .0 Gutter Flow 444 4.0 1.9 Retanaular Channel Flow 155 4.5 0.6 TOTAL: 4.5 Time of Concentration Tc Used Pro osed Conditions 1 O min . 4.5 min . 10.0 min . Storm BRAZOS COUNTY Period Existina Existina b d e Intensity Runoff (Year} (in/hr) (cfs) 2 65 8.0 0.806 6 .3 5.73 5 76 8.5 0.785 7.7 6 .96 10 80 8.5 0.763 8.6 7.82 25 89 8.5 0.754 9.9 8.93 50 98 8.5 0.745 11 .1 10 .09 100 96 8.0 0.730 11 .6 10.54 Intensity= bl (Tc+ d)Ae LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.2 By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0.61 Acres 50% Lawn/Permeable Area 50% Impermeable Area Proposed Flow Path Description Length (ft) Overland Flow 59.6 Gutter Flow 383.2 Area (acres) 0.31 0.31 Total: 0.61 Velocity Time (fps) (min.) 0.5 2.0 4 .0 1.6 TOTAL: 3.6 Time of Concentration Tc Used Pro osed Conditions 10 min . 3.6 min . 10.0 min. Storm BRAZOS COUNTY Period Prooosed Proposed b d e Intensity Runoff <Year) (in/hr) (cfs) 2 65 8.0 0.806 6.3 2.33 5 76 8.5 0.785 7.7 2.83 10 80 8 .5 0.763 8 .6 3.18 25 89 8.5 0.754 9.9 3.63 50 98 8.5 0.745 11.1 4.10 100 96 8.0 0.730 11.6 4.28 Intensity = bl (Tc + d)"e Runoff Coefficient 0.30 0.90 0.60 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULA PROPOSED CONDITIONS DRAINAGE TIONS BASIN #1 .3 By : JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area - 1.51 Acres 50% Lawn/Permeable Area 50% Impermeable Area To tal : Pro osed Flow Path Description Length ity ft >) Overland Flow 70 .5 Gutter Flow 504 Storm Period ear 2 5 10 25 50 100 TOT AL: Time of Concentration Tc Us ed Pro osed Conditions 1 O min . 4 .5 min . 10 .0 m in . BRAZOS COUNTY sed b d e Intensity Runo ff in/hr cfs i) 65 8.0 0.806 6.3 5 .75 76 8.5 0.785 7.7 6 .99 80 8.5 0.763 8.6 7 .84 89 8.5 0.754 9.9 8 .96 98 8.5 0.745 11 .1 10 .12 96 8.0 0.730 11.6 10 .57 Intensity = b/ (Tc + d)"e Area (acres) 0.76 0.75 1.51 Time (min .) 2.4 2.1 4.5 Runoff Coefficient 0.30 0.90 0.60 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.4A By: JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0.25 Acres 30% Lawn/Penneable Area 70% lmpenneable Area Proposed Flow Path Description Length (ft) Overland Flow 11 Gutter Flow 275 Area (acres) 0.07 0.18 Total: 0.25 Velocity Time (fps) (min.) 0.5 0.4 4.0 1.1 TOTAL: 1.5 Time of Concentration Tc Used Pro sed Conditions 1 O min . 1.5 min. 10.0 min. Stonn BRAZOS COUNTY Period Proposed Proposed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 6.3 1.16 5 76 8.5 0.785 7 .7 1.42 10 80 8.5 0.763 8.6 1.59 25 89 8.5 0.754 9.9 1.82 50 98 8.5 0.745 11.1 2.05 100 96 8.0 0.730 11.6 2.14 Intensity= b/ (Tc+ d)Ae Runoff Coefficient 0.30 0.90 0.73 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.48 By : JOB March 2000 1027001 DRAINAGE AREA TYPES Total Area -0.78 Acres 55% Lawn/Penneable Area 45% lmpenneable Area Proposed Flow Path Description Length (ft) Over1and Flow 11 Gutter Flow 275 Area (acres) 0.43 0.35 Total: 0.78 Velocity Time (fps) (min .) 0.5 0.4 4.0 1.1 TOTAL: 1.5 Time of Concentration Tc Used Pro osed Conditions 1 O min . 1.5 min . 10 .0 min . Stonn BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 6 .3 2.83 5 76 8.5 0.785 7.7 3.44 10 80 8.5 0.763 8.6 3.86 25 89 8.5 0.754 9.9 4.40 50 98 8.5 0.745 11.1 4.98 100 96 8.0 0.730 11.6 5.20 Intensity= b/ (Tc+ d)Ae Runoff Coefficient 0.30 0.90 0.57 LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1.5 By : JOB March 2000 1027 001 DRAINAGE AREA TYPES Total Area - 2.03 Acres 28% Landscaping/Penneable Area 72% lmpenneable Area Area (acres) 0.57 1.46 Runoff Coefficient 0.35 0 .90 Total: 2.03 0.75 Proposed Flow Path Description Length Velocity Time {ft) lfos) {min .) Overland Flow 10 0.5 0.3 Pavement Flow 556 4.0 2.3 TOTAL: 2.7 Time of Concentration Tc Used Pro osed Conditions 10 min . 2 .7 min . 10 .0 min. Stonn BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) (in/hr) (cfs) 2 65 8.0 0.806 6 .3 9.63 5 76 8 .5 0.785 7.7 11 .71 10 80 8.5 0.763 8.6 13 .14 25 89 8.5 0.754 9.9 15.01 50 98 8.5 0.745 11.1 16.97 100 96 8.0 0.730 11.6 17.72 Intensity= bl (Tc+ d)"e LEGACY ADDITION No. 1 RATIONAL DRAINGE CALCULATIONS PROPOSED CONDITIONS DRAINAGE BASIN #1 .1, 1.2, 1.3, and 1.4A March 2000 1027001 By : JOB DRAINAGE AREA TYPES Area Runoff (acres) Coefficient Drainage Basin #1 .1 -Medium Density Residential 1.50 0.60 Drianage Basin #1 .2 -Medium Density Residential 0.61 0.60 Drianage Basin #1 .3 -Medium Density Residential 1.51 0.60 Drianage Basin #1 .4A -Lawn and Impervious Area 0.25 0.73 Total : 3.87 0.61 Proposed Flow Path Description Length Velocity Time (ft) (fps) (min .) Overland Flow 70 .5 0.5 2.4 Gutter Flow 504 4.0 2.1 Valley Gutter Flow -Concrete 70 4 .5 0.3 TOTAL: 4.7 Time of Concentration Tc Used Pro osed Conditions 10 min. 4 .7 min . 10.0 min . Storm BRAZOS COUNTY Period Prooosed Prooosed b d e Intensity Runoff (Year) lin/hr) lets) 2 65 8.0 0.806 6 .3 14.91 5 76 8.5 0.785 7.7 18.13 10 80 8.5 0.763 8.6 20 .34 25 89 8 .5 0.754 9 .9 23 .24 50 98 8.5 0.745 11 .1 26.27 100 96 8.0 0.730 11 .6 27 .42 Intensity = b/ {Tc + d)Ae Drainage Report for LEGACY ADDITION No. 1 ATTACHMENT #1 .6 DRAINAGE RATING CURVES FROM CURBED STREET AND VALLEY GUTTERS March 2000 Project Description Worksheet Type Solve For Input Data Curve Plotted Curves for Gutter Section Gutter Section -27' Wide Street Gutter Section Spread Gutter Width 0 .00 ft Gutter Cross Slope 0 .000000 ft/ft Road Cross Slope 0 .038500 ft/ft Mannings Coefficient 0 .015 Attribute Slope (ft/ft) Discharge (cfs) Minimum Maximum Increment 0.006000 0.030000 0 .002000 1 .00 14.00 1 .00 Worksheet: Gutter Section -27' Wide Street Spread vs Slope Varying Discharge 14 .0 .--..-~~~~---,--~~~~~~.--~~~~~---.~~~~~~-.--~~~~~--. - 2 .0 ~~~~~~--'~~~~~~----'-~~~~~~--'-~~~~~~-'-~~~~~~_J ---...-1.00 cfs --+--2.00 cfs -3.00 cfs -4.00 cfs 5.00 cfs --+--6.00 cfs __..,_ 7.00 cfs --+--8.00 cfs --@--9.00 cfs ~ 10 .00 cfs ---...-11 .00 cfs --+--12 .00 cfs -13 .00 cfs -14 .00 cfs 0 .005 0 .010 0 .015 0 .020 0 .025 0 .030 Slope (ft/ft) c :\haestad\projects\1027ro1\flowmaster.fm2 Ash & Browne Engineering Inc {)3,{)3,(X) 10:39:26 AM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer : ABEi FlowMaster v6.0 [614e) Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Input Data CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triangular Channel Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0 .015 Left Side Slope 14.95 H : V Right Side Slope Attribute Discharge (cfs) Slope (ft/ft) 0 .75 0 .7 3 0 .7 1 0 .6 9 14.95 H : V Minimum 10.00 0 .006000 Maximum 30.00 0 .020000 Increment 1 .00 0 .002000 Worksheet: Triangular Channel Depth vs Discharge Varying Slope ~ ------ -0 .6 7 ----0 .6 5 ----------0 .6 3 ---- 0.6 1 --------__. ------0 .5 9 ---------~ ------.-D .r: 0 .5 +-',,..... 0.¢;: 0 .5 Q) ._, 7 ----,_ ~--------5 ---------,_ ,_,. ----------0 0 .5 3 ~ ---~ -----_ .... -----~ --~ 0 .5 1 .--....... __. , .......... ----......... -----~ 0.4 9 ..... ---_, ---~ ---~ "" ,, ... 0 .4 7 r ---,,., --..... _, ,.. ._.. -..... ...... 0.4 5 .... -.----...-.-~ ~ ,,,,. --0 .4 3 ..... .... ,,.-' ,,,,. _... i.....---,,,,. _.,... 0.4 1 ~ ,_,. -..... -......... 0 .3 " ./. ........ -·---7 ---.-0.006000 ft/ft ___._ 0.008000 ft/ft --+--0.01 ()()()() ft/ft --0. 012000 ft/ft ....... 0. 014000 ft/ft ~ 0.016000 ft/ft ~ 0. 018000 ft/ft -0 .020000 ft/ft 0.3 0 .35 10 .0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 c:\haestad\projects\1 027'0)1 \flowmaster. fm2 ~ 01 :14:28 PM © Haestad Methods, Inc. Discharge (cfs) Ash & Browne Engineering Inc 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi FlowMaster 116.0 [614e) Page 1 of 1 Project Descri ption Worksheet Flow Element Method Solve For Input Data CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triangular Channel Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0 .015 Left Side Slope 15.00 H : V Right Side Slope 15.00 H : V Attri bute Discharge (cfs) Slope (ft/ft) Minimum 10.00 0 .006000 Maximum 30.00 0 .020000 Increment 1 .00 0 .002000 Worksheet: Triangular Channel Top Width vs Discharge Varying Slope 22 .0 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 18.0 1: .... -a ~---it:'. 16.0 .._, a. 0 I- 14.0 10 .0 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~ --..-0.006000 ft/ft --..-. 0.008000 ft/ft -0.010000 ft/ft -----0. 012000 ft/ft ...... 0. 014000 ft/ft ---+--0.016000 ft/ft ~ 0.018000 ft/ft --,;---0 .020000 ft/ft 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28 .0 30.0 Discharge (cfs) c :\haestad\projects\1027\0J1\flowmaster.fm2 Ash & Browne Engineering Inc CBG6IU) 03:05:34 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi FlowMaster v6.0 [614e) Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Input Data CHANNEL W/15:1 SIDE SLOPES Plotted Curves for Triangular Channel Triangular Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0 .015 Left Side Slope 14.95 H : V Right Side Slope 14.95 H : V Attribute Discharge (cfs) Slope (ft/ft) Minimum 10.00 0 .006000 Maximum 30.00 0 .020000 Increment 1.00 0 .002000 Worksheet: Triangular Channel Velocity vs Discharge Varying Slope 2 .5 L--~~-'-~~~-'--~~---'-~~~--'-~~--''--~~--'--~~~-'--~~---'-~~~~~~---' __,..._ 0 .006000 ft/ft __._._ 0 . 008000 ft/ft --0.010000 ft/ft -----0 . 012000 ft/ft 0 .014000 ft/ft --+--0 . 016000 ft/ft ~ 0 . 018000 ft/ft ~ 0 .020000 ft/ft 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26 .0 28.0 30.0 Discharge (cfs) c :\haestadlprojects\1027'0'J1\flowmaster.fm2 Ash & Browne Engineering Inc 03AJ3A'.X) 01 :18:00 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT06700 USA (203) 755-1666 Project Engineer: ABEi FlowMaster v6.0 (614e] Page 1 of 1 Table Rating Table for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Slope Left Side Slope Right Side Slope BottomWKlh DISCHARGE CHAN Trapezoidal Channel Manning's Formula Channel Oej:ih 0 .030 0 .010000 ft/ft 4 .00 H :V 4 .00 H :V 5 .00 ft Attribute Minimum Maximum Increment Discharge (cfs) 0.00 23.00 1 .00 Discharge Oej:ih Velocity Flow Wetted Top (cfs) (ft) (ft/s) Area Perimeter Wdh (ft2) (ft) (ft) 0 .00 0 .00 0 .00 0 .0 0 .00 11 .48 1.00 0 .14 1.26 0 .8 6 .17 6.14 2.00 0 .21 1 .60 1.2 6 .76 6 .70 3 .00 0.27 1 .84 1 .6 7 .22. 7 .15 4 .00 0 .32 2.02 2.0 7.61 7 .53 5 .00 0 .36 2.17 2.3 7.~ 7.87 6 .00 0..40 2.30 2.6 8 .27 8 .17 7 .00 0 .43 2.41 2.9 8 .56 8 .45 8 .00 0 .46 2.51 3.2 8 .83 8 .72 9.00 O.fJO 2.60 3 .5 9 .09 8 .96 10.00 0 .52 2.69 3 .7 9 .33 9 .20 11 .00 0.55 2.76 4 .0 9.55 9.42 12.00 0 .58 2.84 4.2 9 .77 9.63 13.00 0 .60 2.90 4 .5 9.98 9.83 14.00 0 .63 2.97 4 .7 10.18 10.03 15.00 0.65 3 .03 5 .0 10.37 10.21 16.00 0.67 3 .06 5 .2 10.56 10.39 17.00 0 .70 3 .14 5.4 10.74 10.57 18.00 0 .72 3 .19 5 .6 10.91 10.74 19.00 0 .74 3 .24 5 .9 11 .06 10.90 20.00 0 .76 3 .29 6 .1 11 .25 11 .06 21.00 0 .78 3 .33 6 .3 11.41 11 .22 22.00 0 .80 3.38 6 .5 11 .56 11 .37 23.00 0 .81 3 .42 6 .7 11 .71 11 .51 c :\haestad\projects\1027'0J1\flowmaster.fm2 Ash & Browne Engi-ing Inc 03A)9,0) 12:19:50 AM C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engi neer: ABEJ FlowMaster v6.0 (614e) Page 1 of 1 Drainage Report for LEGACY ADDITION No. 1 ATIACHMENT #1.7 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS March 2000 323 322 321 - ~ :> 320 Ql w 319 318 317 0 5000 323 322 321 ~ :> ~ 320 w 319 318 317 0 2 4 6 LEGACY ADDITION No . 1 Stage Storage Curve 10000 15000 Volume (cu .ft) LEGACY ADDITION No .1 Stage Discharge Curve 8 10 12 14 Flow (cfs) 20000 25000 30000 16 18 20 22 24 Type .... Vol: Elev-Area Name .... POND File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Elevation (ft) 317 .00 318.00 319 .00 320 .00 321. 00 322 .00 Planimeter (sq .in) Area Al+A2+sqr(Al*A2) (acres) (acres) .0000 .0000 .0843 .0843 .1222 .3080 .1630 .4263 .2069 .5535 .2535 .6894 POND VOLUME EQUATIONS Volume (cu .ft) 0 1224 4472 6190 8037 10010 Page 6 Volume Sum (cu .ft) 0 1224 5696 11887 19924 29934 * Incremental volume computed by the Conic Method for Reservoir Volumes . Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq .rt .(Areal*Area2)) where : EL 1, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment =Areas computed for Ell, EL2, respectively = Incremental volume between Ell and EL2 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:26:15 Date: 03-08 -2000 Type .... Composite Rating Curve Page 7 Name .... OUTLET B File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Tit le ... OUTLET STRUCTURE "B " ***** COMPOSITE OUTFLOW SUMMARY **** CUMULATIVE HGL CONVERGENCE ERROR .000 (+/-ft ) WS Elev. Tot a l Q Notes Elev . Q ft cfs TW Elev ft Converge Error +/-ft Contributing Structures 317.00 317 .50 318 .00 318.50 319 .00 319.50 320.00 320.50 321. 00 321.50 322.00 .00 .87 3 . 21 6 .62 10 .41 13. 56 15 .73 17 .80 19 .69 21 . 46 23 .11 316 .75 316.88 317.03 317 .17 317 .28 317 .37 317 .42 317.46 317 .50 317 .54 317 .57 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 None contributing CV CV CV CV CV CV CV CV CV CV S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time : 23:26:15 Date : 03-08-2000 Type .... Outlet Input Data Page 24 Name .... OUTLET CULVERT File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert -Circular ------------------------------------ No . Barrels = 1 Barrel Diameter = 1.7500 ft Upstream I nvert = 317 .00 ft Dnstream In vert = 316 .75 ft Horiz. Length = 65 .00 ft Barrel Length = 65 .00 ft Barrel Slope = .00385 ft/ft OUTLET CONTROL DATA ... Mannings n = .0130 Ke = .5000 (forward entrance los s ) Kb = .014830 (per ft of full flow) Kr = .5000 (reverse entrance loss ) HW Convergence = .001 +/-ft INLET CONTROL DATA ... Equation form = 1 Inlet Control K .0045 Inlet Control M = 2.0000 Inlet Control c = .03170 Inlet Control y = .6900 Tl ratio (HW/D) = 1.093 T2 ratio (HW/D) = 1.195 Slope Factor = -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev . Use submerged inlet control Form 1 equ . above T2 elev . In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2 ... At Tl Elev = 318 .91 ft ---> Flow= 11 .14 cfs At T2 Elev = 319 .09 ft ---> Flow = 12 .73 cfs S/N : D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time : 23 :47 :24 Date : 03 -08-2000 Type .... Outlet Input Data Name .... OUTLET CULVERT File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Titl e ... OUTLET STRUCTURE "B" OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = TW = TW SETUP. DS Channel USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type : Chn-Trapz . Channel ID : OUTLET CHANNEL CONVERGENCE TO LE RANCES ... Maximum Iterations= 30 Min . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min . HW tolerance = .01 ft Max . HW tolerance = .01 ft Min . Q tolerance = .10 cfs Max . Q tolerance = .1 0 cf s S/N: D21201A06A8A Ash & Browne Engineering . Inc . PondPack Ver : 7 .0 (325) Compute Time: 23:47:24 Date: Page 25 03-08-2000 Type .... Outlet Input Data Name .... OUTLET CULVERT File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... OUTLET STRUCTURE "B" USE DOWNSTREAM CHANNEL NORMAL DEPTH FOR TW ... Channel Type: Chn-Trapz . Channel ID: OUTLET CHANNEL Solution to Mannings Open Channel Flow Equation (Computed values are based on normal depth .) TRAPEZOIDAL CROSS SECTION Slope = .010000 ft/ft Mannings n = 0 .03000 Invert Elev. = 316.75 ft Top of Channel = 320 .00 ft Base width = 5 .00 ft Rt Side slope = 4 .000 horizontal Lt Side slope = 4 .000 horizontal SIN : D21201A06A8A Ash & Browne Engineering, Inc. Page 26 : 1 vert. : 1 vert . PondPack Ver : 7 .0 (325) Compute Time: 23:47:24 Date: 03-08-2000 321 320 > <1> 319 w 318 0 10 LEGACY ADDITION No . l Water Elevation Vs . Time _ __... ........ 20 30 40 50 60 Time (min) 70 80 90 Currently P l o tt ed Curve s 5 -Year Storm 10 -Year Storm 25 -Year Sto r m 50 -Ye a r S t o r m 100 -Year Storm Type .... Time-Elev Name .... POND OUT Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e. b. d Tag: 005-Yr TIME vs. ELEVATION (ft) Page 1 Event: 5 yr Time Output Time increment = 5 .00 min min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I 317.oo 317 .92 318 .63 319 .21 319.56 25.oo I 319.80 319.91 319 .72 319.22 318.66 50.00 I 318.23 317.90 317.61 317 .33 317.03 75 .oo I 317.oo 317.00 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 01:20:00 Date: 03-09-2000 Type .... Time-Elev Name .... POND OUT Tag : 010-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b , d Tag : 010-Yr TIHE vs. ELEVATION (ft) Page 2 Event: 10 yr Time Output Time increment = 5 .00 min min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 317 .oo 317 .97 318 .71 319 .33 319 .72 25 .oo I 320 .00 320 .21 320.19 319 .76 319 .12 50 .00 I 318 .58 318 .17 317.84 317.58 317 .24 75 .oo I 317 .02 317.oo S/N : D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver : 7 .0 (325) Compute Time : 01:20:00 Date : 03-09-2000 Type .... Time-Elev Name .... POND OUT Tag : 025-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e , b, d Tag: 025-Yr TIME vs . ELEVATION (ft) Page 3 Event : 25 yr Time Output Time increment = 5 .00 min min I Time on left represents time for first value in each row . ---------1--------------------------------------------------------------_oo 1 317.oo 318.02 318 .83 319 .52 319 .96 25 .oo I 320.28 320 .54 320 .59 320 .24 319 .64 50 .00 I 319 .01 318 .49 318 .10 317 .77 317 .55 75 .oo I 317 .16 317 .01 317 .oo SIN: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 01 :20:00 Date: 03-09 -2000 Type .... Time-Elev Page 4 Name .... POND OUT Tag : 050-Yr Event: SO yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b. d Tag: 050-Yr TIME vs . ELEVATION (ft) Time Output Time increment = 5 .00 min min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 317.oo 318.07 318.98 319 .74 320 .24 2s.oo I 320.62 320.93 321 .02 320 .68 320 .08 so .oo I 319.42 318 .81 318 .34 318.01 317.68 75.oo I 317.49 317.04 317.oo 317.oo S/N : D21201A06A8A Ash & Browne Engineering. Inc. PondPack Ver: 7 .0 (325) Compute Time: 01:20:00 Date: 03-09-2000 Type .... Time-Elev Name .... POND OUT Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e . b , d Tag : 100-Yr TIME vs . ELEVATION (ft) Time Output Time increment = 5 .00 min Page 5 Event : 100 yr min I Time on 'left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I 317.oo 318.08 319 .01 319 .78 320 .30 25 .oo I 320 .69 321 .01 321 .14 320.91 320 .35 50 .00 I 319 .68 319 .06 318.53 318.13 317 .80 75 .oo I 317.56 317 .19 317 .02 317.00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver : 7 .0 (325) Compute Time : 01 :20 :00 Date : 03-09 -2000 20 LEGACY ADDITION No.1 5 -Y ear Storm H ydrogrpa h Developed Conditions Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e, b, d Tag: 005-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 13 Event : 5 yr Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) Tag Freq File IDF Curve 005-Yr 5 ABEI . IDQ e = .7850 b = 76 .0000 d = 8 .5000 Tc= 13 .91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 005-Yr 5 .350 1.000 I .350 6.6178 6.630 I 15 .48 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (325) Compute Time: 23 :26:15 Date : 03-08-2000 Type ____ Mod . Rational Graph Name . ___ DEVELOPED Tag: 005-Yr File . ___ C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm . __ e . b . d Tag : 005-Yr MODIFIED RATIONAL METHOD Page 14 Event: 5 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : 5 yr 'C' Adjustment : 1 .000 Allowable Outflow : 15.48 cfs Required Storage: 15314 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 19 .62 cfs * .HYG File: 005-Yr * * ********************************************************************** Q I Td = 28 .00 min I /-------Approx . Duration for Max . Storage ------/ x -I - I I Tc= I = Q = 10 .00 min 7 .6928 in/hr 33 .45 cfs I I I I I I I Required Storage I 15314 cu.ft I I I x x x x x x xix x x x x x x x x x x I Return Freq: 5 yr C adj .factor:l .000 Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 28 .00 min I = 4.5125 in/hr Q = 19 .62 cfs x o Q = 15 .48 cfs x o Ix (Allow .Outflow) x o I x o NOT TO SCALE I x _ x o ============ I o I x -----------------------------------------------------1------------ 30 .11 min T 5/N: D21201A06A8A Ash & Browne Engineering , Inc. PondPack Ver : 7 .0 (325) Compute Time : 23 :26:15 Date : 03 -08 -200 0 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag : 005 -Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e, b , d Tag : 005-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = HGDATA2 .HYG -POND IN 005 -Yr Outflow HYG file = HGDATA2 .HYG -POND OUT 005 -Yr Time min .00 5 .00 10 .00 15 .00 20 .00 25 .00 30.00 35.00 40.00 45 .00 50.00 55.00 60.00 65.00 70.00 75 .00 80 .00 Inflow cfs .00 9 .81 19.62 19.62 19 .62 19 .62 15.70 5 .89 .00 .00 .00 .00 .00 .00 .00 .00 .00 2S/t -0 cfs .00 4 .1 6 18.36 34 .18 45 .82 55 .37 60.00 52.52 34 .75 19 .09 9.56 4 .03 1. 23 .10 .01 .00 .00 2S/t + 0 cfs .00 9.81 33 .59 57 .61 73 . 43 85 .06 90 .69 81 .5 8 58 .40 34 .7 5 19 .09 9 .56 4 .03 1 .23 .10 .01 .00 Infilt . Outflow cfs cf s .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 .83 7 .61 11 . 71 13 .81 14 .84 15 .35 14 .53 11 .83 7 .83 4 .76 2.76 1.40 .57 .05 .00 .00 S/N : D21201A06A8A Ash & Browne Engineering , Inc. PondPack Ver : 7.0 (325) Compute Time : 23 :26 :15 Page 8 Event : 5 yr Storage cu . ft 0 946 3855 6833 8921 10477 11268 10001 6934 3991 2100 906 282 43 0 0 0 El e v . ft 317 .00 317 .92 318.63 319.21 319.56 319.80 319.91 319. 72 319.22 318.66 318.23 317 .90 317 .61 317.33 317.03 317 .00 317 .00 Date : 03-08-2000 25 20 .......... ~ 15 () -3: 0 u.. 10 5 0 I I !' ./ ) LEGACY ADDITION No.1 10-Y ear Storm Hydrograph Developed Conditions _,;-.- / j' f---t--+---t--+---t--+---t--,__--t--+---t--+---t---t--'---'-f----1 0 10 20 30 40 50 60 70 Time (min) LEGEND W/O Detention W/Detention Type .... Rational Predev. Peak Q Page 15 Name .... DEVELOPED Event: 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b , d Tag : 010 -Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 010-Yr 10 ABEI . IDQ e = .7630 b = 80 .0000 d = 8 .5000 Tc= 13 .91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------ ------1-----------------------------1 ---------- 010-Yr 10 .350 1.000 I .350 7 .4594 6 .630 I 17.45 S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:26:15 Date: 03-08-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag : 010 -Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e , b , d Tag: 010-Yr MODIFIED RATIONAL METHOD Page 16 Event: 10 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : 10 yr 'C' Adjustment: 1 .000 Allowable Outflow : 17 .45 cfs Required Storage : 17692 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow: 21.46 cfs * * .HYG File : 010 -Yr * ********************************************************************** Q I Td = 30 .00 min I /-------Approx . Duration for Max . Storage ------/ . x 0 x x x x 0 . I . I I Tc= I = Q = 10 .00 min 8.6345 in/hr 37 .55 cfs I I I I I I I Required Storage I 17692 cu.ft I I I x x x x x x xix x x x x x x x x x x I 0 0 0 NOT TO SCALE Return Freq : 10 yr C adj .factor:l.000 Area = 6.680 acres Weighted C = .646 Adjusted C = .646 Td= 30 .00 min I = 4 .9361 in/hr Q = 21.46 cfs x o Q = 17 .45 cfs Ix (Allow.Outflow) I I I x I x -----------------------------------------------------1------------ 31 .87 min T S/N : D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver : 7 .0 (325) Compute Time : 23 :26 :15 Date: 03-08-2000 Type .... Pond Routing Cale s (Total Out ) Pa ge 9 Nam e .... POND OUT Tag : 0 1 0 -Yr Ev e nt: 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b , d Tag : 010-Yr LEVEL POO L ROUTING CALCULATIONS HYG Di r C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = HGDATA2.HYG -POND IN 010 -Yr Outflow HYG file = HGDATA2.HYG -POND OUT 010-Yr Time min .00 5.00 10 .00 15 .00 20 .00 25 .00 30 .00 35 .00 40 .00 45 .00 50 .00 55 .00 60 .00 65 .00 70 .00 75.00 80 .00 Inflow cf s .00 10.73 21 .46 21.46 21.46 21 .46 21.46 10 .73 .00 .00 .00 .00 .00 .00 .00 .00 .00 2S/t -0 cf s .00 4 .62 20 .37 38.27 52 .20 63.65 73 .35 72 .49 53 .86 31.49 17 .06 8.35 3 .42 .92 .07 .01 .00 2S/t + 0 cfs .00 10 . 73 36 .82 63 .30 81. 20 95 .13 106 .58 105 .55 83 . 22 53 .86 31.49 17.06 8 .35 3.42 .92 .07 .01 Infilt . Outflow cfs cf s .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 .05 8 .22 12 .52 14.50 15.74 16.61 16 .53 14 .68 11 .18 7 .22 4 .36 2 .46 1 .25 .43 .03 .00 SIN : D21201A06A8A Ash & Browne Eng i neering . Inc . PondPack Ver : 7 .0 (325 ) Compute Time : 23 :26:15 Storage cu .ft 0 1104 4237 7570 9948 11907 13438 13298 10223 6362 3613 1862 727 240 18 0 0 Elev. ft 317 .00 317.97 318 .71 319 .33 319 . 72 320 .00 320 .21 320 .19 319 .76 319 .12 318 .58 318 .17 317 .84 317 .58 317.24 317 .02 3 1 7 .00 Date : 03-08 -2000 25 20 -$ 15 u 1· ........ ~ 0 LL 10 I I 5 ,/ / / / 0 0 10 LEGACY ADDITION No.1 2 5 · Y ea r S to rm H yd ro g ra p h Developed Cond itions _,,r· , / // , \ \ \ \ \ ~ '· ' 20 30 40 50 60 T i me (min) '-, -- 70 r-1 80 LEGE ND W/O Detention W/Detention Type ____ Rational Predev _ Peak Q Name . ___ DEVELOPED File . ___ C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm . __ e. b , d Tag : 025-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 17 Event: 25 yr Q = CiA * Units Conversion: Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 025-Yr 25 ABE!_ IDQ e = .7540 b = 89.0000 d = 8 .5000 Tc = 13 .91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ---------- 025-Yr 25 .350 1.000 I .350 8 .5341 6 .630 I 19 .97 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time : 23:26:15 Date: 03-08-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag : 025-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e, b, d Tag: 025 -Yr MODIFIED RATIONAL METHOD Page 18 Event : 25 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion ; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : 25 yr 'C' Ad j ustment : 1 .000 Allowable Outflow: 19 .97 cfs Required Storage : 20460 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow : 24 .20 cfs * .HYG File : 025-Y r * * ********************************************************************** Q I Td = 31 .00 min I /-------Approx . Duration for Max. Storage ------/ x . I. I I Tc= I = Q = 10 .00 min 9 .8615 in/hr 42 .88 cfs I I I I I I I Required Storage I 20460 cu .ft I I I x x x x x x xix x x x x x x x x x x I Return Freq : 25 y r C adj .factor:l .000 Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 31 .00 min I = 5 .5662 in/hr Q = 24 .20 cfs x o Q = 19 .97 cfs x o Ix (Allow.Outflow) x o I x o NOT TO SCALE I x . x o ============ I o I x -----------------------------------------------------1------------ 32 .75 min T S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:26 :15 Date: 03-08-2000 Type .... Pond Routing Cales (Total Out) Page 10 Name .... POND OUT Tag: 025-Yr Event: 25 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e. b. d Tag: 025-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = HGDATA2.HYG -POND IN 025-Yr Outflow HYG file= HGDATA2.HYG -POND OUT 025-Yr Time min Inflow cf s 2S/t -0 cfs 2S/t + 0 Infill. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 .00 12 .10 24.20 24.20 24.20 24.20 24.20 14.52 2.42 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5.38 23.40 44.49 61.81 76.44 88.93 91. 38 74.84 48. 96 27.98 14.88 7.04 2.76 .59 .05 .00 .00 .00 12.10 41. 69 71. 81 92.90 110. 22 124.85 127. 66 108.32 77. 26 48 .96 27.98 14.88 7.04 2.76 .59 .05 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 3.36 9.14 13. 66 15.54 16.89 17. 96 18.14 16.74 14.15 10.49 6.55 3.92 2.14 1. 08 .27 .02 .00 PondPack Ve~: 7.0 (325) Compute Time: 23:26:15 0 1303 4834 8712 11585 13942 16014 16392 13679 9421 5765 3211 1612 563 199 5 0 0 317.00 318.02 318.83 319.52 319.96 320.28 320.54 320.59 320.24 319.64 319.01 318.49 318.10 317. 77 317.55 317.16 317.01 317.00 Date: 03-08-2000 30 25 -20 ~ 0 -~ 15 I, 0 LL 10 / 5 0 0 10 LEGACY ADDITION No .1 50-Year Storm Hydrograph Developed Conditions ,/ "', -~ ,/ ~ \ ' ' ""'' ' 20 30 40 50 60 Time (min) ',, ', '· '•, 70 -. -i-. f --I 80 L EGEND W/O Detention W/Detention Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e, b, d Tag : 050 -Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 19 Event: 50 yr Q = CiA * Units Conversion : Where Conversion = 43560 I (12 * 3600) Tag Freq File IDF Curve 050-Yr 50 ABEI.IDQ e = .7450 b = 98 .0000 d = 8.5000 Tc = 13 .91 min Tag Freq c c adj c I Area I Peak Q (y ears ) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- 050-Yr 50 .350 1 .000 I .350 9 .6638 6 .630 I 22 . 61 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time : 23:26:15 Date : 03 -08 -2 000 Type .... Mod. Rational Graph Name .... DEVELOPED Tag: 050-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b , d Tag : 050 -Yr MODIFIED RATIONAL METHOD Page 20 Event : 50 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 50 yr ·c· Adjustment : 1 .000 Allowable Outflow : 22 .61 cfs Required Storage: 23429 cu.ft * * *--------------------------------------------------------------------* * Peak Inflow: 27 .55 cfs * * .HYG Fil e : 050-Yr * ********************************************************************** Q I Td = 31 .00 min I /-------Approx . Duration for Max . Storage ------/ . x 0 x x x x 0 Tc= I = Q = . I. I I 10.00 min 11 .1476 in/hr 48 .48 cfs I I I I I I I Required Storage I 23429 cu.ft I I I x x x x x x xix x x x x x x x x x x I 0 0 0 NOT TO SCALE Return Freq: 50 yr C adj .factor:l .000 Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 31.00 min I = 6 .3352 in/hr Q = 27.55 cfs x o Q = 22 .61 cfs IX (Allow .Outflow) I I I x I x -----------------------------------------------------1------------ 32 .79 min T S/N : D21201A06A8A Ash & Browne Engin eering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:26:15 Date: 03-08 -2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag: 050-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b. d Tag : 050-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = HGDATA2.HYG -POND IN 050-Y r Outflow HYG file= HGDATA2 .HYG -POND OUT 050-Yr Page 11 Event : 50 yr Time min Inflow cfs 2S/t -0 cf s 2S/t + 0 Infilt . Outflow Storage Elev . ft cfs cfs cfs cu .ft .00 5 .00 10 .00 15 .00 20 .00 25 .00 30 .00 35 .00 40 .00 45 .00 50.00 55 .00 60 .00 65 .00 70 .00 75 .00 80 .00 85 .00 90 .00 .00 13 . 77 27 .55 27 .55 27.55 27.55 27. 55 16.53 2 .75 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 6 .38 27.14 53.06 74 .69 93.25 109.49 114. 08 96 . 37 67 .04 40.95 22 .94 11 .87 5.24 1. 85 .15 .01 .00 .00 .00 13 . 77 47 . 71 82 .24 108.15 129.79 148.35 153 .57 133. 36 99 .13 67.04 40.95 22 . 94 11 .87 5 .24 1. 85 .15 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering . Inc . .00 3 .70 10 .28 14 .59 16 .73 18 .27 19 .43 19 .7 4 18 .49 16 .05 13 .05 9 .00 5 .54 3 .31 1 .70 .85 .07 .01 .00 PondPack Ver: 7 .0 (325) Compute Time: 23 :26:15 0 1488 5607 10090 13656 16682 19308 20066 17173 12433 8070 4741 2568 1278 379 143 0 0 0 317 .00 318.07 318.98 319.74 320.24 320.62 320.93 321. 02 320 .68 320.08 319.42 318.81 318 .34 318.01 317.68 317 .49 317.04 317 .00 317.00 Date: 03-08-2000 30 25 -20 ~ (.) -:?; 15 0 LL 10 5 0 I I f I I f ' J / LEGACY ADDITION No.1 100-Year Storm Hydrograph Developed Conditions / ,,, ,/ , // I +--+---+-+---+---+-+--+---+---+---+-+---+---+-+--+--1 ----1 0 10 20 30 40 50 60 70 80 Time (min) LEGEND W/O Detention W/Detention Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag: 100-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 21 Event: 100 yr Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Tag 100-Yr Tag 100-Yr Freq File 100 ABEI.IDQ Freq c c adj (years) factor ------------ 100 .350 1 .000 IDF Curve e = .7300 b = 96.0000 d = 8 .0000 Tc = 13 .91 min c I Area I Peak Q I final in/hr acres I cf s 1-----------------------------1 ---------- I .350 10.0833 6 .630 I 23 .59 S/N: D21201A06A8A Ash & Browne Engineering , Inc . PondPack Ver: 7 .0 (325) Compute Time: 23:26 :15 Date : 03-08-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: 100-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Storm ... e. b, d Tag: 100 -Yr MODIFIED RATIONAL METHOD Page 22 Event : 100 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY : 100 yr 'C' Ad justm ent: 1.000 Allowable Outflow: 23.59 cfs Required Storage: 24524 cu .ft * * *--------------------------------------------------------------------* * Peak Inflow : 28 .26 cfs * .HYG File : 100-Yr * * ********************************************************************** Q I Td = 32 .00 min I /-------Approx . Duration for Max . Storage ------/ x . I . I I Tc= I = Q = 10.00 min 11.6392 in/hr 50 .61 cfs I I I I I I I I Required Storage I 24524 cu.ft I I x x x x x x xix x x x x x x x x x x I Return Freq: 100 yr C adj .factor :l .000 Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 32 .00 min I = 6 .4978 in/hr Q = 28.26 cfs x o Q = 23.59 cfs x o Ix (Allow.Outflow) x o I x o NOT TO SCALE I x . x a ============ I o I x -----------------------------------------------------1------------ 33 .65 min T SIN: D21201A06A8A Ash & Browne Eng ineering , Inc . PondPack Ver: 7 .0 (325) Compute Time : 23:26:15 Date : 03-08-2000 Type .... Pond Routing Cales (Total Out) Page 12 Name .... POND OUT Tag: 100-Yr Event: 100 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Storm ... e, b, d Tag: 100-Yr HYG Dir Inflow HYG file Outflow HYG file Time min .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 Inflow cfs .00 14 .13 28.26 28.26 28.26 28.26 28.26 19.78 5.65 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 LEVEL POOL ROUTING CALCULATIONS C:\HAESTAD\PROJECTS\1027\001\ = HGDATA2.HYG -POND IN 100-Yr = HGDATA2.HYG -POND OUT 100-Yr 2S/t -0 cf s .00 6.59 27. 99 54.91 77 .47 96.92 113. 95 121. 61 108.34 79.65 50.93 29.39 15.75 7.56 3.02 . 72 .06 .00 .00 2S/t + 0 cfs .00 14.13 48.98 84.50 111. 43 133. 98 153.43 161. 99 147.04 113. 99 79.65 50.93 29.39 15.75 7.56 3.02 . 72 .06 .00 Infilt. Outflow cfs cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3. 77 10.49 14.79 16.98 18.53 19.74 20.19 19.35 17.17 14.36 10. 77 6.82 4.09 2.27 1.15 .33 .03 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 23:26:15 Storage cu.ft 0 1528 5767 10400 14112 17259 20047 21220 19117 14474 9739 6002 3374 1711 625 215 9 0 0 Elev. ft 317.00 318.08 319.01 319.78 320.30 320.69 321. 01 321.14 320.91 320.35 319.68 319.06 318.53 318 .13 317.80 317.56 317.19 317.02 317.00 Date: 03-08-2000 WATER DISTRIBUTION ANALYSIS (NOTE : THIS SECTION OF THE REPORT WAS COMPLETED 3/8/00 . ON 3/9/00 , THE CITY OF COLLEGE STATION INFORMATION OUR OFFICE THAT A 16" WATER MAIN ALONG HOLLEMAN DRIVE WOULD NOT BE REQUIRED. THEREFORE , DISREGARD PORTIONS OF THIS REPORT REGARDING THE 16" WATER MAIN .) Water Distribution Analysis for LEGACY ADDITION No. 1 March 2000 WATER DISTRIBUTION ANALYSIS SYSTEM REQUIREMENTS General The criteria used to analyze the water system came from Texas Natural Resources Conservation Commission (TNRCC), Chapter 290 -Public Drinking Water Rules and Regulations and the City of College Station's Subdivision Regulations (SR). The following items \Nere analyzed as part of this report: 1. 2. 3 . Line Size Requirements -Based on TNRCC §290.44(c), the minimum size for a public water system can be 2 11 0 line. Base on the SR §8-0.1, the water distribution system must be capable of providing fire protection and domestic use. Therefore, 6 11 0 line Vt.Ould be the minimum lines based on the SR. The SR also states that the City, if determined by the City Engineer, will require oversize construction of water lines in order to meet additional capacity for servicing areas beyond the subdivision. The City will not participate in the cost of a waterline of a d iameter of less than 811 0 or less. Therefore, any lines that are required to be oversized at the request of the City will first be analyzed as 8 11 0 waterlines. For this project, the City has requested that the water line along Holleman Drive be oversized to a 1611 0 line. Pressure Requirements -A minimum pressure of 35 p.s.i. at all points within the system must be maintained at a flow rate of at least 1.5 gallons per minute per connection as per TNRCC §290.44(d). Also, TNRCC §290.44(d) states that if the system is to provide fire fighting capabilities, the system must be capable of maintaining 20 p .s. i. under the combined fire and drinking water flow requirements . Fire Flow Requirements : For subdivisions, the required fire flow is 500 g.p.m. per hydrant while maintaining a 20 p.s.i. residual and provide 1,000 g .p.m. bet\Neen two adjacent hydrants \Nhile maintaining 20 p.s.i. residual. For the fire hydrant near the convenience store located at the intersection of Harvey Mitchell Parkway and Holleman Drive, the required fire flow, 1,750 g.p.m., was determined based on information provided by the City's fire department. Refer to Attachment #2.1 for fire flow calculations. HYDRAULIC ANALYSIS Computer Modeling In order to determine if the proposed waterline will meet the above criteria, a computer modeling program was utilized . The computer model program allows the user to model the existing or proposed system by putting in the line sizes, interior roughness, line location , various demands by residential users, fire-fighting demands, and various levels or pressures for e levated or pressure tanks. The program allows the user to input new lines to assess their effectiveness in relieving problems found in the simulation of the existing or proposed system . Refer to Attachment #2.2 for water system model. The City Staff provided fire flow information for the fire hydrant at the intersection of Holleman Section 2 Paae 1 Water Distribution Analysis for LEGACY ADDITION No. 1 March 2000 Drive and Southwest Parkway. Based on the information that wa was modeled with a static pressure of 78 p.s. i. and a flovving resi of 1,095 g.p.m. at the intersection of Holleman Drive and South s provided, the existing system dual pressure of 72 p.s.i at a rate west Parkway. k demand was apportioned in r of connections attributed to the To analyze the proposed system, geographic distribution of pea relation to the geographic distribution of residences. The numbe system took into consideration the potential for full developme connections were distributed, demands were placed on the sy nt of all subdivisions. Once the stem to determine the pressure residuals. The distribution is as follows: TABLE #2.1 Meter Distribution Node Designations MetersAssi J-6 12 J-7 12 J-8 1 J-9 1 J-10 1 gned m will be 6 11 0 and 811 0 AVWVA C-The piping network was analyzed assuming the proposed syste 900 pipe. A roughness factor (C-value) of 130 was used for th is pipe. Scenarios sed system's ability to deliver a In the first scenario, the computer simulation analyzed the propo peak flow demand of 1.5 g .p.m. to each connection to the syste residual pressure of 35 p.s .i. in all locations. The second scena Under this scenario, a fire demand of 500 g.p.m. was placed at nod J-11 . A minimum residual pressure of 20 p.s.i. must be maintain simulation. The results of this simulation shows the system will g.p.m. per connection demand and fire flow demands. The identical to the above mentioned, respectively, with the exceptio were changed to a 1611 0 D.l.P . The following table illustrated th m while maintaining a minimum rio simulated fire flow conditions. e J-7 and 1,750 g .p.m . at node ed within the system during this be capable of providing the 1.5 third and fourth scenarios are n pipes P-8, P-9, P-10, and P-11 e lowest pressure in the system under these conditions for each scenario. Section 2 Paae 2 - I Water Distribution Analysis for LEGACY ADDITION No. 1 Scenario #1 #2 #3 #4 Table #2. Minimum Residua Minimum Pressure 79.21 39.20 79.21 51.51 March 2000 2 I Pressure Junction Location J-8, J-10 J-11 J-8, J-10 J-3 Refer to Attachments #2.3, #2.4 , #2.5 and #2.6 for data/ca lculations for Scenarios #1 , #2, #3, and #4. CONCLUSION Compliance with City and TNRCC Requirements From the information that is presented in this report, we will be developed for this site will meet the City's and TN have shown that the water system that RCC's requirements. Section 2 Pace 3 - Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.1 FIRE FLOW CALCULATIONS March 2000 I FIRE FLOW REQUIREMENTS FOR LEGACY ADDITION No. 1 Convenience Store at Intersection of Holleman Drive and Harvey Mitchell Parkway Building Size: 7 .500 s. f. Formula for calculating required flow: Therefore; F = 18(C)(A)0 ·5 where: F = Required Flow (g.p.m.) C = Coefficient related to type of construction (Ordinary Construction) A = Building Area c A Required Flow (sf) (g.p.m.) 1.0 7,500 1,559 Round to nearest 250 g.p.m., therefore; Rounded Flow Required: 1,500 g.p.m. Flow Rate Factors: Factor Increase/ Decrease Occupancy Reduction: 0°/o Automatic Sprinkler Reduction: 0% Total Reduction: 0% Adjusted Flow Required: Adjusted Flow Required: 1,500 g.p.m. Separation Factors: Side of Description Distance Increase Building North Typical Duplex 55' 15%, East Holleman Drive 150' 5% South Harvey Mitchell Parkway 150'+ 0% West Detention Facility and 150'+ 0% undeveloped land. TOTAL: 20%, Total increase due to separation distances: 1,800 g.p.m. Round to nearest 250 g.p.m .; therefore, required fire flow for the new fire hydrant is: REQUIRED FIRE FLOW= 1.750 g.p.m. Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.2 WATER SYSTEM MODEL March 2000 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.3 March 2000 1.5 G.P.M. PER CONNECTION FLOW DATA/CALCULATIONS Analysis Results Scenario: 1.5 GPM/CONNECTION Steady State Analysis Trtle : Project Engineer. Project Date: Legacy Addition No. ABEi 03I04IOO Comments: Developer: Tony Jones Scenario Summary Label Demand Alternative Phyaical Alternative Initial Settings Alternative Operational Alternative AQe Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended: -Custom Extended : -Multiple Point: Pipe Inventory Total Length Sin Sin 1.5 GPM/CONNECTION 1 .5 GPM/CONNECTION Base-Physical Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0 .108e-4 ft'/s 12 10 1 0 0 0 0 0 1,829.00 ft 703.00 ft 932.00 ft Junctions @ 0.00 hr Specific Gravity Number of Tanks -Constant Area: -Variable Area: Number of Valves -FCVs: -PBVs: -PRVs: -PSVs: -TCVs: Number of Spot Elevations 16 in 48in Label Constituent Calculated Pressure Demand Pressure (mg/I) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-1 NIA 503.18 n.91 0.00 180.18 J-2 NIA 503.18 n.91 0 .00 180.18 J-3 NIA 503.18 n.91 0 .00 180.18 J-4 NIA 503.18 78.35 0 .00 181 .18 J-6 N/A 503.17 78.78 12.00 182.17 J-7 NIA 503.17 79.64 12.00 184.17 J-8 NIA 503.17 79.21 1 .50 183.17 J-9 NIA 503.17 78.78 1 .50 182.17 Title : Legacy Addition No. c :\haestad\projects\1027'C01'\cybemet.wcd Ash & Browne Engln-rlng, Inc. 0 0 0 0 0 0 0 0 0 0 1 .00 193.00 ft 1 .00 ft 03AJ6.a) 00:59:48 AM IC> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi Cybemet 113.1 [071 d) Page 1of2 Analysis Results Scenario: 1.5 GPM/CONNECTION Steady State Analysis Junctions @ 0.00 hr Label Constituent Calculated Pressure (mg/I) Hydraulic (psi) Grade (ft) Demand (Calculated) (gpm) Pressure Head (ft) J-10 J-11 NIA NIA 503.17 503.17 79.21 80.51 7.50 183.17 0 .00 186.17 Reservoirs G 0.00 hr Label Constituent (mg/I) R-2 NIA Calculated Hydraulic Grade (ft) 323.00 Reservoir Reservoir Inflow Outflow (gpm) (gpm) NIA 34.50 Pipes @ 0.00 hr Label Status Constituent Flow Velocity From To (mg/I) (gpm) (ft/s) Grade Grade (ft) (ft) P-1 Open NIA 34.50 0.22 503.18 503.18 P-2 Open NIA 34.50 0 .06 503.18 503.18 P-3 Open NIA 14.59 0 .02 503.18 503.18 P-5 Open NIA 14.59 0 .17 503.18 503.17 p~ Open NIA 2 .59 0 .03 503.17 503.17 P-7 Open NIA -9.41 0 .11 503.17 503.17 P-8 Open NIA -18.41 0 .12 503.17 503.17 P-9 Open NIA -19.91 0 .13 503.17 503.18 P-10 Open NIA 7 .50 0 .05 503.17 503.17 P-11 Open NIA 0 .00 0 .00 503.17 503.17 P-16 Open N/A 34.50 O.Q1 323.00 323.00 P-17 Open NIA 34.50 0 .22 503.18 503.18 Pumps@ 0.00 hr Friction Loss (ft) 0 .2e-2 0 .31e-4 0.31e-4 O.Q1 0 .18e-3 0 .27e-2 0 .19e-2 0 .32e-2 0 .37e-3 0 .00 0 .00 0 .58e-3 Minor Loss (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 Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-:< On NIA 323.00 503.18 34.50 180.18 1.00 1.57 Title : Legacy Addition No. Total Head loss Headloss Gradient (ft) (ft/1 OOOft) 0 .2e-2 0 .03 0 .31e-4 0 .13e-2 0 .31e-4 0 .1~ 0 .01 0 .03 0 .18e-3 0 .11e-2 0.27e-2 0 .01 0.19e-2 0 .01 0 .32e-2 0 .01 0 .37e-3 0 .18e-2 0 .00 0 .00 0 .00 0 .00 0 .58e-3 0 .04 c :\haestadlprojects\1027'a>1\cybemet.wcd Ash & Browne Engineering, Inc. 03IC)6,{X) 00:00:48 AM «:> Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi Cybemet v3.1 [071 d) Page 2 of 2 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.4 FIRE FLOW DATA/CALCULATIONS March 2000 Analysis Results Scenario: Fire Flow At J-7 and J-11 Steady State Analysis Title : Project Engineer: Legacy Addition No. ABEi Project Date : 03/04/00 Comments: Developer: Tony Jones Scenario Summary Label Demand Alternative Physical Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power : -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Pipe Inventory Total Length S in S in Fire Flow At J-7 and J-11 Fire Flow at J-7 and J-11 Base-Physical Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0 .108e-4 ft2/s 12 10 1 0 0 0 0 0 1,829.00 ft 703.00 ft 932 .00 ft Junctlona@0.00 hr Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCVs: -PBVs: -PRVs: -PSVs: -TCVs: Number of Spot Elevations 16 in 48in Label Constituent Calculated Pressure Demand Pressure (mg/1 ) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-1 N/A 446.84 53.55 0 .00 123.84 J-2 NIA 442.19 51 .54 0 .00 119.19 J-3 N/A 442.12 51 .51 0 .00 119.12 J-4 N/A 442.06 51 .92 0 .00 120.06 J-6 NIA 431.57 47.82 12.00 110.57 J-7 N/A 425.57 46.09 512.00 106.57 J-8 N/A 424.79 45.31 1.50 104.79 J-9 N/A 431 .71 47.88 1.50 110.71 Title : Legacy Addition No . c :\haestad\projects\1027'0J1\cybemet.wcd Ash & Browne Engineering, Inc. 0 0 0 0 0 0 0 0 0 0 1.00 193.00 ft 1.00 ft ()3.{)6.Q) 01 :38:10 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT06700 USA (203) 755-1666 Project Engineer: ABEi Cybemet v3 .1 [071 d) Page 1of2 Label Constituent (mg/I) J-10 J-11 NIA NIA Analysis Results Scenario: Fire Flow At J-7 and J-11 Steady State Analysis Junctions @ 0.00 hr Calculated Pressure Hydraulic (psi) Grade (ft) 415.42 407.66 41 .26 39.20 Demand (Calculated) (gpm) 7 .50 1,750.00 Pressure Head (ft) 95.42 90.66 Reservoirs @ 0.00 hr Label Constituent Calculated Reservoir Reservoir (mg/I) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-2 NIA 323.00 NIA 2,284.50 Pipes @ 0.00 hr Label Status Constituent Flow Velocity From To Friction Minor Total Head loss (mg/I) (gpm) (ft/s) Grade Grade Loss Loss Headloss Gradient (ft) (ft) (ft) (ft) (ft) (ft/1 OOOft) P-1 Open NIA 2,284.50 14.58 446.84 442.19 4 .65 0 .00 4 .65 73.89 P-2 Open NIA 2,284.50 3 .65 442.19 442.12 0 .07 0 .00 0.07 2 .90 P-3 Open NIA 723.91 1.16 442.12 442.06 0 .06 0 .00 0 .06 0 .35 P-5 Open NIA 723.91 8.21 442.06 431.57 10.48 0 .00 10.48 35.78 P-6 Open NIA 711 .91 8 .08 431.57 425.57 6 .00 0 .00 6 .00 34.69 P-7 Open NIA 199.91 2 .27 425.57 424.79 0 .78 0 .00 0 .78 3 .31 P-8 Open NIA -1,559.09 9 .95 424.79 431 .71 6 .92 0 .00 6 .92 36.44 P-9 Open NIA -1,560.59 9 .96 431.71 442.12 10.41 0 .00 10.41 36.51 P-10 Open NIA 1,757.50 11.22 424.79 415.42 9 .37 0 .00 9 .37 45.49 P-11 Open NIA 1,750.00 11 .17 415.42 407.66 7 .76 0 .00 7 .76 45.13 P-16 Open NIA 2 ,284.50 0 .41 323.00 323.00 0 .00 0 .00 0 .00 0 .00 P-17 Open NIA 2,284.50 14.58 448.20 446.84 1.36 0 .00 1.36 84.75 Pumps @ 0 .00 hr Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-:< On NIA 323.00 448.20 2,284.50 125.20 1.00 72.21 Title: Legacy Addition No. c :\haestad\projacts\10270)1\cybemet.wcd Ash & Browne Engineering, Inc. 03J06.oJ 01 :38:10 PM C!:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: ABEi Cybemet v3. 1 [071 d) Page 2 of 2 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.5 March 2000 1.5 G.P.M PER CONNECTION FLOW DATA/CALCULATIONS WITH 16" 0 D.l.P. ALONG HOLLEMAN DRIVE Analysis Results Scenario: 16" 0.1.P. Steady State Analysis Title: Project Engineer: Legacy Addition No. ABEi Project Date: 03I04IOO Comments; Developer: Tony Jonea Scenario Summary Lal:>el Demand Alternative Phyaical Alternative Initial Settings Alternative Operational Alternative AQe Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Pipe Inventory T otaJ Length Sin Sin 16" D.l.P. 1.5 GPMICONNECTION 16" D .l.P. Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base, Trace Alternative Base-Fire Flow Water at 20C(68F) 0.108e-4 fP/a 12 1 10 1 0 0 1 0 0 0 1,829.00 ft 703.00 ft 79.00 ft Junctions O 0.00 hr Specific Gravity Number of Tanks -Constant Area: -Variable Area; Number of Valves -FCV's; -PBV's: -PRV's: -PSV's: -TCV's: Number of Spot Elevations 16in 48in Label Constituent Calculated Pressure Demand Pressure (mg/I) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-1 NIA 503.18 77.91 0.00 180.18 J-2 NIA 503.18 77.91 0 .00 180.18 J-3 NIA 503.18 77.91 0 .00 180.18 J-4 NIA 503.18 78.35 0 .00 181 .18 J-6 NIA 503.17 78.78 12.00 182.17 J-7 NIA 503.17 79.64 12.00 184.17 J-8 NIA 503.18 79.21 1 .50 183.18 J-9 NIA 503.18 78.78 1.50 182.18 Title : Legacy Addition No. c :\hae5tad\projects\1027VXl1\cybernet.wcd Aah & Browne Engineering, Inc. 0 0 0 0 0 0 0 0 0 0 1 .00 1,046.00 ft 1 .00 ft 03.()6,{)() 11 :01 :07 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer: ABEi Cybernet v3.1 [071 d) Page 1of2 Analysis Results Scenario: 16" 0.1.P. Steady State Analysis Junotlona@ 0.00 hr Label Constituent Calculated Pressure Demand Pressure (mgll) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-10 NIA 503.18 79.21 7 .50 183.18 J-11 NIA 503.18 80.51 0.00 186.18 Reaervolra G 0.00 hr Label Constituent Calculated Reservoir Reservoir (mgll) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-2 NIA 323.00 NIA 34.50 Pipes @ 0.00 hr Label Status Constituent Flow Velocity From To Friction Minor Total Headl088 (mg/I) (gpm) (ft/&) Grade Grade Loss Loss Headl066 Gradient (ft) (ft) (ft) (ft) P-1 Open NIA 34.50 0 .22 503.18 503.18 0 .2e-2 0 .00 P-2 Open NIA 34.50 0 .06 503.18 503.18 0 .31e-4 0 .00 P-3 Open NIA 11.48 0 .02 503.18 503.18 0 .00 0 .00 P-5 Open NIA 11 .48 0.13 503.18 503.17 0 .49e-2 0 .00 P-6 Open NIA --0.52 0 .01 503.17 503.17 0 .00 0.00 P-7 Open NIA -12.52 0 .14 503.17 503.18 0 .47e-2 0 .00 P-8 Open NIA -21 .52 0 .03 503.18 503.18 0 .92e-4 0 .00 P-9 Open NIA -23 .02 0 .04 503.18 503.18 0 .15e-3 0 .00 P-10 Open NIA 7 .50 0 .01 503.18 503.18 0 .31e-4 0 .00 P-11 Open NIA 0 .00 0 .00 503.18 503.18 0.00 0 .00 P-16 Open NIA 34.50 O.Q1 323.00 323.00 0.00 0.00 P-17 Open NIA 34.50 0 .22 503.18 503.18 0.58e-3 0 .00 Pumps @ 0.00 hr Label Status Constituent From To Flow Head Relative Useful Speed Power (Hp) (mg/I) Grade Grade (gpm) (ft) (ft) (ft) PMP-:i On NIA 323.00 503.18 34.50 180.18 1.00 1.57 Title : Legacy Addition No. (ft) 0 .2e-2 0 .31e-4 0.00 0.49e-2 0 .00 0.47e-2 0 .92e-4 0.15e-3 0 .31e-4 0.00 0 .00 0 .58e-3 c :\haestad\projects\1027'C01\cybemet.wcd Ash & Browne Engln-rlng, Inc. (ft/1 OOOft) 0 .03 0 .13e-2 0.00 0 .02 0 .00 0.02 0 .48e-3 0 .54e-3 0 .15e-3 0 .00 0 .00 0 .04 Cl:3AJ6.aJ 11 :01 :07 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 067CB USA (203) 755-1666 Project Engineer: ABEi Cybemet v3.1 (071 d) Page 2of 2 Water Distribution Analysis for LEGACY ADDITION No. 1 ATTACHMENT #2.6 FIRE FLOW DATA/CALCULATIONS WITH 16"0 D.l.P. ALONG HOLLEMAN DRIVE March 2000 Analysis Results Scenario: 16" D.l.P. Fire Flows Steady State Analysis Title : Project Engineer: Legacy Addition No . ABEi Project Date: 03l04.«l Comments: Developer: Tony Jones Scenario Summary Label Demand Alternative Physical Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: -One Point (Design Point): -Standard (3 Point): -Standard Extended : -Custom Extended : -Multiple Point: Pipe Inventory Total Length 6in Sin 16" D .l.P . Fire Flows Fire Flow at J-7 and J-11 16" 0 .1.P . Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0 .108e-4 fPls 12 1 10 0 0 0 0 0 1 ,829.00 ft 703.00 ft 79.00 ft Junctions @ 0.00 hr Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCVs: -PBVs: -PRVs: ·-PSVs: -TCVs: Number of Spot Elevations 16 in 48in Label Constituent Calculated Pressure Demand Pressure (mg/I) Hydraulic (psi) (Calculated) Head Grade (gpm) (ft) (ft) J-1 NIA 446.84 53.55 0 .00 123.84 J-2 NIA 442.19 51.54 0 .00 119.19 J-3 NIA 442.12 51 .51 0 .00 119.12 J-4 NIA 442.11 51 .94 0 .00 120.11 J-6 NIA 440.54 51 .69 12.00 119.54 J-7 NIA 439.69 52.19 512.00 120.69 J-8 NIA 441 .02 52.33 1.50 121 .02 J-9 NIA 441 .46 52.09 1.50 120.46 Title: Legacy Addition No . c :\haestad\projects\1027'()()1\cybemet.wcd Ash & Browne Engineering, Inc. 0 0 0 0 0 0 0 0 0 0 1.00 1,046.00 ft 1.00 ft 03.()6,{X) 01 :39:41 PM ~ Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 067Ul USA (203) 755-1666 Project Engineer: ABEi Cybemet v3 .1 [071 d] Page 1 of 2 Analysis Results Scenario: 16" D.l.P. Fire Flows Steady State Analysis Junctions @ 0.00 hr Label Constituent Calculated Pressure Demand (Calculated) (gpm) Pressure Head (ft) J-10 J-11 Label R-2 Label P-1 P-2 p.3 p.5 P-6 p.7 P-8 p.9 P-10 P-11 P-16 P-17 (mg/I) Hydraulic (psi) NIA NIA Grade (ft) 440.65 440.34 52.17 53.34 Reservoirs @ 0.00 hr Constituent Calculated Reservoir (mg/I) Hydraulic Inflow Grade (gpm) (ft) 7 .50 120.65 1,750.00 123.34 Reservoir Outflow (gpm) NIA 323.00 NIA 2,284.50 Pipes @ 0.00 hr Status Constituent Flow Velocity From To (mg/I) (gpm) (ft/s) Grade Grade (ft) (ft) Open NIA 2,284.50 14.58 446.84 442.19 Open NIA 2,284.50 3 .65 442.19 442.12 Open NIA 259.04 0 .41 442.12 442.11 Open NIA 259.04 2 .94 442.11 440.54 Open NIA 247.04 2 .80 440.54 439.69 Open NIA -264.96 3 .01 439.69 441 .02 Open NIA -2,023.96 3 .23 441 .02 441 .46 Open NIA -2,025.46 3 .23 441 .46 442.12 Open NIA 1,757.50 2 .80 441 .02 440.65 Open NIA 1,750.00 2.79 440.65 440.34 Open NIA 2 ,284.50 0 .41 323.00 323.00 Open NIA 2,284.50 14.58 448.20 446.84 Pumps @ 0.00 hr Friction Minor Loss Loss (ft) (ft) 4 .66 0.00 0 .07 0 .00 O.Q1 0 .00 1.57 0 .00 0 .85 0 .00 1.32 0 .00 0 .44 0 .00 0 .66 0.00 0 .37 0 .00 0 .30 0 .00 0 .00 0 .00 1.36 0 .00 Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-::C On NIA 323.00 448.20 2,284.50 125.20 1.00 72.21 Title: Legacy Addition No. c :\haestad\projects\1027'0.J1\cybemet.wcd Ash & Browne Engineering, Inc. Total Head loss (ft) 4 .66 0 .07 0 .01 1.57 0 .85 1.32 0 .44 0 .66 0 .37 0 .30 0 .00 1.36 Head loss Gradient (ft/1 OOOft) 73.89 2 .90 0 .05 5 .35 4 .90 5.57 2 .32 2 .32 1.78 1.n 0 .00 84.75 (13,{)6,{X) 01 :39:41 PM «:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT Q67(B USA (203) 755-1666 Project Engineer: ABEi Cybemet \13 .1 [071 d) Page 2of 2 Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e. b, d Tag: 005-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 17 Event: 5 yr Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) Tag Freq File IDF Curve 005-Yr 5 ABE!. IDQ e = .7850 b = 76.0000 d = 8.5000 Tc = 13 .91 min Tag Freq c c adj I c I Area Peak Q (years) factor I final in/hr acres I cfs ------------1-----------------------------1 ----------005-Yr 5 .350 1.000 I .350 6.6178 6 .630 I 15.48 SIN: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7 .0 (325) Compute Time: 13:52:21 Date: 03-04-2000 Type .... Mod . Rational Graph Name .... DEVELOPED Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 005-Yr MODIFIED RATIONAL METHOD Page 18 Event: 5 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA • Units Conversion: Where Conversion = 43560 I (12 • 3600) •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • RETURN FREQUENCY : 5 yr 'C' Adjustment: 1 .000 Allowable Outflow: 15 .48 cfs Required Storage: 15314 cu .ft • • ·--------------------------------------------------------------------· • Peak Inflow: 19 .62 cfs * .HYG File : 005-Yr • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• Q I Td = 28.00 min I /-------Approx. Duration for Max. Storage ------/ x . I . I I Tc= I = Q = 10 .00 min 7 .6928 in/hr 33.45 cfs I I I I I I I Required Storage I 15314 cu.ft I I I x x x x x x xix x x x x x x x x x x I Return Freq: 5 yr C adj.factor :l.000 Area = 6.680 acres Weighted C = .646 Adjusted C = .646 Td= 28.00 min I = 4.5125 in/hr Q = 19.62 cfs x o Q = 15.48 cfs x o Ix (Allow.Outflow) x o I x o NOT TO SCALE I x I . x o ============ I I o I x '-----------------------------------------------------1------------ 30.11 min T S/N: D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver: 7 .0 (325) Compute Time: 13 :52 :21 Date : 03-04-2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag: 005-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 005-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = Outflow HYG file = HGDATA.HYG -POND IN 005-Yr HGDATA.HYG -POND OUT 005-Yr Page 7 Event: 5 yr Time min Inflow cf s 2S/t -0 cfs 2S/t + 0 Infilt. Outflow Storage Elev. cfs cfs cfs cu.ft ft .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95.00 100.00 105.00 110. 00 115. 00 120.00 125.00 130. 00 135. 00 140.00 145.00 150.00 155.00 160.00 165.00 170.00 175.00 180.00 185.00 190.00 195.00 200.00 205.00 .00 9.81 19.62 19.62 19.62 19.62 15.70 5.89 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 8.57 29.61 50.28 64.10 73.50 77. 23 70.42 55.22 41. 22 31.78 25.33 20.59 17 .13 14.58 12.72 11.11 9.71 8.48 7.41 6.47 5.66 4.94 4.32 3. 77 3.29 2.88 2.51 2.20 1.92 1.68 1. 46 1. 28 1.12 .98 .85 .75 .65 .57 .50 .43 .38 .00 9.81 38.01 68.86 89.52 103.34 108.82 98.81 76.31 55.22 41. 22 31. 78 25.33 20.59 17 .13 14.58 12. 72 11.11 9.71 8.48 7.41 6.47 5.66 4.94 4.32 3. 77 3.29 2.88 2.51 2.20 1. 92 1.68 1.46 1.28 1.12 .98 .85 .75 .65 .57 . 50 .43 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc. .00 .62 4. 20 9.29 12.71 14.92 15.80 14.20 10.55 7.00 4.72 3.23 2.37 1. 73 1. 27 .93 .80 .70 .61 .54 .47 .41 .36 .31 .27 .24 .21 .18 .16 .14 .12 .11 .09 .08 .07 .06 .05 .05 .04 .04 .03 .03 PondPack Ver: 7.0 (325) Compute Time: 13:52:21 0 1336 5036 8878 11481 13213 13927 12635 9822 7225 5427 4268 3391 2782 2352 2046 1767 1527 1321 1144 992 861 748 650 566 492 429 373 325 284 247 216 188 164 143 125 109 95 83 73 63 55 318.00 318.34 319.10 319.74 320 .11 320.34 320.44 320.27 319.88 319.48 319.17 318.96 318.79 318.66 318.57 318.50 318.44 318.38 318.34 318.29 318.26 318.22 318.20 318.17 318.15 318 .13 318 .11 318.10 318.09 318.08 318.07 318.06 318. 05 318. 04 318.04 318. 03 318.03 318.03 318.02 318.02 318.02 318.02 Date: 03-04-2000 Type .... Pond Routing Cales (Total Out) Name .... POND OUT Tag : OOS-Yr Page 8 Event: S yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e. b, d Tag: OOS-Yr HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING CALCULATIONS = C:\HAESTAD\PROJECTS\1027\001\ = HGDATA.HYG -POND IN OOS-Yr = HGDATA.HYG -POND OUT OOS-Yr Time min Inflow cf s 2S/t -0 cfs 2S/t + 0 Infilt . Outflow Storage Elev . cfs cfs cfs cu .ft ft 210 .00 21S .OO 220 .00 22S.OO 230.00 23S.OO 240.00 24S.OO 2SO.OO 2SS.OO 260.00 26S .OO 270 .00 27S.OO 280 .00 28S.OO 290.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .33 .29 .2S .22 .19 .17 .lS .13 .11 .10 .09 .07 .07 .06 .OS .04 .04 .38 .33 .29 .2S .22 .19 .17 .lS .13 .11 .10 .09 .07 .07 .06 .OS .04 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver : 7 .0 (32S) Compute Time: 13:S2:21 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 48 318 .01 42 318.01 37 318.01 32 318 .01 28 318.01 2S 318 .01 21 318 .01 19 318 .01 16 318 .00 14 318.00 12 318.00 11 318 .00 10 318.00 8 318 .00 7 318 .00 6 318 .00 6 318.00 Date : 03 -04-2000 Type .... Rational Predev . Peak Q Name .... DEVELOPED File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION .PPW Title ... Developed Conditions Storm ... e, b, d Tag: 010-Yr SUMMARY OF RATIONAL METHOD PEAK DISCHARGES ---PREDEVELOPED CONDITIONS --- Page 19 Event: 10 yr Q = CiA • Units Conversion; Where Conversion = 43560 I (12 • 3600) Tag Freq File IDF Curve 010-Yr 10 ABEI.IDQ e = .7630 b = 80 .0000 d = 8 .5000 Tc = 13.91 min Tag Freq c c adj c I Area I Peak Q (years) factor I final in/hr acres I cf s ------------1-----------------------------1 ---------- 010-Yr 10 .350 1.000 I .350 7 .4594 6.630 I 17.45 S/N: D21201A06A8A Ash & Browne Engineering, Inc . PondPack Ver: 7 .0 (325) Compute Time: 13:52:21 Date: 03-04-2000 Type .... Mod. Rational Graph Name .... DEVELOPED Tag: 010-Yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e. b. d Tag: 010-Yr MODIFIED RATIONAL METHOD Page 20 Event: 10 yr ----Graphical Summary for Maximum Required Storage ---- Method I Q = CiA "' Units Conversion; Where Conversion = 43560 I (12 "' 3600) ********************************************************************** "' "' RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 17.45 cfs Required Storage: 17692 cu.ft "' "' *--------------------------------------------------------------------* * Peak Inflow: 21 .46 cfs * .HYG File: 010-Yr "' "' ********************************************************************** Q I Td = 30.00 min I Return Freq: 10 yr /-------Approx. Duration for Max. Storage------/ C adj .factor:l .000 I I I I I Tc= 10 .00 min I I I = 8 .6345 in/hr I I Q = 37.55 cfs I I . I . I I I I I I Required Storage I I 17692 cu .ft I I I I I x x x x x x xix x x x x x x x x x x I I Area = 6 .680 acres Weighted C = .646 Adjusted C = .646 Td= 30.00 min I = 4 .9361 in/hr Q = 21.46 cfs I x x I o Q = 17 .45 cfs I x o Ix (Allow.Outflow) I x o I I x o NOT TO SCALE I x I . x o ============ I I o I x ·-----------------------------------------------------1------------ 31.87 min T SIN: D21201A06A8A Ash & Browne Engineering. Inc . PondPack Ver: 7.0 (325) Compute Time: 13:52:21 Date: 03-04-2000 Type .... Pond Routing Cales (Total Out) Page 9 Name .... POND OUT Tag: 010-Yr Event: 10 yr File .... C:\HAESTAD\PROJECTS\1027\001\LEGACY ADDITION.PPW Title ... Developed Conditions Storm ... e, b, d Tag: 010-Yr LEVEL POOL ROUTING CALCULATIONS HYG Dir = C:\HAESTAD\PROJECTS\1027\001\ Inflow HYG file = HGDATA.HYG -POND IN 010-Yr Outflow HYG file = HGDATA.HYG -POND OUT 010-Yr Time Inflow 2S/t -0 2S/t + 0 Infilt. Outflow Storage Elev. min cfs cf s cf s cf s cfs cu.ft ft -----------------------------------------------------------------------------.00 .00 .00 .00 .00 .00 0 318.00 5.00 10.73 9.38 10.73 .00 .68 1470 318.37 10.00 21.46 32.02 41. 57 .00 4.78 5470 319.18 15.00 21.46 54.32 74.95 .00 10.32 9647 319.85 20.00 21.46 69.35 97.25 .00 13 .95 12437 320.24 25.00 21.46 79.58 112. 28 .00 16.35 14387 320.49 30.00 21.46 86.76 122.51 .00 17.88 15645 320.65 35.00 10.73 84.27 118. 96 .00 17.35 15204 320.59 40.00 .00 67.82 95.00 .00 13. 59 12156 320.20 45.00 .00 49.59 67.82 .00 9.12 8749 319. 72 50.00 .00 37.43 49.59 .00 6.08 6483 319.36 55.00 .00 29.22 37.43 .00 4.10 4967 319.09 60.00 .00 23.45 29.22 .00 2.89 3914 318.89 65.00 .00 19.22 23.45 .00 2.12 3146 318.74 70.00 .00 16.12 19.22 .00 1.55 2610 318.63 75.00 .00 13. 85 16.12 .00 1.14 2230 318.54 80.00 .00 12.10 13. 85 .00 .87 1938 318.48 85.00 .00 10.57 12.10 .00 .76 1673 318.42 90.00 .00 9.23 10.57 .00 .67 1446 318.37 95.00 .00 8.07 9.23 .00 .58 1252 318.32 100.00 .00 7.05 8.07 .00 .51 1085 318.28 105.00 .00 6.16 7.05 .00 .45 941 318.24 110.00 .00 5.38 6.16 .00 .39 817 318.21 115. 00 .00 4.70 5.38 .00 .34 710 318.19 120.00 .00 4.10 4.70 .00 .30 617 318.16 125.00 .00 3.59 4.10 .00 .26 537 318.14 130.00 .00 3 .13 3.59 .00 .23 467 318 .12 135. 00 .00 2.74 3 .13 .00 .20 407 318 .11 140.00 .00 2.39 2.74 .00 .17 355 318.09 145.00 .00 2.09 2.39 .00 .15 309 318.08 150.00 .00 1.82 2.09 .00 .13 269 318.07 155.00 .00 1. 59 1.82 .00 .12 235 318.06 160.00 .00 1. 39 1. 59 .00 .10 205 318.06 165.00 .00 1. 22 1. 39 .00 .09 179 318.05 170.00 .00 1.06 1. 22 .00 .08 156 318.04 175.00 .00 .93 1.06 .00 .07 136 318.04 180.00 .00 .81 .93 .00 .06 119 318.03 185.00 .00 . 71 .81 .00 .OS 104 318.03 190.00 .00 .62 . 71 .00 .04 91 318.02 195.00 .00 .54 .62 .00 .04 79 318.02 200.00 .00 .47 . 54 .00 .03 69 318.02 205.00 .00 .41 .47 .00 .03 60 318.02 S/N: D21201A06A8A Ash & Browne Engineering, Inc. PondPack Ver: 7.0 (325) Compute Time: 13:52:21 Date: 03-04-2000 ~\ Date : September 19, 2000 To: Amanda Hudec , Accounting From: Bob Mosley, City Engineer~ Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Legacy Addition No. 1 development, we have accepted the following improvements to the City of College Station infrastructure. Streets: 27-foot wide pavement (Legacy Lane) Sidewalks: 4-foot wide concrete Storm Sewer: 21-inch diameter RCP Cl. III Sanitary Sewer: 6-inch PVC sanitary sewer main SDR35 4-foot diameter manholes 5-foot diameter manholes Water: 6-inch PVC main (A WW A C900 Cl. 200) 8-inch PVC main (A WW A C900 Cl.200) Fire Hydrant, Type I Fire Hydrant, Type III The above added infrastructure totals $170 ,690 .00 . . c : Natalie Ruiz, Development Coordinator Vernon Wright, Engineering Technician Missy Green, Staff Assistant 73 7 linear feet subtotal $64 ,183 .00 3,024 square feet subtotal $8 ,132.00 70 linear feet subtotal $7,930.00 823 linear feet 2 each 1 each subtotal $41 ,930 .00 700 linear feet 7 66 linear feet 1 each 1 each subtotal $48 ,515.00 LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: DATE: 8-Jo-DO ltE: COMPLETION OF Le'e,'1 4/,,,/~J)~ 7f I s./vd, w,/<~ ~;4w•k"l -r ~"'·"~< .. I '""'f'{Oo/ t' """'~~ Th e purpo s e of our le tter i s to r e que s t th a t the followin g li s ted improvements b e a pproved and acce pted as being construc ted unde r city insp e ction and completed accordin g to pl a n s and specifications as approved and required by the City of College Station, Texas . This approva l and acceptance by the City is reques ted in orde r that we may finalize a ny sub - contracts and to affirm their warranty on the w ork. This approval and acceptance by th e City of the improvements listed below does hereby void the l e tter of guaruntec for the listed improvements on the above reference project. The one year warranty is hcrby affirmed and 3greed to by fl f t;o;.} and by their sub -contractors as indicated by signatures below. WORK COMPLETED \: tJ4-k~/11, e Owner: L 1"7 4 ''/ (o'1} ./Y4i, lo"" Address: ]20) c. '!I1 f?.'> > ACCEPTANCE & APPROVAL 10 'd 68v£v9L6L6 'ON X~j DATE 8-Jo -oo '8·)0•00 Contractor: ~€KC DN Address: /7oz .&r~t,.. .... e~ Coll~,~ S~l,~11, IX 77?1/s- s;gn•turc , 4 ~ - l · ' s~~OM 8I18nd ·s '8 Wd 99: zo :m.1. OOOZ-6Z-~m1 ··-: UC.t-C.LVC 11ll:..'1 J\V..:J . LEGACY ADDITION No. 1 Engineer's Opinion of Probable Construction Cost ABEi No. 1027001 March 22, 2000 The following construction estimate is based on the engineer's opinion of probable construction costs. This estimate constitute our best judgement at this time. Please note that neither the owner nor engineer has control over contractor or supplier workloads and the degree to which inflation may affect project costs between now and the bid date. During construction, additional features may become apparent as the work progresses, which will result in an increase in cost. Item No. 1.00 STREET Description 1.01 50' R.O.W . Preparation (includes clearing and grubbing, cutting to rough grade, etc.) 1.02 6" Lime Modified Subgrade (includes subgrade preparation and incorporation of lime into subgrade.) 1.03 Lime for Stabilization (5% by weight) 1.04 Curb and Gutter 1.05 1/4Street Intersection-lndudesCurb& Gutter and Concrete Apron Estimated Quantity 700LF 2 ,597 SY 21 TN 1,325 LF 4EA Estimated Unit Cost $14.00 $3.50 $100.00 $7.50 $300.00 ESTIMATED TOTAL COSTS $9,800 $9,090 $2,100 $9,938 $1,200 ~U Ul (; k' 1.06 Valley Gutter 1.07 20' Center Drain 1.08 6" Crushed Rock Base (Flexible Base) TxDOT Type A , Grade 2 46LF 68 LF 2,597 SY $7 .00 $65.00 $6 .50 $322 $4,420 $16 ,881 1/ 1.09 1.5" Hot Mix Asphaltic Concrete TxDOT Type D (includes prime coat) 2.00 WATER 2.01 6"0 AW/VA C900 Class 200 PVC Pipe Non-Structural (includes installation , testing , and deanup.} 2.02 8"0 Aw.NA C900 aass 200 PVC Pipe ,,, Structural (includes installation, testing, and cleanup.) 2.03 8 11 0 AW/VA C900 Class 200 PVC Pipe ,/ Non-Structural {includes installation, testing , and cleanup.) 1,897 SY $5.50 Subtotal Item 1.00 Streets: 702 LF $10.00 45LF $25.00 720 LF $15.00 Legacy Addition No. 1 -Page 1 of 4 $10,434 $64,183 ,, $7,020 $1,125 $10,800 vv • £V I VV .L U • .I.._, Item Description No. 2 .04 16" x 6" Tapping Tee (includes installation and deanup.) 2.05 8" Gate Valve (includes installation and deanup.) 2.06 6" Gate Valve {includes installation and deanup.) 2.07 8" D.I. 45° Bend 2.08 8" x 6" D.I. Tee 2 .09 8" D.I. Plug 2.10 6" D.I. 45° Bend 2.11 Fire Hydrant Assembly -All Types (includes installation and cleanup.) 2 .12 12" Bore and Encasement 2 .13 Near Side Service -Single Service 2.14 Near Side Service -Double Service 2.15 Far Side Service -Si ngle Service 2.16 Far Side Service -Double Service 2 .17 Trench Safety (Water Line) 3.00 SEV.JER 3.01 6 11 0 SDR 35 PVC Se~ Line (includes installation, testing, and deanup.) 3.02 6 11 0 SOR 26 PVC Se~ Line (includes installation , testing, and cleanup.) 3 .03 5' -8' Trenching & Backfill -Non- structural (includes backfill and cleanup} 3 .04 5' -8' Trenching & Backfill -Structural (includes backfill and deanup) 3 .05 Trench Safety 3.06 4' Dia. Standard Manhole (0 -6' Deep) (includes installation, testing, and cleanup.) 3 .07 Additional Depth for 4' Dia. Standard Manhole Estimated Estimated ESTIMATED Quantity Unit Cost TOT AL COSTS 1 EA $2,500.00 $2,500 3 EA $500.00 $1 ,500 2 EA $400.00 $800 2 EA $130.00 $260 1 EA $250.00 $250 1 EA $100.00 $100 4 EA $105.00 $420 2 EA $2 ,000.00 $4,000 71 LF $150.00 $10,650 3 EA $500.00 $1,500 2 EA $650.00 $1,300 1 EA $750.00 $750 5 EA $1,000.00 $5,000 540 LF $1 .00 $540 Subtotal Item 2 -water: 793 LF 18 LF 684LF 127 LF 611 LF 2 EA 1.3 VF $15.00 $17.50 $12.00 $20.00 $2.00 $1,800.00 $115.00 $48,515 $11,895 $315 $8,208 $2,540 $1,622 $3,600 $150 Legacy Addition No. 1 -Page 2 of 4 ~002 Item Descrtption No. 3 .08 5' Dia. Standard Manhole (0-12' Deep) (includes installation, testing, and deanup.) 3.09 Additional Depth for 5' Dia Standard Manhole 3.10 Drop structure 3.11 4" Service Near Side Service -Single Service 3.12 4" Service Near Side Service -Double Service 3 .13 Cleanouts 4.00 DRAINAGE 4.01 Earthv.<>rk 4.02 2r:J center Drain/Driveway 4.03 Pilot Channel (2' \Nide) 4.04 4:1 Sloped End Treatments 4.05 21" RCP Class Ill 4.06 Retaining Wall/Drainage Structure 4.07 Stone Riprap (6" Dia. Min.) 5.00 EROSION CONTROL 5.01 Silt Fence 5.02 Hydromulch Seeding 5.03 Rock Filter Dam -Type 3 IJU 'ULVJ. .UU j l , ..l U f Vo..> Estimated Estimated ESTIMATED Quantity Unit Cost TOT AL COSTS 1 EA $2,500.00 $2,500 4 VF $150.00 $600 1 EA $900.00 $900 12 EA $500.00 $6,000 3 EA $1,000.00 $3,000 2 EA $300.00 $600 Subtotal Item 3 -Se\Yer: 1,400 CY 131 LF 216 LF 2EA 68 LF 1 EA 14SY $5.00 $65.00 $7.00 $500.00 $35.00 $3,850.00 $50.00 Subtotal Item 4 -Drainage: 910 LF 4,779 SY 115 LF $4.00 $0.50 $75.00. $41,930 $7,000 $8,515 . $1,512 $1,000 $2,380 $3,850 $700 $24,957 ------ $3,640 $2,390 $8,625 Subtotal Item 5-Erosion Control: $14,655 6.00 MISCELLANEOUS 6.01 4' Sidewalk 6.02 Sidewalk Ramp Type 1 6.03 Side\Nalk Ramp Type 3 611 LF 1 EA 4EA $12.00 $200.00 $150.00 Subtotal Item 6 -Miscellaneous $7,332 $200 v' $8,132 ,,, Leaacv Addition No. 1 - Paae 3 of 4 iff.IUUJ ... .. ...... • _ Item No. Descrlption il&JUU4 -------- Estimated Quantity Estimated Unit Cost ESTIMATED TOTAL COSTS Subtotal Construction Cost: $202,371 Contingency -10% : $20,237 -------/ TOTAL CONSTRUCTION COST: $222,608 _/ .. -==-====== _ .... ,,,,,, .. -11~f..?.f.T.f,~'' .. c:;, •• • * •.'5' '· "' .· ··. ., '•/ ··•I f.: ··*' , ... : ......................•.. : ... , t J . DALE BROWNE, JR. ~ ~································., 1,-i:·. 81890 .{~~ r.. h ,.. .,.,.,,, •.o.;:.;r~,....s-=<1.t.'!··~~ ... • , ~·-."11 .... ~ •• ·,.~~ ... \ .r~·· ....... L~"'.:'" ,,,~ONA\.."'--.''""'""~ Legacy Addition No. 1 -Page 4 of 4 The Wallace Group, Inc. Engineers • Architects • Planners • Surveyors 8225 Central Park Drive , Suite I 00 P .O . Box 22007 Waco , Texas 76702-2007 (254) 772-92 72 FAX (2 54) 776-29 24 LETTER OF TRANSMITTAL Q \/~\ To: City of College Station Attn: Ted Mayo , P .E ~ /H~/ From: Ryan Virden , P .E . Project: Pebble Creek Phase 9A Project No.: 12671 Date: 11 /9/01 Pages: cc: file Enclosed Please Find The Following For Your Use : Copies Dated Description 1 11/9/01 Sealed Cost Estimate Remarks: As requested , we are sending you the engineer's opinion of probable cost for Pebble Creek Phase 9A . Please call with any questions . REVIEWED FOR CO~J1PLI A ".ICE NOV 21 2001 COLLEGE STAf/Oi\J ENGINEERING ~ F .M .Y O UNG P E BBLE CREEK P HASE 9A ENGINEER'S O PINIO N O F PRO BABLE C O ST November 9, 2001 Item Description Unit Quantity Unit Price Amount Streetwork (1) Excavation CY 9641 $ 3.50 $ 33 ,743.50 (2) 6" Cement Stabilized Base SY 9218 $ 5 .10 $ 47 ,011.80 (3) 8" Cement Stabilized Base SY 2442 $ 6 .90 $ 16 ,849.80 (4) 1.5" Hotmix SY 9218 $ 3.30 $ 30,419.40 (5) 2" Hotmix SY 2442 $ 4.50 $ 10 ,989 .00 (6) 6" Lime Subgrade SY 13933 $ 1.40 $ 19 ,506.20 (7) Lime @ 35 lb/SY TN 244 $ 79.55 $ 19,410 .20 (8) Standard Curb & Gutter LF 907 $ 6.50 $ 5,895.50 (9) Laydown Curb & Gutter LF 5853 $ 6.50 $ 38 ,044.50 (10) 6' Sidewalk SF 24512 $ 2.25 $ 55 ,152 .00 (11) 8" Concrete Fillet SF 2973 $ 3.70 $ 11,000.10 (12) Wheelchair Ramps EA 13 $ 415.00 $ 5,395 .00 (13) Clearing & Grubbing AC 7.5 $ 2,700.00 $ 20,250 .00 (14) Demo Asphalt Turnaround EA 2 $ 450.00 $ 900 .00 Subtotal Street Improvements $ 314,567.00 Waterline (15) 6" C-900 Waterline LF 3 ,480 $ 13.90 $ 48 ,372.00 (16) 8" C-900 Waterline LF 300 $ 15 .25 $ 4 ,575 .00 (17) 6x 6 MJTee EA 3 $ 162.00 $ 486 .00 (18) 6" MJ 45 Bend EA 18 $ 140 .00 $ 2,520 .00 (19) 6" Gate Valve EA 15 $ 390.00 $ 5 ,850 .00 (20) 8" Gate Valve EA 2 $ 500 .00 $ 1,000 .00 ~~~~,~~&:o FOR EA 2 $ 250 .00 $ 500 .00 EA 1 $ 280.00 $ 280 .00 (1 3) C Q ~1J?cLJ/~~~J~ EA 10 $ 93.00 $ 930 .00 (24) 8 ~ or ~ling EA 1 $ 115.00 $ 115 .00 COLLEGE STA i IOi\J ENGINEERIN ~ (25) Blow Off Assemblys EA 5 $ 350.00 $ 1,750 .00 (26) Wet Connection EA 3 $ 460 .00 $ 1,380.00 (27) Single Water Service EA 8 $ 460 .00 $ 3 ,680.00 (28) Double Water Service EA 17 $ 600.00 $ 10 ,200.00 (29) Fire Hydrant Assembly EA 2 $ 1,825.00 $ 3,650.00 Waterline Subtotal $ 85 ,288 .00 Sanitary Sewer (30) 6" SDR 26 Sewer LF 4 ,372 $ 23.20 $ 101 ,430 .40 (31) 6 11 DIP w/ Concrete Encasement LF 40 $ 37.00 $ 1,480 .00 (32) Compacted Gravel Backfill CY 135 $ 32 .00 $ 4 ,320.00 (33) 4' Dia. Drop Manhole EA 2 $ 3,470.00 $ 6 ,940.00 (34) 4' Dia. Manhole EA 17 $ 1,825.00 $ 31 ,025.00 (35) Tie Into Existing Manhole EA 1 $ 690.00 $ 690 .00 (36) Clean Out EA 1 $ 320.00 $ 320 .00 (37) 4" Single Sewer Service EA 14 $ 415.00 $ 5,810 .00 (38) 6" Double Sewer Service EA 14 $ 690.00 $ 9,660.00 (39) Trench Safety LF 4 ,372 $ 0.90 $ 3,934 .80 Sanitary Sewer Subtotal $ 165 ,610 .20 Strom Drainage (40) 18 " RCP LF 384 $ 27.75 $ 10 ,656.00 (41) 24 " RCP LF 530 $ 32.40 $ 17 ,172 .00 (42) 27" RCP LF 194 $ 35.20 $ 6 ,828.80 (43) 30" RCP LF 636 $ 40 .75 $ 25 ,917 .00 (44) 36" RCP LF 244 $ 50 .00 $ 12 ,200.00 (45) 42" RCP LF 996 $ 68 .50 $ 68 ,226.00 (46) 30" 45 Degree Bends EA 3 $ 415 .00 $ 1,245.00 (47) 10' Inlet EA 19 $ 2,915 .00 $ 55 ,385 .00 (48) Junction Box EA 2 $ 3,100.00 $ 6,200.00 42" Concrete Headwall EA 2 $ 2,800 .00 $ 5,600.00 SY 116 $ 23 .00 $ 2,668.00 _,,,,"'\: $ total ---<..'f:.. OF 1f2 ,, 212 ,097.80 N O~tai Io ~((O'f ion Cost c,~ ·.IS'... $ 777,563 .00 r. f.. \." ,..! .................. -.... ! ~·~ COLLEGE STATION 1-2.\9.~.gf.~~:Y.~~f.~.~~-~ ... j ~ J. ~ \ 65360 //ti! ,. .... ~., ENGINEERIN/M\ \O~·~~ ~~ ~ ~··91STE<'.-"~ ~ Ss .......... ~ ' 10NAL <e:_ . ~ ..