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3 Development Permit 663 Alexandria 3-A
Drainage Report FOR AUAANDRIA SUBDIVISION PHASES ONE AND 3-A VICINITY MAP NTS MARCH, 1999 REVISED JULY, 1999 REVISED AUGUST, 1999 Prepared By. McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 (409) 776 -6700 Drainage Report FOR ALEXANDRIA SUBDIVISION PHASES ONE AND 3-A / VICINITY MAP NTS MARCH, 1999 REVISED JULY, 1999 REVISED AUGUST, 1999 Prepared By. McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryon, Texas 77802 (409) 776-6700 CERTIFICATION I , Steven C . Franks, Registered Professional Engineer No. 83551 , State of Texas, certify that this report for the drainage design for ALEXANDRIA SUBDMSION, PHASES ONE AND 3·A, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof ff.t1'~r~~''' ... * ··. *·· ..... . *" ... : ............... • ••• f STEVEN C. FRANKS ~ ~·•••••••••••••••••••/~ fj -o•. 83551 .. ~Ji •• ,~O,t}/ CE NS ~<;ee;_<ffe§ <'\S'..9 •••••• L\C>" _, "'ONAL ~'',,.::" ~,~ ... STORM DRAINAGE REPORT ALEXANDRIA SUBDMSION, PHASES ONE AND 3-A B·:J-'1-'1 Steven C . Franks, P.E. No. 83551 TABLE OF C ONTENTS ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A INTRODUCTION LOCATION DESCRIPTION DRAINAGE BASIN DRAINAGE DESIGN CRITERIA STORM DRAIN FACILITY DESIGN TECHNIQUE OF ANALYSIS DETENTION FACILITY DESIGN SUMMARY CONCLUSION TABLE OF EXHIBITS EXCERPT FROM FLOOD INSURANCE RATE MAP DRAINAGE AREA MAP -STORM DRAIN DESIGN DRAINAGE AREA MAP -DETENTION FACILITY ROUTING RATIONAL FORMULA DRAINAGE AREA CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS CUL VERT ANALYSIS PROPOSED DETENTIO N FACILITY R O UTING ROUTING HYDROGRAPHS STAGE-STO RAGE CURVE, STAGE-DISCHARGE CURVE DRAINAGE REPORT ALEXANDRIA SUBDIVISIO N, PHASES ONE AND 3-A 1 1 1 2 2 3 3 4 4 5 "A" "B-1" "B-2" "C-1" "C-2" "C-3" "C-4" "D-1" "D-2" "D-3" ii DRAINAGE REPORT ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A INTRODUCTION: The purpose of this report is to study potential drainage effects from the development of the proposed Alexandria Subdivision Phases One and 3-A. Results from the analysis of existing conditions and proposed improvements are provided to show that the final design accomplishes the objectives of the City of College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. LOCATION: The site is located in southern College Station, north of Barron Road. Bordering the site on the east are Springbrook-Oakgrove and Springbrook-Cypress Meadow Subdivisions and property owned by Peyton Waller. Shenandoah Phase Six and property owned by Lance Leschper are located to the south. Future phases of Alexandria Subdivision are located to the west and north of the site. The site drains to the South Fork of Lick Creek. DESCRIPTION: The site area is 15.41 acres . The site is generally open with small clusters of trees throughout the site. The entire site drains in a north direction. The terrain is gentle with average slopes between 0.5% and 2%. The south fork of Lick Creek meanders north of Phase One on the Alexandria Subdivision property. DRAINAGE REPORT ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A DRAINAGE BASIN: The primary drainage basin for the site is Lick Creek, which is a tributary of Carters Creek. This property is not located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps fo r Brazos County, Texas and Incorporated Areas , Map No . 48041C205 C effective July 2 , 1992 as prepared by the Federal Emergency Management Agency (See Exhibit "A"). The creek that the proposed subdivision drains into was not included in the detailed FEMA analysis . As part of Phase Two development, a HEC-2 analysis will be performed to delineate the 100-Year Flood Hazard Area for this tributary. The limits of the 100-year flood plain will be shown on the final plat for Phases Two and Four. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station DPDS. The design storm is a 10-year event and flow calculations are based on the Rational Method . Pipe sizes were determined from Manning 's Equation using an "n" of 0 .014. The Alexandria Avenue entrance culvert will be designed in accordance with the City of College Station DPDS. The design storm for the culvert is the 25 year storm. The storage volume required for the detention facility is based on a triangular hydrograph (base=3*Tc) and peak flows computed using the rational method. The required volume shall be determined by the Storage-Routing Analysis. The design storm for the detention facility will be the 100 year storm. The site drains into the primary channel. As part of the design for the existing Springbrook Subdivision, the 100 year floodplain was determined. The finish floors for the homes in Springbrook were established to be 3' above the 100 year floodplain. A drainage easement was platted based on the 100 year floodplain. Therefore, the post-development flows for the 100, 50, 25 , DRAINAGE REPORT 2 ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A 10 and 5 need to be equal to or less than the pre-development flow for the 100 year event. As long as the flows are less than the pre-development 100 year flow there will not be an adverse impact on the downstream drainage area. STORM DRAIN FACILITY DESIGN: Storm water from the proposed development will be captured in the curbs. The curbs will convey the storm water to the inlets and into the storm drainage system. The storm drain system will convey the water by reinforced concrete pipe. The storm water will be discharged directly into the South Fork of Lick Creek. The future permanent detention facility located upstream of the creek crossing at Alexandria Drive will be designed to over-detain storm water thereby compensating for the storm drainage systems downstream of the Detention Facility. As an interim measure, the existing stock tank within the limits of phase two will be converted into a siltation and detention facility. This facility will temporarily serve the area until the permanent detention facility can be constructed with phase two. TECHNIQUE OF ANALYSIS: Exhibit "C-1" shows the rational formula calculations for the storm drain system drainage areas shown in Exhibits "B-1" and "B-2". Exhibit "C-2" shows the inlet computations for the respective drainage areas. Exhibit "C-3" shows the pipe size computations for the storm drain system. Exhibit "C-4" is the analysis for the Alexandria Avenue entrance culvert. Note that in all cases the computations use the parameters provided in the DPDS. Exhibit "D-1" is the Storage-Routing Analysis for the Detention Facility. Exhibit "D-2" shows the routing hydrograph. Exhibit "D-3" is the stage-storage curve and stage-discharge curve. DRAINAGE REPORT 3 ALEXANDRIA SUBDNISION, PHASES ONE AND 3-A DETENTION FACILITY DESIGN: As stated, the temporary detention facility will be located at an existing stock tank north of Phase One. The stock tank will be drained and a outlet pipe will be installed. The existing berm will be extended to capture more storm runoff. The outlet structure will be a 12" diameter pipe. The top of the berm will be a minimum of288.20'. This detention fucility is intended to be temporary and will be taken out of service with the construction of the permanent detention facility located in the Storm Water Detention Area located upstream of future Alexandria Avenue as designated on the Master Preliminary Plat. The permanent detention facility will be built with the Phase Two development. Exhibit B-2 shows the drainage area map for the detention facility routing . Since the storm drain system is designed for the 10 year storm it is assumed that the storm drain system will capture all of the storm water for the 5 and 10 year storm. This water will be carried by the pipe system and discharged into the primary channel. A portion of the 25 , 50 and 100 year storm events will be captured in the storm drain system. The remaining runoff will not be captured by the storm drain system and be discharged at the end of Alexandria A venue and Mullins Loop. This runoff will be routed through the detention facility . SUMMARY: The following table shows the Pre-Development and Post-Development flows for the design storms. The Study Point is the discharge point of the proposed storm drain system into the South Fork of Lick Creek. DRAINAGE REPORT 4 ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A - Table St ud y Point -Stor m Dra in Outfall Pre-Development Post-D evelopment W. S. Elevation Q5 69 cfs 8 0 cfs 286.3 !--~~~~~~~-+-~~~~~~~---~~~ QIO 79 cfs 9 0 cfs 286.5 1--~~~~~~~-+-~~~~~~~-4~~~ Q 25 90 cfs 9 4 cfs 286.9 Q 50 103 cfs 9 9 cfs 287.3 QIOO 116 cfs 03 cfs 287 .7 Top of Berm = 288.20 C ONCLUSION: The post-development runoff rate for the 100 year event is less than the pre-development runoff rate. The post-development runoff rate for the 5, 10, 25 and 50 is less than the 100 year pre- development runoff rate. · Runoff from the site is controlled in public easements, rights of ways, and the primary channel. The drainage design for this subdivision meets the require ments as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT 5 ALEXANDRIA SUBDIVISION, PHASES ONE AND 3-A 0 ZONE X --.,.,,..----'-.. ..,/"" '-.. CJ ,,,,.__ ~ \ .... of College Station 480083 I I; I ; \( c -~-~--------! ~ SSv', EXHIBIT A ::)\ "'\\\ \ I" Flood Insurance Rote Mop Excerpt Brazos County, Texas and Incorporated Areas Mop Numbers: 48041C0205C 0 Effective Date: July 2, 1992 I n /." ~ 3: c 0 0:: w ...J ...J < ~ ~ < u.. w 0 i:: I-c (!) 0:: ...J z < z < w z w 0 ~ i= < ...J [j < w :ii: ..J z c ~ ~ Ci) w ~ w (!) ~~ > >z e w < 0 c :::> < 0:: ~ I-o~ NO. AC. 0.4 0.55 0.9 ft. 1A 2.34 0.00 2.34 0.00 1.29 90.0 18 0.54 0.00 0.54 0.00 0.30 154.0 2A 1.88 0.00 1.88 0.00 1.03 122.0 28 0.37 0.00 0.37 0.00 0.20 77.0 3 0.93 0.00 0.93 0.00 0.51 88.0 4 0.63 0.00 0.63 0.00 0.35 71.0 5 1.16 0.00 1.16 0.00 0.64 61.0 6 0.94 0.00 0.94 0.00 0.52 59.0 7 1.13 0.00 1.13 0.00 0.62 331.0 8 0.86 0.00 0.86 0.00 0.47 347.0 9 2.14 0.00 2.14 0.00 1.18 435.0 10 1.13 0.00 1.13 0.00 0.62 52.0 11 1.62 0.00 1.62 0.00 0.89 474.0 12 0.00 0.00 0.00 0.00 0.00 1.0 13 0.85 0.00 0.85 0.00 0.47 195.0 14 1.16 0.00 1.16 0.00 0.64 195.0 15 0.87 0.00 0.87 0.00 0.48 197.0 16 1.08 0.00 1.08 0.00 0.59 66.0 17 1.37 0.00 1.37 0.00 0.75 87.0 18 0.83 0.00 0.83 0.00 0.46 73.0 19 0.00 0.00 0.00 0.00 0.00 1.0 20 1.34 0.00 1.34 0.00 0.74 195.0 21A 1.16 0.00 1.16 0.00 0.64 195.0 218 0.35 0.00 0.35 0.00 0.19 92.0 22A 1.12 0.00 1.12 0.00 0.62 71.0 228 0.72 0.00 0.72 0.00 0.40 79.0 23 1.36 0.00 1.36 0.00 0.75 191.0 24 0.00 0.00 0.00 0.00 0.00 1.0 25A 1.23 0.00 1.23 0.00 0.68 70.0 258 1.81 0.00 1.81 0.00 1.00 195.0 CU1 1.04 0.00 1.04 0.00 0.57 104.0 EXHIBITC-1 Rational Formula Drainage Area Calculations Alexandria Subdivision Phases One and 3-A 3: 0 3: 3: ..J u.. 0 0 c ...J ...J z u.. u.. ~ ~ 0:: i= 0:: ~ ..J 0 ~ ~ ~ (!) 0:: ..J 0 u w ..J :::> z :::> ...J ...J w >< w ii Cl) a 0 u.. (!) ~ (!) ~ > 0 :::> N !!? ft. ft. ft. ft/s min min In/Hr cfs In/Hr 0.9 750.0 15.0 2.1 6.6 10.0 6.33 8.1 7.7 3.0 75.0 1.0 1.2 3.1 10.0 6.33 1.9 7.7 1.2 743.0 14.0 1.9 7.5 10.0 6.33 6.5 7.7 0.8 125.0 1.0 1.1 3.0 10.0 6.33 1.3 7.7 2.0 252.0 1.5 1.4 4.1 10.0 6.33 3.2 7.7 0.7 281.0 1.7 1.2 4.7 10.0 6.33 2.2 7.7 2.0 497.0 6.0 2.0 4.6 10.0 6.33 4.0 7.7 0.6 513.0 6.0 1.8 5.4 10.0 6.33 3.3 7.7 11.0 47.0 1.0 1.4 4.6 10.0 6.33 3.9 7.7 14.0 43.0 0.4 1.5 4.4 10.0 6.33 3.0 7.7 16.0 114.0 0.7 1.4 6.6 10.0 6.33 7.4 7.7 0.5 475.0 3.0 1.4 6.3 10.0 6.33 3.9 7.7 16.0 139.0 1.1 1.4 7.4 10.0 6.33 5.6 7.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 4.0 53.0 0.6 1.1 3.6 10.0 6.33 3.0 7.7 4.0 217.0 2.5 1.4 4.9 10.0 6.33 4.0 7.7 4.0 159.0 1.0 1.2 5.0 10.0 6.33 3.0 7.7 0.7 504.0 4.3 1.6 6.1 10.0 6.33 3.8 7.7 2.0 628.0 9.0 2.1 5.8 10.0 6.33 4.8 7.7 0.7 547.0 8.0 1.9 5.5 10.0 6.33 2.9 7.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 4.0 225.0 1.8 1.3 5.4 10.0 6.33 4.7 7.7 4.0 206.0 1.6 1.3 5.2 10.0 6.33 4.0 7.7 0.9 160.0 1.6 1.2 3.5 10.0 6.33 1.2 7.7 0.7 516.0 5.0 1.6 6.1 10.0 6.33 3.9 7.7 0.8 278.0 4.0 1.6 3.8 10.0 6.33 2.5 7.7 3.0 229.0 1.5 1.2 6.0 10.0 6.33 4.7 7.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.7 540.0 3.5 1.4 7.3 10.0 6.33 4.3 7.7 2.0 330.0 2.2 1.1 7.9 10.0 6.33 6.3 7.7 1.0 402.0 12.0 1.9 4.5 10.0 6.33 3.6 7.7 Cl It) It) Cl ..... It) N a = a ~ a cfs In/Hr cfs In/Hr cfs 9.9 8.6 11.1 9.9 12.7 2.3 8.6 2.6 9.9 2.9 8.0 8.6 8.9 9.9 10.2 1.6 8.6 1.8 9.9 2.0 3.9 8.6 4.4 9.9 5.0 2.7 8.6 3.0 9.9 3.4 4.9 8.6 5.5 9.9 6.3 4.0 8.6 4.5 9.9 5.1 4.8 8.6 5.4 9.9 6.1 3.6 8.6 4.1 9.9 4.7 9.1 8.6 10.2 9.9 11.6 4.8 8.6 5.4 9.9 6.1 6.9 8.6 7.7 9.9 8.8 0.0 8.6 0.0 9.9 0.0 3.6 8.6 4.0 9.9 4.6 4.9 8.6 5.5 9.9 6.3 3.7 8.6 4.1 9.9 4.7 4.6 8.6 5.1 9.9 5.9 5.8 8.6 6.5 9.9 7.4 3.5 8.6 3.9 9.9 4.5 0.0 8.6 0.0 9.9 0.0 5.7 8.6 6.4 9.9 7.3 4.9 8.6 5.5 9.9 6.3 1.5 8.6 1.7 9.9 1.9 4.7 8.6 5.3 9.9 6.1 3.0 8.6 3.4 9.9 3.9 5.8 8.6 6.5 9.9 7.4 0.0 8.6 0.0 9.9 0.0 5.2 8.6 5.8 9.9 6.7 7.7 8.6 8.6 9.9 9.8 4.4 8.6 4.9 9.9 5.6 Cl !!? In/Hr 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 Cl Cl Cl Cl It) Cl ..... a = a cfs In/Hr cfs 14.3 12.5 16.1 3.3 12.5 3.7 11.5 12.5 13.0 2.3 12.5 2.5 5.7 12.5 6.4 3.9 12.5 4.3 7.1 12.5 8.0 5.8 12.5 6.5 6.9 12.5 7.8 5.3 12.5 5.9 13.1 12.5 14.7 6.9 12.5 7.8 9.9 12.5 11.2 0.0 12.5 0.0 5.2 12.5 5.9 7.1 12.5 8.0 5.3 12.5 6.0 6.6 12.5 7.4 8.4 12.5 9.4 5.1 12.5 5.7 0.0 12.5 0.0 8.2 12.5 9.2 7.1 12.5 8.0 2.1 12.5 2.4 6.9 12.5 7.7 4.4 12.5 5.0 8.3 12.5 9.4 0.0 12.5 0.0 7.5 12.5 8.5 11.1 12.5 12.5 6.4 12.5 7.2 8/23/99 phs 1-dra(25-100).xls Exhibit C-1 ; 3: 0 g w ..J C( ~ Q. ~ u. w 0 ... 0 (!) Ci:: ..J z C( z C( w z w 0 ~ i= C( ..J i; w :iE ..J z 0 ~ ~ u; w ~ w (!) ~ >z e ~ e 0 ~ C( Q. o~ NO. AC. 0.4 0.55 0 .9 ft. Ex 36.77 36.77 0 .00 0 .00 14 .71 1500.0 Pond 14.22 13.15 1.07 0 .00 5 .85 959.0 Bypass 22 .54 7 .71 14.83 0 .00 11 .24 700.0 Pond(25-100) 19.11 4 .28 14.83 0.00 9 .87 435.0 Pond(Sub) 19.11 4 .28 14.83 0.00 9 .87 435.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Alexandria Subdivision Phases One and 3-A 3: g 3: 3: u. 0 0 0 ..J ..J z u. u. ~ =3 Ci:: i= Ci:: ~ ..J 0 {:!. {:!. ~ (!) ffi :I 0 ~ ~z ~ ..J ..J w > C( w c.:i (/) N 0 u. (!) ~ (!) ~ > 0 ~ ~ CJ !!! ft. ft. ft. ft/s min min In/Hr cfs In/Hr 34.0 265 .0 2.0 1.1 26.1 26.1 3 .78 55.6 4.7 14.0 265 .0 2 .0 1.0 21.3 21 .3 4 .27 25 .0 5 .3 11 .0 104.0 8.0 1.0 13.5 13.5 5.49 61 .7 6.7 16.0 1520.0 19.0 1.9 16.8 16.8 4 .89 48.2 6 .0 16.0 1520.0 19.0 1.9 16.8 16.8 4 .89 48.2 6 .0 Cl IO IO Cl .... IO N CJ :: CJ ~ CJ cfs In/Hr cfs In/Hr cfs 69.3 5 .4 78.8 6 .2 90.5 31 .0 6 .0 35.1 6.9 40 .3 75.5 7 .6 85.1 8.7 97 .3 59.4 6 .8 67.1 7.8 76 .9 59 .4 6.8 67 .1 6.8 67 .1 Cl !!! In/Hr 7.0 7 .8 9.8 8 .8 6 .8 Cl Cl Cl Cl IO Cl ... CJ :: CJ cfs In/Hr cfs 102 .9 7 .9 116.5 45.7 8 .8 51 .7 110.2 11 .0 124.1 87 .1 10.0 98 .3 67 .1 6 .8 67.1 8123199 phs 1-dra(25-100).xfs Exhibit C-1 0 OS ~ t ~ . < ~ ~ ~ ~ OS ~ ... OS ~ ~ ~ i ·~ ~ ~ 0 ~ OS = .... f ~ cfs IA NA I I3.0 lB NA I 3.3 2A NA I IO.O 2B NA I 2.2 3 I5 I 5.6 4 16 I 3.8 5 7 I 7.0 6 7 I 5.6 7 8 I 6.8 8 34 I 5.2 9 11 I 11.9 IO 34 I 6.4 11 34 I 8.6 I2 NA I 0.0 I3 14 I 5. I 14 I5 I 7.0 I5 I8 I 5.3 I6 18 I 6.I I7 22B I 7.9 18 2IB I 4.9 19 NA I 0.0 20 2IA I 7.9 21A NA I 6.9 21B NA I 2.1 22A NA I 6.4 22B NA I 4.3 ... ~ 0 t OS u 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 l:l = ~ .... OS 0 ~ ~ ..c .... "O ~ l:l ~ "" .... 00 13.0 I 56 3.3 I 56 IO.O I 56 2.2 I 56 5.6 I 27 3.8 I 27 7.0 I 27 5.6 I 27 7.7 I 38 6.7 I 38 11.9 I 27 6.4 I 27 8.6 I 27 0.0 I 27 5.I I 27 7.0 I 27 6.1 I 27 6.I I 27 7.9 I 27 4.9 I 27 0.0 I 27 7.9 I 27 6.9 I 27 2.I I 27 6.4 I 27 6.I I 27 EXHIBIT C-2 INLET COMPUTATIONS Alexandria Subdivision Phases One and 3-A l:l ~ ... .... 00 ~~ ... ~ ·; ~ C"' c. ~ Q ~ 00 2.7% 0.2% 1.6% O.I% 0.5% 0.2% 0.8% 0.5% 2.1% 1.6% 2.3% 0.7% 1.2% 0.0% 0.4% 0.8% 0.6% 0.6% 1.0% 0.4% 0.0% 1.0% 0.8% O.I% 0.7% 0.6% c:) z .... ~ = ~ NIA .... ~ = ~ .... OS 0 -; .... Q ~ I I I6.2 2 I I2.2 3 5.6 4 3.8 5 7.0 6 5.6 7 I 7.7 8 I 6.7 9 I 11.9 IO I 6.4 11 I 8.6 12 I 0.0 13 I 5.1 14 I 7.0 15 I 6.I 16 I 6.I 17 I 7.9 18 I 4.9 I9 I 0.0 20 I 7.9 21 I 9.0 22 I 12.5 DESCRIPTION Recessed Low Point Inlet Proposed Grate Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet ~ J ... ~ ~ ~ ~ l J "O ~ "O ·~ ... ~ J Curb Inlet cfs I ft I ft 2.33 I 6.96 I IO 2.33 I 2.41 I 5 2.33 I 1.63 I 5 0.621 I l.34 I IO 0.621 8.99 I IO 0.621 12.38 I IO 0.621 I0.791 IO 2.33 I 5.09 I IO 2.33 I 2.73 I 5 2.33 I 3.70 I 5 0.62 I 8.3 I I l O 0.62 I I l.34 I IO 2.33 I 2.60 I 5 2.33 I 2.63 I 5 0.62 I 12.84 I IO 0.621 7.87 I IO 2.33 I 3.40 I 5 2.33 I 3.88 I 5 2.33 I 5.35 I IO "" ..c • ~ .... ~ .. c. • 0 ~ 00 ~ ~ t i..-"O ~ "" ~ . OS "O ~ u = < 0 :,, u "O ~ "" ·; C"' ~ OS ~ ... < Grate Inlet "O ~ "O ·~ "" ~ OS ~ ... < ft I cfs I sq-ft I sq-ft 0 0 0 01 21 413.08 I 8.4 0 0 0.8 0 1.5 0.5 0 0 0 0 0 0.8 0 0 1.8 0 0 0 0 0 0 0 7/7/99 phs1-dra.xls Exhibit C-2 tv tv tv tv VI VI trl > ~ w ~ ~ ~ tv VI trl n \0 °' 0 ;--.I !ii' :,,. °' 0 00 0 0 0 0 0 0 0 0 \0 °' 0 ;--.I :,,. °' 0 00 tv tv tv tv -.I -.I -.I -.I .... 0 0 .... :,,. :...:i 0 0 ~ ~ ~ ~ tv tv IV VI ~ w .... 0 ;--.I °' 0 0 00 ~ ~ 0 0 G a "' "' § "' G 8.. p.. ~ a ~ g" ""C trl a' 0 s· ~ s· ..... ..... S' S' Sl' Sl' !'J !'J n w w !ii' w w ?" w 00 w :::;> VI w .... VI :::;> 0 0 0 0 0 :::;> n !ii' "' ~ I :::;> "' ~ I :::;> DRAINAGE AREA NO. Overflow Drainage Area Drainage area Q Q Carry Over Total Q at Inlet Street Width Required Street Slope(%) Inlet No. Total Q at Inlet el tr::t 00. ('":) ~ ~ ~ 0 ':z CAP. Per L.F. (j = L. Reqd. .. l;1' .... = ;" L. Provided - Q Carry Over Ponded Depth C'.l CAP. Per S.F . .. I» -~ .... Area Required = ;" -Area Provided > CD >< ~ ::::s c. ::!. ~ - CJ) z C: I C" m c. -4 -· om ~. 0 >< "' ::I: -· 3:: -g "'O ~ "'O c: -4 :::r -4 0 ~>I tn -4 N CD - "' 0 oz ::::s CJ) CD ~ ::::s c. w )> 0 < ~ u z ~ ~ ~ =s ~ ~ g 0 0 ~ ~ EXHIBIT C-3 PIPE SIZE CALCULATIONS Alexandria Subdivision Phases One and 3-A c Oll ·;; c « ~ Oll « e ~ ·;; ~ ~ Q., Q., ~ <I) ·-0 i.. "O ~ ~ ~ 0 ~ -..... ..... "O Q., i.. 00 00 <I) ·-~ ~ ~ c c = ..... ~ 0 Oll . ..., <I) « ~ ·-"O l!'; .:.. l!'; 0 l!'; ..... ~ ·;; = 0 y ~ "O 0 0 0 ·-y ~ c --i.. ~ ~ ~~ <£ z ~ ~ 00 ~ ~ # # Ac. min yr cfs cfs # cfs % " fps 18 28 1.6 6 .6 10 16.0 20 .0 1 20 .0 0.90 24 6.4 28 3 2 .8 7 .5 100 39.4 39 .4 1 39.4 1.86 27 9.9 3 4 3 .3 7 .7 10 31 .8 31 .8 1 31.8 1.21 27 8.0 4 14 3.7 7.8 10 35.0 35.0 1 35 .0 1.47 27 8 .8 5 6 0 .6 5 .0 10 7 .0 8 .8 1 8 .8 0 .80 18 5.0 6 7 1 .2 5.4 10 12.4 15.5 1 15 .5 0.54 24 4 .9 7 8 1.8 5.5 10 19 .0 23 .7 1 23.7 1.26 24 7 .5 8 12 2 .2 5 .9 10 23 .5 29.4 1 29.4 1.94 24 9 .3 9 11 1.2 6 .6 10 11.9 14 .8 1 14.8 1.01 21 6.2 10 11 0.6 6 .3 10 6.4 8 .0 1 8 .0 0 .66 18 4.5 11 12 2.7 7.4 10 26.1 26 .1 1 26.1 0.46 30 5 .3 12 13 4 .9 7.5 10 47.7 47 .7 1 47.7 1.56 30 9.7 13 14 5.4 7.8 10 51.4 51.4 1 51.4 1 .09 33 8 .7 14 15 9 .7 8.3 10 90.4 90 .4 1 90.4 0 .93 42 9.4 15 16 10.2 8 .6 10 93.5 93 .5 1 93 .5 1.00 42 9.7 16 18 10 .8 8.7 10 98 .7 98 .7 1 98 .7 1.11 42 10.3 17 18 0 .8 5.8 10 7 .9 9 .9 1 9 .9 1.03 18 5 .6 18 19 12 .0 8.8 10 109.3 109 .3 1 109 .3 1.36 42 11 .4 19 218 12 .0 9.0 10 108 .3 108 .3 1 108 .3 0 .65 48 8 .6 20 218 0 .7 5.4 10 7 .9 9 .9 1 9 .9 0.45 21 4 .1 218 228 13.6 9 .0 100 176.7 176 .7 1 176.7 1.74 48 14.1 228 24 14 .6 9.1 100 189 .5 189.5 1 189.5 1 .07 54 11 .9 23 24 0 .7 6 .0 10 7 .8 9 .7 1 9 .7 0 .99 18 5 .5 24 258 15.3 9.4 100 196.4 196.4 1 196.4 1.15 54 12.3 258 HW1 17.0 9.5 100 217.2 217 .2 1 217.2 1.41 54 13 .6 *Includes 25% Flow Increase for pipe sizes <27" dia . -See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~ tJ z ~ ~ ' 57 162 35 255 30 41 180 25 240 30 24 178 263 173 30 61 30 149 36 241 48 240 267 58 250 ~ e ~ "O c ~ -~ ~ @) > 8 = i.. y ~ ~ ~ min min ' 0 .15 6 .75 0.27 7 .75 0 .07 7.82 0.48 8.30 0.10 5.10 0 .14 5.52 0.40 5.92 0 .04 5.97 0.65 7 .24 0.11 6 .37 0.08 7.49 0 .31 7 .79 0.51 8 .30 0 .31 8.61 0 .05 8 .66 0 .10 8 .76 0 .09 5.86 0.22 8 .98 0 .07 9 .05 0.97 6 .33 0 .06 9 .11 0.34 9 .44 0.81 6 .79 0.08 9 .52 0.31 9 .83 7/7/99 phs1-dra .xls Exhibit C-3 ~ @ ~ ' Culvert #1 Culvert Description 18" RCP at Intersection of Alexandria and Barron Road c ulvert D eslgn c rtterla Circular Pipe No. Dia . (fl) Ploes 1.50 1 Culvert Anatv1ta Celculatlon1 Total Flow per Critical Design Flow Pipe Depth(fl) Storm Ccfsl (cfs) de 5 5.80 5.80 0.95 10 6.30 6 .30 0.95 25 7 .20 7 .20 1.05 50 6.10 8.10 1.10 100 9.00 9 .00 1.15 Elhi • Hw i + ELI ho = TW or (de + 0)12 (Whlche-Is Greater) n 0.014 Normal Depth (ft.) 1.02 1.12 1.28 1.50 1.50 EXHIBITC-4 CULVERT ANALYSIS ALEXANDRIA SUBDIVISION ELh l ~ ..V:: TopofRoad ~ELho tHWI ~.;--------~ H _)f--~------ro EU Proposed Culvert ~ - - - --""'- Outfall Channel Desi n Criteria Invert Outlet Culvert Top Lt. Side Rl Side Bottom Bev. (ELI) Elev. (ELo) Length Slope of Slope Slope Slope Width n (ft.\ (ft.\ (ft.) (ft/ft) Road ke I ft/ft ?:1 ?:1 ft. 305 .58 305 .22 70 .99 0.0051 308 .95 0.50 I 0.0050 4 .00 8.00 0.00 0.060 HEADWATER CALCULATIONS Control Type INLET CONTROL HWl/D HWI ELhl 0.93 1.40 306 .98 0.99 1.48 307 .06 1.06 1.59 307 .17 1.15 1.72 307 .30 1.24 1.86 307 .44 H = (1 +ke+((29'(n•2tL)IR•1.33)J"((v"2)12g ) Elho = Elo + H + ho OUTLET CONTROL TW de Ide+ 0\/2 ho 1.00 0 .95 1.23 1.23 1.05 0.95 1.23 1.23 1.11 1.05 1.28 1.28 1.16 1.10 1.30 1.30 1.20 1.15 1.33 1.33 HW of H ELho Elev. Control 0.47 306 .91 306 .98 Inlet 0.59 307 .04 307 .06 Inlet 0.77 307 .27 307 .27 Outlet 0.98 307 .50 307 .50 Outlet 1.20 307 .75 307 .75 Outlet Outlet Velocity (fps) 4 .38 4 .46 5.45 5.83 6.19 ELo Freeboard (fl) 1.97 1.89 1.68 1.45 1.20 7f7/99 9737-cul.xls Ellhlblt C-4 D.A. # D.A.# D.A. # D.A.# 8 -a. 0 ~ :0 w I! :::J z ~ II) iii ~ I .., 8 .., c ~-0 0 0... 0... 0... Qp 31.0 59.4 -59.4 Tc 21.3 16.8 16.8 Inc 2.0 2.0 2.0 Time cfs c1s c1s 0.0 0.0 0.0 0.0 0.0 2.0 2.9 7.1 -7.1 2.9 6.0 8.7 21.2 -21.2 6.7 10.0 14.5 35.4 -35.4 14.5 14.0 20.4 49.5 -49.5 20.4 16.0 26.2 57.3 -57.3 26.2 22.0 30.4 50.2 -50.2 30.4 26.0 27.5 43.1 -43.1 27.5 30.0 24.6 36.0 -36.0 24.6 34.0 21.7 29.0 -29.0 21.7 38.0 18.8 21.9 -21.9 18.8 42.0 15.9 14.8 -14.8 15.9 46.0 13.0 7.7 -7.7 13.0 50.0 10.1 0.7 -0.7 10.1 54.0 7.2 0.0 0.0 7.2 58.0 4.3 0.0 0.0 4.3 62.0 1.4 0.0 0.0 1.4 66.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 0.0 0.0 78.0 0.0 0.0 0.0 0.0 82.0 0.0 0.0 0.0 0.0 86.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 94.0 0.0 0.0 0.0 0.0 98.0 0.0 0.0 0.0 0.0 102.0 0.0 0.0 0.0 0.0 106.0 0.0 0.0 0.0 0.0 110.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 0.0 0.0 118.0 0.0 0.0 0.0 0.0 122.0 0.0 0.0 0.0 0.0 126.0 0.0 0.0 0.0 0.0 130.0 0.0 0.0 0.0 0.0 134.0 0.0 0.0 0.0 0.0 138.0 0.0 0.0 0.0 0.0 142.0 0.0 0.0 0.0 0.0 146.0 0.0 0.0 0.0 0.0 150.0 0.0 0.0 0.0 0.0 154.0 0.0 0.0 0.0 0.0 158.0 0.0 0.0 0.0 0.0 162.0 0.0 0.0 0.0 0.0 166.0 0.0 0.0 0.0 0.0 170.0 0.0 0.0 0.0 0.0 174.0 0.0 0.0 0.0 0.0 178.0 0.0 0.0 0.0 0.0 182.0 0.0 0.0 0.0 0.0 186.0 0.0 0.0 0.0 0.0 190.0 0.0 0.0 0.0 0.0 194.0 0.0 0.0 0.0 0.0 198.0 0.0 0.0 0.0 0.0 202.0 0.0 0.0 0.0 0.0 206.0 0.0 0.0 0.0 0.0 210.0 0.0 0.0 0.0 0.0 214.0 0.0 0.0 0.0 0.0 218.0 0.0 0.0 0.0 0.0 222.0 0.0 0.0 0.0 0.0 226.0 0.0 0.0 0.0 0.0 230.0 0.0 0.0 0.0 0.0 234.0 0.0 0.0 0.0 0.0 238.0 0.0 0.0 0.0 0.0 242.0 0.0 0.0 0.0 0.0 246.0 0.0 0.0 0.0 0.0 PEAK FLOWS 30 57 ~7 30 o.oo indicates inltal condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Alexandrla Subdivision Phases One and 3-A Pond Routing EVENT"' 5 D.A. # c :0 a ~ :::J c c II) 0 ... ..... i ., + t ..... -g !: .. c ! + + in II) [; 0 .!! c "' "' o...w cfs cfs cfs cfs ft cfs 2.91 0.00 0.00 0.00 263.0 0.0 6.73 0.00 2.91 2.29 263.5 0.0 20.36 5.03 14.54 4.75 264.2 0.0 31.99 29.67 41.23 5.76 264.7 0.0 43.63 74.11 66.91 6.40 265.1 0.0 55.26 140.62 154.08 6.73 265.3 0.0 59.42 227.25 241.55 7.15 265.6 0.0 53.60 313.31 326.45 7.57 265.9 0.0 47.79 386.61 402.26 7.73 266.1 0.0 41.97 448.30 463.93 7.62 266.1 0.0 36.15 497.85 513.63 7.89 286.2 0.0 30.34 535.54 551.42 7.94 286.3 0.0 24.52 561.43 577.38 7.98 286.3 0.0 16.70 575.58 591.58 8.00 286.3 0.0 12.89 578.07 594.07 8.00 286.3 0.0 7.07 568.96 584.94 7.99 286.3 0.0 1.35 548.32 564.24 7.96 286.3 0.0 0.00 517.97 533.60 7.92 266.2 0.0 0.00 486.44 502.18 7.67 286.2 0.0 0.00 455.10 470.75 7.82 286.2 0.0 0.00 423.93 439.49 7.78 2116.1 0.0 0.00 392.95 408.42 7.74 286.1 0.0 0.00 362.14 377.52 7.69 286.0 0.0 0.00 331.51 346.60 7.65 286.0 0.0 0.00 301.32 316.34 7.51 285.9 0.0 0.00 271.71 286.45 7.37 285.8 0.0 0.00 242.68 257.12 7.22 285.7 0.0 0.00 214.20 228.37 7.09 285.6 0.0 0.00 186.26 200.16 6.95 285.5 0.0 0.00 158.87 172.50 6.82 285.4 0.0 0.00 132.00 145.37 6.68 285.3 0.0 0.00 105.65 118.76 6.56 285.2 0.0 0.00 79.60 92.66 6.43 285.1 0.0 0.00 54.46 67.07 6.31 285.0 0.0 0.00 30.35 41.97 5.81 264.8 0.0 0.00 9.73 19.63 4.95 264.3 0.0 0.00 0.00 0.59 0.47 283.1 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 8 286.3 0 D.A. # .. .. a. ?D 75.5 13.5 cfs 0.0 11.2 33.6 56.0 74.1 62.9 51.7 40.5 29.3 16.1 6.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 74 D.A. # 0 w II) _.o ~~ g g: )( w 69.3 26.1 cfs cfs 0.00 0.0 13.49 5.3 38.35 15.9 61.n 26.6 60.47 37.2 69.60 47.8 58.82 58.5 48.04 69.1 37.00 64.0 25.69 58.7 14.77 53.4 7.94 48.1 7.98 42.6 8.00 37.5 8.00 32.2 7.99 26.6 7.96 21.5 7.92 16.2 7.87 10.9 7.82 5.6 7.78 0.3 7.74 0.0 7.69 0.0 7.65 0.0 7.51 0.0 7.37 0.0 7.22 0.0 7.09 0.0 6.95 0.0 6.82 0.0 6.68 0.0 6.56 0.0 6.43 0.0 6.31 0.0 5.81 0.0 4.95 0.0 0.47 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 80 89 phs 1-<lra(25-100).Jds E>chiblt 0-1 0 z ...I I= ~II) g~ ds 0.00 5.31 15.94 26.57 37.20 47.63 58.46 69.09 64.04 58.73 53.41 48.10 42.78 37.47 32.15 26.64 21.52 16.21 10.89 5.58 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89 O.A.# O.A.# O.A.# O.A. # 8 -a. :0 0 I! ~ w " z ~ In iii f f "O 8 "O c :t .. 0 0 0 IL IL IL Qo 35.1 67.1 .07.1 Tc 21.3 16.8 16.8 Inc 2.0 2.0 2.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 2.0 3.3 8.0 -8.0 3.3 6.0 9.9 24.0 -24.0 9.9 10.0 16.5 40.0 -40.0 16.5 14.0 23.1 56.0 -56.0 23.1 18.0 29.7 64.7 -64.7 29.7 22.0 34.5 56.7 -56.7 34.5 26.0 31.2 48.7 -48.7 31.2 30.0 27.9 40.7 -40.7 27.9 34.0 24.6 32.7 -32.7 24.6 38.0 21.3 24.7 -24.7 21.3 42.0 18.0 16.7 -16.7 18.0 46.0 14.7 8.8 -8.8 14.7 50.0 11.4 0.8 --0.8 11.4 54.0 8.1 0.0 0.0 8.1 58.0 4.8 0.0 0.0 4.8 62.0 1.5 0.0 0.0 1.5 66.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 0.0 0.0 78.0 0.0 0.0 0.0 0.0 82.0 0.0 0.0 0.0 0.0 86.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 94.0 0.0 0.0 0.0 0.0 98.0 0.0 0.0 0.0 0.0 102.0 0.0 0.0 0.0 0.0 106.0 0.0 0.0 0.0 0.0 110.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 0.0 0.0 116.0 0.0 0.0 0.0 0.0 122.0 0.0 0.0 0.0 0.0 126.0 0.0 0.0 0.0 0.0 130.0 0.0 0.0 0.0 0.0 134.0 0.0 0.0 0.0 0.0 138.0 0.0 0.0 0.0 0.0 142.0 0.0 0.0 0.0 0.0 146.0 0.0 0.0 0.0 0.0 150.0 0.0 0.0 0.0 0.0 154.0 0.0 0.0 0.0 0.0 158.0 0.0 0.0 0.0 0.0 162.0 0.0 0.0 0.0 0.0 166.0 0.0 0.0 0.0 0.0 170.0 0.0 0.0 0.0 0.0 174.0 0.0 0.0 0.0 0.0 178.0 0.0 0.0 0.0 0.0 182.0 0.0 0.0 0.0 0.0 186.0 0.0 0.0 0.0 0.0 190.0 0.0 0.0 0.0 0.0 194.0 0.0 0.0 0.0 0.0 198.0 0.0 0.0 0.0 0.0 202.0 0.0 0.0 0.0 0.0 206.0 0.0 0.0 0.0 0.0 210.0 0.0 0.0 0.0 0.0 214.0 0.0 0.0 0.0 0.0 216.0 0.0 0.0 0.0 0.0 222.0 0.0 0.0 0.0 0.0 226.0 0.0 0.0 0.0 0.0 230.0 0.0 0.0 0.0 0.0 234.0 0.0 0.0 0.0 0.0 238.0 0.0 0.0 0.0 0.0 242.0 0.0 0.0 0.0 0.0 246.0 0.0 0.0 0.0 0.0 PEAK FLOWS 35 85 .05 35 o.oo indicates lnltal condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Alexandria Subdivision Phases One and 3-A Pond Routlna EVENT= 10 D.A.# c :0 a " c ~ c In 0 iii' ..... ~ ;:I + t ~j Ill c ~ ! ]; in In N N IL W cfs cfs cfs cfs f1 cfs 3.30 0.00 0.00 0.00 283.0 0.0 9.90 0.00 3.30 2.60 283.6 0.0 23.09 7.52 17.24 4.86 284.2 0.0 36.29 37.37 49.56 6.10 284.9 0.0 49.48 90.90 103.86 6.48 285.2 0.0 62.68 169.40 183.14 6.87 285.4 0.0 67.40 270.66 285.39 7.36 285.8 0.0 60.80 371.52 386.93 7.70 286.1 0.0 54.20 458.62 474.28 7.83 286.2 0.0 47.61 532.09 547.96 7.94 286.2 0.0 41.01 591.99 608.04 8.02 286.3 0.0 34.41 638.41 654.59 8.09 286.4 0.0 27.81 671.43 687.70 6.14 266.4 0.0 21.21 691.12 707.45 6.17 266.4 0.0 14.62 697.55 713.90 6.17 286.5 0.0 8.02 690.81 707.14 6.16 286.4 0.0 1.54 670.97 687.25 6.14 286.4 0.0 0.00 640.10 656.26 6.09 266.4 0.0 0.00 607.67 623.96 6.05 266.3 0.0 0.00 575.63 591.82 8.00 286.3 0.0 0.00 543.97 559.87 7.95 286.3 0.0 0.00 512.29 528.11 7.91 286.2 0.0 0.00 480.80 496.52 7.86 286.2 0.0 0.00 449.49 465.12 7.62 286.1 0.0 0.00 416.36 433.90 7.77 286.1 0.0 0.00 387.40 402.86 7.73 286.1 0.0 0.00 356.63 371.99 7.68 286.0 0.0 0.00 326.04 341.31 7.63 286.0 0.0 0.00 295.96 310.93 7.48 285.9 0.0 0.00 266.45 281.14 7.34 285.8 0.0 0.00 237.52 251.92 7.20 265.7 0.0 0.00 209.14 223.26 7.06 265.6 0.0 0.00 181.30 195.15 6.92 265.5 0.0 0.00 154.00 167.59 6.79 265.4 0.0 0.00 127.23 140.55 6.66 285.3 0.0 0.00 100.97 114.03 6.53 285.2 0.0 0.00 75.21 88.03 6.41 285.1 0.0 0.00 49.95 62.52 6.28 265.0 0.0 0.00 26.44 37.73 5.64 284.7 0.0 0.00 6.40 16.02 4.81 284.2 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 263.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 8 286.5 0 O.A. # Ill Ill B. 1D 85.1 13.5 cfs 0.0 12.6 37.9 63.1 83.5 70.8 58.2 45.6 33.0 20.4 7.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 83 D.A. # 0 w In _, 0 ~~ eg: )( w 78.8 26.1 cfs cfs 0.00 0.0 15.22 6.0 42.71 18.1 69.19 30.2 89.94 42.3 77.71 54.4 65.58 66.5 53.31 78.6 40.82 72.9 28.30 66.8 15.77 60.8 6.09 54.7 6.14 48.7 8.17 42.6 8.17 36.6 8.16 30.5 6.14 24.5 6.09 16.4 6.05 12.4 8.00 6.3 7.95 0.3 7.91 0.0 7.86 0.0 7.82 0.0 7.77 0.0 7.73 0.0 7.68 0.0 7.63 0.0 7.48 0.0 7.34 0.0 7.20 0.0 7.06 0.0 6.92 0.0 6.79 0.0 6.66 0.0 6.53 0.0 6.41 0.0 6.28 0.0 5.64 0.0 4.61 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 90 79 phs1-<lra(25-100).>ds Exhibit 0-1 0 _, ~ ~In e~ cfs 0.00 6.05 18.14 30.24 42.34 54.43 66.53 78.63 72.88 66.83 60.78 54.73 48.68 42.63 36.59 30.54 24.49 18.44 12.39 6.35 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 79 D.A.# D.A.# D.A.# D.A.# 8 -a. a :0 I! 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Q.. Q.. Qo 40.3 76.9 ~7.1 Tc 21.3 16.8 16.8 Inc 2.0 2.0 2.0 Time cfs cfs CfS 0.0 0.0 0.0 0.0 0.0 2.0 3.8 9.2 -8.0 4.9 6.0 11.4 27.5 -24.0 14.8 10.0 18.9 45.8 -40.0 24.7 14.0 26.5 64.1 -56.0 34.6 18.0 34.1 74.1 -64.7 43.5 22.0 39.6 65.0 -56.7 47.8 26.0 35.8 55.8 -48.7 42.9 30.0 32.0 46.6 -40.7 37.9 34.0 28.2 37.5 -32.7 33.0 38.0 24.5 28.3 -24.7 28.1 42.0 20.7 19.2 -16.7 23.1 46.0 16.9 10.0 -8.8 18.2 50.0 13.1 0.9 -0.8 13.2 54.0 9.3 0.0 0.0 9.3 58.0 5.5 0.0 0.0 5.5 62.0 1.8 0.0 0.0 1.8 66.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 0.0 0.0 78.0 0.0 0.0 0.0 0.0 82.0 0.0 0.0 0.0 0.0 86.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 94.0 0.0 0.0 0.0 0.0 98.0 0.0 0.0 0.0 0.0 102.0 0.0 0.0 0.0 0.0 106.0 0.0 0.0 0.0 0.0 110.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 0.0 0.0 118.0 0.0 0.0 0.0 0.0 122.0 0.0 0.0 0.0 0.0 126.0 0.0 0.0 0.0 0.0 130.0 0.0 0.0 0.0 0.0 134.0 0.0 0.0 0.0 0.0 138.0 0.0 0.0 0.0 0.0 142.0 0.0 0.0 0.0 0.0 146.0 0.0 0.0 0.0 0.0 150.0 0.0 0.0 0.0 0.0 154.0 0.0 0.0 0.0 0.0 158.0 0.0 0.0 0.0 0.0 162.0 0.0 0.0 0.0 0.0 166.0 0.0 0.0 0.0 0.0 170.0 0.0 0.0 0.0 0.0 174.0 0.0 0.0 0.0 0.0 178.0 0.0 0.0 0.0 0.0 182.0 0.0 0.0 0.0 0.0 186.0 0.0 0.0 0.0 0.0 190.0 0.0 0.0 0.0 0.0 194.0 0.0 0.0 0.0 0.0 198.0 0.0 0.0 0.0 0.0 202.0 0.0 0.0 0.0 0.0 206.0 0.0 0.0 0.0 0.0 210.0 0.0 0.0 0.0 0.0 214.0 0.0 0.0 0.0 0.0 218.0 0.0 0.0 0.0 0.0 222.0 0.0 0.0 0.0 0.0 226.0 0.0 0.0 0.0 0.0 230.0 0.0 0.0 0.0 0.0 234.0 0.0 0.0 0.0 0.0 238.0 0.0 0.0 0.0 0.0 242.0 0.0 0.0 0.0 0.0 246.0 0.0 0.0 0.0 0.0 PEAK FLOWS 40 74 ~5 48 o. 00 indicates lnital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Alexandrla Subdivision Phases One and 3-A Pond Routing EVENT"' 25 D.A.# c :0 a ~ " c c II) 0 Iii t ~ ., ! ~ !: .. + !. + ii; II) 5 0 .!! ~ c "' "' Q..W cfs cfs CfS cfs ft cfs 4.95 0.00 0.00 0.00 283.0 0.0 14.84 0.00 4.95 3.90 283.9 -1.2 34.62 19.33 30.03 5.35 284.5 -3.5 54.40 73.18 85.98 6.40 285.1 -5.8 74.18 164.98 178.67 6.85 285.4 -8.1 90.12 292.97 307.91 7.47 285.9 -9.4 93.21 446.56 462.19 7.81 286.1 -8.2 83.32 596.13 612.19 8.03 286.3 -7.1 73.43 725.14 741.57 8.21 286.5 -5.9 63.54 833.72 850.46 8.37 286.6 -4.8 53.65 921.97 938.97 8.50 286.7 -3.6 43.75 990.02 1007.21 8.60 286.8 -2.4 33.86 1037.98 1055.31 8.67 286.9 -1.3 24.44 1065.97 1083.38 8.71 286.9 -0.1 16.77 1076.09 1093.53 8.72 286.9 0.0 9.20 1070.97 1088.40 8.71 286.9 0.0 1.76 1050.81 1068.18 8.68 286.9 0.0 0.00 1017.98 1035.25 8.64 286.8 0.0 0.00 983.58 1000.75 8.59 286.8 0.0 0.00 949.38 966.45 8.54 286.8 0.0 0.00 915.37 932.35 8.49 286.7 0.0 0.00 881.56 898.44 8.44 286.7 0.0 0.00 847.95 864.73 8.39 286.6 0.0 0.00 814.52 831.21 8.34 286.6 0.0 0.00 781.29 797.89 8.30 286.6 0.0 0.00 748.26 764.75 8.25 286.5 0.0 0.00 715.41 731.81 8.20 286.5 0.0 0.00 682.75 699.05 8.15 286.4 0.0 0.00 650.27 666.49 8.11 286.4 0.0 0.00 617.99 634.11 8.06 286.4 0.0 0.00 585.89 601.91 8.01 286.3 0.0 0.00 553.97 569.91 7.97 286.3 0.0 0.00 522.24 538.08 7.92 286.2 0.0 0.00 490.69 506.44 7.88 286.2 0.0 0.00 459.32 474.98 7.83 286.2 0.0 0.00 428.13 443.70 7.79 286.1 0.0 0.00 397.12 412.60 7.74 286.1 0.0 0.00 366.29 381.68 7.70 286.0 0.0 0.00 335.64 350.94 7.65 286.0 0.0 0.00 305.37 320.43 7.53 285.9 0.0 0.00 275.68 290.45 7.39 285.8 0.0 0.00 246.57 261.05 7.24 285.7 0.0 0.00 218.01 232.22 7.10 285.6 0.0 0.00 190.01 203.94 6.97 285.5 0.0 0.00 162.54 176.21 6.83 285.4 0.0 0.00 135.60 149.00 6.70 285.3 0.0 0.00 109.18 122.33 6.57 285.2 0.0 0.00 83.27 96.16 6.45 285.1 0.0 0.00 57.85 70.50 6.32 285.1 0.0 0.00 33.46 45.33 5.93 284.8 0.0 0.00 12.38 22.50 5.06 284.4 0.0 0.00 0.00 3.04 2.39 283.5 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 0.00 0.00 0.00 0.00 283.0 0.0 9 286.9 -9 D.A. # .. .. !. ~ 97.3 13.5 cfs 0.0 14.4 43.3 72.2 95.5 81.0 66.6 52.2 37.7 23.3 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 95 D.A. # a w II) ....10 ~~ g g: )( w 90.5 26.1 cfs cfs 0.00 0.0 17.17 6.9 45.16 20.8 72.76 34.7 94.18 48.6 79.10 62.5 66.17 76.4 53.11 90.3 40.03 83.7 26.91 76.8 13.77 69.8 6.16 62.9 7.39 55.9 8.60 49.0 8.72 42.0 8.71 35.1 8.68 28.1 8.64 21.2 8.59 14.2 8.54 7.3 8.49 0.3 8.44 0.0 8.39 0.0 8.34 0.0 8.30 0.0 8.25 0.0 8.20 0.0 8.15 0.0 8.11 0.0 8.06 0.0 8.01 0.0 7.97 0.0 7.92 0.0 7.88 0.0 7.83 0.0 7.79 0.0 7.74 0.0 7.70 0.0 7.65 0.0 7.53 0.0 7.39 0.0 7.24 0.0 7.10 0.0 6.97 0.0 6.83 0.0 6.70 0.0 6.57 0.0 6.45 0.0 6.32 0.0 5.93 0.0 5.06 0.0 2.39 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 M 90 phs1-<lra(25-100).xts E.>chlbit D-1 0 z ....I I= ~~ g tj cfs 0.00 6.95 20.84 34.73 48.63 62.52 76.41 90.30 83.70 76.75 69.81 62.86 55.91 48.97 42.02 35.07 28.13 21.18 14.24 7.29 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90 D.A.# D.A.# D.A.# D.A. # -&. 8 1i' 0 I! :;; w " z ~ N (/) iii 'g" i 'D 8 'D c :t .. 0 0 a.. a.. a.. Qp 45.7 87.1 -67.1 Tc 21.3 16.8 16.8 Inc 2.0 2.0 2.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 2.0 4.3 10.4 ..a.o 6.7 6.0 12.9 31.1 -24.0 20.0 10.0 21.5 51.9 -40.0 33.4 14.0 30.1 72.6 -56.0 46.8 18.0 38.7 84.0 -&4.7 58.0 22.0 45.0 73.6 -56.7 61.9 26.0 40.7 63.3 -48.7 55.2 30.0 36.4 52.9 -40.7 48.5 34.0 32.1 42.5 -32.7 41.8 38.0 27.8 32.1 -24.7 35.2 42.0 23.5 21.7 -16.7 28.5 46.0 19.2 11.4 ..a.a 21.8 50.0 14.9 1.0 -0.8 15.1 54.0 10.6 0.0 0.0 10.6 58.0 6.3 0.0 0.0 6.3 62.0 2.0 0.0 0.0 2.0 66.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 0.0 0.0 78.0 0.0 0.0 0.0 0.0 82.0 0.0 . 0.0 0.0 0.0 86.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 94.0 0.0 0.0 0.0 0.0 98.0 0.0 0.0 0.0 0.0 102.0 0.0 0.0 0.0 0.0 106.0 0.0 0.0 0.0 0.0 110.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 0.0 0.0 118.0 0.0 0.0 0.0 0.0 122.0 0.0 0.0 0.0 0.0 126.0 0.0 0.0 0.0 0.0 130.0 0.0 0.0 0.0 0.0 134.0 0.0 0.0 0.0 0.0 138.0 0.0 0.0 0.0 0.0 142.0 0.0 0.0 0.0 0.0 146.0 0.0 0.0 0.0 0.0 150.0 0.0 0.0 0.0 0.0 154.0 0.0 0.0 0.0 0.0 158.0 0.0 0.0 0.0 0.0 162.0 0.0 0.0 0.0 0.0 166.0 0.0 0.0 0.0 0.0 170.0 0.0 0.0 0.0 0.0 174.0 0.0 0.0 0.0 0.0 178.0 0.0 0.0 0.0 0.0 182.0 0.0 0.0 0.0 0.0 188.0 0.0 0.0 0.0 0.0 190.0 0.0 0.0 0.0 0.0 194.0 0.0 0.0 0.0 0.0 198.0 0.0 0.0 0.0 0.0 202.0 0.0 0.0 0.0 0.0 206.0 0.0 0.0 0.0 0.0 210.0 0.0 0.0 0.0 0.0 214.0 0.0 0.0 0.0 0.0 218.0 0.0 0.0 0.0 0.0 222.0 0.0 0.0 0.0 0.0 226.0 0.0 0.0 0.0 0.0 230.0 0.0 0.0 0.0 0.0 234.0 0.0 0.0 0.0 0.0 238.0 0.0 0.0 0.0 0.0 242.0 0.0 0.0 0.0 0.0 246.0 0.0 0.0 0.0 0.0 PEAK FLOWS 45 84 -65 62 O. 00 Indicates lnltal condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Alexandria Subdivision Phases One and 3-A Pond Routing EVENT• 50 D.A.# c 1i' ~ " c c (/) 0 .... + i -g ~ ... .. c t: ~ ll ! iii (/) 0 .!! 6J N N a..w cfs cfs cfs cfs f1 cfs 6.68 0.00 0.00 0.00 283.0 0.0 20.04 0.00 6.68 4.45 284.0 -2.4 46.76 31.78 43.51 5.87 284.8 -7.2 73.49 112.77 125.95 6.59 285.3 -11.9 100.21 244.86 259.33 7.24 285.7 -16.7 119.03 425.63 441.19 7.78 286.1 -19.3 120.41 635.58 651.75 8.09 286.4 -16.9 107.05 836.50 853.25 8.38 286.6 -14.5 93.69 1009.66 1026.91 8.63 286.8 -12.2 80.33 1155.23 1172.89 8.83 287.0 -9.8 66.97 1273.56 1291.43 8.94 287.1 -7.4 53.61 1364.83 1382.86 9.02 287.2 -5.0 40.25 1429.12 1447.27 9.07 287.2 -2.6 27.85 1466.53 1484.74 9.11 287.3 -0.2 19.03 1481.24 1499.48 9.12 287.3 0.0 10.44 1478.54 1496.77 9.12 287.3 0.0 2.00 1458.70 1476.90 9.10 287.3 0.0 0.00 1424.39 1442.53 9.07 287.2 0.0 0.00 1388.21 1406.29 9.04 287.2 0.0 0.00 1352.16 1370.17 9.01 287.2 0.0 0.00 1316.23 1334.18 8.97 287.1 0.0 0.00 1280.43 1298.32 8.94 287.1 0.0 0.00 1244.76 1262.58 8.91 287.1 0.0 0.00 1209.21 1226.97 8.88 287.1 0.0 0.00 1173.79 1191.49 8.85 287.0 0.0 0.00 1138.51 1156.13 8.81 287.0 0.0 0.00 1103.42 1120.94 8.76 286.9 0.0 0.00 1068.53 1085.95 8.71 286.9 0.0 0.00 1033.84 1051.16 8.66 286.9 0.0 0.00 999.35 1016.57 8.61 286.8 0.0 0.00 965.05 982.18 8.56 286.8 0.0 0.00 930.96 947.98 8.51 286.7 0.0 0.00 897.06 913.99 8.46 286.7 0.0 0.00 863.36 880.18 8.41 286.7 0.0 0.00 829.85 846.58 8.37 286.6 0.0 0.00 796.53 813.16 8.32 286.6 0.0 0.00 763.40 779.94 8.27 286.5 0.0 0.00 730.47 746.91 8.22 286.5 0.0 0.00 697.72 714.07 8.17 286.5 0.0 0.00 665.16 681.42 8.13 286.4 0.0 0.00 632.79 648.95 8.08 286.4 0.0 0.00 600.60 616.67 8.03 286.3 0.0 0.00 568.60 584.58 7.99 286.3 0.0 0.00 536.79 552.67 7.94 286.3 0.0 0.00 505.15 520.95 7.90 286.2 0.0 0.00 473.70 489.40 7.85 286.2 0.0 0.00 442.43 458.04 7.81 286.1 0.0 0.00 411.34 426.88 7.76 288.1 0.0 0.00 380.42 395.86 7.72 286.1 0.0 0.00 349.69 365.03 7.67 286.0 0.0 0.00 319.19 334.39 7.60 286.0 0.0 0.00 289.24 304.14 7.45 285.9 0.0 0.00 259.86 274.48 7.31 285.8 0.0 0.00 231.05 245.39 7.17 285.7 0.0 0.00 202.80 216.86 7.03 285.6 0.0 0.00 175.08 188.87 6.89 285.5 0.0 0.00 147.90 161.43 6.76 285.4 0.0 0.00 121.25 134.51 6.63 285.3 0.0 0.00 95.10 108.11 6.50 285.2 0.0 0.00 69.46 82.22 6.38 285.1 0.0 0.00 44.31 56.83 6.26 285.0 0.0 0.00 21.63 32.52 5.44 284.6 0.0 0.00 2.30 11.58 4.64 284.1 0.0 9 287.3 -19 D.A. # .. .. ! 110.2 13.5 cfs 0.0 16.3 49.0 81.7 108.1 91.7 75.4 59.1 42.7 26.4 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 108 D.A. # 0 w (/) _J 0 ~~ ef )( w 102.9 26.1 cfs cfs 0.00 0.0 18.41 7.9 47.73 23.7 76.37 39.5 98.62 55.3 80.22 71.1 66.57 86.9 52.90 102.7 39.19 95.2 25.44 87.3 11.59 79.4 4.02 71.5 6.46 63.6 8.88 55.7 9.12 47.8 9.12 39.9 9.10 32.0 9.07 24.1 9.04 16.2 9.01 8.3 8.97 0.4 8.94 0.0 8.91 0.0 8.88 0.0 8.85 0.0 8.81 0.0 8.76 0.0 8.71 0.0 8.66 0.0 8.61 0.0 8.56 0.0 8.51 0.0 8.46 0.0 8.41 0.0 8.37 0.0 8.32 0.0 8.27 0.0 8.22 0.0 8.17 0.0 8.13 0.0 8.08 0.0 8.03 0.0 7.99 0.0 7.94 0.0 7.90 0.0 7.85 0.0 7.81 0.0 7.76 0.0 7.72 0.0 7.67 0.0 7.60 0.0 7.45 0.0 7.31 0.0 7.17 0.0 7.03 0.0 6.89 0.0 6.76 0.0 6.63 0.0 6.50 0.0 6.38 0.0 6.26 0.0 5.44 0.0 4.64 0.0 99 103 phs 1-dra(25-100).xls Exlllblt D-1 _J ~ ~(/) et;j cfs 0.00 7.90 23.69 39.48 55.28 71.07 86.86 102.66 95.15 87.25 79.36 71.46 63.56 55.67 47.77 39.87 31.98 24.08 16.18 8.29 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 D.A. # D.A. # D.A. # D.A. # 8 -a. c :a I! 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'O f f ::E 'O c ~ .. 0 0 0 8 0.. 0.. 0.. Qp 51.7 98.3 -67.1 Tc 21.3 16.8 16.8 Inc 2.0 2.0 2.0 Time cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 2.0 4.9 11.7 -8.0 8.6 6.0 14.6 35.1 -24.0 25.7 10.0 24.3 58.5 -40.0 42.8 14.0 34.0 81.9 -56.0 60.0 18.0 43.7 94.8 -64.7 73.7 22.0 50.8 83.1 -56.7 77.1 26.0 46.0 71.3 -48.7 68.6 30.0 41.1 59.6 -40.7 60.0 34.0 36.2 47.9 -32.7 51.4 38.0 31.4 36.2 -24.7 42.9 42.0 26.5 24.5 -16.7 34.3 46.0 21.7 12.8 -8.8 25.7 50.0 16.8 1.1 --0.8 17.2 54.0 12.0 0.0 0.0 12.0 58.0 7.1 0.0 0.0 7.1 62.0 2.3 0.0 0.0 2.3 66.0 0.0 0.0 0.0 0.0 70.0 0.0 0.0 0.0 0.0 74.0 0.0 0.0 0.0 0.0 78.0 0.0 0.0 0.0 0.0 82.0 0.0 0.0 0.0 0.0 86.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 94.0 0.0 0.0 0.0 0.0 98.0 0.0 0.0 0.0 0.0 102.0 0.0 0.0 0.0 0.0 106.0 0.0 0.0 0.0 0.0 110.0 0.0 0.0 0.0 0.0 114.0 0.0 0.0 0.0 0.0 118.0 0.0 0.0 0.0 0.0 122.0 0.0 0.0 0.0 0.0 126.0 0.0 0.0 0.0 0.0 130.0 0.0 0.0 0.0 0.0 134.0 0.0 0.0 0.0 0.0 138.0 0.0 0.0 0.0 0.0 142.0 0.0 0.0 0.0 0.0 146.0 0.0 0.0 0.0 0.0 150.0 0.0 0.0 0.0 0.0 154.0 0.0 0.0 0.0 0.0 158.0 0.0 0.0 0.0 0.0 162.0 0.0 0.0 0.0 0.0 166.0 0.0 0.0 0.0 0.0 170.0 0.0 0.0 0.0 0.0 174.0 0.0 0.0 0.0 0.0 178.0 0.0 0.0 0.0 0.0 182.0 0.0 0.0 0.0 0.0 186.0 0.0 0.0 0.0 0.0 190.0 0.0 0.0 0.0 0.0 194.0 0.0 0.0 0.0 0.0 198.0 0.0 0.0 0.0 0.0 202.0 0.0 0.0 0.0 0.0 206.0 0.0 0.0 0.0 0.0 210.0 0.0 0.0 0.0 0.0 214.0 0.0 0.0 0.0 0.0 218.0 0.0 0.0 0.0 0.0 222.0 0.0 0.0 0.0 0.0 226.0 0.0 0.0 0.0 0.0 230.0 0.0 0.0 0.0 0.0 234.0 0.0 0.0 0.0 0.0 238.0 0.0 0.0 0.0 0.0 242.0 0.0 0.0 0.0 0.0 246.0 0.0 0.0 0.0 0.0 PEAK FLOWS 51 95 -65 77 0.00 indicates in~al cond~ion EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Alexandria Subdivision Phases One and 3-A Pond Routlna EVENT,. 100 D.A. # c :a a ~ ::i c c "' ~ 0 "iii' + ~~ .. c t + 8. + ii5 "' a 0 .!! ~ c N N o..w cfs cfs CfS cfs ft cfs 8.57 0.00 0.00 0.00 283.0 0.0 25.70 0.00 8.57 4.53 284.1 -3.7 59.97 45.64 58.17 6.26 285.0 -11.1 94.23 156.12 169.72 6.80 285.4 -18.6 128.50 332.04 347.33 7.65 286.0 -26.0 150.48 571.21 587.19 7.99 286.3 -30.0 150.00 842.43 859.20 8.38 286.6 -26.3 132.87 1099.20 1116.71 8.75 286.9 -22.6 115.73 1320.65 1338.61 8.98 287.1 -18.9 98.60 1507.14 1525.42 9.14 287.3 -15.2 81.47 1658.79 1677.35 9.28 287.4 -11.5 64.33 1775.73 1794.49 9.38 287.5 -7.8 47.20 1858.08 1876.99 9.45 287.6 -4.1 31.57 1905.97 1924.96 9.50 287.6 --0.4 21.51 1925.86 1944.89 9.51 287.7 0.0 11.80 1925.96 1944.99 9.51 287.7 0.0 2.26 1906.70 1925.69 9.50 287.6 0.0 0.00 1871.06 1889.99 9.47 287.6 0.0 0.00 1833.30 1852.16 9.43 287.6 0.0 0.00 1795.67 1814.47 9.40 287.6 0.0 0.00 1758.17 1776.91 9.37 287.5 0.0 0.00 1720.81 1739.48 9.33 287.5 0.0 0.00 1683.58 1702.18 9.30 287.5 0.0 0.00 1646.48 1665.01 9.27 287.4 0.0 0.00 1609.51 1627.98 9.23 287.4 0.0 0.00 1572.68 1591.08 9.20 287.4 0.0 0.00 1535.97 1554.31 9.17 287.3 0.0 0.00 1499.39 1517.67 9.14 287.3 0.0 0.00 1462.95 1481.15 9.10 287.3 0.0 0.00 1426.63 1444.77 9.07 287.2 0.0 0.00 1390.44 1408.52 9.04 287.2 0.0 0.00 1354.38 1372.39 9.01 287.2 0.0 0.00 1318.44 1336.39 8.98 287.1 0.0 0.00 1282.64 1300.52 8.94 287.1 0.0 0.00 1246.96 1264.78 8.91 287.1 0.0 0.00 1211.40 1229.16 8.88 287.1 0.0 0.00 1175.97 1193.67 8.85 287.0 0.0 0.00 1140.68 1158.31 8.81 287.0 0.0 0.00 1105.57 1123.10 8.76 286.9 0.0 0.00 1070.67 1088.10 8.71 286.9 0.0 0.00 1035.97 1053.30 8.66 286.9 0.0 0.00 1001.47 1018.69 8.61 286.8 0.0 0.00 967.16 984.29 8.56 286.8 0.0 0.00 933.06 950.08 8.51 286.7 0.0 0.00 899.14 916.08 8.47 286.7 0.0 0.00 865.43 882.26 8.42 286.7 0.0 0.00 831.91 848.64 8.37 286.6 0.0 0.00 798.58 815.22 8.32 286.6 0.0 0.00 765.44 781.98 8.27 286.5 0.0 0.00 732.49 748.94 8.23 286.5 0.0 0.00 699.73 716.09 8.18 286.5 0.0 0.00 667.16 683.42 8.13 286.4 0.0 0.00 634.78 650.95 8.08 286.4 0.0 0.00 602.58 618.66 8.04 286.3 0.0 0.00 570.57 586.55 7.99 286.3 0.0 0.00 538.74 554.63 7.95 286.3 0.0 0.00 507.10 522.90 7.90 286.2 0.0 0.00 475.63 491.34 7.85 286.2 0.0 0.00 444.35 459.97 7.81 286.1 0.0 0.00 413.25 428.78 7.76 286.1 0.0 0.00 382.32 397.76 7.72 286.1 0.0 0.00 351.58 366.93 7.68 286.0 0.0 0.00 321.06 336.27 7.61 286.0 0.0 10 287.7 -30 D.A. # .. .. 8. ~ 124.1 13.5 cfs 0.0 18.4 55.2 92.0 121.7 103.3 84.9 66.5 48.1 29.7 11.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 122 D.A.# c w "' ...J 0 ~ t; iH: )( w 116.5 26.1 cfs cfs 0.00 0.0 19.21 8.9 50.33 26.8 80.24 44.7 103.36 62.6 81.24 80.5 66.95 98.3 52.63 116.2 38.17 107.7 23.64 98.8 9.09 89.8 1.60 80.9 5.39 72.0 9.14 63.0 9.51 54.1 9.51 45.1 9.50 36.2 9.47 27.3 9.43 18.3 9.40 9.4 9.37 0.4 9.33 0.0 9.~ 0.0 9.27 0.0 9.23 0.0 9.20 0.0 9.17 0.0 9.14 0.0 9.10 0.0 9.07 0.0 9.04 0.0 9.01 0.0 8.98 0.0 8.94 0.0 8.91 0.0 8.88 0.0 8.85 0.0 8.81 0.0 8.76 0.0 8.71 0.0 8.66 0.0 8.61 0.0 8.56 0.0 8.51 0.0 8.47 0.0 8.42 0.0 8.37 0.0 8.32 0.0 8.27 0.0 8.23 0.0 8.18 0.0 8.13 0.0 8.08 0.0 8.04 0.0 7.99 0.0 7.95 0.0 7.90 0.0 7.85 0.0 7.81 0.0 7.76 0.0 7.72 0.0 7.68 0.0 7.61 0.0 103 116 phs H:lra(2S-100).>ds Elchibtt D-1 0 z ...J I= ~"' g~ cfs 0.00 8.94 26.82 44.70 62.58 80.46 98.34 116.22 107.72 98.78 89.84 80.90 71.96 63.02 54.08 45.14 36.20 27.26 18.32 9.38 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 i a Alexand ria Subdivisio n Phases One an d 3-A 5 Year Event Hydrograph 90 .00 -r---------------------------------------. 80 .00 70.00 - 60 .00 50.00 - 40 .00 30 .00 20 .00 10.00 ' 0.00 -l""-----+-----+------+-----P-----~-----1-:::......--------4 0 .00 10.00 20 .00 30.00 40 .00 Time(min.) 50 .00 60 .00 70.00 80.00 --Pond --Qn+1 --Pond(25-100) --Bypass --TOTAL PROPOSED - - -TOTAL EXISTING 8/24/99 Exhibit D-2 100 .00 90 .00 80 .00 70.00 60 .00 ~ 50 .00 ~ a 40.00 30 .00 20 .00 10.00 0 .00 0.00 10.00 20 .00 Alexandria Subdivision Phases One and 3-A ,-, I ' I ' I '\. 30 .00 10 Year Event Hydrograph ' ' ' ' ' ' 40.00 Time(min.) ' ' ' ' ' ' ' ' ' 50 .00 60 .00 ' ' ' ' 70 .00 80.00 --Pond --Qn+1 --Pond(25-100) --Bypass --TOTAL PROPOSED - - -TOT AL EXISTING 8/24/99 Exhibit D-2 ~ Alexandria Subdivision Phases One and 3-A 25 Year Event Hydrograph 120 .00 -.---------------------------------------. 100 .00 ' ' ' 80 .00 ' ' ' ' ' ' .!:!.. 60.00 ' a ' ' ' ' 40.00 -' ' 20 .00 - ' ' ' ' ' ' ' ' 0 .00 --------------------------------4-----'""'----4-------1 0 .00 10.00 20.00 30.00 40 .00 Time(min .) 50 .00 60 .00 70 .00 80.00 --Pond --Qn+1 --Pond (25-100 ) --Bypass --TOTAL PROPOSED - - -TOTAL EXISTING 8/24/99 Exh ibit D-2 Alexandria Subdivision Phases One and 3-A 50 Year Event Hydrograph 120.00 -.-------------------------------------. 100.00 80 .00 ~ ~ 60.00 a 40.00 20 .00 o .oo ~----+------+-----1------?-----__....----+---',.,_ __ ,.__ __ ----1 0 .00 10.00 20.00 30.00 40 .00 Time(min.) 50.00 60.00 70.00 80.00 8/24/99 Exhibit D-2 Alexandria Subdivision Phases One and 3-A 100 Year Event Hydrograph 140 .00 --------------------------------------.. 120.00 100 .00 80 .00 60 .00 - 40 .00 20 .00 0 .00 ~----+-----+-------1----..pi::~--4'------+__:::::o......_ __ +--__ -----l 0.00 10.00 20 .00 30 .00 40.00 Time(min.) 50 .00 60 .00 70.00 80.00 --Pond --Qn+1 --Pond(25-100) --Bypass --TOTAL PROPOSED - - -TOT AL EXIST ING 8/24/99 Exhibit D-2 8 .000 7 .000 6 .000 ~ 5.000 c:i .!!. t c;; 4 .000 3 .000 2.000 1.000 Alexandria Subdivision Phases One and 3-A Stage-Storage Curve 0 .000 .l-------4~-----41---=====-==-----+-----+-----+-------+-----+-----+------1 282 283 284 285 286 287 Elevation (msl) 288 289 290 291 292 Exhibit D-3 Alexandria Subdivision Phases One and 3-A Stage-Discharge Curve 0.0004--~~~----<ll--~~~-+-~~~~-+-~~~~+-~~~~+--~~~--+~~~~-+-~~~~-+-~~~~+--~~~~ 282 .0 283 .0 284 .0 285 .0 286 .0 287 .0 Elevation (msl) 288 .0 289 .0 290 .0 291 .0 292 .0 Exh ibit D-3 $ McCLURE ENGINEERING, INC. ______ __ September 14 , 1999 Mr. Jeff Tondre, P.E. Development Services Department CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: Alexandria Subdivision, Phase 3-A Dear Jeff: Attached please find the following items for the above referenced submittal: 1. Six (6) sets of revised construction drawings for streets, drainage and utilities and 2. Two (2) sealed copies of the Engineer's Cost estimate for the above named project 3. Your red-lined review set of plans. Please retain your usual number of plans and notify me when we can pick up the remainder. Additionally, please be advised that the temporary detention pond will be constructed immediately. Our contractor has been given that work as his top priority. Thank you for your assistance in this project. Should you have any questions or need additional information, please advise. Very truly yours, President MRM/mlm attachments McClure, P.E., R.P.L.S. 1008 Woodcreek Drive , Suite 103 •College Station, Texas 77845 (409) 693 -3838 •FAX (409) 693 -2554 •email: mcclure@tca.net ---______ _,_ Item No . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ALEXANDRIA SUBDIVISION, PHASE 3A ENGINEER'S ESTIMATE July 21, 1999 Description Unit Quantity Unit Price Paving Construction Mobilizati on Lump Sum 1 2,000 .00 Earthwork C.Y. 4,265 2.00 1.5" HMAC Surface Course S.Y. 1,589 4 .90 6" Lime Stabilized Subgrade S.Y. 1,937 2.56 Extra Lime Ton JO 96 .00 6" Crushed Limestone Base S.Y. 1,589 5.67 Type 3 Curb and Gutter L.F . 1,015 7.50 Paving Subtotal Drainage System Construction 18" Reinf. Concrete Pipe, Str. Backfill L.F . 30 40.25 24" Reinf. Concrete Pipe , Str. Backfill L.F . 249 45.60 5' Curb inlet EACH 3 1,250.00 In let Protection EACH 3 50 .00 Silt Fence L.F. 550 2.00 Construction Exit for Silt Control S.Y. 70 12.00 Fibermulch Seeding S.Y. 2,350 0.50 Drainage System Subtotal Water System Construction 6" PVC Water Line , Str . Backfill L.F. 85 17.50 6" PVC Water Line, Non-Str. Backfill L.F. 409 9.50 Fire Hydrant Assembly, Type II EACH 1 1,740 .00 Connect to Existing 6" Line EACH l 350.00 2" Blow-Off Assembly EACH l 440 .00 Remove Blow-Off Assembly EACH 1 100 .00 1.5" Type K Cooper Water Ser. ( 46 ft . av~. len!rth) EACH 6 820 .00 Water System Subtotal Sewer System Construction 6" PVC , D-3034 , Non-Str. Backfill L.F. 402 15.00 Standard Manhole, 5-8 ft . deep EACH 1 1,250 .00 4" Sewer Service (62 ft . avg . length) EACH 6 1,000.00 Trench Safety (sewer line) L.F . 402 1.00 Sewer System Subtotal Total Construction Cost No . of Working Days to Substantial Completion Page 1of1 Total 2,000 .00 8,530 .00 7,786.10 4,958 .72 960 .00 9,009 .63 7,612 .50 40 ,856 .95 1,207 .50 11,354.40 3,750.00 150.00 1,100 .00 840 .00 1,175.00 19,576 .90 1,487 .50 3,885 .50 1,740 .00 350 .00 440.00 100 .00 4,920 .00 11 ,435 .50 6,030.00 1,250 .00 6,000.00 402.00 $13 ,682 .00 $85,551.35 DEVELOPMENT PERMIT PERMIT NO. 663 Alexandria Phas e 3A FOR AREAS OUTSLDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Alexandria Phase JA OWNER: Edward Froehling 2887 Hi g h Lonesome College Station, TX 77845 776-8266 DRAINAGE BASIN: Lick Creek SITE ADDRESS: Barron Road TYPE OF DEVELOPMENT: SUBDIVISION CONSTRUCTION AS SHOWN ON APPROVED PLANS DATED 9/30/99. 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 o,r 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 land scape 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 ordin nces of the City of College Station that apply. Date Date Contractor Date l gq_ (Q!}._, FOR OFFICE USE ONl P&Z CASE NO.: -;)., DATE SUBMI'ITED: FINAL PLAT APPLICATION Minor __ Amending XX F'mal __ Vacating __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration. MINIMUM SUBMITIAL REQUIREMENTS: lG'..Filing Fee of$200.00 . ..Jl2:'. Development Permit Application Fee of $100.00 (af applicable). ~Infrastructure Inspection Fee of $300.00 (applicable if any public infrastructure is being constructed.). _xL Application completed in full . ...x-/Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) :...X...._ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). ~Paid tax certificates from City of College Station, Brazos County and College Station lS.D. _AL A copy of the attached checklist with all itans checked off or a brief explanation as to why they are not. -.X....!iTwo (2)copies of public infrastructure plans associated with this plat (If applicable). APPLICATION DATA NAME OF SUBDIVISION _-=ALEXANDRIA====-=SUBD=::..:IVI=...:...==S=-IOO~,~PHASE=:;=-...:;.3....:""A~------------ SPECIFIED LOCATION OF PROPOSED SUBDIVISION North of Barron Road and west of Springbrook and oakgrove Subdivisions APPLICANf/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Michael R. McClure, ~ENGINEERING, INC. Street Address 1722 Broadrroor I suite 210 City Bryan, TX State TX Zip Code _7_7_8_02___ E-Mail Address Mc'Clure@myriad.net Phone Number 776-6700 Fax Number 776-6699 ---------- PROPER1Y OWNER'S INFORMATION: Name Er:MARD FROEHLING Street Address 3887 High I.onesane City College Station State _TX __ _ Zip Code 77845 E-Mail Address ------------ Phone Number 776-8266 Fax Number 774-0565 _.:......:....;:.......:;..:::..=:....._ ___________ ~ ARCIIlTECT OR ENGINEER'S INFORMATION: Name Michael R. McClure, P.E.;I~:.P.L.S., ~ ENGIENERING, INC. Street A~ SAME AS AOOVE City ------------- State Zip Code E-Mail Address ----------------- Phone Number Fax Number ---------------------------~ FINAL PLAT APPLICATION FNLPAPP.DOC 3flSl99 l ofJ :AL ACRES OF SUBDMSION 4.232 AcJt-O-W ACREAGE 0.64 Ac. TOTAL# OF LOTS _1_8 __ _ ER OF LOTS BY ZONING DISTRICT R-1 I 18 I / __ AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: R-1 I 0.20 Ac~ I I I __ FLOODPLAIN ACREAGE 0 ---- PARKLAND DEDICATION ACREAGE _=n'-"/a"'-----OR FEE AMOUNT ____ _ A STATEMENT ADDRESSING ANY DIFFERENCES BE'IWEEN TIIE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): . REQUESTED VARIANCES TO SUBDMSION REGULATIONS & REASON FOR SAME ______ _ REQUESTEDOVERSIZEPARTICWATION ___________________ ~ TOTAL LINEAR FOOTAGE OF PROPOSED: 454 L.F. STREETS 0 SIDEWALKS 400 SANITARY SEWER LINES 494 WATER LINES 0 CHANNmS 279 STORM SEWERS O BIKE LANES I PAlHS NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. 1he applicant has prepared this application and certifies that the facts stated 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. FINAL PLAT APPLICATION FNLPAPP.DOC Jn5/99 Date7 1 2 ofJ ' SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific sitdwaterway alteratioiis: SUbdivision Infrastructure construction along the drainage basin of the South Fork ACKNOWLEDGMENTS: L ----------------" 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 aty of College Station, Texas aty Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station aty Code. Property Owncr(s) Contractor CERTIFICATIONS: (for proposed alterations within designatod flood hazard areas.) A. I, 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 storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any >asement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Ad.ministration Flood Hazard Study and maps, as amended. Engineer Date _,,,,,,,, C. I. Mj cbael R. McClure, P .E, • certify that the alterations or development~~ 0:.ir~F.t diminish the flood~ capacity of the waterway adjoining or crossing this permitted site an~~¥.,~ · ~if •1. development arc consistent with requirements of the aty of College Station aty Code, Chapter 13 U. . • * of flood~andoffl yfringcs. fiictiAEL"i:i~M~LuRrt ff~ 7/z,/n \~~~;·a2140:.z1J __ __ Datd ' ·•a~ •f.9tsTE.~~··,.~ ~ "''.s',s '•••"'' ~v ., \\ IONAL ~-~ D . L do certify that the proposed alterations do not raise thel~ 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Date Conditions or comments as part of approval:-------------------------- ·n accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris .i'om construction, erosion, and sedimentation shall not be deposited in city streets. or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project All of the applicable codes and ordinances of the City of College Station shall apply. FINAL PLAT APPLICATION FNLPAPP.ooc Jnsm 3 oCJ