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Home My WebLink About82 Development Permit 643 Holleman Six PlexesGALINDO E NGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 Job: 3-99 HOLLEMAN SIXPLEXES (409) 846-8868 REVIEWED FOR COMPLIANC ~ APR 2. Bal9S9 • / ENGINEER 'S CONSTRUCTION COST ESTIMAT~OLLEGE STATIO -----------------------------------------------------____ /;~GlNEEf.UNS ------------ ITEM SPEC# 1 2 3 4 5 6 7 8 9 10 DESCRIPTION WATER 6'' PVC C-900, CL200 12"x6'' Tapping Sleeve & Valve (wet) 6''x6'' Tapping Sleeve & Valve (wet) 6'' MJ Valve & Fire Hydrant 6"X30 Degree Bend 6''X6"X6" Tee SANITARY SEWER 6'' DIP CL 50 12" Steel Casing , 3/8" wall with boring Standard manhole , 6 ' deep TV Line Inspection ================== ChriSti A. Gal ~ndo , P.E. # 53425 03-May-99 u N 1T QUANT. PRICE TOTAL l.f. ea. ea ea. ea. ea. Subtotal $ l.f. l.f. ea. l.f. Subtotal $ 132 2 55 44 55 20.00 2,200.00 1,500.00 1,800.00 150.00 150.00 20.00 90.00 1,800.00 1.30 2,640.00 2,200.00 1,500.00 3,600.00 150.00 150.00 10,090.00 1,100.00 3,960.00 1,800.00 71 .50 6,931 .50 ====== Total $ 17,021 .50 ''''''"'''''' ~-' ~ t 0 F r .t-'-tt ~ ~ ~ ............... ',/: ,, : '::> •• ••• * ·· ... -1 O" l1~ -* . . "~ ,, ... '•*"I. S*l '-:.* ~ ,. ............................... : ...... ~ icHRISTIAN A. GALINDoi ~·······-······· .. ·········•···· .. ·············ii! ,. . . , ~"'° ... 53425 .:/'\...."" "I. .,, ··.If> <:> ••• ~-# 111.-0...<>-.,,:···~91STt.~;: .. · ~«; 5 .. ,, ,.ss .... ····· ..,\"'' : lta 'ONAL l'' ~-\\\ .............. \,,,,,,,, ... LOOK IN CONFIDENTIAL BINDER FOR OTHER SUPPORTING MATERIAL ... ~.. ~~ i . ._(: . . DEVELOPMENT PERMIT PERMIT NO. 643 HOLLEMANSIXPLEXES FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 3.84 ACRE TRACT CRAWFORD BURNETT LEAGUE A-7 OWNER: JOE COURTNEY HOMES, INC 2700 A. WILDFLOWER BRYAN, TEXAS 77802 774-8955 DRAINAGE BASIN: BEE CREEK SITE ADDRESS: TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR CLEARING, GRUBBING AND ROUGH GRADING PER APPROVED PLAN. 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 temporazy 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. This permit, being temporazy, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorired. (Use this paragraph only for fill permits and partial permits.) 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 i rdance with the plans and specifications submitted to and approved by the City Engineer in the elop ent permit application for the above named project and all of the codes --..rmd or inances of the · of ollege Station that apply. Date Date Contractor Date DEVELOPMENT PERMIT PERMIT NO. 643-R HOLLEMANSIXPLEXES FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 3.84 ACRE TRACT CRAWFORD BURNETT LEAGUE A-7 OWNER: JOE COURTNEY HOMES, INC 2700 A. WILDFLOWER BRYAN, TEXAS 77802 774-8955 DRAINAGE BASIN: BEE CREEK SITE ADDRESS: TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR SITE GRADING AND SITE CONSTRUCTION AS PER APPROVED PLANS. NO PUBLIC WATERLINE CONSTRUCTION IS ALLOWED WITH THE PERMIT. (PLANS PENDING). 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 temporazy 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 t e/opment permit application for the above named project and all of the codes and ordinances o Ci of College Station that apply. Date Date Date DEVELOPMENT PERMIT PERMIT NO. 643R HOLLEMANSIXPLEXES FOR AREAS Ol.ITSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: SITE ADDRESS:1600 HOLLEMAN 3.84 ACRE TRACT CRAWFORD BURNE'IT LEAGUE A-7 OWNER: JOE COURTNEY HOMES, INC 2700 A. WILDFLOWER BRYAN, TEXAS 77802 774-8955 DRAINAGE BASIN: BEE CREEK TYPE OF DEVELOPMENT:TIDS PERMIT IS VALID FOR ALL SITE DEVELOPMENT PER APPROVED PLANS. 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. Jn 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 her. y grant this permit for development of an area outside the special flood hazard area. All dev 7o ment shall be in accordance with the plans and specifications submitted to and approved by the Ci gineer in the development permit application for the above named project and all of the codes dinances of the ity College Station that apply. 0/rz/qg Date I I ]/Agent ~ con .~f Date 0 -fZ-Tl Date -- DRAINAGE REPORTS Location O ...,Primary drainage system identified m'/ Surrounding developments shown CY Local streets, drainage systems shown Desqiption IS!" /Acreage of project IB' Land cover described 0 Primary/secondary systems within property shown ~General description Drainage Basins i(' References to FIRMs if applicable O Secondary system flow patterns and impact of development on existing system 0 Proposed pathways to Primary system shown or described Design Criteria 0 Any deviation from standards being requested? 0 Discussion of site constraints and capacities (streets, existing structures. etc.) 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria d/, RainfaWrunoff calculation method described and calcula tions provided i[Y ,Detention discharge I storage calculation method I calculations ml Sto~ recurrence intervals used -V Di~ion of other drainage facility design criteria used if not referenced in Standards Hydaulic Criteria 0 Identify capacity of systems used 0 Specify velocities at critical points in system 0 Identify detention I retention outlet and routing 0 Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Design 0 Discuss drainage patterns I flows (pre vs. post) 0 Are they draining water onto another property owner? -if so, is it where the water flo wed before? and is it not more than what flowed there before? and no faster than it flowed before? 0 Discuss erosion control measures employed 0 Discuss detention pond design (sideslope, low flow channels, outlet works, freebo ard , emergency spillway) 0 Discuss maintenance access and responsibilities Conclusions 0 Verify compliance with DPDS (signed and sealed certification) 0 E xplain effectiveness of improvements with regard to controlling discharges of 5 -100 year storm by a) Detaining b) Accommodating runoff in exi sting I proposed easements or ROW discharging into primary system c) Combination ofa & b /. . .,, DRAINAGE REPORTS (cont.) Appendices 0 References (all criteria and technical information used) 0 Hydrologic computations 0 Land use assumptions for adjacent property 0 Minor/major storm runoff at specific points 0 Historic/fully developed runoff specific points 0 Hydrographs at critical points 0 Hydraulic computations 0 Culvert capacities (headwater and tailwater assumptions) 0 Storm sewer capacities 0 Street capacities 0 Storm inlet capacities (inlet control rating) 0 Open channel design 0 Detention area I volume capacity I outlet capacity Attached Drawings 0 Location map with drainage patterns 0 Floodplain map if any D Drainage plan with topo (existing and proposed with arrows if needed) lit' Details of outlet structures • GALINDO ENGINEERS AND PLANNERS, INC . 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 March 30 , 1999 Mrs. Veronica Morgan, P.E. Assistant'City Engineer City of College Station College · Station , TX Subject: Drainage Study Holleman Sixplexes College Station , TX Dear Veron ica: Pleased find enclosed the referenced report for your review. This reports covers the 3.84-acre tract presently where the Holleman Sixplexes will be built. Sincerely, GALINDO ENGINEERS AND PIANNERS, INC. ~~ Christian A. Galindo, p .E., R.P .LS. President cc: Joe Courtney Constantin Barbu ,,,,,,,,,,,, ..:!'>.-.""'·\ £. 0 F r ''•e .:::-,( ~ • • .. • • • • • • ~J,. ..... a. ' •• •• ....., .... 'wi if*<:.:> .•. ···· * ···· ... "?°' ~~ $*... ' ... * ~ ,eo •••••• :.... •• * ~ "" •••••••••••• • #_;, ~CHRISTIAN A ••••••••• : •••••• ~ ~················· . GAL I NDO~ V.11 • •••••••••••••••• 'j! ~ ~ ~.. 5 3 4 2 5 ·····;:······-, . 1,, 0 ···f(: ~ .·• (.,Q;:-,: '1111 ;.<'-e',.,·· •• ~/S T £.~;:/ .G"'v.£ "f \.).S1 •• •••••• ~\"'f:. ...., le~ OfVA L t.~\ ..,...,,.~ '~Q -~ •\\'"-'~'"'"'"\:' GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 HOLLEMAN SIXPLEXES DRAINAGE REPORT 1. TRACT DESCRIPTION The Holleman Sixplexes covers a 3.84-acre tract located at the southeast corner of the intersection of Holleman Drive and Bright Circle. A separate 24"x36" sheet, Drainage, part of the infrastructure construction plans, is part of this report. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041 C 0144 C, July 2, 1992). 2 . STORMWATER RUNOFF All of the runoff from the 3.84 acres flows in a general southeast direction, as sheet flow, onto Bright Circle. Attached to this report is my letter of January 20, 1999 to Constantin Barbu, which describes the criteria followed in this study. The only difference between the present study and the Hammonds report is that all 3 .84 acres drain onto Bright Circle and not just 3.23 acres. The current site is currently vacant. Exhibit 1 shows the tract , its location and its topography. All surveys were performed by Brad Kerr, R.P .L.S. Exhibit 2 shows the runoff calculations for 5, 1 O, 25, 50 and 100-year rainfalls. Runoff detention computations have been made using the 25-year return period. The runoff increases for 17.88 cfs to 35 .76 cfs from pre to post-development conditions . Because of the nature of the site plan and in order to mitigate the effect of the increase runoff a detention pond is proposed to be located in the driveway and parking area immediately adjacent to Bright Circle. Please see the referenced 24"x36" drawing. 3. INFLOW HYDROGRAPHS Haestad Methods Quick Tr-55 V. 5.47 has been used for the analysis given in Exhibit 3 (in 3 pages). This Exhibit graphically shows individual hydrographs for all storm frequencies. At the end of this exhibit there is a tabular Grand Summary for all storm frequencies. 4. DETENTION POND As indicated above a detention pond is proposed. This pond will be bound by a berm built along Bright Circle, 1.0' above and 2.5' behind the top of the parking lot curb. The height of the curb at the curb cut that defines the outlet structure is proposed to be 8". Pond elevation will be 303.5'. -1 - • Exhibit 4 shows the storage volume calculations based on the proposed grading of the : !<ing lot and drives . This Exhibit also shows a curb cut rating table used for the preliminary sizing of the outlet weir from the pond . Haestad Methods Pondpack V. 5.21 has been used in the ponding calculations . Exhibit 5 shows the input data for the proposed Vertical -Rectangular weir (curb cut). Exhibit 6 (10 pages) shows the routing calculations for a multiple storm . Peak outflows for each frequency do not exceed pre - development conditions . The following is the routing summary in terms of maximum outflow allowed (pre -development conditions) and peak attained : Storm Max. Allowed Peak Attained Max. Elevation 5-year 11.82 11 .70 303.13 10-year 13.26 12.79 303.21 25-year 15.15 14.22 303 .30 50-year 17 .12 15.72 303 .4~ 100-year 17.88 16.29 303.44 Exhibit 7 shows the calculations associated with the 8.3'-wide flume that drains the ponc:f bver the surface onto Bright Circle . The above referenced Grading Plan indicates the location of the pond and depicts the location and construction details of the outlet weir structure (curb cut, berm cut and lining and concrete flume). C ISTIAN A. GALINDO, P.E. # 5342'6, R.P.LS. # 44 '---------March 30 , 1 ~~ ,,~'" ~ ,,,,, $" .... "1\ t 0 F / ''et : -<.. ~ ............. ~,.,... .,,. : l}C:J ........ *'··· ... ,, '~ -*.. ..<P~ ::. ..... :. ... * ~ , ············· ~ * II! ~CHR I STIAN ........... : •••••• ~ ~............... A. GALIN DO ~ ~-0 ~ ••••••••••••••••• ~ ~ ~ ... 5 3 4 2 5 ...... ::······~ ~ ~".;°Pe: ~ .... ~ : ''e ~.·-..f?1sre.R~.··· <v~: '• ~/ .......... ~\~ .;: 8oQ ONAL £.~ -c::" ,,\\\\'\~,,..,..._.~......... . - 2 - GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mr. Consta~ln Barbu, Architect 201-B North Main Bryan , TX 77803 FAX: 775-5642 January 20, 1999 Subject: Stormwater Drainage Analysis Proposed Apartments Reserve Tract 11 A 11 0. C. Cooper Place Subdivision College Station , TX Dear Constantin: I have reviewed the 11 Stormwater Drainage Analysis11 report prepared for the 0. C . Cooper Subdivision by M. L. Hammons, P. E., in August 1996. The report was the basis for the design of the detention facilities that were built as part of the development of the duplex lots along Bright Circle. These facilities were designed for a 100-year even stormwater flow. Only pre-development stormwater input from the proposed apartment area was included in the design . Therefore the proposed site plan for the apartments will require a detention facility according to City Ordinance to accommodate post development runoff. Of the 3 .9 acres in this project approximately 3 .23 acres currently drain towards Bright circle and the remaining 0 .67 acre drains towards Holleman Drive. Sincerely , GALINDO ENGINEERS AND PIANNERS, INC. .,6 _.""~ Christian A. Galindo, .P.E., R.P.L.S. President cc: Veronica Morgan, P. E. Joe Courtney ----- EXHIBIT 1 .·· Job: 3-99 Date: 03/23/99 RUNOFF CALCULATIONS -RATIONAL METHOD HOLLEMAN SIXPLEXES BRYAN. TX (Countv:Brazos) Tc : 10.0 when calc. value < 10.0 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section Soil A Acres c Veloc. Lenqth T cone. in mi a 5vrs a a a a 100vrs Tvoe fos ft Cale. Used 5 vrs 10 vrs 25 vrs 50vrs 100vrs 10 vrs 25 vrs 50vrs --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Pre-develoomer.t Conditions Grass 3.840 0.400 1.300 750 9.6 10.0 7.693 8.635 9.861 11.148 11.639 11.82 13.26 15.15 17.12 17.88 Total 3.840 11.82 13.26 15.15 17.12 17.88 Maximum Develooment H.D.R. 3.840 0.800 2.000 850 7.1 10.0 7.693 8.635 9.861 11.148 11.639 23.63 26.53 30.29 34.25 35.76 Total 3.840 23.63 26.53 30.29 34.25 35.76 Countv: Brazos Constants for use in formula: l=b/(t+d)'e 2-vr 5-vr 10-vr 25-vr 50-vr 100-vr b 65.000 76.000 80.000 89.000 98.000 96.000 e 0.806 0.785 0.763 0.754 0.745 0. 730 d 8.000 8.500 8.500 8.500 8.500 8.000 m >< :c CD -4 N ~ ~ t:j 0 ~ ~ ~ ~ Vo:i ~ ~ ~ ~ ~ ~ Vo:i GALINDO ENGINEERS AND PLANNERS F L 0 w c f MODIFIED RATIONA L METHOD ----Graohical Summarv for Maximum Reo ui red Storaqe ---- First oeak outflow ooint assumed to occur at Tc hvdro ~raoh recession leQ. HOLLEMAN SIXPLEXfS ********************************************************************** * RETURN FREQUENCY: 5 vr : Allowable Outflow: 11.82 cfs * * 'c' Adjustment : 1.00 0 : Reouired StoraQe: 0. 17 3 ac -ft * *--------~-----------------------------------------------------------* * Peak Inflow: 21.21 cfs Infl ow .HYO stored: SIN .HYO * ********************************************************************** : Td : 13 minutes 1 Return Freo: 5 vr /-------Approx. Duration for Max. Storaqe ------) C adi .f actor: 1.00 I . x 0 0 Tc= 10 .00 minutes I : 7.693 in/hr Area (ac ): 3.84 . Q : 23.63 cfs Weiqhted C: 0.80 I •I• Adjusted C: 0.80 I I ' Reouired Storaqe , 0.173 ac-ft i Td: • I I I : x x x x x x x:x x x x x x x x x x x a = I 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : . : x I I I I I ' I NOT TO SCALE ------------___________ ... 13 minutes 6.903 in/hr 21.21 cfs Q: 11.82 cfs (A I low.Outflow) 0 I • I A -----------------------'-----------------------------'------------ 1s:oo minutes 17.13 minutes ***********•********************************************************** * RETURN FREQUENCY: 10 yr : Allo wable Outfl ow: 13.26 cfs * * 'c' Adjustment: 1.000 : Reouired Storage: 0.195 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 23.87 cfs Inflow .HYO stored: lOIN .HYO * ********************************************************************** 1 Td : 13 min utes Return Freo: 10 vr (-------Aoorox. Duration for Max. I Storaqe ------( C adj.factor : 1.00 I Tc: I : .. Q : I I I ' 10.00 minutes 8.635 in/h r 26.53 cfs Reouired Storaqe Area ( acl: WeiQhted C: Ad.lusted C: 3.84 0.80 0.80 Qu ick TR-55 Vec .5 47 S/~: Executed: 13 :Jij:2S 03-30-1999 F L 0 w 1--0.195 ac-ft Td= I I - I • I I I • x x x x x x x:x x x x x x x x x x x Q : 13 min utes 7. 770 in/hr 23.87 cfs c f s x 0 0 . x 0 0 l 0 I I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : . : x I I I ' NOT TO SCALE I ------------------------ Q: 13. 26 cfs (A I low.Outflow) -----------------------,-----------------------------.------------15.00 minutes 17 .45 minutes EXHIBIT 3 F L 0 w c f s F L 0 w c f s ********************************************************************** * RETURN FREQUENCY: 25 vr : Allowable Outflow: 15.15 cfs * * 'c' Adjustment: 1.000 · : Reouired Storaoe: 0.223 ac-ft * ·-----------------------------~~-------------------------------------* * Peak Inflow: 27.29 cfs Inflow .HYO stored: 251N .HYO * ********************************************************************** : Td : 13 minutes : Return Freo: 25 vr (-------Aoorox. Duration for Max. StoraQe ------( C ad.i.factor: 1.00 x x 0 0 Tc= 10.00 minutes I : 9.861 in/hr Area (ac): . Q : 30.29 cfs Weiqhted C: 3.84 0.80 0.80 I 'I• I I Reauired StoraQe 0.223 ac-ft Adjusted C: Td: I I I -x x x x x x xjx x x x x x x x x x ~ Q ; 13 minutes 8.885 in/hr 27.29 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :x NOT TO SCALE ---------·--· -----------I I I Q: 15.15 cfs (Allow.Outflow\ ' 0 ; . ; x '-----------------------'-----------------------------'------------' I 15.00 minutes 17.45 minutes ********************************************************************** * RETURN FREQUENCY: 50 vr i A 1 lowab le Outflow: 17.12 cf s * * 'c' Adjustment: 1.000 : Reauired Stora~e: 0.253 ac-ft * *--------------------------------------------------------------------* * Peak Inf low: 30.89 cfs Inf low .HYO stored: 501N .HYO * ********************************************************************** : Td = 13 minutes : Return Frea: 50 vr /-------Aoprox. Duration for Max. Storaqe ------/ C ad.i.factor: 1.00 , , , I I Tc: 10.00 minutes I : 11.148 in/hr Q: 34.25 cfs I Area lac): Weiqhted C: Adjusted C: 3.84 0.80 0.80 Reauirad Storaqe 0.253 ac-ft Td= 13 minutes I I I x x x x x x x:x x x x x x x x x x x I ' I : 10.056 in/hr Q = 30.89 cfs x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q: 17. 12 cf s 0 :. :x (Allc'll.Outflow\ 0 I I . x o ; NOT TO SCALE 0 I ------------1 • I • ------------I t o I . : x -----------------------.-----------------------------,------------15.00 minutes 17 .46 minutes F L 0 w c f ********************************************************************** t RETURN FREQUENCY: 100 vr : Allowable Outflow: 17.88 cfs t * 'C' Adiustment: 1.000 : Reauired Storaoe: 0.264 ac-7t t *--------------------------------------------------------------------* * Peak Inflow: 32.24 cfs · Inflow .HYO stored: lOOIN .HYO * ********************************************************************** : Td : 13 minutes : Return Frea: 100 vr /-------Aoorox. Duration for Max. Storaqe ------/ C adi. factor: 1.00 I . x 0 Tc= 10.00 minutes I = 11.639 in/hr Area (ac): 3.84 . a = 35. 76 cfs Weiqhted C: 0.80 I •I• I I Adjusted C: 0.80 Reauired Storaqe . 0.264 ac-ft : Td= 13 minutes : . : : I = 10.495 in/hr x x x x x x xJx x x x x x x x x x x Q : 32.24 cfs x o o o o o o o o o o o o o o o o Q: 17 .88 cf s 0 :x (Al low.Outflow) 0 I NOT TO SCALE I 0 : 0 : • : x '-----------------------:-----------------------------:------------15.00 minutes 17.45 minutes Quick TR-55 Ver.5.47 S/N: Executed: 13:36:28 03-30-1999 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Summary For All Storm Freauencies ----* * * t r * ************************************************************************ ************************************************************************ First oeak outflow ooint assumed to occur at Tc hvdroqraoh recession leq, HOLLEMAN SI XPLEXiS Area : 3.84 acre; Tc : 10.00 ~inutes 't t•• +I 0 It I I 0 t 0 t I It Io t 0 I It I I I I I' I 0 t Io I• o •I' t 0 It I 0 t I I I I I I I 0 t t I 0 O O o • t It I< o o t 1 I 0 t 0 0 0 t I 0 I 0 t 0 I I I 0 I 0 t 0 0 t 0 0 o 0 0 t It It t 0 t I 0 I 0 O I I I IO O 0 O 0 0 It IO IO I 0 O O 0 to 0 to 0 >Io o t t 0 o o VOLUMES Freouencv Adiusted Duration lntens. Qoeak Allowable : Inf low Storaae (vears) 'c' minutes in/hr cfs . cfs : (ac-ft) (ac-ft) ------------------------------------------------------'---------------------5 10 25 50 100 0.800 0.800 0.800 0.800 0.800 13 13 13 13 13 6.903 7. 770 8.885 10.056 10.495 21.21 23.87 27 .29 30.89 32.24 11.82 13.26 15. 15 17. 12 17. 88 ' I 0.380 0.427 0.489 0.553 0. 577 J 0. 17 3 0. 19 5 0.223 0.253 0.264 GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N: HOLLEMAN SIXPLEXES CALCULATED 03-30-1999 13:32 :2 3 DISK FILE: A:\3-99PN0\3-99 .VOL Planimeter scale : I inch : 1 ft. * Elevation Planimeter Area A1+A2+sor(Al*A2) Volume Volume Sum (ft) (so.in.) (acres) (acres) (acre-ft) (acre -ft) 302.00 0.00 302.50 4.900.00 303.00 14.100 .00 303.50 20.100.00 0.00 0. 11 0.32 0.46 0.00 0. 11 0.63 1. 17 0.00 0.02 0. 10 0.20 0.00 0.02 0. 12 0.32 * Incremental volume comouted by the Conic Method for Reservoir Volumes. Volume : (1/3) * (EL2-EL1) * (Areal t Area2 t sa .rt.(Areal*Area2)) where: EL 1. EL2 : Lower and upper elevations of the increment Area1.Area2 : Areas computed for Ell. EL2, resoectivelv 2-98 03/24/99 Volume : Incremental volume between Ell and EL2 HOLLEMAN SIXPLEXES curb cut Ratinq =========================== Use Weir Equation:Q=C*L*(H)~3/2 where Q= discharge, cfs and L= length of curb cut, ft and H= height of curb, ft and c = 3.087 ------------------------------------------------------ L H H~3/2 Q A v l.ft. 1. ft. l.ft. cfs sq.ft. ft/sec ------------------------------------------------------ 1.00 1.50 1.84 5.7 1.5 3.8 2.00 1.50 1.84 11.3 3.0 3.8 2.50 1.50 1.84 14.2 3.8 3.8 3.00 1.50 1.84 17.0 4.5 3.8 3.33 1.50 1.84 18.9 5.0 3.8 3.50 1.50 1.84 19.8 5.3 3.8 4.00 1.50 1.84 22.7 6.0 3.8 ------------------------------------------------------ EXHIBIT 4 GALINDO ENGINEERS AND PLANNERS Out I et Structure Fi I e: 3·99 . STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** }})}}} Structure No. 1 <<<<<< (I nout Data) WEIR·VR Weir ·Vertical Rectan9ular El elev.(ftl? 302 E2 elev.(ft)? 303.501 Weir coefficient? 3.087 Weir elev.(ft)? 302.0 Length (ft)? 3.33 Contracted/Suppressed (C/S)? C Out I et Structure Fi I e: 3-99 . STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** Outflow Ratinq Table for Structure ~1 WEIR·VR Weir · Vertical Rectanqular ***** Elevation (ft) 302.00 302.50 303.00 303.50 INLET CONTROL ASSUMED ***** Q (cfs) Comoutation Messaqes ------------------------------0. 0 H =0.0 3.5 H :.5 9.7 H:l.O 17.2 H :1.5 C : 3.087 L (ft) : 3.33 H (ft) : Table elev. · Invert elev. ( 302 ft ) Q (cfs) : C * (L·.2H) * (H**l.5) ··Contracted Weir Outlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** ***** COMPOSITE OUTFLOW SUMMARY **** EXHIBIT 5 Elevation (ft) Q lcfs) Contributin~ Structures 302.00 0.0 302.50 3.5 303.00 9.7 303.50 17 .2 Outlet Structure File: 3-99 POND-2 Version: 5.21 Date Executed: .STR S/N: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** Out let Structure Fi le: A:\3·99PND\3·99 .STR Planimeter lnout File: A:\3·99PND\3·99 .VOL Ratinq Table Cutout File: A:\3·99PND\3·99 .PND Min. Elev.lft) : 302 Max. Elev.(ft) : 303.5 lncr.(ft) : .5 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * '* * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEIR·VR 1 ·} Outflow rating table summary was stored in file: A:\3·99PND\3·99 .PND GALINDO ENGINEERS AND PLANNERS I ' I ' PON n-0 Vers io o· ~ ?t S/N · t xEcutED: 03-30-19~~ 12:47: 16 STORM # 1 ************************ * * * H8LtEHAU ~IXPtE X E~ * * * * * ************************ Inflow Hvdrc~raoh: A:\3 ·99PND\5 iN .HYC Ratinq Table file: A:\3·99PtlD\3-99 .PND ----INITIAL CONDITIONS-··· Elevation : 302.00 ft Outflow 0.00 cfs Storaqe 0.00 ac-ft GI VEN POND DATA INTER MEDIATE ROUTING COHPUTAT IOUS :ELEVATION: OUTFLOW : STORAGE : 1 (ft) : (cfs) : (ac -ft) : ---------'---------'----------' 302.00 ! o.o ! o.ooo! 302.50 : 3.5 : 0.019: 303.00: 9.7: 0.123: 303 .5 ~: 17.2: C.319: 2S/t : 2S/t + 0 : , (cfs) : (cfs) : '-----·------'-------------' ' I ' I Q, 0 o 0, 0 : 27.~: 30.7: 178.9 : 188.6 : HZ.~ : ~79.6 : Tiffi& incre~ent ltl : O.Cl7 hr~. STORM # 1 Pond File: A:\3-99PIW\3-99 .P:W Inflow Hvdroqraoh: A:\3 -99 PND\5i~ .HYO Outflow Hydrograo h: A:\3-99PHD\5 CUT .HYC INFLOW HYDROGRAPH ROUTING COHPUT~TIOUS ----------------------------------------------------------------------- TIME I I NFL OW I I 11+: 2 I 25/t -0 I f"I r fl.. t 0 OUTFLOW : ELEVATI G:I: I I ' ' ' L.V I \. (hrs) I (cf s) I I (cf s) I (cf s l I (cf s ) (cf s) I (ft ) I I ' ' ' ' ' ' '--------'---------' '---------'------------'--------··· ---------'---------' ' ' ' I ' ' ' I 0.000 I o.oc: I 0.0 I 0 r. 0.0 0 I 3~~.cc ' ; • v ' 0. 017 ? 1 o I 2. 1 I 1 c 2. 1 0. 24 I 3CZ.C3 LI I I.. I ' I • V ' ' 0. 033 4. 24: 5.4 I u I 8.0 0.91 I 1~0 1, ' JV L. 1 I ..t 0.050 6.36: 10.6 I 13 .0 16.8 : . 91 30~.27 ' 0.067 S.4e: 14.8 0 1 ' 27.8 3. 17 I 302.45 1..1 • .; I 0.083 10.60: 19. 1 32 .8 An ' 3.89 I 302.~J ,."''"' ' 0. 1 co 12. 72: "' ' ,, 1 55. 1: 4.50 I 302.53 '""''"' "'.' ' 0. 117 14.84: 01 c 54 .2 1 I ,, U3 I 3C2.64 L.1 ,.., l"t · I I ' 0. 133 16.96: 3U 33.9 95.o: 6.C6 I 30 2. 71 ' 0. 150 19.00: 3€. c 1C5.9 1 1 a OI , nn ! 30U8 I I .Jo .J I I , vv ' 0. 167 21.21: In ' •in 1 146. 2: 8.0 3 I 302.8: 'TV • ..J I .JV , I ' 0. 183 21.21: I"< I 154.4 11 o CI 9.C7 I 302.95 I 'fL.t'T ' II L. •VI 0.200 21.21: 42.4 I 177.0 19 6, 8 I 9. g 1 303.0l c. 217 21. 21: 42.4 198.4 010 I 11' H\ 303.05 ' L.l.J o "t ,..,,.,.,, 0.233 19. 08: 1n , I 21€.8 238. 7 10.99 303.09 "t\olo.J ' 0. 250 16. 96: 36.0 I 230. 1 ?~~ 0 11. 35 303. 11 I L .J L • V 0.267 14.84: 31. 8 I 238.7 251.9 11.59 303 . 13 I ' 0.283 12. 72: 27.6 I 24U 266.3 11 . 7 c 30 3. 13 I ' ' 0.300 10.60: 23.3 I 2~2 .8 266.2 11. 70 303. 13 I I ' 0.317 8.48: 19. 1 238.7 261. 9 11. 59 303 . 13 I ' ' 0.333 6.36: 14. 8 I 230.8 253.5 11.37 303 . 11 I ' ' 0.350 4.24: 10 .6 I 219.3 241. 4 11.0 6 303.09 I I I ' 0.367 2 . 12 : 6.4 I 20~.3 225.6 10.65 303.06 I 0.383 I o.oo: 2. 1 ; 186. 1 206.4 10. 16 3C3.03 ; I ' ' ----------------------------------------------------------------------- EXHIBIT 6 P3tlD· 2 Ver1; ion: 5. ~ 1 Sii:: Paq~ 3 EXECUTED: 03-30-1999 12:~7: 16 STORM # 1 Return Freo: 5 ~ears tttttttttt******** SUMMARY CF RCUTING CCMPUT~T:ous ****************** Pond Fi le: A:\3-99PND\3-99 .PND inf low Hvdroqraoh: A:\3·99PUC \51N .HYO Cutf low Hvdro~raoh: A:\3-99PND\5 OUT .HYO Startinq Pond W.S. Elevatio~ : 302.0C f~ ***** Summarv of Peak Outflow and Peak Elevati~n ***** Peak Inf low Peak Outflow : Peak Elevation : 21.21 cfs 11. 70 cf:; 303.13ft ***** Summarv of Aooroximate Peak StoraQe ***** Initia l Storaqe Peak Storaqe From Storm : 0.00 ac-ft 0.18 ac-ft iota 1 Stcraqe ir. Pond : 0.18 ac·ft .05 .C7 .09 '1 . 12 . 14 . 15 . 17 . 19 0 • c .22 . 24 .26 .27 .29 , 1 ,.,,, .32 .34 .36 x * POND-2 Versie~: 5.21 SIN: STORM # 1 Pond File: A:\3-99PtW\3-99 .Pt:O Inflow Hvdroqraoh: A:\3-99PND\51N .HYO Outflow Hvdroqraoh: A:\3·99PN0\5 OUT .HYD Peak Inf low Peak Outf lcw : Peak Elevat ion : 21.21 cfs 11.70 cfs 303 .13 ft p-~-' Return Fre8:c ~5 vears EXECUTED: 03-30-1999 12: 4 7: 16 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12 .0 14 .0 16.0 18.0 20.0 22.0 .------:-----:-----:-----:-----:-----:-----:-----:-----:-----:-----:- ' - -x x -'J. I -I I I x -x I x -' I I - I -' I I - - -I I _I I - - I _I I I - I _, I I I TIME f hrs) x x x x x x x •* * ,. ' A x x x x x ·4 'J. '/.. * * * * * * * Fi 1 e: A:\3-99PND\5 OUT .HYD Qmax : 11.7 cfs Fi 1 e: A:\3-99PUD\51N .HYO QmaA : 21.2cfs GALINDO ENGINEERS AND PLANNERS PON0-2 Version : 5.21 S/N: EXECUTED: 03-30-1999 12:47: 16 STORM # 2 **************~*******~* * * * ************************ Inf l o~ Hv d r c~rao h: A:\3-9 9PNC\1 01N · .HYD Ratinq Table file: A:\3-99PND \3-9 9 .PND ----IH lTlhL COND ITION S---- Ele vat ion : 302.00 ft Outflow C.00 cfs Stora qa C.0 0 ac -f t GI VEtl PO UD nA TA INT ERMEDIATE ROUTING COM PUT AT I OllS --------------------------2S/t 2S/t t 0 1 (cfs) lcfs) .------------------------- 1 0 '0 0. 0 27.2 30 .7 178.9 188.6 462 .4 ' 479.6 ELEVATION : OUTFL OW STOR AGE : lft ) : (cfs ) (ac-ft) : ---------'-------------------' 302.00 ! o.c a.c oo ! 302.50 : 3.5 0.019: 303 .00: 9.7 0.123 : 303 .50 : 17.2 0.319: Tim e incr ement (t ) : 0.017 hrs. STORM # 2 Pond File: A :\3 -99 P~D \3 -99 .PH D Inf low Hydroqraoh: A:\3-99PHD\10 1N .HYO Outflow Hvdrcqra oh: A:\3-99PU0\10 CUT .HYO Paqe 2 Ret urn Frao: 10 v&ars IN FLOW HYDROGRAPH ROUT IN G COMP UTATI ONS : TIME 1 INFLOW : : (hrs) 1 1 lcfs) : '-----------------' I I I : 0.000 i o.oo: I 0.017 I 2.39: 0.033 l 4. 11: 0.050 I 7.1 6 0.067 I 9.55 0.083 l 11 .94 0.100. 14.32 0. 117 : 16. 71 0.133 l 19.10 o.150 I 21.48 0.167 I 23.87 : 0.1 83: 23.87: 0.200 I 23.87 ' 0.217 23.87 C.233 21 .48 0.2 50 19. 10 0.267 16.71 0.2 83 14.32 0.300 11.94, 0.317 9.55: 0.333 7' 16: 0.350 4.77: 0.367 2.39: 0.383 o.oo: : 11+12 : 25 /t -C 25/t t 0 : OUTFLOW :ELEVATI Otl : ; __ ~~~~~--:----~~!~~-------~~!~~--:--~~!~~--\ __ ~!~~---' 2.4 1 ? I • C 11. 9 16 ' 7 21.5 oc , L. \I ""' 31 . 0 ' 35 .8 : 40.6 : 4~.4 : 47, 7 I 47 ' 7 ' 41 .1 : H l I 't .J •"' I 4C.€ : 35 .S : 31. c : 26.3 : '11 C: I (.I 1.J I 16' 7 : 11 '9 : 7. 2 : 2. 4 : 0.0 1.8 ;, 0 14 . 6 24 .2 3 7. 6 ' 5 4' 2 : 74.C : 96.6 : 121 '8 : 1 A 0 l I l't .J1"r I 177 . 3 : oni o • L..., ... ,\J I Zi S.9 : ,.. C::n l I L..J \J ' ~ I 26t .3 : 1"17 C Q I (,./\/,.,, ' zsz.~ . "'', r. ' l..\J .J.\J I ?7 0 O I '"'"'''" . "'if\ 0 I 258: 6 ! OJ o A I L."9'L.•"r I 222.5 : I o.o: z. 4: 9 '0: 18 . 9: 31.3: 4 5. 7: 63 .8: ss .2: 109.s : 137 .1 : 16 7.1: 197 '2: 2 25. l : 251'5: 274 .z : 2 91 . c: 30 2' 1: ~Ci .9: 3C8.6: 1 ti ~ C: I """'"'' OQ ' QI L.ol ,)' .JI 282.9: 26 5.e : 244. 8: 0.00 0.27 1.03 2. 15 3.52 4.09 4.80 5.64 6.60 7. 68 8.8S , 9.92 : 1 ~ t l '"', v-r ~ 1 . 3 z 11. 91 1z.3 4 12 . 6 3 '" F I L.• 1 I 10 io I C.• l.J 1? co 1'-•"""' 12. 46 12' 13 11 . 69 11. 15 ' 302.0 0 : 302.04 : 302 . 15 : 30 2. 31 : 302.5 0 : 302 .55 I 302.GC 302.67 30Z. 7 5 302.84 302.9 3 , ('\ 'i :~ 1 ,,1\,1 .J, VI 383 .C£ 303 . ! 1 ')fl , t : ..JV .J , I J 303. 12 3 C3 .~C 3C3 .20 ")fl., ,, t .JV J , L. I 3C3.~~ 30 3. 18 30 3. 16 in i 1 i .J IJ .J • '"' 30 3. 1 c POND-2 Version: 5.21 S/N: EXECUT ED: 03-30-1999 12:47: 16 STORM # 2 Paqe 3 Return Frea: 10 vears '****'*'**''''**** SUMMARY OF ROUTING COMP UTATIONS ttttttttt•ttttt ttt Pond File: A:\H9PNC\3 -99 .PND l ~~lc~ Hvd roqrach : ~:\3-99PND \1 C IU .HYC ~utf low Hvd roqrao h: ~:\3-99PND\10 OUT .HYD Starti~~ Po~d W.S. Elevatic~ : 302.00 ft '**** Scmmar~ cf Paak Outf lo~ and Peak Elevation ***** Pe~k Inf low Peak Outf lcw : Peak Ele vation : Z3.87 ~fs ~Z.79 cfs 1f\, fl 1 t'" .J\l .J, L. I I \, ***** Summarv of Acoroxima te Peak Stcraqe ***** Initial Storaqe Peak Stcra~e From Storm Total Sto raqe in Pond 0.00 a.:-ft 0.20 ac -ft 0.20 ac-ft .05 .07 .09 .1 . 12 . 14 '15 ' 17 '19 ' 'L .22 .24 .26 ,, '"I .29 '3 1 .32 .34 .36 x * P"u" -~ \I ... '" .. ; ....... vnv L. 1 C1 .;, '"'" • : r. 1 r I 11. J ' L.' ..>, 11 . STOR~ ~ ~ ?end F j I e: ~: \ H9PND\3-99 . PllD Inflow Hvdro~ra~h: A:\3-99PUD\1Cltl .l\YD Cutf loli H~dro~rach: A:\3-99PN0\10 OUT .HYD Peak Jnflcli Peak Outflow : Peak Elevatio ~ : ,,, 0 7 ·f s 12:79 ~fs 303.21 ft EXECUiED: 03-30-19 99 12: 47: 16 Flow f cfs) 0.0 2.0 4.0 5.C 8.0 10.C 12 .0 14.0 16.0 1Si0 20i0 22i0 .------:-----:-----:-----:-----:-----:-----:-----:-----,-----,-----.- ' - - - I -I I - - - - - ' _ 1 I - I -I I I I TIME (hrj) Fi le: Fi 1 e: x 'I. x x x i: x x A:\3-99PND\IO OUT A:\ 3-9 9 P llD \ 101 ll 'I. .HY O .HYO x x * t " ·A x x x x y, Qma:.: : 12 .8 cf; o~ax : Z3.9 cfs GALINDO ENGINEERS AND PLANNERS .POIJD -2 Ver$ion: 5.21 S/N: EXECUTED: 03-30-1999 12:47: 16 STORM # 3 Paqe 1 Return Frea: 25 ve ars ************************ * * * HOLLEMAN SIXPLEXES * * * t * * * ttttttt t **************** lnflo'll Hvdroqraoh: A:\3 -99P IJ C\2 5iU .H YC Ra tin Q Tab I e f ; 1 e : A:\ 3-9 9 P ND '. 3-9 ~ . ? tlD ----INITIAL CONDITIONS---- Elevation : 302.00 ft Outflow O.CC ,f:; StoraQe O.OC ac -ft l ~T ERMEDIATE ROUTING COHPUi ATI CNS :ELEVATIO IJ: OUTFLO W: ST ORAGE : ZS!t : 2S/t t 0 : : (ft l ' (cfs l : (ac -ft~ : '---------_________ 1 __________ 1 , ~cf s ) : (cfs l , ~ ------------:-------------: I i 302.CO I 302,50 : 303.00 : 303.50 0,0 I 3. 5 : 9 '7 : 17 . 2 : I o.ooc : 0. 019: 0 .123 : 0.319: I 0. 0 : 0, C : 27.~: 30.7: 178.9 : 188.S : 4 6 2 .~ : 479.6 : Time increment (t) : 0.017 hrs. SiORM # 3 Po nd file: A:\H9PtJC\3-99 . r:ic .HYC Inf l e~ Hvdro~raoh: A:\3-99PND\251N Outf lc• Hvdrograoh: A:\3-99PND\25 OUT U V ~ oil IL.I INFLOW HYDROGRAPH : TIM E : INFLOW : I 1hr·) I (·fs ' I ; __ ~--~--\---~--~--' : o.ooo ! o.oo! Q.017 I 2. 73 : 0.033 5.4S: 0.050 8. 19 : 0.067 I 10.9Z : 0.083 i 13 .65 : 0, 100 I 16,Je : 0. 117 i 19 . 11: 0.133 I 21.84: 0.1 50 : 24.56: 0.167: 27.29 : 0.183 i 27.29: 0,200 I 27,29: 0.217 : 27.29: 0.233 i 24 .56: 0,250 I 21,84: 0.267: 19.11 : 0.283 : 16.38 : 0.300 l 13.65 : C.317 10 .~z: 0.323 8.19: 0.350 5.46 : 0.357 2. 73: c.383 a.cc : RCUT i NG COHPUTAT I C ~~ : 11+1Z : 2S /t -0 : 2 ~/t I 0: OU TFLOW :ELEVAT ION: : (cf;) : (d:;) : (cfsl : (cfsl : (ft ) : '---------'------------'-----------'---------'---------' I I I I I I I I 0.0 1 o.c: 0,00 I 302.0 0 : 2.7 2.1 2.7 0.31 302 .C4 : 8. 2 8' 0 1c '3 1. 17 38 z' 17 : 13 .7 1€.7 21.6 2.46 302.35: 19.1 28 .4 35.S 3,70 302 .52 : 24 ,6 44.2 53,0 4.37 302 ,57 I 30 .0 63.3 74.2 5.21 302 .64 35.5 86.9 99.3 6.19 302.72 41.0 11 3.2 12u : 7.31 302 .81 46 .4 142.5 159.6: 8.56 302 .91 51.8 I 174,7 194,4: 9,85 303 ,01 54.6: 207.8 229.3: 10 .75 303.07 54.6 ! 239.1 262.3: 11.60 303.13 54.6 I 258,9 293,7: 12,41 1 303, 18 51 .8 294.5 32C.S: 13.11: 303.23 46 ,4 313,7 340.9: 13.63 I 303.26 41.0 326.7 354 .5' 13.98 303.29 35.5 333 .8 362.2 14.17 303 .30 30 .0 335.4 363 ,g 14 .22 3C3.3 0 24 .6 331.3 360.0 1~.12 303.29 19.1 I 3Z3. 1 350.9 , 13.88 303 .23 13.7 : 3C9.7 I 336.S: 13.52 3C3 .2 5 8.Z : 291.3 : 317 .1: 13.03 303.22 2,7: ~59.7: 294.6 : !Z.43 303 .~Z POU0-2 Version: 5.21 SIN: EXECUTED: 03-3 0-1999 12:47: 16 STO RM # 3 PaQe 3 Return Freo: 25 vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PND\3-99 .PN O Inf low HvdroQraoh: A:\3-99PN0\251N .HYO Outflow HvdroQraoh: A:\3-99PND\25 OUT .HYO Startinq Pond W.S. E l ev;tl~~ : 302.00 ft ***** Sumffiar~ of Peak Outflow and Peak Ele ~atic1i ltt*t Peak Inflow Pcax Cutf low = Paa~ Ele~;ticn : 27 .29 cfs 14.22 ,fs 303.30 ft PC:JC -2 Ver~~~~: 5.~: ~/~: ~T~RH ~ 3 ***** S~~marv of hoorcximate Peak Storaqe ttttt l1iit:a1 StoraQe Peak ~tcraQc frcm Storm Total StcraQe i n Pend 0.00 ac-ft 0 I\' .. ,. -l ~ '4.'t Q\,. I \, 0.24 ac -ft Pond Fi le: Inf low Hvdr~~ra~h: Outf lcw Hvdrc~ra;h : Peak Inf lo'li Pea k Outf lo~ : Peak Elevation : A:\3-99PN0\3-99 .P~D A: \ 3-9 9 P llD \ Z 5 l :J . H YC ~:\3-99PND\2S OUT .HYO 27.Z9 cfs 1 ~.i2 cfs 303.30 ft E XE~~;ED: 03-30-1999 12: 47: 16 Flo\i ~cfs\ c.o 3.0 6.0 9.C 12 .C 15.C 18.C 21.C 24.0 27.C 30.C 33 .0 :-----:-----:-----:-----:-----:-----:-----:-----:-----:-----:- 05 _: ' I I '0 1 -x .09 - .1 I -' ' 12 - . 14 - . 15 - ' 17 . 19 - ' 2 I I . 22 -: .24 - .2 6 - '2 7 - .29 '31 .32 - .34 - .36 I I Tl riE (hrs\ x x x x x x x X x x x x x x x x x x x x t x '/.. 'A '/.. x x x * * File: A:\3-99PN0\25 CUT .HY O Qmax: 1~.2 d:; Fi le: A:\3-99PllD \2 m .HYO ~ma;: = z; .3 cfs * * * • * t * * GALINDO ENGINEERS AND PLANNERS PON0-2 Version : 5.21 S/~: EXECUTED: 03-30-1999 12:47: 1€ ~TORM ~ ~ *******************!*ttt * * * HCLLE~AN SIXPLEXES * * * * * * * * * ************************ Inflow HvdroQraoh: A:\3-99Pll0 \501N .HYO RatinQ Table file: A:\3-99P~0\3-99 .P~D ----INITIAL CCNDITICNS---- Elevation = 302.00 ft Outflow O.OC cfs StoraQe 0.00 ac-ft INTERMEDIATE RC~T : ": 80MPUTAT: or:s :ELEVATIO~: CUIFLCI : ~TCR~GE : ~' I• L..JI It (cf s) : ZS/t : J : I I.:. '. I : (ftl : r~fs) : :a ~-ft) : 1 ....... ----__ , __ .. ______ 1_ .. ________ 1 I I I I I 302.00 I c.o : o.ooo: 0 1 0 I 2 7. 2 : 178. 9 : : '0 •. ·' 7 ' 302.50 I 3,5 : o.01g: J ".J • I I ' .. ,. .~ I : 303.oo : 9.7 : o. m: H~ A I ·.JV , 'J I ,-; !; I : 3C2.5G: 17.2: C .~1g: "T\ll.o"T 1 ... ~ ' \,I I (t) : C.017 hr;. STORM # 4 n. -. ~ Return Freo'.""~o·vears Pond File: A:\3-99PND\3-99 .PND Inf low HvdroQraoh: A:\3-99PND\501N .HYO Cutf low ~vdroQraoh: A:\3-99PN0\50 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS : TIME l~FLOW : : fhrs1 (~fs) : '-----------------' I I I 0.000 o.oo: : 11+12 : 2S/t -0 : 2S/t + 0: OUTFLOW :c ~E'/ATICIJ: : (cfs; : (cfs) : (cf ~) : (~fs) : (f t ) : '---------'------------'-----------'---------1 ·--------' : ! o.o 1 o.o! o.oc : 302.co : 0.017 3.09: 3.1 : 2.4 3.1: 0.35 I 30Z.05 0.033 6.13: 0.050 9.21: 9.3: ~.c 11.7: 1.33 ' 302.19 15.s 1 1e.9 z~.4: Z.i9 2cz.4o 0.067 : 12.36: Zl .6 3~.7 40.5' 3.88 3~~.~3 C.083 : 15.45: Z7.8 Sl.2 60.5 4.t7 ~OZ.53 0.100 I 18.5~: 34.0 73.9 85.2 5.64 302.67 0.11; 2u2: 40.2 100.5 114 .1 6.i.' 3CZ.7€ 0.133 I Z4.71: 46.3 130.7 146.9 S.06 302.87 o.1so i 21.ao: 0,167 I 30.89: C.183 I 30.89: SU 16 4.3 183.3 9.49 3CZ.98 58.7 201.3 223.0, 10.59 303.06 su 240 .3 263.s: :u2 ;03 ,13 0.200 30.89: C.217 30.89: 61 .8 276.s 3ou: 1u: 303.19 61.8 311.5 338.6: 13.57 JCJ.26 0.233 27 .so: 0.250 24 .71: 58.7 341 .4 I 370.2: 14.38 303,31 52.5 363.9 393.9: H.99 303.35 0.267 21.62: 0.283 18 .54: 46.3 379 .4 410.3: 15.41 303.38 40.2 388.3 419.6: 15.65 303.40 0.300 15.45: 34.0 390.8 422.3' 15.7Z 303.40 0.317 12.3€: 27.8 387.4 418.7 15.63 303.40 0.333 ° ~71 0,350 I 6:18! 21.6 378.3 409.0 15.38 303.38 15.5 363.7 393.7 14.99 303.35 0.367 i 3.09: 0,383 I c.oo: 9.3 344.1 373.0 14.45 303.32 3. 1 I 319.6 W.2 13.7~ 303 .27 "PONC-2 Var sion: 5.21 S/~: EXECUTED : 03-30-1999 12:47 : IC STORM # 4 PaQ' 3 Return FreJ: ~O vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PND\3-99 .PNO Inflow Hydrograoh : A:\3-99PND\50 1N .HYO Outflow Hydrc9raoh : A:\3-99PND\50 OUT .H YO Startinq Po nd W.S. Elevatio n : 302.00 ft ***** Summarv of Peak Outflow and Peak Elev ation ***** Peak In f low Pea k Outflow : Peak Elevat lon : 30.89 cfs 15.72 cfs 303.40 ft ***** Su mmarv of Acoroximate Pea k StoraQe ****~ PON0-2 Vers ion: 5.21 S/N: STORM ~ 4 Pa~e ' Return Free: 50 ve ar s :r.iti al Stora~e Peak Stora~e From Sto rm Tiita l Storaqe ir, Pond 0.00 ac-ft 0.28 ac -ft Por,d File : A:\J-99Pll C'. -99 .PND In flow Hvd roQra oh: A:\3-9 9P:!C\ ~lll .HYD Outflo w Hvdrc~rac h : ~:\3-9 9?~~· ~ OUT .HYD Peak Inf !ow Peak Outf low : Peak Ele~at io~ : 30.89 cf; !5 . 72 cf~ 303.40 ft E XE ~~T EC : C3-JC -199 9 12 : 4 7: : s FJ ~w ~cfs 1 o.c ~.~ c .~ ~2.0 ~s.o ~~.8 z~.c ~s .c 32 .G 36.0 40.c 4~.o ______ 1 _____ 1 _____ 1 _____ 1..... . ......... 1 ......... 1 _____ 1 _____ 1 _____ 1 _____ 1 _ I ~C .I ,1,1,J I . 0 7 - .09 - 1 'I . 12 - . 14 - . 15 - I I . 17 -: I . 19 - I . 2 2 -: I I . 2~ -: .27 - .29 - '31 - .32 - .34 - . 36 - I Ti HE (hr s) I I I I I I I I I I * * x x x x '/. x x x x x x x x x x x x x x x * * " ' A x '/. x x '/. * * * * ' * * * * * * Fil e: A:\3-99PtlD\50 OUT .HYC Orr.ax : 15. 7 ds File: A:\3-99Pll0\501tl .HYC Orm : 30.9 cfs GALINDO ENGINEERS AND PLANNERS PCUC-2 Version: 5.21 S/~: EXECUTED: 03-30-1999 12:47: 16 STORM : 5 *t*•*t****************** * * HOLLEMAN SIXPLEXES * * * * * * ************************ Inf lo~ Hvdro9raoh: A:\3-99PNC\100iN .HYO Ratinq Table fila: A:\3-99PND\J-99 .PND ----iUITiAL CONDITiONS----Elevaticn : 302.00 ft Outf lc~ : 0.00 cfs Storaqe : 0.00 ac-ft ~ .. .. 1 '•J~C I Rzt~r~ Fri~. 100 ;aars GIVEtl P0~!8 8~Th INTERMEDiATE Roe: :~c COMPUTATIO~S :ELEVATION: OUTFLOW : STORAGE : 2S/t (cf:;; I f') r I 1. o I : (ft\ : (cfs) : rac-ft; : I I I I -----·----------------------' 302.00 ' : 302.50 : : 303.00 : : 3C3.5C : 0.0 ' i ~ I .J,.j I 0 7 I .Jo I I 11 I'\ I 1/ +L. I C.000 '" n H'\ v, VI .,i 0. 123 r. 1 • o V, .JI ... I : I..., 't : : ~ : \.t ,) I o n v.v 07 0 '-1 •t. I 17 0 ·J l IV•"' 1 462.4 : Tiffie i~~rzffiant :t) : 0.017 hrs. v ' I :.c ,"\ 1 V, I I 0 c l V • V I fj c l .;,\J I ~2~~oh~~r5123o-19B 51~h1: 16 STORM # 5 Return frea?0i602vears Pend File: A:\3-99PIW\3-99 .PNC lnflcw Hydroqraoh: A:\J-99PND\1001N .HYO Outflow Hvdrograoh: A:\3-99PND\100 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATICNS : TIME : INFLOW : 11+12 : 25/t -0 : 25/t t 0: OUH~~·:. ELEVATIO:l: : (hrs\ : (ds) : (cf,;) : (d,;) : (cfs\ : refs\ (ft) I I ________ 1_________ 1 _________ 1 ____________ 1 ___________ 1_______ ---------' I I I I I 1 c.occ : o.oo : -----: c.~ : o.c: o.o 3~~.~~ 0.017 : 3.22 : 3.~ : Z.5 : 3.2: 0.3 302.05 00131 6'5 l 011 o•• 1001 1; moor, ' ,j I ,'t I "''I I .J•'T I IL.oL.I I•"' .J\IL.•L.\J c.o5o, 9.67 : 16.1: 19.7: 2s.s: u :cz.42 0.067 : 12.90 : 22.5 : 34.4 : 42.3: 3.S 302.54 0.083: 16.12 : 29.0: 53.8: 53.4: 4,; 302.60 C.100: 19.34: : 35.5: 77.7: 89.3: 5.3 302.69 0.117: 22.57: : 4U: 105.~: 119.6: 6.9 302.78 0.133 : 25. 79: : 48.4 : 137 .3 : 154.C: 8.3 30~.89 0.150: 29.02: : 54.8: 172.5: 192.1: 9.7 303.01 01671 1~0AI I c111 01011 01101 'O~ 10103 I I I "'L.o(.'T1 I IJ ,J I L. '-• I L..JJ1VI I oV J ..JoV 0.183: 3U4: : 64.5: 252.6. 276.5: 11.9 303.15 0.200: 32.24: : €4.5: 291.1: 317.11 13.C 303.22 0.217: 32.24: : 64.5: 327.5: 355.5 14.C 303.29 C.i33: 29.02: : €!.3: 359.1; 388.S 14.e 303.3~ o.m : 2s.19: : 54.8 : 382.9 : 413.9 15.5 303,3g 0.267 : 22.57: : 48.4 : 399.3 : 431.2, 15.9 303.42 o.283: 19.34: : 41.9: .m.8: w.2: 16.2 303.43 0.300 ~ 16.12: : 35.5: 411.7: 444.3: 16.2 303.44 0.317 : 12.90: : 29.0 : 408.3 1' 440.7: 16.2 303.0 0 111 1 o 671 l n~ 6 1 399 0 on 91 '' o 1r.3 !n • ,J.J..J I "'. I I L."' I • I 't.J\/ + I I .J • .J .JV • 'tL. 0.350: 6.45, : 16.1: 384.0: 415.1: 15.5 303.39 0.367: 3.22: : 9.7: 363.7: 393.7: 1~.9 303.35 o.383 : o.oo: : 3.2 : 338.4 : 367.o: 14.3 303.31 PO~~-~ Vers~cn: 5.Z l S/~: ti x~r.uTE'· ~1 -1 0-100 9 1~·A7 ·1 6 '-l ... I LI• VV v I "'" L. • 'i' I• I STORM ~ 5 tt t tttttttttttt ttt SUMMA RY OF ROUTlt:G 80H PUTATIO NS ****************** Pond File: A:\3 -99P ND\3 -99 .P~J~ inf low Hv droQrao h: A:\3-99Pll0\1001N .HYO Ot1tf low Hvdro~ranh: A:\3-99PND \ 10 0 OUT .H YO Start in q Pond W.S. Elevation : 302 .00 ft ***** Summ arv of Pea k Outflow an d Pea k Ele vat ion ***** Pea~ Inf le• Peak Out f lcw : Peak Ele vati on : 32. 24 cf s 16.29 cfs 303.44 ft ***** Summar v of Aooroximate Peak Stcraqe ***** Initial Stora ~e Pea k Stcraqe From Storm Total StcraQe ir. Pond 0.00 ac-ft 0.29 ac-ft 0.29 ac -ft .0 5 .07 .09 1 'I 1 ~ • I 4 '" , IT . 15 11 , II ' 19 ~ ,4 .22 .24 .26 .27 .29 . 31 .32 .34 ,~ ,,v PCN0-2 Ve rsion: 5.21 SIN: STORM # 5 Pond File : A:\3-99PllD\3 ·99 .PllD Inflow Hvdro Qr aoh: A:\3-99PND\1001N .HY D Outf lcw Hvdrcqra~h: A:\3 -99PllC \:8 ~ OUT .HYO Peak Inflow Peak Outflow : Peak Elevat ion : 3Z. 24 cf s 16 .29 cfs 303 .44 ft EXECUTED : 03-30-1999 12:H: 16 Flow ( cfs l 0.0 4.0 8.0 12.0 16.0 2~.~ 24.0 28.0 32.C 36.0 40.C 44.C ______ 1 _____ 1 _____ 1 _____ 1 _____ ! ____ , _____ 1 _____ 1 _____ , _____ 1 _____ 1_ I I I I ' I I I I I I - - - - - I _I I I - - - - - - ' T it.I t I ll lL. !hr;) Fil a: File: x x x x x x x t * x x x x x x * x t x x x * x* * x 'I. x X x A:\3 -9 9P N0\1 00 OUT A:\3-99~~0 \:oo:~ UV ' .Ill v UV' "'' v "---" -..,111QA - \llHQ/I. • t t t * * * * * * 1 ~. 3 d:; 3Z .2 cf~ ... A GALINDO ENGINEERS AND PLANNERS Trapezoidal ·channel Analvsis & De s ian Open Channel -Uniform flow Worksheet Name: HOLLEMAN SIXPLEXES Cannent: outlet Flume Solve For Discharge Given Input Data: Bottan Width ..... Left Side Slope .. Riqht Side Slope. Manning's n ..... . · Channel Slope ... . Depth ........... . Canputed Results: Discharae ....... . Velocitv ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical DePth .. . Critical Slope .. . Froude Number ... . 2.40 ft 7.00:1 (H:V) 7 . 00 : 1 (H : v) 0.014 .. 0.0326 ft/ft 0.42 ft 17.91 cfs 7. 98 fos 2.24 sf 8.28 ft 8.34 ft 0.68 ft 0.0039 ft/ft 2.70 (flow is SuPercritical) Open Channel Flow Module. Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterburv. Ct 06708 EXHIBIT 7 APR -2 9-99 THU 10:22 G AL INDO ENGINEER S 4 098 4 68868 GALINDO ENGINEERS AND PLANNERS, INC. 3633 South Texas Ave., Suite 213 Bryan, Texas 77802 Mra. Veronica Morgan, P.E. Assistant City l:ngineer College Station, TX FAX: 764-3496 April 29, 1999 Subject: Drainage Design & Report dated April 19, 1999 Holleman Sixplexes f College Station, TX Dear Veronica : As requested by the City please be advised that the referenced design and report have been prepared following the specifications detailed in the City of College Station Drainage Policy and Design Standards. ~incerely, GALINDO ENGINEERS AND PLANNERS, INC. ,,..-~71 ~ /. -·. ~ j ' J~ ~~'"'''"'''\\\ ~/M ·?; 'S>f7~~ · 4",... '\\:.OF r('_\ta 1 ~~-·--·t'-.::: ~ ~ ............ ••••• ..r-1. ,,,, c'"8uan . alln~., R.P.L.S. ' :" <-:>,..." * ··· ... O" ·I~ President ! f / \ ~ ~ iit!•I. • t ftt f t i ftt tt I.• •• tt •I• I 8 0 •1 I.:.• f •a .~ ~C HRI S TIAN A. GALINDO~ · cc : Joe Courtney ~ ............................................... ~ Fax 77 4-0513 ~ ~ \. 5 3 4 2 5 / 4 J Constatin Barbu '111 °-<-;·'f:.~<}lsTt.~<;;."'?.··~~ f Fax 775-5642 '' ,.>Ss .... ···" \~" .: ~Q l\ IONA\. t.'-....... -..... -\\\\\'\"'''~ ... ' - P.01 MAY-10-99 \ MON 16:00 GALINDO ENGINEERS 4098468868 ~ P .01 4W~.t0dg; ~<1 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 Mre. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station, TX 77840 May 10, 1999 Subject: FAX: 764 -3496 ~J_ ~ Fireflow Analysis ~ '5]1 O /1C/ Holleman Sixplexes ..L n n . L-.. j' t-Cn- College Station, TX -&tJ_ · Nt~ '"1'1,UYI\-\ ~ 1 Dear Veronica : ~ \l~fu ~ I have completed analyzing the effect of installing the two fire hydrants for tho refer;,lf.\fp,01oct. F°0 t~is analysis I have used the following fir• hydrant information supplied by you: ~ ~ Static press., psi Res. press., psi Flowing rate, gpm FH K·097 FH K-025 FH lli L 91 90 93 83 86 86 1 ,095 1,140 1 ,095 Fireflow requirements for the project were calculated using the formula : f ;;:.;19(1 .5}(A}112 where A= 127X40x2=10,160 sf F>=2,721 gpm This figure, rounded off to the closest 250 gpm increment , gives the same 2,750 gpm provided also by your office . Attached to this letter is Exhibit 1 which shows the results of tha calculations (using the Hazen -Williams ' equation) to determine residual pressure and velocities on the existing 12" line along Holleman Or ., the existing 6" line along Bright Circle, and the proposed 6" line for the fire hydrant within the project area : Junction 12• line & prop . 6" llne Prop . FH within project Prop . FH on Bright Cr. Pressure. 12!1 82 .91 58.91 46.51 Velocitv. ~ 7.80 31.20 31 .20 Thus It appears that line pressure in any of these lines will always be substantially larger than the minimum acceptable of 20 psi. Slncerely , GALINDO ENGINEERS AND PLANNERS, INC. ~ Z-. /! d' . 1'L ' . t{,~ ' ' ' h'-~4 -4"~.---~l .... "' ~-..td _ ' Chrlatran A. Qallndo, P.E., R.P.L.S. President es; MAY-10-99 MON 16:00 GALINDO ENGINEERS 4098468868 P .02 GALINDO ENGINEERS AND PLANNERS Pressurt Pi pe An~lysis l Design Circular Pipe EXHIBIT 1 .......... ·-·-------. ·-········· ,......_, Worksheet Name : HOLtE"AN SIXPLEXES Co ~ent : Firef lo~ oressure from FH K097 So lve for Prassure 0 2 Given lnout Data: Elevation @ 1..... 304.00 ft Pressure @ l...... 91.00 Lai Elevation I 2 ..... 302 .00 ft Discharge ......... 2150.00 gpm Diameter.......... 12 .00 in Length ......... ,,, 500.00 ft Hazen·Williams C .. 140 .00 Co mputed Results : Pressure@ 2 ..... . Velocity ......... . Head loss ......... . Enerqy Grade@ 1 .. Energ y Grade@ 2 .. Friction Slope •... 88.7S DSi 7 .80 hs 1.20 ft 514.88 ft 507.69 ft 14.394 ft/1000 ft Worksheet Ka ma: HOLLEMAN SIXPLEXES Co mm ent: Firef low Dr&ssura from FH 103 Solve for Pressure I 2 Given lnDut Data : Elevat ion I 1 ..... 295.00 ft Press•Jre 0 1 ..... , 93.00 psi Elevat ion@2 ..... 2H.00ft Discharge ......... 2750 .00 9Dlll Diameter .......... 6.00 in Length ............ 250 .00 ft Hazen·W i l I iarns C.. 140.00 Co ;puted Results : Pressure I 2 ..... . Velocity ......... . Hesdloss ......... . Energy Grade@ 1 .. Energy Grade I Z .. Friction Slope ... , H .51 psi 31.20 fDS 105.26 ft 524 . 69 ft 419.H ft 421.021 ft/1000 ft Worksheet Name: HOtLEnAN SIXPLEXES Comment: Firef lov oressure from FH K025 Solve For Pressure @ 2 Gi~en 1nout Data: Elevation @ 1..... 295 .00 ft Pressure @ 1...... 90.00 os } Elevation 0 2 ..... 302.00 ft Dischar~e ......... 2750 .00 Om 01\~eter .... ...... 12.00 in Lenqth ............ 650 .00 ft Hazen·lilliams C .. 140 .00 _~ Computed Results : Pressure I 2 ..... . Velocity ......... . Head loss ........ .. EnerQV Grade@ 1 .. Enarqv Grade @ 2 .. Friction Slooe .... 82 .91 D!i 7.80 fo $ '. 36 ft 503 . 58 f.t 494 .22 ft 14 .394 ft/10DD ft Worksheet Name : HOLLEMAN SIXPLEXES Comment: f ireflov oressure at proD. FH Solve For Pressure@ 2 Given I nout Data: Elevation @ l..... 302 . 00 ft Pressure@ 1...... 82 .91 Dsi Elevation I 2 ..... 301 .80 ft · Discharge ......... 2750 .00 qom -~ Diameter .......... 6.00 in Lenqth ............ 132 .00 ft Haien·Williams c .. 140 .00 Comouted Results : Pressure@ 2 ..... . Velocitv ......... . Hudloss ......... . Energy Grade I 1 .. En ergy Grade@ 2 .. Friction SloDe .... 58 .91 DSi 31.20 fps SS .57 ft S08 .41 ft 452.84 ft 421 .021 ft/1000 ft Ooe n Channel Flew Module. Version 3.21 f cl 1990 Ha&stad Methods. Inc. t 37 Brookside Rd i Waterbur v. Ct 06 708 MaY-11-99 TUE 11:14 GALINDO ENGINEERS 4098468868 --------------· GALINDO ENGINEERS AND PLANNERS, /Ne. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846·8869 ~--------_...R~E V ~WE ~D ~F~O~~-------- COM PL I ANC t rrr MAY 121999 ~ Pressure Pioe Analvsis & Desi CQLLEGE STATION Pre5Sure P~oe Analy~is & Oesiqn Circular PiDe ENGINEERING Circular P1oe Worksheet Name: HOllE"AN SIXPLEXES Coll\lllent: Firef low at orop . FH within oroject Solve For Pressure @ 2 Given lnout Data: Elevation @ I..... 302. 00 ft Pressure I 1...... 82.91 osi Elevation 0 2 ..... 301.80 ft Discharge ......... 1375.00 gom Diameter .......... 6.QQ in length ............ 132.00 ft Hazen·lilliams c .. 140 .00 Co mouted Results : Pressure @ 2 .... .. Yelocitv ......... . Headloss ......... . Energy Grade@ 1 .• Ener~y Grade O 2 .. friction Slope .... 76.32 D!i 15.60 fcs 15.lO ft '97 .06 ft 481.66 ft 116.638 ft/1000 ft lorksheat Name: HOLLEHAH SIXPLEXES Comment: Firef low at groo . FH on Briqht Circle Solve For Pressure @ 2 Given lnout Data: Elevation I 1 .... . Pressure O 1 ..... . Elevation@ 2 .... . Dischar~e ........ . Diameter ......... . lenqth ........... . Hazan -Williams c .. Comouted Results : Pressure I 2 ..... . Velocity ......... . Haadloss ......... . Energy Grade I 1 .. Energy Grada O 2 .. Friction Slope .... 295.00 ft 93.00 osi 297 .00 ft 1375.00 gem "00 i" 120.00 ft 140. 00 86.07 osi 15.60 fps 14.00 ft 513.34 ft '99.34 ft 116.638 ft/1000 ft 0Den Channel Flow Module . Version l.21 (cl 1990 Haestad Hethods. Inc . f 37 Brookside Rd * l&terhury , Ct 06708 P.02 MAY-11-99 TUE 11:13 GALINDO ENGINEERS 4098468868 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 {409) 846·8868 Mra. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station , TX 77840 Subject: Dear Veronica: Additional Fireflow Analysis Holleman Sixplexes College Station, TX May 11, 1999 FAX : 764-3496 REVIEWED FOR COMPLIANCE MAY 12 1999 COLLEGE STATION ENGINEERING As discussed with yesterday please find attached the results of the calculations (using the Hazen-Williams' equation) to determine residual pressure and velocities at the two proposed fire hydrants. These calculations were made assuming a demand equivalent to 50% of the fireflow figure shown on my letter dated yesterday, that is 50% of 2 ,750 gpm or 1,375 gpm. A summary of the results is as follows: Prop. FH within project Prop. FH on Bright Cr. Sincerely, Pressure,~ 76.32 ../ ~ aa .01 I 0$., QALINDO ENQINEERS AND PLANNERS, INC. (:21L.i:~~LJu/) '-::--' ~~ ~-w----=:..- Chrl8Uan A. Qallndo, P.E ., R.P.LS. President cc: Joe Courtney Velocity,~ 15 .60 v 0(... , 5.60 v o1f.., HeadlOS§.. fl 15.40 14.00 P.01 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 HOLLEMAN SIXPLEXES ~o~ DRAINAGE REPORT "t..\t;_$ ~ l: 3-99 ~\t:-~'t r....~G. 1. TRACT DESCRIPTION ~€ ~~\__\r B ,...."S,IZ--cO i ~\~~ The Holleman Sixplexes covers a net 3.7-acre tract (after a dedicatio rf>..~~ 15'-wi ~~ additional Holleman Drive right of way) and is located at the northeast cor ~~S,~~ection of Holleman Drive and Bright Circle. GQ\-:(3.\~'f;.'f:.~ The enclosed 24"x36" sheet, Drainage Plan , which is part of the infra:fructure construction plans, is part of this report. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0144 C, July 2 , 1992). 2. STORMWATER RUNOFF All of the runoff from the 3. 70 acres flows in a general southeast direction, as sheet flow, onto Bright Circle. In August 1996, in connection with the development of Bright Circle, M. L. Hammons, P.E. reported on the drainage design for the 0. C. Cooper Place Subdivision . This report took into account the pre-development (vacant land) runoff from what is now known as the Holleman Sixplexes for the design of the stormwater detention facility that was built at the end of the cul-de- sac. The runoff from the Sixplexes was to be conveyed to said facility on the surface of Bright Circle. The Sixplexes site continues to be vacant. Exhibit 1 shows the tract, its location and its topography. The entire tract constitutes drainage Section 1 . All field surveys were performed by Brad Kerr, R.P.L.S. Exhibit 2 shows the runoff calculations for 5, 1 O, 25, 50 and 100-year rainfalls. This exhibit shows the values assumed using the Rational Method. The time of concentration used was 1 O minutes. On site detention computations have been made using the 100-year return period. The runoff increases from 17.23 cfs to 32.30 cfs (pre to post development conditions). Because of the nature of the site plan and in order to mitigate the effect of the increase runoff a detention pond is proposed to be located in the driveways and parking areas adjacent to Bright Circle. Please see the referenced 24"x36" drawing. 3. INFLOW HYDROGRAPHS Haestad Methods Quick Tr-55 V. 5.47 has been used for the analysis given in Exhibit 3 (in 3 pages). This Exhibit graphically shows individual hydrographs for all storm frequencies. At the end of this exhibit there is a tabular Grand Summary for all storm frequencies. The required storage for the 100-yr storm is calculated as 0.22 ac -ft. 4. DETENTION POND As indicated above a detention pond is proposed . This pond will be bound by the curb around the parking lot by the 302.80 contour. The highest allowable curb in the parking lot is 10 inches (0.833'). The outlet structure will be a vertical-rectangular weir consisting of a 7.4 ' net curb cut on a 8.0 ' total cut. In order to avoid possible vehicle pass through at that location a curb stub 0 .8' long will be left at the center of the curb cut. Since the curb at this location is 1 O" high the three parking spaces affected w ill be 20 ' long and will be provided with curb stops two feet in front of the high curb . therefore the net parking space length w ill be 18'. Following the weir there will be a 22.5 ' long rectangular concrete flume, 8.0 ' wide , at a 3 .7% slope, connecting with the gutter on Bright Circle. This flume will have a 4" curb on either s ide. Exhibit 4 shows the storage volume calculations based on the proposed g rad ing of the parking lot and drives. This Exhibit also shows a curb cut rating table used for the preliminary sizing of the outlet weir from the pond . Haestad Methods Pondpack V. 5.21 has been used in the ponding calculations. Exhibit 5 shows the input data for the proposed Vertical-Rectangular weir (curb cut). Exhibit 6 (10 pages) shows the routing calculations for a multiple storm . Peak outflows for each frequency do not exceed pre- development conditions. The following is the routing summary in terms of maximum outflow allowed (pre-development conditions), peak flow attained and maximum contour elevation under post development conditions: Storm Max. Allowed Peak Attained Max. Elevation 5-year 11 .39 11 .38 302 .60 10-year 12.78 12.46 302 .64 25-year 14.60 13 .86 302 .69 50-year 16.50 15.35 302.75 100-year 17.23 15.92 302.77 Exhibit 7 shows the calculations associated with the 8.0 '-wide flume that drains the pond into the Bright Circle's gutter. The estimated post development of Q-100 will rise 0 .28 ' (3.4 ") in the flume and will flow out onto Bright Circle at 7.23 fps. Currently Bright Circle handles 17.23 cfs from the Sixplexes tract. The above referenced Grading Plan indicates the location of the pond and depicts the location and ''''"'''1• ~ ction details of the outlet weir structure (curb cut, and concrete flume) . ..:."'_ .... -<\ t. o F r L' 'e• : A. ~ .... ..... ••• <: _J,.. .,. -' •' '• 'IA f'A : C, ••• ••• •• ••• -'lf' rt -'*. ·. * ~ s *... ·.. 'I. ~ ...... ~ ......................... :.~ .. ~ ~CHRISTI A N A. GALINDO~ CHRI NO ~·······:··················· .................... S , 0, P.E. # 53425, R.P.L.S. # 4473 ~ -o o;.. 5 3 4 2 5 .: S April 19 , .1999 ~,, 1b \..P <\) .... <2=' # 't ;.<-~ ···~91srt.~~··· ~~: o,o ~s .......... ~~' .: i 10 NAL £. ... -- \ ,-,,~ ~""""~·"" EXHIBIT 1 "t"',.,. .,.. "t"' .,. '"t" ..... ' .,..,... ., .. .,... ., .. .,.. nr; ... ~ "t"',.,. ,,:;s. .,..,.,. -r-_ ., .. 1IJ[ .,.. .,.. Q/1~=17.2:3 .,.. .,.. .,.. I "t"' Job: 3-99 Date: 04/19/99 RUNOFF CALCULATIONS -RATIONAL METHOD HOLLEMAN SIXPLEXES COLLEGE STATION,. TX (C ounty: Brazos) Tc : 10.0 when calc . value < 10 .0 Section Soil A c Veloc . Length T con e. in mi I I I I Q Q Q Q Q Type Acres fps ft Cale. Used 5 yrs 10 yrs 25 yrs 50yrs 100yrs 5yrs 10 yrs 25 yrs 50yrs 100yrs -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Pre -d evelopment Conditions Grass 3.700 0.400 1.300 Tot al 3.700 Haximum Develooment /-/DR 3.100 0.750 2.000 Total 3.700 H D R"'" 1116H o[µ.s1ry R.£SIDEA/ TIAL 750 9.6 10 .0 7.693 8.635 9.861 11.148 11.639 11.39 12 .78 14.60 16.50 17 .23 " 11.39 12 .78 14.60 16.50 17.23 850 1. 1 10.0 7.693 8.635 9.861 11. 148 11 .639 21.35 23.96 27 .37 30.93 32.30 21 .35 23 .96 27 .37 30 .93 32 .30 Countv : Brazos Constants for use in formula: l=b/(t+d )·e 2-vr 5-vr 10-vr 25-vr 50-vr 100-yr b 65 .000 76.000 80.000 89.000 98 .000 96.000 e 0.806 0.785 0.763 0.754 0.745 0.730 d 8.000 8.500 8.500 8.500 8.500 8.000 ~ ~ tj 0 ~ Q ~ ~ ~ ~ ~ ~ ~ ~ ~ m >< ::c: m =i N F L 0 w c f s GALINDO ENGINEERS AND PLANNERS 9415 Burnet Rd., Suite 200 Austin, Texas 78758 (512) 832-0253 MODIFIED RATIONAL METHOD ----Graohical Summarv for Maximum Reauired Storaqe ---- First oeak outflow ooint assumed to occur ·at Tc hvdroqraoh recession leQ. HOLLEMAN SIXPLEXES ********************************************************************** * RETURN FREQUENCY: 5 yr : Allowable Outflow : 11.39 cfs * * 'c' Ad justment : 1.000 : Reauired Storaqe: 0.144 ac-ft * ·--------------------------------------------------------------------* * Peak Inflow: 19.16 cfs Inflow .HYO stored : 51N .HYO * ********************************************************************** : Td : 13 minutes 1 Return Freq: 5 vr /-------Aoorox. Duration for Max . Stora~e ------/ C ad.i.factor : 1.00 I I I I I I x x 0 0 Tc: 10.00 minutes Area(ac): 3.70 I : 7.693 in/hr . Q: 21 .35 cfs Weighted C: 0.75 I ... Ad justed C: 0.75 Required Storage ! I I ' .--0.144ac -ft j Td= : • : I I : x x x x x x x:x x x x x x x x x x x Q : 13 minutes 6.903 in/hr 19.16 cfs I I x o a o o o o o o o o o o o o o o Q: 11 .39 cfs o : . :x IAllow.Outf low) I I 0 I ' NOT TO SCALE I I 0 I • I x • _______________________ 1 _____________________________ 1 ___________ _ I I 14 .66 minutes 17 .05 minutes EXHIBIT 3 ********************************************************************** * ~EJURN .FREQUENCY: 10 yr : Allowable Outflow : 12 .78 cfs * * C Ad Justment: 1.000 : Reauired Stora~e : 0.162 ac-ft * ·--------------------------------------------------------------------* * Peak Inflo w: 21.56 cfs Inflow .HYO stored : lOIN HYO * ********************************************************************** : Td : 13 minutes 1 Return Fr ea: 10 vr Storage------~ C ad.i .factor: 1.00 /-------Aoorox. Duration for Max. I I I I I Tc: I I I Area lac): Quick TR-55 Ver .5.47 S/N: Executed: 14:10:05 04-19-1999 I : . Q : 10 .00 minutes 8.635 in/hr 23.96 cfs Weiqhted C: 3. 70 0. 75 0.75 F L 0 w c f s I Ad justed C: Reauired StoraQe i I I ' 0.162ac-ft : Td: I j I I • I I I : x x x x x x x:x x x x x x x x x x x Q : I I x 13 minutes 7. 770 in/hr 21.56 cfs o o o o o o o o o o o o o o o o Q: 12 .78 cfs l o i· !x (Allow .Outflow) : . x o o I . NOT TO SCALE ! x I 0 o I · :::::::::::: / l _______________________ ! ____ : ________________________ : ______ ~----- 14.67 minutes 1d1 minutes F L 0 w ********************************************************************** * RETURN FREQUENCY : 25 vr -: Allowable Outflow: 14.60 cfs * * 'c' Adjustment: 1.000 : Reauired Storaqe: 0.186 ac-ft * *--------------------------------------------------------------------* * Peak Inf low: 24.66 cfs Inf low .HYO stored: 251N .HYO * ********************************************************************** : Td : 13 minutes 1 Return Frea: 25 vr Storage------/ C ad j.f actor: 1.00 /-------Aoorox. Duration for Max. I I I I I Tc: I : Q -. - I 'I' I I • 10.00 minutes 9.861 in/hr 27 .36 cf s Reauired Storage 1 1' Area (ac): WeiQhted C: Adjusted C: 3.70 0.75 0. 7 5 .--0.186 ac-ft , Td= I I I I : x x x'x x x xjx x x x x x x x x x x Q: 13 minutes 8.885 in/hr 24.66 cfs c f s I I 0 x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : . : x Q: 14 .60 cfs I Allow.Outflow) F L 0 w c 0 • x 0 I , 0 I I I I I ' I NOT TO SCALE _ .. _ .. _______ _ ------------ I I x •: 0 I ----------------------------------------------------'------------14'.66 minutes 17 .0 8 minu tes ********************************************************************** * RETURN FREQUENCY: 50 yr i Allowable Outflow : 16.50 cfs * * 'c' Ad justment: 1.000 , ReQuired Storage: 0.211 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 27.91 cfs Inf low .HYO stored : 501N .HYO * ********************************************************************** : Td : 13 minutes : Return Frea : 50 yr (-------Aoprox. Duration for Max. Storage------{ C ad j.factor : 1.0 0 Tc: 10.00 minutes I : 11. 148 in/hr . Q : 30 .94 cfs I •I• Reouired Storage 11 .--0.211 ac-ft , I I ' I I I I • I I x x x x x x x:x x x x x x x x x x x I I Area (ac): Weighted C: Adjusted C: 3.70 0.75 0.75 Td: 13 minutes I : 10.056 in/hr Q: 27.91 cfs f I X s I o o o o o o o o o o o o o o o o Q: 16.50 cfs I x o i. ix (Al low.Outflow) I o I I . x o \ . NOT TO SCALE \ x I . 0 I :::::::::::: I l 0 : x _______________________ ! _____________________________ , ___________ _ I I , 14.67 minutes 17 .09 minutes F L 0 w c f ********************************************************************** * RETURN FREQUENCY: 100 yr : A 11 ow ab 1 e Out f 1 ow: 17, 23 cf s * * 'c' Adjustment: 1.000 :-Reauired StoraQe: 0.220 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 29.12 cfs Inflow .HYO stored: lOOIN .HYO * ********************************************************************** : Td : 13 minutes : Return Frea: 100 vr /-------Aoorox. Duration for Max. Storaqe ------/ C adj.factor: 1.00 I Tc: 10.00 minutes I : 11.639 in/hr . Q : 32.30 cfs I •I• I Reauired Storage l .--0.220 ac-ft 1 I I I I I I I xx xx x x x.x xx x x x x x xx x I I Area(ac): 3.70 Weighted C: 0.75 Adjusted C: 0. 75 Td: 13 minutes I : 10.495 in/hr Q: 29.12cfs x o o o o o o o o o o o o o o o o Q: 17.23 cfs x o : . ix (Allow.Outflow) 0 I I I I ' x 0 I ' NOT TO SCALE : x 0 I ------------' I ------------: 0 I • : X '-----------------------:-----------------------------:------------14. 67 minutes 17.08 minutes Quick TR-55 Ver.5.47 S/N: Executed: 14:10:05 04-19-1999 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Summary For A 11 Storm Freauenc i es ----* * * * * ************************************************************************ ************************************************************************ First oeak outflow ooint assumed to occur at Tc hvdrograoh recession leq. HOLLEMAN SIXPLEXES Area : 3.70 acres Tc : 10.00 minutes I It I 0 I 0 0 0 It tt t It I It 0 t tt It 11 I It It I I tit It I 0 t It It I I I I I It It I It It I 0 11 11 I 0 I I I I 0' 0 t t tt I It I 0 I 0 I 0 0 f 0 ft I 0 It ff If 10 I 0 I 010 111 t It 0 0' It 0 t I 0 I I 0 It 0 I It 0 IO If It It It It It It t I VOLUMES Freauencv Adju~ted Duration lntens. Qoeak Allowable : Inflow StoraQe (years) C minutes in/hr cfs cfs : lac-ft) (ac-ft) ------------------------------------------------------~---------------------5 0.750 13 6.903 19.16 11.39 : 0.343 0.144 10 0.750 13 7.770 21.56 12.78 : 0.386 0.162 25 0.750 13 8.885 24.66 14.60 I 0,441 0,186 50 0.750 13 10.056 27.91 16.50 ! 0.500 0.211 100 0.750 13 10.495 29.12 17.23 : 0.521 0.220 G ALINDO E N GINEERS AND P LANNERS 9415 Burnet Rd., Suite 200 Austin, Texas 78758 (512) 832-0253 ~9~~-2 Version: 5.21 HOLLEMAN SIXPLEXES CALCULATED 04-19-1999 14:41:19 DISK FILE: A:\3-99PND\3-99 .VOL Planimeter scale : 1 inch : 1 ft. * E 1 evat)ion (ft P/ani~et~r so' 1n' l (Area Al+A2+sor (Al*A2) acres) (acres) Volume lacre-tt ) Volume SUQl !acre-ftl 301.97 0.00 302.25 5. 100.00 302.50 21.850.00 302.80 31.450 .00 0.00 0. 12 0.50 0.72 0.00 0' 12 0.86 1. 83 0.00 0.01 0.07 0. 18 0.00 0.01 0.08 0.27 * Incremental volume comouted by the Conic Method for Reservoir Volumes. Vo lume: (1/3) * (EL2-EL1) * (Areal t Area2 t so.rt.(Area1*Area2)) where: EL 1. EL2 : Lower and upoer elevations of the increment Area1.Area2 : Areas computed for Ell, EL2. resoectively Volume : Incremental volume between Ell and EL2 3 -99 04/19/99 HOLLEMAN SIXPLEXES Curb Cut Rat ing ------------------------------------------------------Use Weir Eouation:Q=C*L*(H).3/2 where Q: discharge, cfs and L= length of cur b cut , ft and H= height of curb. ft and C : 3.0 87 ------------------------------------------------------ L H H.3/2 Q A v 1. ft . 1. ft. 1.f t . cf s sq.f t . ft/sec ------------------------------------------------------ 2.00 0.83 0.76 4.7 1.7 2.8 3.00 0.83 0.76 7.0 2.5 2.8 4.00 0.83 0.76 9.4 3.3 2.8 5.00 0.83 0.76 11. 7 4.2 2.8 6.00 0.83 0. 76 14. 1 5.0 2.8 7. 00 0.83 0.76 16.4 5.8 2.8 7. 40 0.83 0.76 17. 4 6.2 2.8 8.00 0.83 0.76 18 . 8 6.7 2.8 ------------------------------------------------------ EXHIBIT 4 Outlet Structure File: 3-99 POND-2 Version: 5.21 . STR S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation lft) 301. 97 302. 17 302.37 302.57 30 2. 77 302.80 Q I cf s l 0.0 2.0 5.7 10.4 16. 0 16.9 Contributing Structures Outlet Structure File: 3-99 .STR POND-2 Version: 5. 21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** Outlet Structure File: A:\3-99PND\3-99 .STR Planimeter lnout File: A:\3-99PND\3-99 .VOL Rating Table Outout File: A:\3-99PND\3-99 .PND Min. Elev.(ft) : 301.97 Max. Elev.(ft) : 302.8 lncr.lft) : .2 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure WEIR-VR No. Q Table Q Table -) Outflow rating table summary was stored in file: A:\3-99PND\3-99 .PND EXHIBIT 5 Outlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR Weir -Vertical ·Rectangular El elev.(ftl? 301.97 E2 elev.(ft)? 302.801 Weir coefficient? 3.087 Weir elev.(ft)? 301.97 Length (ftl? 7.40 Contracted/Suppressed (C/S)? C Outlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****** ************ Outflow Rating Table for Structure #1 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfsl Comoutation Messaqes 301.97 0.0 302.17 2.0 302.37 5.7 302.57 10.4 302. 77 16.0 302.80 16.9 C: 3.087 L (ft) : 7.4 H :O.O H :,2 H :.4 H :,6 H :.8 H :.83 H (ft) : Table elev. -Invert elev. I 301.97 ft) Q lcfs) : C * IL-.2H) * (H**1.5) --Contracted Weir GALINDO ENGINEERS AND PLANNERS STORM ~ 1 ************************ * * * HOLLEMAN SIXPLEXES * * * l l * * ************************ PaQe 1 Return Frea: 5 vears Inf low Hvdro9raoh: A:\3·99PND\51N .HYO Ratin9 Table file: A:\3·99PND\3·99 .PND ····INITIAL CONDITIONS···- Elevation = 301.97 ft Outflow : 0.00 cfs Storage = 0.00 ac·ft GIVEN POND DATA INTE RMEDIATE ROUTING COMPUTAT ION S ------------------------- 'EL f~t\ION! o~~~i~w 7~~~t~~ ! 2S/t 2S/t t 0 : (cfs) (cfs) :-------------------------! 0. 0 0. 0 5.8 7.8 48.5 54.2 173,4 I 183,8 354.1 : 370.1 385.0 : 401.9 -----····'--······· ·····-----' 301.97 ! o .o o.ooo! 302.17 : 2.0 0.004: 302.37 : 5.7 0.033: 302.57 i 10.4 0.119i 302,77 I 16,0 0,2441 302.80 : 16.9 0.265: Time increment (t) = 0.017 hrs. STORM # 1 Pond Fi le: A:\3·99PND\3-99 .PND Inflow HvdroQraoh: A:\3·99PND\51N .HYO Outflow Hydro9raoh: A:\3·99PND\5 OUT .H YO INFLOW HYDROGRAPH ROUTING COMPUTATIONS I TIHE I INFLOW I 1 (hrs) 1 (cfs) 1 1 ........ 1 ......... 1 I I I i 0.000 i 0.001 I 0.017 I 1.92, I 0.033 i 3.83: o.o5o , s.15: 0.067 i 7.66i 0.083 9.58 1 o. 100 11.49, i I 1+12 i 25/t -0 i 25/t t 0 i OUTFLOW :ELEVATION: 1 (cfs) , (cfs) , (cfsl , (cfs) : (ft) : ,---------:---------·--1'-----------:---··-···'-------··' i ····-i 0.0 I O.Oi 0.00 301 .97 1.9 I 0.9 I 1.9, 0.49 302.02 5.8 I 3.2 I 6.7: 1.72 302 .14 9,6 : 8,0 I 12.s: 2,40 302, 19 13.4 i 15.3 I 21.4: 3.09 302,23 17.2 24.6 32.5: 3.97 302.28 21.1 35.6 45.6: 5.01 302.33 0.117 13.41 0.133 15.32 0.150 17.24 0.167 19 .16 0.183 19.16 0.200 19.16 0.217 19.16 0.233 I 17.24, 0.250 : 15.32: 0.267 : 13.41: 0.283 : 11.49: o.3oo : 9.58: 0.317 : 7 .66: 0.333 : 5.75 : 0.350 : 3.83: 0.367 : 1.92: 0.383 : o.oo: 24.9 48.6 60.5: 5.93 302.38 28.7 64 .3 77.4: 6.54 302.41 : 32.6 82.4 96.9: 7.25 302.44 : 36.4 102.1 118.8: 8.04 302.47: 38,3 123,3 t 141,0: 8,85 302,50 : 38.3 142 .4 : 161.6' 9.60 302 .54 : 38.3 I 160.2 : 180.8 10.29 302.57 : 36.4 175.0 : 196.6 10.78 302.58 : 32.6 185.3: 207.6 11 .1 1 302.60: 28.7 191.5: 214.1 11.31 302.60 : 24.9 193.6 : 216.4 11.38 302.60 : 21.1 in.a: 214.7 11.33 302.60: 17.2 186.9 : 20 9.3 11.16 302.60 : 13.4 178.5 : 200.3: 10.90 302.59 : 9,6 167,1: 188.1: 10,53 I 302,57: 5.8 152.8 : 112.8: 10.00 : 302.55 : 1.9 136.0 : 154.7: 9.35 : 302.53 : EXHIBIT 6 'POND-2 Ver'sion: 5.21 S/N : PaQe 3 EXECUTED: 04-19-1999 14:27 :44 STORM # 1 Return Frea: 5 vears ****************** SUMMARY CF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PND\3-99 .PtlD Inf low HvdroQ raoh: A:\3-99PND\51N .HYO Outflow Hvdroq raoh: A:\3-99PND\5 OUT .HYO Startinq Pond W.S. Elevation : 301 .97 ft ***** Summary of Peak Outflow and Peak Elevat ion ***** Pea k Inf low 19 .16 cfs Peak Outflow : 11.38 cfs Peak Elevation : 302.60 ft POND-2 Version: 5. 21 S/N : STORM # 1 Return Fr~8~e 45 vears ***** Summary of Aooroximate Peak Storage ***** Pond File : A:\3-99PND\3-99 .PND Ini tial Stora~e Peak Storage From Storm = Total Storage in Pond 0.00 ac-ft 0.14 ac-ft 0.14 ac-ft Inflow Hydrograph: A:\3-99PND\51N .HYO Outflow Hvdr ograoh : A:\3-99PND\5 OUT .HYO Peak Inf low 19.16 cfs Peak Outf low : 11.38 cfs Peak Elevation : 302.60 ft EXECUTED : 04 -19-1999 U: 27:44 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18 i0 20i0 22i0 ------:-----:-----:-----:-----:-----:-----:-----:-----,-----,-----,- .05 - .07 - .09 - .1 . 12 - . 14 - . 15 - I I . 17 -: I . 19 - I ~ -I '. I I I .22 -: I I .24 -: I .26 - . 27 - I .29 -: I I . 31 -1 I .32 -: I I .34 -1 I .36 -1 I I TIM E (hrs) x x x x x * * x x x x x x x x x * * * * x * x * x * x * x * x * x * x x x x x x x* *x x x x x x x x x x x File: A:\3-99PND\5 OUT .HYO Qmax : 11.4 cfs * File: A:\3-99PND\51N .HYO Qmax: 19.2 cfs GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N: EXECUTED: 04-19-1999 14:27:44 STORM # 2 Paqe 1 Return Frea: 10 vears ************************ * * * HOLLEMAN SIXPLEXES * * * * * * * * * ************************ Inf low Hydroqraoh: A:\3-99PND\101N Rating Table'file: A:\3-99PND\3-99 ----INITIAL CONDITIONS----Elevation: 301.97 ft Outf lcw : 0.00 cfs Storage : 0.00 ac-ft GIVEN POND DATA .HYO .PND INTERMEDIATE ROUTING COMPUTATIONS -------------------------:ELEVATION: OUTFLOW : STORAGE : : (ft) : (cfs) 1 (ac-ftl 1 25/t 25/t t 0 : (cfs) (cfs) , _________ 1 _________ l __________ I 1 ____________ -------------' I I I I I 301,97 I 0,0 I O,ooo: I 0, 0 0, 0 : 302.17 : 2.0 i 0.004: 5.8 7.8 i 302.37 l 5.7 I 0.033i 48.5 54.2 I 302,57 I 10,4 I 0,1191 173.4 183.8 i 302.77 : 16.0 : 0.2H: , 302.80 : 16.9 : o.265: 354.1 I 370.1 385,0 I 401,9 Time increment (t) : 0.017 hrs. ~~~eutEM~ro!Q~s-1999 51~4:21:44 STORM # 2 Return Frea~aQTo2vears Pond Fi le: A:\3-99PND\3-99 .PND Inflow Hydrograph: A:\3-99PND\101N .HYO Outflow Hydrograph: A:\3-99PND\ 10 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME i INFLOW : (hrs) , (cfs) : l I 1+12 25/t -0 i 25/t t 0 : OUTFLOW :ELEVATION1 : (cfs) (cfs) (cfs) 1 (cfs) : (ft) ________ 1 _________ 1 I I o.ooo I 0.001 0.017 I 2.161 0.033 4.31 0.050 6.47 I 0.067 8.63 I 0.083 10.78 0.100 12.94 0.117 15.09 0.133 17.25 0.150 19.41 0.167 21.56 0.183 21.56 0.200 21.56 0.217 21.56 0.233 I 19.41 0,250 I 17,25 0. 267 : 15.09 0.283 : 12.94 0.300 : 10. 78 0.317 : 8.63 0.333 : 6.47 0.350 : 4.31 0.367 : 2.16 0.383 : 0.00 1 _________ --------------------------------'---------: -----0.0 0.0 I 2.2 1.0 2.2 I 6.5 3.7 7.5 10.8 9.4 14.4 15.1 17.8 24.5 19.4 28.5 37.21 23.7 41.2 52.31 28.0 56.7 I 69.2, 32.3 I 75.1 I 89.1: 36,7 I 96,2 I 111,8: 41.0 : 119.8 : 137.2: 43.1 : 143.6 : 162.91 43.1: 165.7: 186.7 43.1 l 186.6 i 208.9 41,0 I 204,1 I 227,5 36.7 : 216.5 : 240.8 32.3 : 224.2 : 248.9 28.0 : 227.3 : 252.2 23 7 I ~~6 2 I 2~ I n • I "" I I "'''"" 19,4: 221.1 I 245,6 15.1 : 212.2 : 236.2. 10.8 : 199.e : 223.o: 6.5 : 184.2 : 206.3: 2.2 : 165.4 : 186.3: 0.00 0.56 1. 93 2.53 3.33 4.35 5.54 6.24 6.96 7. 79 8.71 9.64 10.49 11. 15 11.71 12. 11 I 12,36 I 12.46 : 12.42 : 12.26 : 11.97 : 11.58 : 11. 08 : 10.48 : 301. 97 302.03 302. 16 302.20 302.24 302.30 302.36 302.39 302.42 302.46 302.50 302.54 302.57 302.60 302.62 302.63 302.64 302.64 : 302.64 : 302.64 : 302.63 : 302. 61 : 302.59 : 302.57 : PON0-2 Version: 5.21 S/N: EXECUTrO: 04-19-1999 14:27:44 STORM # 2 Page 3 Return Freo: 10 vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PNO Inf low Hydrograoh: A:\3-99PN0\101N .HYO Outflow Hvdrograoh: A:\3-99PNO\ 10 OUT .HYO Starting Pend W.S . Elevat ion : 301 .97 ft ***** Summarv of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow : Peak Elevation : 21.56 cfs 12.46 cfs 302.64 ft ***** Summar v of Aooroximate Peak Stora~e ***** Initial StoraQe Peak Storage From Storm : Tota I Storage in Pond 0.00 ac-ft 0.17 ac-ft O. 17 ac-f t POND-2 Version: 5.21 S/tl: STORM~ 2 Pond File: A:\3-99P~W\3-99 .PNO In flow HydroQr aoh: A:\3-99PN0\101~ .HYO Outflow Hydrograoh: A:\3-99PND\10 OUT .HYO Peak Inflow Peak Outflow : Peak Elevation : 21.56 cfs 12.46 cfs 302.64 ft Return Fr~e~e io vears EXECUTED: 04-19-1999 14:27:44 Flow lcfsl 0 0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 ,:-----:-----:-----:-----:-----:-----:-----:-----!-----:-----:-----:-' I .05 -: I I .07 -: I I .09 -1 1 _I . I I . 12 -) I . 14 -: . 15 - . 17 - . 19 - . 2 .22 - I .24 - .26 - . 27 - .29 - . 31 - .32 -, I .34 -! I .36 -! I I I I TIME (hrs) * x x x x x x x x x * * x x x x * x x x x x x x x x x x x x x x x x * * x x x x x x x Fil e: A:\3-99PND\ 10 OUT .HYO Qmax : 12.5 cfs * File: A:\3-99PND\101N .HYO Qmax: 21.6 cfs * * * * * * * * * * GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N : EXECUTED: 04-19-1999 14:27:44 STORM # 3 Paqe 1 Return Free: 25 ve ars I I I I ************************ * * * HOLLEMAN SIXPLEXES * * * * * * * * * ************************ Inf low Hvdroqraoh: A:\3-99PND\251N .HYO Ratinq Table file: A:\3-99PND\3-99 .PND ----INITIAL CONDITIONS---- Ele vation : 301.97 ft Outflow : 0.00 cfs Storaqe : 0.00 ac -f t GIVEN POND DATA INT ERMEDIATE ROUTING COMPUTATIOtlS :ELEVATIOll: OUTFLOW: STORAGE I : (ft) : (cfs) : lac-ft ) '---------'---------'----------! 301.97 l 0.0 ! 0.000 : 302.17 i 2.0 : 0.004 . : 302,37 I 5,7 : 0,033: I 302.57 : 10.4 : 0.119: 302.77: 16.0: 0.244: 3ouo : 16 .9 : 0.265 : 2S/t : 2S/t + 0 : 1 (cfs) : (cfs) : I ____________ , _____________ , I ' I 0. 0 : 0. 0 : 5.8 : 7.8 : 48.5 : 54.2 : 173.4 : 183 .S : 354.1: 370.1 : 385.0 : 401.9 : Time increment (t) : 0.017 hrs. t~~~UtE~Tr~l~~9-i9S~ S/~4:27:44 STO RM # 3 Paq2 ~ Return Free: 5"vears Pond Fi le: A:\3-99PND\3-99 .PllD Infl ow Hydrograoh: A:\3-99PND\251N .HYO Outflow Hydrograoh: A:\3-99PND\25 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------- TIME I l~lFLOW i I 11+ 12 I 2S/t -0 2S/t t 0 : OUTFLOW :ELEVATION: I I I (hrs\ : (cf s) , I (cf s \ I ( -t -\ (cf s \ I (cf s \ I (ft\ I ' ' t,,,1 Ill ' ' ' '--------'---------' '---------'-----------------------'---------'---------' I ' ' I I I I 0.000 : o.oo: I 0.0 o.o: 0.00 : 301.97 ' 0. 017 : 2.47: I 2.5 1.2 2. 5: 0.64 : 302.03 I 0.033 : 4.93: I 7. 4 4.5 8.6: 2.07 : 302. 17 0.050 : 7. 40: 12. 3 11. 4 16. 8: 2.72 : 302. 21 0.067 : 9.86: 17. 3 21.3 28.6: 3.66 : 302 .26 0.083 : 12.33: 22.2 33,8 I 43.5: 4.84 : 302.32 0. 100 : 14. 79\ 27. 1 49.0 i 60.9: 5.94 : 302,38 I 0. 117 : 17. 261 32. 1 67,7 I 81. 1 i 6.67 : 302. 41 : 0. 133 i 19. 721 37.0 I 89.7 : 104.7' 7. 53 : 302.45 : O. 150 I 22. 191 41.9 114. 6 i 131.6: 8.50 : 302.49 l 0. 167 I 24.661 46 .9 142.2 161.4: 9.59 : 302 ,54 I 0' 183 24.661 49.3 170. 3 191.6: 10.63 l 302 .58 : 0.200 24.661 49.3 196.7 219.6: 11. 48 I 302.61 : 0.217 24.66, 49.3 22 1. 4 246.o: 12.27 : 302 .64 : 0.233 22. 19 i 46.9 242.4 268.3: 12.94 302.66 : 0.250 19. 7 21 41.9 257.5 284.3 1 13.42 302.68 : 0.267 17. 26' 37. 0 267. 0 294.5 13.73 302.69 : 0.283 14.79: 32. 1 271.3 299. 1 13.86 302.69 : 0.300 12.331 27. 1 270.8 298.4 13.85 302.69 : 0. 317 9.86, 22.2 265.6 292.9 13.68 302 .69 : 0.333 ' 1. 40 I 17. 3 25 6. 1 282. 8 13.38 302.68 : 0.350 i 4. 93, 12. 3 I 242.5 268.4 12.94 302.66 : 0.367 I 2.47: 7. 4 I 225.2 249.9 12.39 302.64 : 0,383 I o.oo: 2. 5 : 204.2 227.6 11. 7 2 302 .62 : ----------------------------------------------------------------------- PON0-2'Version : 5.2 1 S/N : Paqe 3 . EXECUTED : 04-19-1999 16 :04 :49 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PNO Inflow Hydrograph : A:\3-99PN0\251N .HYO Outflow Hydrograph: A:\3-99PND\OUT .HYO Starting Pond W.S. Elevation: 301 .97 ft ***** Summarv of Peak Outflow and Peak Elevat ion ***** Peak Inflow : Peak Outflow : Peak Elevation : 24.66 cfs 13.86 cfs 302 .69 ft ***** Summar y of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Tota 1 Storaqe in Pond 0.00 ac-ft 0.20 ac-ft 0.20 ac-ft POND ·2 Version: 5.21 S/N: Pond File : A:\3-99PND\3-99 Inflow Hvdrograoh: A: \3-99PND\25 IN Outf low Hydrograoh : A:\3-99PNO\OUT Peak Inflow : Peak Outflow : Pea k Elevation : 24.66 cfs 13.86 cfs 302 .69 ft .PND .HYO .HYO Page 4 EXECUTED : 04-19-1999 16 :04:49 Flow (cfsl 0.0 2.0 4.0 6.0 8.0 10 .0 12.0 14 .0 16 .0 18 .0 20 .0 22.0 i .......... :-----i .......... : ........... :-·---:-----: ·----:--·--:--··-!--·--:---·-:- ' 05 -! x .07 ·l xx ' . 09 .. : I ' '1 -: I ' '12 -: I ' . 14 .. i I '15 -! I I . 17 .. : * * '19 -I I I I '2 . : I I .22 -I I I '24 _I ' I ' .26 -: I I .27 -: I ' '29 -: I '31 _1 I I ' '32 •I ' I ' .3 4 . : I I .36 -I I ' I I TIHE (hrs) x Fi le: * File: x x x x x A:\3-99PND\OUT A:\3-99PND\251N x x x x x x x x x x x x x I I x x x x x x x x x .HYO Qmax : 13 .9 cfs .HYO Q1m : 24 . 1 cfs GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N: EXECUTED: 04-19-1999 14:27:44 STORM # 4 ************************ * * * HOLLEMAN SIXPLEXES * * -* * * * * * * ************************ Inf low Hydrograph: A:\3-99PND\501N Ratin~ Table file: A:\3-99PND\3-99 ----INITIAL CONDITIONS----Elevation: 301.97 ft Outflow : 0.00 cfs Storage : 0.00 ac-ft .HYO .PND PaQe 1 Return Frea: 50 vears GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS :ELEVATION: OUTFLOW : STORAGE : l (ft) : (cfs) : (ac-ft) : ---------'---------'----------' I I I ' I 301.97 l 0,0 , o.ooo: 302, 17 I 2,0 : 0,004: 302.37 l 5.7 : 0.033: 302,57 I 10,4 : 0, 119: 302.77 : 16.0 : 0.244: 302.so : 16.9 : o.265: 25 It : 25 It t o : (cfs) J (cfs) l --------a~a_l _________ o~a-: 5, 8 I 1 , 8 : 48.5 : 54.2 : 173.4 : 183.8 : 354.1: 370.1: 385.0 : 401.9 : Time increment (t) : 0.017 hrs. E~~~utE~!r~i~~9-1s~9 s/~4:27:44 STORM # 4 PaQ@ 2 Return Freo: ,O years Pond Fi le: A:\3-99PND\3-99 .PND Inflow Hydrograoh: A:\3-99PND\501N .HYO Outflow Hydrograph: A:\3-99PND\50 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS ----------------------------------------------------------------------: TIME : INFLOW : I 1+12 : 2S/t -0 25/t t 0 OUTFLOW :ELEVATION: : (cfs\ : (cfs) (cfs) (cfs) : (ft\ I \ (hrs) : (cfs) I --------'---------'---------'--------------------------------'---------' ' I ' I ' I I 0,000 : 0.00 I -----I 0.0 c.o 0.00 : 301 .97 : ' ' 0. 017 : 2.79 I 2.8 : 1.4 2.8 0.72 : 302.04 : ' 0.033 : 5.58 I 8' 4 : 5.4 9.7 2.15: 302.18: I 0.050 : 8.37 I 14' 0 : 13. 5 19.4 2.92 : 302.22 : I 0.067 : 11. 16 I 19' 5 : 25.0 33.0 4.01 : 302.28 : ' 0.083 : 13.95, I 25 I 1 : 39.4 50. 1 5.37 : 302.35 : I 0' 100 : 16' 74: I 30.7 : 57.5 10' 1 6.27 : 302.39 : ' 0' 117 l 19.53: I 36.3 : 79.5 93.8 7.13: 302.43: I 0 o 133 I "2 1~1 I 41.9 l 105' 1 ' 121. 4 8, 14 : 302,47 I • . '"I ' 0' 150 : 25' 11, I 47.4 ' 134.0 : 152.5 9.27 : 302.52 I 0. 167 : 27. 9 i: I 53.0 : 166.0 : 187.0 10.50 : 302.57 0' 183 : 27. 91: I 55.S l 198.8 : 221.9' 11.54 : 30 2' 61 I 0.200 : 27. 91: 55,8 I 229.5 : 254.6: 12.53 : 302.65 0.217 : 27. 91: 55.8 : 258.4 : 285.4: 13.45 302.68 0.233 i 25' 11: 53.0 : 283.0 l 311.5: 14.24 302. 71 0.250 I 22.32J 47.4 l 300.8 I 330.4: 14' 81 302.73 0.267 I 19.53, 41.9 I 312. 3 I 342.7J 15' 18 302. 74 0.283 I 16' 74 J 36.3 I 317. 9 I 348.61 15.35 302. 75 0.300 I 13.95, 30.7 I 317. 9 I 348.6, 15.35 302.75 ' 0. 317 I 11. 16 / 25. 1 I 312.6 l 343.0/ 15' 18 302.74 i 0.333 I 8.371 19.5 I 302.4 I 332' 11 14.86 302,73 I 0.350 I 5.581 I 14.0 I 28 7. 6 I 316.41 14. 38 302. 71 : 0.367 ' 2.791 I 8.4 I 268.4 : 296.0, 13. 77 302.69 : 0.383 : 0.00, I 2.8 I 245.2 : 271.2: 13.03 302.66 : ----------------------------------------------------------------------- PON0-2 V~rsion: 5.21 S/N : EXECUTED: 04-19-1999 14:27:44 STORM # 4 Paqe 3 Return Freo: 50 vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PND Inf low Hydrograph : A:\3-99PN0\501N .HYO Outflow Hydrograph: A:\3-99PND\50 OUT .HYO Starting Pond W.S. Elevation : 301.97 ft ***** Summarv of Peak Outflow and Peak Elevation ***** Peak In flow Peak Outflow : Peak Elevation : 27.91 cfs 15.35 cfs 302.75 ft ***** Summar y of Aooroximate Peak Storage ***** Ini tial Stora9e Peak Storage From Storm Tc ta 1 Storage in Pond 0.00 ac-ft 0.23 ac-ft 0.23 ac-ft .05 .07 .09 .1 . 12 . 14 . 15 . 17 . 19 .2 .22 .24 .26 .27 .29 . 31 .32 .34 .36 x * PON0-2 Version: 5.21 S/N: STORM # 4 Pond Fi le: A:\3-99PN0\3-99 .PND Inflow Hvdro~raoh: A:\3-99PNO\SOIN .H YO Outflow Hydrograph: A:\3-99PN0\50 OUT .HYO Peak Inflow Peak Outflow : Peak Elevation : 6.0 27.91 cfs 15.35 cfs 302.75 ft 9.0 12.0 15 .0 18. 0 21. 0 Return Fr~!?e ~O years EXECUTED: 04-19-1999 14:27:44 Flow (cfs) 24.0 27. 0 30.0 33.0 0.0 3.0 ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ , _____ 1 _____ , _____ 1 _____ 1 _____ 1_ j I I I I I I I I I I I I -I x I I x I -I x I I x * I _, x * I I x x I x -I x x -x * x * -x x * -x * x * -I x * I x * I -' x * I x * _I x * I I x * I _, x I ' x * _, x * I I x -I x I I x * I -I x* I I * x _I x I I x I _I x I I * x I _, * x ' I * x I -I x I I x I TIME (hrs) Fi 1 e: A:\3-99PND\50 OUT .HYO Oma x : 15.4 cfs Fi le : A:\3-99PND\5011l .HYO Qmax : 27.9 cfo GALINDOENGINEERSANDPLANNERS POND-2 Version: 5.21 S/N: PaQe 1 Retur~ Freo: 100 1ears EXECUTED: 04-19-1999 14:27:44 STORM # 5 ************************ * * * HOLLEMAN SIXPLEXES * * * * * * * * * ************************ Inf low Hydrograoh: A:\3-99PND\ 1001N Ratinq Table file: A:\3-99PN0\3-99 .HYO .PND ----INITIAL CONDITIONS----Elevation: 301.97 ft Outflow : 0.00 cfs Storage = 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS :ELEVATION! OUTFLOW : STORAGE 1 : (ft) 1 (cfs) : (ac-ftl '------------------'----------! 301.97 ! 0.0 l 0.000 I 302, 17 : 2,0 I 0,004 2S/t : 2S/t t 0 : : (cfs) 11 (cfsl : '-------------------------1 I I O i 0. 0 : 0. 0 i 5 • 8 : 7' 8 I 302.37 : 5.7 : 0.033 302.57: 10.4: 0.119 30 2. 77 : 16. 0 l 0. 244 302,80 : 16.9 I 0,265, 48.5 : '54.2 : 173.4 : 183.8 : 354.1: 370.1: 385.0 : 401.9 : Time increment (tl : 0.017 hrs. ~~~8o1EM~rs!Q~9-~999 s/~4:27:44 STORM # 5 Return Freq~a~eo2vears Pond File: A:\3-99PND\3-99 .PND Inflow Hydrograph: A:\3-99PND\1001N .HYO Outflow Hydro~raoh: A:\3-99PND\100 OUT .HYO. INFLOW HYDROGRAPH ROUTING COMPUTATIONS : TIME : INFLOW : : (hrs) ' (cfs) ' , ________ l _________ I I I I i 0.000 I O.OO: I 0.017 I 2.91: i 0.033 1 s.82: 0,050 I 8, 74/ 0.067: 11.65 0.083 : 14.56 0.100: 17.47 0.117: 20.39 : 11+12 : 25/t -0 : 25/t t 0: OUTFLOW 1ELEVATION: i !cfsl i (cfs) ' (cfs) : (cfsl (ft) : ---------____________ ! ___________ , _________ ---------' I I I I I I -----: 0.0 I o.o: 0.00 301.97 : 2.9 l 1.4 i 2.9: 0.75 302.04 : 8,7 I 5,8 I 10,1: 2,19 302,18: 14.6 : 14.3 : 20.3: 3.00 302.22 : 20.4: 26.4: 34.7: 4.15 302.29: 26.2 : 41.5 : 52.6: 5.57 302.36 : 32.o : 60.7 : 73.s: 6.40 302.40 : I 37,9: 84,0: 98,6: 7,31 I 302,44: 0.133: 23.30 0.150: 26.21 0.167: 29.12 0.183: 29.12, 0.200 : 29. 12: 0.217: 29.12: 0.233 : 26.21i 0.250 : 23.30, 0.267 : 20.39i 0.283 : 17 .47, 0.300 : 14.56J 0.317 : 11.65, 0.333 i 8.74i 0.350 I 5.821 0,367 I 2,91: 0.383 : o.oo: .I 43,7: 110,9 I 127.7: 8.36: 302.48: 49.5: 141.3 160.4: 9.55: 302.53: 55.3: 175.1 196.7: 10.79: 302.58: 58.2 : 209.6 233.3: 11.89 : 302.62 : 58.2 : 241.9 267.8: 12.92 : 302.56 : 58.2 : 272.4 300.2: 13.90 : 302.69 : 55,3 : 298,3 I 327,7: 14,73 : 302,72 : 49.5: 317.1: 347.8: 15.33: 302.75: 43.7 : 329.4 : 360,8: 15.72 : 302.76 I 37.9 : 335.4 : 367.2: 15.91 : 302.77 32.0 : 335.6 : 367.4: 15.92 : 302.77 26.2 : 330.3 : 361.8: 15.75 : 302.76 20.4 : 319.9 : 350. 1: 15.42 : 302.75 14.6 l 304.6 : 334.4J 14.93 : 302.73 8,7 I 284.7: 313.31 14,29: 302,71 2.9 : 260.6 : 287.6: 13.52 : 302.68 POND-2 "V ersion: 5.21 S/N: .EX ECUTED: 04-19-1999 14:27:44 STORM # 5 Paqe 3 Return Fr ea : 100 vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PND\H9 .PtlD In flow Hvdrograoh: A:\3-99PND\1001N .HYO Outflow Hvdroqraoh: A:\3-99PND\100 OUT .HYO Starting Pond W.S. Elevat ion: 301 .97 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow 29.12 cfs Peak Outflow : 15.92 cfs Peak Elevation : 302.77 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm Tota 1 Storage in Pond 0.00 ac-ft 0.24 ac-ft 0.24 ac-ft POND-2 Version: 5.21 S/N: STORM # 5 Pond Fi le: A: \3-99PND\3-99 . PND Inflow Hvdroqraoh: A:\3-99PND\ lOOIN .HYO Outflow Hvdroqraoh: A:\3-99PND\ 100 OUT .HYO Peak Inflow Peak Outflow : Peak Ele vation : 29 .12cfs 15.92 cfs 302 .77 ft Return Fr~8~8 1~0 vears EXECUTED: 04-19-1999 14:27:44 Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 ------'-----'-----'-----'-----'-----'-----'-----'-----'-----'-----'-i I I I I I I I I I I I I .05 -: I I . 07 -1 I . 09 -: I I 1 -I . I I . 12 -: . 14 - . 15 - . 17 - I I . 19 -: . 2 .22 - 2 A -. ~ .26 - . 27 - .29 - . 31 - .32 - .34 - .36 - I TIME (hrs) x x x x x x x x x x x * * * x x x x x x x x x x x x x x x x x x* * x x x * x x x x x x x Fil e: A:\3-99PND\100 OUT .HYO Qmax : 15.9 cfs * Fil e: A:\3-99PN0\100lN .HYO Qma x : 29. 1 cfs * * * * * * * * * * GALINDOENGINEERSANDPLANNERS Rectan9ular Channel Analvsis & Desiori Ooen Channel -Uniform flow Worksheet Name: HOLLEMAN SIXPLEXES Comment: Outlet Flume Solve For Deoth Given lnout Data: Bottom Width .... . Mannin~'s n ..... . ·Channel Slooe .. .. Discharge ....... . Comouted Results: Depth ........... . Velocitv ........ . Flow Area ....... . Flow Too Width .. . Wetted Perimeter. Critical Deoth .. . Critical Slooe .. . Froude Number ... . 8.00 ft 0.016 0.0370 ft/ft 15 .92 cfs 0.28 ft 7.23 fos 2.20 sf 8.00 ft 8.55 ft 0.50 ft 0.0055 ft/ft 2.43 !flow is Suoercritical ) Ooen Channel Flow Module. Version 3. 21 (cl 1990 Haestad Methods, Inc . * 37 Brookside Rd * hterburv. Ct 06708 EXHIBIT 7 APR-29-99 THU 10:20 GALINDO ENGINEERS 4098468868 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Assistant City Engineer College Station, TX FAX: 764-3496 April 29, 1999 Subject: Drainage Design & Report dated April 19, 1999 Holleman Sixplexes College Station, TX Dear Veronica: P.01 As requested by the City please be advised that the referenced design and report have been prepared following the specifications detailed in the City of College Station Drainage Pol icy and Design Standards . Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. 2L;,z;,,-~ · cC~an-A~;;d~., RP'.cs~-- President cc: Joe Courtney Fax 774-0513 Constatin Barbu Fax 775-5642 ' GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 HOLLEMAN SIXPLEXES ~Q~ DRAINAGE REPORT ~'l"l~\) G 3-99 ~'\)\\-\~~ . 1. TRACT DESCRIPTION ~ o~~\; ~<?,<?, ~ ...-~i G i co \S The Holleman Sixplexes covers a net 3 .7-acre tract (after a }edicatio ~~a 15 '-~~N or additional Holleman Drive right of way) and is located at the northeast c ~~Rt-l~~ction of Holleman Drive and Bright Circle. co"\) G\~'t;,€ ~~ The enclosed 24"x36" sheet, Drainage Plan , which is part of the infrastructure construction plans, is part of this report. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041 C 0144 C, July 2 , 1992). 2. STORMWATER RUNOFF All of the runoff from the 3.70 acres flows in a general southeast direction, as sheet flow, onto Bright Circle. In August 1996, in connection with the development of Bright Circle , M. L. Hammons , P.E . reported on the drainage design for the 0 . C. Cooper Place Subdivision. This report took into account the pre-development (vacant land) runoff from what is now known as the Holleman Sixplexes for the design of the stormwater detention facility that was built at the end of the cul-de- sac. The runoff from the Sixplexes was to be conveyed to said facility on the surface of Bright Circle. The Sixplexes site continues to be vacant. Exhibit 1 shows the tract, its location and its topography. The entire tract constitutes drainage Section 1 . All field surveys were performed by Brad Kerr , R.P.L.S. Exhibit 2 shows the runoff calculations for 5, 1 O, 25, 50 and 100-year rainfalls . This exhibit shows the values assumed using the Rational Method. The time of concentration used was 1 O minutes . On site detention computations have been made using the 100-year return period. The runoff increases from 17.23 cfs to 32.30 cfs (pre to post development conditions). Because of the nature of the site plan and in order to mitigate the effect of the increase runoff a detention pond is proposed to be located in the driveways and parking areas adjacent to Bright Circle. Please see the referenced 24"x36" drawing. 3. INFLOW HYDROGRAPHS Haestad Methods Quick Tr-55 V. 5.47 has been used for the analysis given in Exhibit 3 (in 3 pages). This Exhibit graphically shows individual hydrographs for all storm frequencies. At the end of this exhibit there is a tabular Grand Summary for all storm frequencies . The required storage for the 100-yr storm is calculated as 0.22 ac-ft . c---- .. ' 4. DETENTION POND As indicated above a detention pond is proposed . Th is pond will be bound by the curb around the parking lot by the 302.80 contour. The highest allowable curb in the parking lot is 1 o inches (0.833'). The outlet structure will be a vertical-rectangular weir consisting of a 7.4' net curb cut on a 8.0' total cut. In order to avoid possible vehicle pass through at that location a curb stub 0.8 ' long will be left at the center of the curb cut. Since the curb at this location is 1 O" high the three parking spaces affected will be 20 ' long and will be provided with curb stops two feet in front of the high curb . therefore the net park ing space length will be 18'. Following the weir there will be a 22 .5' long rectangular concrete flume , 8.0 ' wide, at a 3 .7% slope, connecting with the gutter on Bright Circle . This flume will have a 4" curb on either side. Exhibit 4 shows the storage volume calculations based on the proposed grading of the parking lot and drives . This Exhibit also shows a curb cut rating table used for the prel iminary sizing of the outlet weir from the pond. Haestad Methods Pondpack V. 5.21 has been used in the ponding calculat ions. Exhibit 5 shows the input data for the proposed Vertical -Rectangular we ir (curb cut). Exhibit 6 (1 o pages) shows the routing calculations for a multiple storm . Peak outflows for each frequency do not exceed pre- development conditions. The following is the routing summary in terms of maximum outflow allowed (pre -development conditions), peak flow attained and maximum contour elevation under post development cond itions : Storm Max. Allowed Peak Atta ined Max . Elevation 5-year 11.39 11 .38 302.60 10-year 12 .78 12.46 302 .64 25 -year 14.60 13 .86 302.69 50-year 16.50 15.35 302.75 100-year 17.23 15 .92 302 .77 Exhibit 7 shows the calculations associated with the 8.0 '-wide flume that drains the pond into the Bright Circle's gutter . The estimated post development of Q-100 will rise 0.28 ' (3.4 ") in the flume and will flow out onto Bright Circle at 7.23 fps . Currently Bright Circle handles 17.23 cfs from the Sixplexes tract. ~,,,~«:\~~le referenced Grading Plan indicates the location of the pond and depicts the location and ~---'"';, £. '6'f1Styu(:~ltfdetails of the outlet weir structure (curb cut, and concrete flume). h~~········"'""•····~\~''1~ ~~~' 7( :I*: ... *~ . J iJ!I!•••••: •••••••••••••••••••••••••• : •••••• ~ icHRISTIAN A. GALI NDO.,..l~.....,.._----..,,.----~~--------~· .. ··":"""""50··3···4· .. 2•"5"'" ..... i' ...... 1 CHS"fiAN-KGALINDO, P.E. # 53425, R.P.L.S. # 4473 ~~... :t:J::"' ~ "P \ 1$> ~ ••• 1-<J # April 19, 1999 11 °;(' ····.~Gtsrt~~:,.. ~1-<J 5 1,, ~Ss .......... ~~' .: tee IONAL £. ~ \\\\\"'''''''.,... ,• EXHIBIT 1 Job: 3-99 Date : 04/19 /99 RUNOFF CALCULATIONS -RATIONAL METHOD HOLLEMA N SIXPLEXES COLLEGE STATION ,. TX (Count y:Brazos ) Tc = 10.0 when calc. value < 10 .0 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Section Soil A c Veloc . Length T cone . in mi I I I I I Q Q Q Q Q Type Acres fps ft Cale. Used 5 yrs 10 yrs 25 yrs 50yrs 100yrs 5yrs 10 yrs 25 yrs 50yrs 100yrs -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Pre-development Conditions Grass 3.700 0.400 1.300 Total 3.700 Maximum De velooment I/DR 3.700 0.750 2.000 Total 3. 700 HDR:. )/1(3H o,e-;v.s1ry R.£SIDa./ TIAL 750 9.6 10 .0 7.693 8.635 9.86 1 11.148 11.639 11.39 12.78 14.60 16.50 17 .23 . 11.39 12.78 14 .60 16.50 17.23 850 7.1 10.0 7.693 8.635 9.861 11.148 11 .639 21.35 23 .96 27.37 30 .93 32 .30 21 .35 23 .96 27 .37 30 .93 32 .30 Count v: Brazos Constants for use in formula : l=b /(t+d )·e 2-yr 5-vr 10-v r 25 -vr 50 -y r 100-yr b 65 .000 76 .000 80.000 89 .000 98 .000 96 .000 e 0.806 0.785 0.763 0.754 0.745 0.730 d 8.000 8.500 8.500 8.500 8.500 8.000 . ·. . ... ~ ~ tj 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ m >< :I: OJ =t N .• F L 0 w s GALINDO ENGINEERS AND PLANNERS 9415 Burnet Rd., Suite 200 Austin, Texas 78758 (512) 832-0253 MODIFIED RATIONAL METHOD ----Graohical Summarv for Haximum Reauired StoraQe ---- First oeak outflow ooint assumed to occur ·at Tc hvdroQraoh recession leQ. HOLLEMAN SIXPLEXES ********************************************************************** * RETURN FREQUENCY : 5 yr : Allowable Outflow: 11.39 cfs * * 'c' Adjustment: 1.000 : Reauired Storaqe: 0.144 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 19.16 cfs Inflow .HY O stored : SIN .HYO * ********************************************************************** : Td : 13 minutes : Return FreQ: 5 vr /-------Aoorox. Duration for Max . Stora~e ------/ C adj.factor : 1.00 x . x 0 I • 0 Tc: 10.00 minutes Area (ac): 3.70 I : 7.693 in/hr . Q: 21.35 cfs Weighted C: 0.75 I , , , Ad justed C: 0.75 ReQuired Storaqe .--0. 144 ac-ft Td= I I ' : • : I I : 13 minutes 6.903 in/hr 19.16 cfs x x x x x x x:x x x x x x x x x x x Q : 0 I I x o o o o o o o o o o o o o o o o Q: 11.39 cfs o :. :x {Allow.Outflow) I I I • NOT TO SCALE I : 0 I o I X '-----------------------:-----------------------------:------------14 .66 minutes 17 .05 minutes EXHIBIT 3 ********************************************************************** * ~ETURN.FREQUENCY : 10 yr : Allowable Outflow: 12. 78 cfs * * C AdJustment : 1.000 : Reauired Storage: 0.162 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 21 .56 cfs Infl ow .HYO stored : 101N .HYO * ********************************************************************** : Td : 13 min utes 1 Return Frea: 10 vr (-------Aoorox . Duration for Max . Storage ------~ C adi .factor: 1.00 Tc: 10.00 minutes Quick TR-55 Ver .5.47 SIN: Executed: 14:10:05 04-19-1999 I : 8.635 in/hr . a : 23.96 cfs Area {acl : 3.70 Weighted C: 0.75 F L 0 w c f s I ' .. Ad.lusted c: o. 75 Reauired Stora~e i 0.162 ac-ft : Td: : . : : I : x x x x x x x:x x x x x x x x x x x Q : I ' ' I I x 13 minutes 7. 770 in /h r 21.56 cfs o o o o o o o o o o o o o o o o Q: 12.78 cfs o I· !x (Al low .Outflow) 0 I • I I . x o 1 NOT TO SCALE x 0 I ' ------------I I ' I · ------------I l 0 I . I x -----------------------,-----------------------------:------------14.67 minutes 17.07 minutes . ~ F L 0 w c ********************************************************************** * RETURN FREQUENCY: 25 yr -: Allowable Outflow: 14.60 cfs * * 'C' Adjustment: 1.000 : Reauired Storaqe: 0.186 ac-ft * *--------------------------------------------------------------------* * Peak Inf low: 24.66 cfs Inflow .HYO stored: 251N .HYO * ********************************************************************** : Td : 13 minutes : Return Fr ea: 25 vr Storage------/ C adj.factor: 1.00 /-------Aoorox. Duration for Max. I I I I I Tc: I : • Q : I , , , I I 10.00 minutes 9.861 in/hr Area (ac): 27.36 cfs Weiqhted C: Adjusted C: Reauired Storage j .--0. 186 ac-ft , Td: 3.70 0.75 0.75 I I I I -x x x'x x x xix x x x x x x x xx x Q; 13 minutes 8.885 in/hr 24.66 cfs f I s I x x o o o o o o o o o o o o o o o o Q: 14.60 cfs o :x (Al low.Outflow) 0 : . x 0 NOT TO SCALE I I 0 :::::::::::: I : 0 • : x '----------------------------------------------------:------------14 66 minutes 17. 08 minutes ********************************************************************** * RETURN FREQUENCY: 50 yr i Allowable Outflow: 16.50 cfs * * 'c' Adjustment: 1.000 , ReQuired Storage: 0.211 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 27.91 cfs Inf low .HYO stored: SOIN .HYO * ********************************************************************** : Td : 13 minutes : Return Frea: 50 yr (-------Aoprox. Duration for Max. Storage ------( C adj.factor: 1.00 Tc: 10.00 minutes I : 11. 148 in/hr . Q : 30.94 cfs I , , , F I I L : : Reauired Storage : o : .--0.211 ac-ft : w I I I I ! xxx'xxxx!xxxxxxxxxxx C I I Area (ac): Weighted C: Adjusted C: 3.70 0.75 0. 75 Td= 13 minutes I : 10.056 in/hr Q: 27.91 cfs f I x I x l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q: 16. 50 cf s 1 x o i. \x IAI low.Outflow) I o I ' I I . x 0 I • NOT TO SCALE I x I . 0 i . :::::::::::: I l-~---------------------'----: ________________________ i ______ ~-----1 I 14.67 minutes 17 .09 minutes .• F L 0 w c f ********************************************************************** * RETURN FREQUENCY: 100 yr : Allowable Outflow: 17.23 cfs * * 'c' Adjustment: 1.000 : · ReQuired StoraQe: 0.220 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 29.12 cfs Inf low .HYO stored: 1001N .HYO * ********************************************************************** : Td : 13 minutes : Return Freo: 100 vr /-------Aoorox. Duration for Max. Storaqe ------/ C adj.factor: 1.00 I . x 0 x 0 Tc: 10.00 minutes I : 11.639 in/hr . Q : 32.30 cfs I •I• I I ReQuired Storage . 0.220 ac-ft 1 I I I I I xx xx x x x.x xx x x x x x x x x I I Area (ac): 3.70 Weighted C: 0.75 Adjusted C: 0.75 Td= 13 minutes I : 10.495 in/hr Q: 29.12cfs x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q: 17. 23 cfs 0 : ' : x I I I . (Allow.Outflow) 0 NOT TO SCALE x I ' I ------------1 ------------0 I • : X -----------------------'-----------------------------'------------' I 14.67 minutes 17.08 minutes Quick TR-55 Ver.5.47 S/N: Executed: 14:10:05 04-19-1999 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Summary For All Storm Freouencies ----* * * * * ************************************************************************ ************************************************************************ First oeak outflow ooint assumed to occur at Tc hydrograoh recession leq. HOLLEMAN SIXPLEXES Area : 3.70 acres Tc : 10.00 minutes t t tf o o too o to I It 11 tt tt ot ft tt It I tt It t I ft Io t f I I It 111 t I It It I• t 111 o It I I Io It t Ito O I t I 0 I I It It If IO 0 t I It If 111 f It 0 I I 0 t It I I Io It+ 0 0 I I 1 t 0 I I It I Io tot IO t It It I I It 110 t It It VOLUMES Freouency Adjutted Duration lntens. Qoeak Allowable : Inflow StoraQe (years) C minutes in/hr cfs cfs : fac-ft) (ac-ft) ------------------------------------------------------'---------------------5 0.750 13 6.903 19.16 11.39 ! 0.343 0.144 10 0.750 13 7.770 21.56 12.78 : 0.386 0.162 25 0.750 13 8,885 24.66 14,60 I 0,441 0.186 50 0.750 13 10.056 27.91 16.50 ! 0.500 0.211 100 0.750 13 10.495 29.12 17.23 : 0.521 0.220 .• GALINDOENGINEERSANDPLANNERS 9415 Burnet Rd ., Suite 200 Austin, Texas 78758 (512) 832-0253 ~9~9-2 Version: 5. 21 HOLLEM AN SIXPLEXES CALCULATED 04-19-1999 14:41: 19 DISK FILE: A:\3-99PND\3-99 .VOL Planimeter scale : 1 inch : 1 ft. * El evat 1ion (ft P/ani~et~r so. in.) (Area ) Al+A2+sor1Al*A2) acres (acres) l~~~~~ftl V~J~~~-f~~ 301.97 0.00 302.25 5.100.00 302.50 21.850.00 302.80 31.450.00 0.00 0. 12 0.50 0.72 0.00 0. 12 0.86 1. 83 0.00 0.01 0.07 0. 18 0.00 0.01 0.08 0.27 * Inc remental volume computed by the Conic Method for Reservoir Volumes. Volume: (1/3) * (EL2-Ell) * (Areal t Area2 t so.rt.1Areal*Area2\) where: EL 1. EL2 : Lower and upper elevations of the increment Areal .A rea2 : Areas computed for Ell. EL2. resoectively Volume : Incremental volume bet~een Ell and EL2 3-99 04/19/99 HOLLEMAN SIXPLEXES Curb Cut Rating ------------------------------------------------------ Use Weir Eouation :Q =C*L*(H).3/2 where Q: dischar ge. cfs and L= length of curb cut , ft and H= height of curb. ft and C : 3.087 ------------------------------------------------------ L H H'3/2 Q A v 1. ft. 1.ft. 1. ft. cf s sq.ft. ft/sec ------------------------------------------------------ 2.00 0.83 0. 76 4.7 1. 7 2.8 3.00 0.83 0.76 1 .o 2.5 2.8 4.00 0.83 0.76 9.4 3.3 2.8 5.00 0.83 0.76 11. 7 4.2 2.8 6.0 0 0.83 0.76 14 . 1 5.0 2.8 1. 00 0.83 0.76 16.4 5.8 2.8 7.40 0.83 0.76 17.4 6.2 2.8 8.00 0.83 0.76 18. 8 6.7 2.8 ------------------------------------------------------ EXHIBIT 4 .• Ou.tlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfsl 0.0 2.0 5.7 Contributing Structures 301.97 302. 17 302.37 302.57 30 2. 77 302.80 10.4 16.0 16.9 Outlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** Outlet Structure File: A:\3-99PtJD\3-99 .STR Planimeter lnout File: A:\3-99PND\3-99 .VOL Rating Table Cutout File: A:\3-99PND\3-99 .PND Hin. Elev.(ft): 301.97 Max. Elev.(ft) : 302.8 lncr.(ft): .2 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table WEIR-VR -) Outflow rating table summary was stored in file: A:\3-99PND\3-99 .PND EXHIBIT 5 Outlet Structure File: 3-99 .STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ****************** })}}}} Structure No. 1 <<<<<< (Input Data) WEIR-YR Weir -Vertical Rectangular El elev.(ftl? 301.97 E2 elev.(ftl? 302.801 Weir coefficient? 3.087 Weir elev.(ftl? 301.97 Length (ft)? 7.40 Contracted/Suppressed (C/S)? C Outlet Structure File: 3-99 . STR POND-2 Version: 5.21 S/N: Date Executed: Time Executed: ****************** HOLLEMAN SIXPLEXES ******* *****'****** Outflow Rating Table for Structure 11 WEIR-VR Weir -Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfsl Comoutation Messaqes 301.97 0.0 302.17 2.0 302.37 5.7 302.57 10.4 302.77 16.0 302.80 16.9 C: 3.087 L (ft) : 7.4 H :O.O H :,2 H :.4 H :,6 H :.8 H :.83 H (ft) : Table elev. -Invert elev. ( 301.97 ft) Q (cfsl : C * (L-.2Hl * (H**1.5l --Contracted Weir .• ' .; GALINDO ENGINEERS AND PLANNERS t~~~UlE~~ro1~~9-i9~~ S/~4:27:44 STORM # 1 PaQc 1 Return Freo: 5 vears ************************ * * * HOLLEMAl SIXPLEXES * * * l : * * ************************ Inflow Hvdro~raoh: A:\3-99PN0\51N Ratin~ Table file: A:\3-99PND\3-99 .HYO .PND ----INITIAL CONOITIONS----Elevation : 301.97 ft Outflow : 0.00 cfs Storage : 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS --------------------------2S/t : 2S/t t 0 : : (cfs) : (cfs) \ELEVATION\ OUTFLOW STORAGE , (ftl , (cfsl (ac-ft) 1 ____________ 1 ____________ _ : 0 '0 : 0' 0 5,8 I 7,8 48.5 : 54.2 1 _________ 1 _________ ----------1 301.97 ! 0.0 0.000 302. 17 i 2.0 0.004 302,37 I 5,7 0,033 173.4 : 183.8 354.1: 370.1 ~~~:~~ ! l~:t ~:~ll 302.80 : 16.9 0.265 385.0 : 401.9 Time increment (t) : 0.017 hrs. ~2~euTE~~rs1Q~9-~999 s/~4:21:44 STORM # 1 Return Freo~aQe52vears Pond File: A:\3-99PN0\3-99 .PND Inflow Hvdro9raoh: A:\3-99PND\51N .HYO Outflow Hydrograoh: A:\3-99PND\5 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS I TIME I INFLOW I 1 (hrs) 1 (cfs) 1 l ________ l _________ I I I i 0.000 o.oo, I 0.017 1.92, I 0.033 3.83: o.o5o 5.75: 0.067 7.661 0.083 9.58 0.100 11.49 i 11+12 i 2S/t -0 i 2S/t + 0 : OUTFLOW :ELEVATION: 1 (cfs) 1 (cfs) , (cfs) : (cfs) : (ft) : ---------____________ 1 ___________ 1 _________ 1 _________ 1 I -----i o.o i 0.01 o.oo 3ou1 ! 1.9 I 0.9 I 1.9, 0.49 302.02 : 5.8 I 3.2 I 6.7: 1.72 302.14: 9,6 : 8,0 I 12,8: 2,40 302, 19 : 13.4 i 15.3 : 21.4: 3.09 302.23 : 17.2 I 24.6 : 32,5: 3,97 302,28 : 21.1: 35.6: 45.6: 5.01 302.33: 0' 117 13 '41 o. 133 15.32 0.150 17.24 0,167 I 19,16 0.183: 19.16 0.200 : 19.16 0.211 : 19. 15: 0.233 : 17 .24: 0.250 : 15.32: 0.267: 13.41: 0.283 : 11.49: o.3oo : 9.58: 0.317 : 7 .66: 0.333 : 5.75: 0.350 : 3.83: 0.367 : 1.92: 0.383 : o.oo: 24,9 : 48,6 : 60.5: 5,93 I 302,38 : 28.7: 64.3: 77.4: 6.54 302.41: 32.6 : 82.4 : 96.9: 7.25 302.44 : 36.4 : 102.7 118.8: 8.04 302.47 : 38.3 : 123.3 141.0: 8.85 302.50 : 38.3: 142.4 161.6: 9.6o 302.54: 38.3 i 160.2 180.8: 10.29 302.57 : 36.4 I 175.C 196.6: 10. 78 302.58 : 32.6: 185.3 207.6: 11.11 302.60: 28.7: 191.5 214.1: 11.31 I 30UO: 24.9 : 193.6 216.4: 11.38 : 302.60 : 21.1: 192.0 214.7: 11.33: 302.60: 17.2: 186.9 209.3: 11.16: 302.50: 13,4 : 178,5 I 200,3: 10,90 : 302,59 : 9.6: 167.1: 188.1: 10.53: 302.57: 5.8 : 152.8 I 112.8: 10.00 : 302.55 : 1.9 : 136,0 I 154,7: 9,35 : 302,53 : ------------------------------------------------------EXHIBIT 6 -; :·POND-2 Version: 5.21 S/N: PaQe 3 EXECUTED: 04-19-1999 14:27:44 STORM # 1 Return Frea: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PNO Inf low HvdroQraoh : A:\3-99PND\51N .HYO Outflow HvdroQraoh: A:\3-99PN0\5 OUT .HYO StartinQ Pond W.S. Elevation: 301.97 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Infl ow 19.16 cfs Peak Outflow : 11.38 cfs Peak Elevation : 302 .60 ft ***** Summarv of Aooroximate Peak Storage ***** Initial Storaqe : Peak Storage From Storm : 0.00 ac-ft 0.14 ac-ft -............................. .. Total Storage in Pond : 0. U ac-ft .05 .07 .09 .1 . 12 . 14 . 15 . 17 . 19 ~ .. .22 .2 4 .2 6 .27 .29 . 31 .32 .34 .36 x * - - - - - - - - - - - - - - - - - POND-2 Version: 5. 21 S/N: STORM # 1 Pond File: A:\3-99PND\3-99 .PND In f low Hydrograph: A:\3-99PND\51N .HYO Outflow Hvdrograoh: A:\3-99PN0\5 OUT .HYO Peak Inf low Peak Outf low : Peak Elevation : 19 .16 cfs 11.38 cfs 302 .60 ft Paqe 4 Return Frea: 5 vears EXECUTED: 04-19-1999 14:27:44 F 1 ow (cf s) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16 .0 18i0 20i0 22i0 .------:-----:-----:-----:-----:-----:-----:-----:-----,-----,-----,-' x x * x * x x x x x x x x x x x * x * x * x * x * x * x * x * x x x * x x * x * x* *x x x * x * x x x x x x I TIME (hrs) Fi 1 e: A:\3-99PND\5 OUT .HYO Qmax = 11.4 cfs Fi 1 e: A:\3-99PND\51N .HYO Qmax : 19 .2 cfs -; ... GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N: EXECUTED: 04-19-1999 14:27:44 Paqe 1 STORM # 2 ************************ * * * HOLLEMA)j SIXPLEXES * * * * * * * * * ************************ Return Frea: 10 vears Inflow Hydrograoh: A:\3-99PND\101N .HYO Rating Table file: A:\3-99PND\3-99 .PND ----INITIAL CONDITIONS----Elevation : 301.97 ft Outflow : 0.00 cfs Storaqe : 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS :ELEVATION: OUTFLOW : STORAGE : : (ft) : lcfs) : lac-ft) : 1 _________ 1 _________ 1 __________ 1 I I I I I 301.97 I 0.0 I 0.000, I 302.17 I 2,0 I 0,0041 I 302.37 I 5.7 I 0.0331 I 302.57 I 10.4 I 0.119, l 302,77 I 16,0 : 0,244: I 302,80 : 16,9 : 0.265: 2S/t : 2S/t t 0 : , (cfs) : (cfs) : 1 ____________ 1 _____________ 1 I I I : 0 • 0 I 0 • 0 : I 5. 8 : 7. 8 : I 48. 5 : 54. 2 : I 173.4 : 183.8 : I 354.1 / 370.1: I 385,0 I 401,9 : Time increment It) : 0.017 hrs. ~2~~0tE~!r~iQ~9-199S S/~4:27:44 STORM ~ 2 Return Frea~aQ,o2vears Pond File: A:\3-99PND\3-99 .PND Inflow Hydrograph: A:\3-99PND\ lOIN .HYO Outflow Hydrograph: A:\3-99PND\10 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS : TIME I INFLOW : : (hrs) ! lcfs) : 1 ________ 1 _________ 1 I I I : 0.000 I 0.001 l 0.017 I 2.161 I 0.033 I 4.311 I 0.050 I 6.47 I I 0.067 8.631 I 0.083 10.781 0.100 12.941 0.117 15.091 0.133 17.251 0.150 19.411 0.167 21.56, o.183 21.56: 0.200 21.56: 0,217 I 21.561 0.233 : 19.411 I 0,250 : 17,251 0.267 15.09: 0.283 12.94: l 11+12 l 2S/t -0 l 25/t t 0 : OUTFLOW :ELEVATION: : lcfs) : lcfs) : (cfs) : (cfs) : (ft) : 1 _________ 1 ____________ 1 ___________ 1 _________ 1 _________ 1 I I I I I I i -----i 0.0 I o.o: 0.00 : 301.97 : 2.2 I 1.0 I 2.21 0.56 302.03 : 6.5 I 3.7 I 7.5, 1.93 302.16: 10.8 I 9.4 : 14.4: 2.53 302.20 I 15.1 I 17.8: 24.51 3.33 302.24 19.4 I 28.5 l 37.21 4.35 302.30 23.7 I 41.2 : 52.31 5.54 302.36 28.0 I 56.7 I 69.2, 6.24 302.39 32.3 I 75.1 I 89.11 6.96 302.42 36,7 I 96,2 I 111.8 7.79 302,46 41.0 : 119.8 I 137.2 8.71 302.50 43, 1 : 143,6 I 162,9 9,64 302,54 43.1 : 165. 7 i 186. 7 10.49 302. 57 43.1 / 186.6 I 208.9 11.15 302.60 41.0 I 204,1 I 227.5 11.71 302,62 36.7: 216.5: 240.81 12.11 302.63 32.3 : 224.2 : 248.9, 12.36 302.64 28.0: 221.3: 2s2.2: 12.46 302.64 0.300 10. 78: 0.317 8.63: 0.333 6.47: 0.350 4.31: 0.367 2.16: 0.383 o.oo: 23.7 : 226.2 I 2s1.o: 12.42 302.64 19.4: 221.1 I 245,6: 12.26: 302.64 15.1: 212.2 i 236.2: 11.97: 302.63 10,8 : 199,8 I 223,0: 11,58 : 302,61 6.5 : 184.2 : 206.3: 11.08 : 302.59 2.2 : 165.4 : 186.3: 10.48 : 302.57 PON0-2 Version: 5.21 S/N: EXECUT'f'D: 04-19-1999 14:27:44 STORM # 2 PaQe 3 Return Fr ea: · 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PND\3-99 .PND Inflow Hydrograoh: A:\3-99PN0\101N .HYO Outflow Hvdrograoh: A:\3-99PND\ 10 OUT .HYO Starting Pend W.S. Elevatio n : 301.97 ft ***** Summarv of Peak Outflow and Peak Elevation ***** Peak In f low Peak Outflow : Peak Elevatior, : 21.56 cfs 12.46 cfs 302 .64 ft ***** Summarv of Aooroximate Peak Storage ***** Initial StoraQe Peak Stora9e From Storm : Total Storage in Pond : 0.00 ac-ft 0. 17 ac-ft 0. 17 ac-ft PON0-2 Version: 5.21 S/N : STORM# 2 Pond File: A:\3-99PN0\3-99 .PNO Infl ow HvdroQr aoh: A:\3-99PtJO \ lOIU .HY O Out flow Hydrograoh: A:\3-99PN0\10 OUT .HYO Peak Inf low Peak Outflow : Peak Elevation : 21.56 cfs 12.46 cfs 302.64 ft 0.0 2.0 4.0 6.0 8.0 10.0 12 .0 14' 0 Return Fr~e~e to vears EXECUTED: 04-19-1999 14:27:44 Flow (cfs\ 16.0 18.0 20.0 22.0 i ------:-----:-----:-----:-----:-----:-----:-----:-----:-----:-----:- I .05 _, x I I x I .01 _, x * I I x I .09 -I x I I '1 _I x I I x '12 -' x * I I x '14 -' x I I x '15 -x * x * '17 -x * x * I * '19 _I x I x * I * '2 _, x I * I x .22 -x * x .24 -x * x .26 -x ' x . 2 7 -I x I * I x .29 -* x '31 -x I x .32 _, x I I x .34 _I x I I x .36 _I x I I x I I I TIME (hrs) x File: A:\3-99PNO\ 10 OUT .HYO Oma x = 12.5 cfs * Fil e: A:\3-99PND\101N .HYO Qmax : 21.6 cfs ... ' ·; GALINDO ENGINEERS AND PLANNERS POND-2 Version: 5.21 S/N: EXECUTED: 04-19-1999 14:27:44 STORM # 3 Paqe 1 Return Frea: 25 vears ************************ * * * HOLLEMAN SIXPLEXES * * * * * * * * * ************************ Inf low Hydroqraoh: A:\3-99PND\251N .HYO Ratinq Table file: A:\3-99PND\3-99 .PND ----INITIAL CONDITIONS----Elevation = 301.97 ft Outflow : 0.00 cfs Storaqe : 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS :ELEVATION: OUTFLOW : STORAGE 2S/t : 2S/t + 0 : : (ft\ : (cfs\ : (ac-ftl 1 _________ 1 _________ 1 _________ _ : (cfs\ : (cfs\ : 1 ____________ 1 _____________ 1 ! 301.97 ! 0.0 ! 0.000 I 302, 17 l 2,0 : 0.004 302.37 I 5,7 i 0,033 302.57: 10.4' 0.119 I I I I 0. 0 : 0. 0 : 5. 8 : 7. 8 : 48.5 : 54.2 : 173.4 : 183.8 : 302.77 : 16.0 : 0.244 354.1: 370.1: 302.80 : 16.9 : 0.265 385.0 : 401.9 : Time increment (t) : 0.017 hrs. ~~~~utE~Yro!2~9-1s~g st~i:21:44 STORM ~ 3 Paqe ~ Return Frea: z5"vears Pond File: A:\3-99PN0\3-99 .PIW Inflow Hydrograoh: A:\3-99PND\251N .HYO Outflow Hydrograoh: A:\3-99PN0\25 OUT .HYO INFLOW HYOROGRAPH ROUTING COMPUTATIONS -----------------: TIME I ~lFLOW : (hrs\ (cf s \ : 11+12 : 2S/t -0 : 2S/t + 0: OUTFLOW :ELEVATION1 (cfs\ : (cfs\ ! (cfs) : (cfs\ : (ft\ 1 ________ ------------------:------------'-----------:---------:---------0.000 0.00 -----: 0.0 o.o: 0.00 : 301.97 0' 017 2.47 2.5 : 1.2 2.5: o.64 : 302.03 0.033 4.93 7.4 : 4.5 8.6: 2.07 : 302. 17 0.050 7.40 12.3 : 11.4 16.8: 2.12 : 302.21 0.067 9.86 0.083 I 12.33, 0' 100 I 14' 79 l 0' 117 l 17. 261 0. 133 I 19' 12, 0. 150 I 22' 191 0. 167 I 24.661 0. 183 I 24.661 0,200 I 24.66, 17.3 : 21.3 28.6: 3.66 : 302.26 22.2 : 33.8 43.5: 4.84 302.32 27.1 : 49,0 60,9: 5,94 302,38 I 32.1 67.7 81.1/ 6.67 302.41: 37.0 89.7 104.7, 7.53 302.45 : 41.9 114.6 I 131.6: 8,50 302.49 I 46.9 142.2 : 161.4: 9.59 302.54 49.3 170.3 l 191.6: 10.63 302.58 49,3 196,7 I 219,6: 11,48 302,61 0.217 : 24' 66: 49.3 22u : 246.o: 12.21 302.64 0.233 : 22' 19 i 0.250 : 19' 7 21 0.267 17. 26, 46.9 242.4 i 268.3: 12.94 302.66 41.9 257.5 I 284.3J 13.42 302.68 31.0 267,0 I 294,51 13,73 302,69 0.283 14. 79: 32. 1 271.3 : 299' 1: 13.86 302. 69 0.300 12.33J 0.317 9.861 0.333 1. 40 i 0.350 4.93, 0.367 2.rn 0.383 o.oo: 27.1 270.8: 298.4: 13.85 302.69 22.2 i 265.6 : 292.9J 13.68 302.69 17,3 I 256,1: 282,81 13,38 302,68 12.3 i 242.5 : 268.41 12.94 302.66 7.4 I 225.2 : 249,9: 12,39 302,64 2.5 : 204.2 : 227.6: 11.72 302.62 ----------------- POND-f Version: 5.21 S/N: PaQe 3 ..... EXECUTED: 04-19-1999 16 :04:49 . ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Flle: A:\3-99PND\3-99 .PN D Inf low Hydrograph: A:\3-99PND\251N .HYO Outflow Hydrograph: A:\3-99PND\OUT .HYO Starting Pond W.S. Elevation: 301.97 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow : Peak Elevation : 24.66 cfs 13.86 cfs 302.69 ft ***** Summary of Approximate Peak Storage ***** Ini tial StoraQe : Peak Storage trom Storm : Tota 1 StoraQe in Pond 0.00 ac-ft 0.20 ac-ft 0.20 ac-ft POND-2 Version: 5.21 S/N: Pond File: A:\3·99PND\3-99 Inflow Hydrograph: A:\3-99PND\251N Outflow Hydrograph: A:\3-99PNO\OUT Peak Inflow : Peak Outflow : Peak Elevation : 24.66 cfs 13.86 cfs 302.69 ft .PND .HYO .HY O Page 4 EXECUTED: OH 9-1999 16:04:49 Flow (cfs\ 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 i------i-----:----·: .......... 1-----:--··-: ............. : ............ :-·---l--·--i .......... ~ .. . 05 -! I . 07 -: I . 09 -: I I .1 -: I . 12 -: . 14 . ! I . 15 -! . 17 * * . 19 * * . 2 * * .22 . 24 .26 .27 . 29 . 31 . 32 .34 .36 x * I I •I I -' I -: _, I I _1 I I I _, I I I -' I I I -' I I _I I _I I I I -: I I -' I I I I TIHE (hrs\ File: File: x x x x x x x x A:\3 -99PND\OUT A:\3-99PND\251N x x x x x x x x x x x x * * x x x x x x x x x .HYO Qmax : 13.9 cfs .H YO Qmax: 24.7 cfs ._. . ·•· GALINDOENGINEERSANDPLANNERS POND-2 Version: 5.21 S/N: EXECUTED: 04-19-1999 14:27:44 STORM # 4 PaQe 1 Return Free: 50 vears ************************ * * * HOLLEMAN SIXPLEXES * * -* * * * * * * ************************ Inflow Hydrograph: A:\3-99PND\501N Ratinq Table file: A:\3-99PND\3-99 .HYO .PND ----INITIAL CONDITIONS----Elevation: 301.97 ft Outflow : 0.00 cfs Storage : 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COHPUTA TI CNS --------------------------ELEVATION! OUTFLOW : STORAGE : (ft) 1 (cfsl : (ac-ft) : 2S/t : 2S/t t 0 : : (cfs) 11 (cfsl : ---------_________ 1 __________ 1 1 _________________________ I I I I 301.97 i 0.0 ! 0.000 302, 17 I 2,0 : 0,004 : 0. 0 i 0. 0 : I 5.8 I 7.8 : 48.5 : 54.2 : 173.4 : 183.8 : 302.37 i 5.7 : 0.033 302,57 I 10,4 : 0, 119 354.1: 370.1: 385.0 : 401.9 : 302.77 : 16.0 : 0.244 302.80 : 16.9 : 0.265 Time increment (t) : 0.017 hrs. E~~~UlE~Tr~i2~9-~s99 s/~4:27:44 STORM # 4 PaQ~ 2 Return Free: .o vears Pond File: A:\3-99PND\3-99 .PND Inflow Hydrograph: A:\3-99PND\501N .HYO Outflow Hydroqraoh: A:\3-99PND\50 OUT .HYO INFLOW HYDROGRAPH ROUTING COMPUTATIONS : TIME : INFLOW : : (hrs) : (cfs) : , ________ 1 _________ 1 I I I 1 a.coo : a.co: 0.017 : 2.79: 0.033 : 5.ss: 0.050 : 8.37: 0.067: 11.16: 0.083 : 13.95: 0.100: 16.74: 0.117 i 19.53: 0.133 I 22.32i 0,150 I 25.111 0.167: 27.91: 0.183: 27.91: 0.200: 27.91: 0.217 : 27.91: 0. 233 i 25.11: 0.250 I 22.32! 0.267 I 19.53, 0.283 I 16.74: 0.300 I 13.95: 0.317 I 11.16J 0.333 I 8.371 o.350 1 5.581 Q,367 I 2,791 0.383 : 0.00, : 11+12 : 2S/t -0 : 2S/t t 0: OUTFLOW :ELEVATION: : (cfsl : (cfs) : (cfs) : (cfsl : (ft) : 1 _________ 1 ____________ 1 ___________ 1 _________ 1 _________ 1 I I I I I I I -----: 0,0 : o.o: 0,00 1 301.97 : 2.8 : 1.4 : 2.8: 0.72 302.04 : 8.4 : 5.4 : 9. 71 2.16 302.18 : 14.0 : 13.5 : 19.4 2.92 302.22 : 19,5 : 25,0 : 33,0 4,01 I 302,28 : 25,1: 39,4: 50,1 5,37 I 302,35: 30.7: 57.5: 70.1 6.27 302.39: 36.3: 79.5: 93.8 7.13 302.43: 41.9 i 105.1: 121.4 8.14 302.47: 47,4 I 134,0 : 152,5 9,27 302,52 : 53.0 : 166.0 : 187.0 10.50 302.57 : 55.S J 198.8 l 221.9, 11.54 302.61 : 55,8 I 229.5 : 254,61 12,53 302,65 : 55.8 : 258.4 : 285.4 13.45 I 302.68 : 53.0 : i83.0 i 311.5 14.24 : 302.71 : 47.4 j 300.8 I 330.4 14.81 l 302.73 : 41.9 I 312.3 I 342.7 15.18 i 302.74: 36.3 I 317 .9 I 348.6 15.35 I 302.75 : 30.7 I 317.9 I 348.6 15.35 : 302.75 : 25.1 I 312.6 : 343.0 15.18 J 302. 74 j 19.5 I 302.4: 332.1 14.86 I 302.73 I 14.0 I 287.6 i 316.4 14.38 I 302.71 : 8.4 I 268.4 I 296.0 13.77 : 302.69 : 2,8 I 245,2 : 271,2 13.03 : 302.66 : PON0-2 V~rsion: 5.21 S/N: Paqe 3 Return Freo : 50 vears .1}ECUTED; 04-19-1999 14:27 :44 STORM # 4 . ****************** SUMMAR Y OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PNO Inf low Hydrograph : A:\3-99PND\50 1N .HYO Outflow Hydrograph: A:\3-99PND\50 OUT .HYO Starting Pond W.S. Elevat ion : 301.97 ft ***** Sum marv of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow : Peak Elevation : 27.91 cfs 15.35 cfs 302 .75 ft ***** Summary of Aooroximate Peak Storage ***** Initial Stora9e Peak Storage From Storm Total Storage in Pond 0.00 ac-ft 0.23 ac-ft 0.23 ac-ft .05 .07 .09 .1 . 12 . 14 . 15 . 17 . 19 . 2 .22 .24 .26 .27 .29 . 31 .32 .34 .36 x * PON0-2 Version: 5.21 S/N : STORM# 4 Pond File: A:\3-99PN0\3-99 .PNO Inflow Hvdroqraoh: A:\3-99PN0\501N .HYO Outflow Hydrograoh: A:\3-99PN0\50 OUT .HYO Peak Inf low Peak Outflow : Peak Elevation : 27.91 cfs 15.35 cfs 302.75 ft Return Fr~a?e ~O years EXECUTED : 04-19-1999 14:27:44 Flow (cfs ) 0.0 3.0 6.0 9.0 12.0 15 .0 18.0 21.0 24.0 27.0 30.0 33.0 .------:-----:-----:-----:-----:-----:-----:-----:-----:-----:-----:-! I -x x * -x x * -x * x x x -I x I * I .I x * I I x * I • I x I I x * I _1 x * I I x * I -~ x * I x * I -' x * I _I x * I x * I x * I -I x I _I x I _I " x I x * _I x* I I * x • I x I I x I .I x I I * x I • I * x I I x -x x I TIME (hrs) Fi I a: A:\3 -99PND\50 OUT .HYO Oriia x : 15.4 cfs Fi I e: A : \ 3-9 9 P ND\ 5 0 Ill .H YO Omax : 27.9 cf; .... . ... GALINDO ENGINEERS AND PLANNERS PON0-2 Version: 5.21 S/N: Paoe 1 Return Freo: 100 1ears EXECUTED: 04-19-1999 14:27:44 STORM # 5 ************************ * * * HOLLEMAN SIXPLEXES * * * * * * * * * ************************ Inf low Hydrograoh: A:\3-99PND\ lOOIN Rating Table file: A:\3-99PND\3-99 .HYO .PND ----INITIAL CONDITIONS----Elevation: 301.97 ft Outflow : 0.00 cfs Storage : 0.00 ac-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS --------------------------ELEVATION! OUTFLOW : STORAGE ' (ft) , (cfs) : lac-ft) 25/t : 2S/t + 0 : , (cfs) 1 lcfs) : ---------'---------'----------1 ____________ 1 _____________ 1 301.97 ! 0.0 j 0.000 302, 17 : 2,0 I 0,004 I I O i 0. 0 : 0. 0 : 5. 8 : 7. 8 : 302.37 : 5.7 : 0.033 48.5 : ·54,2 : 302.57: 10.4: 0.119 173.4 : 183.8 : 302.77 : 16.0 l 0.244 302,80 : 16,9 I 0,265, 354.1: 370.1: 385.0: 401.9: Time increment ltl : 0.017 hrs. ~2~eotE~~re1Q~9-1999 s/~4:21:44 STORM # 5 Return Freq~a~eo2vears Pond File: A:\3-99PN0\3-99 .PND Inflow Hydrograph: A:\3-99PND\1001N .HYO Outflow Hydrograoh: A:\3-99PND\100 OUT .HYO INFLOW HYOROGRAPH : TIME I INFLOW : 1 !hrs) 1 (cfs) 1 l ________ l _________ I I I I i 0.000 I O.oo: I 0.017 I 2.91: i 0.033 5.s2: 0.050 8. 74i 0.067 11.65, 0.083 14.56: 0. 100 17.47: 0.117 20.39: 0.133 23.30 0.150 26.21 0.167 29.12 0.183 29.12 0. 200 ' 29. 12 0.217: 29.12 0.233 : 26.21 0.250 : 23.30, ROUTING COMPUTATIONS l 11+12 l 2S/t -0 l 2S/t + 0 : OUTFLOW :ELEVATION: i lcfs) i (cfs) : (cfs) 1 (cfs) : (ft) : ---------____________ 1 ___________ 1 _________ 1 _________ 1 I I I I ' I I -----: 0.0 I o.o: 0.00 : 301.97 : I 2,9 l 1.4 : 2.9i 0,75 : 302.04 : I 8,7 I 5,8: 10,1. 2.19: 302,18: 14.6 : 14.3 : 20.3: 3.00 : 302.22 : 20.4 : 26.4 : 34.7: 4.15 I 302,29 : 26.2 : 41.5 : 52.6: 5.57 30Z.36 32.o : so.: : 73.5: 6.40 302.40 37.9 : 84.0 : 98.6: 7.31 302.44 43.7 : 110.9 : 127.7: S.36 302.48 49.5 i 141.3: 160.4: 9.55' 302.53 55.3 I 175.1: 196.7: lC.79: 302.58 58.2 : 209.6 : 233.3: 11.89 : 302.62 58.2: 24U: 267.8: 12.92: 302.56, 58.2 : 272.4 : 300.21 13.90 : 302.69 : 55.3 : 298.3 : 327.7 14.73 : 302.7Z : 49.5: 317.1: 347.8 15.33: 302.75: 0.267 : 20,39J I 0,283 : 17,47 I 43, 7 : 329,4 : 360,8 15, 72 : 302.76 I 37.9 : 335.4 : 367.2 15.91 : 302.77 0.300 : 14.56i 0.317 : 11.65, 0.333 : 8.74i o.350 l 5.821 0.367 ' 2.91. 0.383 : o.oo: 32.0 : 335.6 : 367.4 15.92 : 302.77 26.2: 330.3: 361.8 15.75: 302.76 20.4 : 319.9 : 350.7 15.42 : 302.75 14.6 I 304.6 I 334.4 14.93 : 302. 13 8.7 I 284.7 I 313.31 14.29 I 302.71 2,9 I 260,6 : 287.6, 13,52 I 302,68 POND·f ·version: 5.21 S/N: 4:XECUTE-O: 04-19-1999 14:27:44 STORM # 5 Paqe 3 Return Free: 100 vears • ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: A:\3-99PN0\3-99 .PtlD Inf low Hydrograoh: A:\3-99PND\1001N .H YO Outflow Hvdroqraoh: A:\3-99PND\100 OUT .HYO Starting Pond W.S. Elevat ion: 301.97 ft ***** Summary of Peak Outflow and Peak Elevation ***** Pea k Inflow 29.12 cfs Peak Outflow : 15.92 cfs Peak Elevation: 302.77 ft ***** Summary of Approximate Peak Storage ***** Initi al Storage Peak Storage From Storm Tota 1 Stora ge in Pond 0.00 ac-ft 0.24 ac-ft 0.24 ac-ft POND-2 Version: 5.21 S/N : STORM I 5 Pond File : A:\3-99PN0\3-99 .PND Infl ow Hvdroqraoh: A:\3-99PND\1001N .HYO Outflow Hvdroqraoh: A:\3-99PND\100 OUT .HYO Peak Inf low Peak Outflow : Peak Ele vation : 29 .12cfs 15.92 cfs 302 .77 ft Return Fr~&?el~O years EXECUTED: 04-19-1999 14:27:44 Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18 .0 21.0 24.0 27.0 30.0 33 .0 ------'-----'-----'-----'-----'-----'-----'-----'-----'-----'-----'-' I I I I I I I I I I I I I .05 -: I I .07 -: .09 - .1 . 12 - . 14 - . 15 - .17 - . 19 - .2 I . 22 -: I I . 24 - I . 26 -: . 27 - .29 - I I . 31 -: I I .32 -: I .34 - I .36 -: I I TIME (hrs) x x x x x x x x x x x x x x x x x x x x x x x x x x x x x* * x x x x x x x x * x File: A:\3-99PN0\100 OUT .HYO Qmax : 15.9 cfs * File: A:\3-99PNO\ 10C IN .HYO ~ma x : 29. 1 cfs * * * * * * * * * ·-· ~· • GALINDO ENGINEERS AND PLANNERS Rectangular Channel Analvsis & DesiQn Ooen Channel -Uniform flow Worksheet Name: HOLLEMAN SIXPLEXES Comment: Outlet Flume Solve For Deoth Given Input Data: Bottom Width .... . Mannin9's n ..... . ·Channel Slooe ... . Discharge ....... . Comouted Results: Depth ........... . Velocitv ........ . Flow Area ....... . Flow Too Width .. . Wetted Perimeter. Critical Deoth .. . Critical Slooe .. . Froude Number ... . 8.00 ft 0.016 0.0370 ft/ft 15. 92 cfs 0.28 ft 7.23 fos 2.20 sf 8.00 ft 8.55 ft 0.50 ft 0.0055 ft/ft 2.43 (flow is Suoercritical) Ooen Channel Flow Module. Version 3.21 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd * Waterburv. Ct 06708 EXHIBIT 7 APR-29-99 T HU 10:2 0 GALINDO ENGINEER S 4 098468868 GALINDO ENGINEERS AND PLANNERS, INC. 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs . Veronica Morgan. P.E. Assistant City Engineer College Station, TX FAX: 764-3496 April 29 1 1999 Subject: Drainage Design & Report dated April 19, 1999 Holleman Sixplexes College Station, TX Dear Veronica : P.01 As requested by the City please be advised that the referenced design and report have been prepared following the specifications detailed in the C ity of College Station Drainage Pol icy and Design Standards. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. c(~~_g~.P.L:s.' President cc: Joe Courtney Fax 774-0513 Constatin Barbu Fax nS-5642 . ,,,,,,~\\\\\\\ -· __ ......... t. 0 F i lta : ~~\ .............. ~~,A.,, : ~ .... * ·-.:7~ l1~ _. * . . ,,. ""' ... \'1< ,., S*i ~*~ IJ".t.•••••••••••••••••••c•••••••••• .. ••••••l iCHRISTIAN A . GALINDO~ ~·••••••••••,•o ~•••••••••••••G.•• .... •••••••••••••'I/! ,,j • • ill' ~~-:. 53425 :~, I 'P. ···.if' ~ / ~ S 1111°-<'~···.f~ ISTt.'!;~··· ... ~~ 3 ' s~ ....... ~r;:,' -taa, v/ONAL t. ~..::' \\\'"'''''' ........ ProjectNamc:d~ i-p&es (Utd~ Review nate: d u S-, 1cz;rJ I Reviewer: £ f/£ Public Water Infrastructure ~8~erall utility layout sheet -showing easements (platted or by separate instrument) ~~<&e..Y"f~ ~ ::::> ~ O If separate instrument easements are needed -do not approve until we get them recorded tJl':i D TXOOT permits needed? J5': Sealed and Signed ~ Engi~ f'.stimates !dgg ?!-: Pipe material ~ Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) 'fr.-Depth (4 '+)(min,max) ~ Separation distances (TNRCC) ?!-All utilities in plan & profile w/sizes and type 0 Private vs. Public line distinction /14 0 Wyes not past property line (so meter can be within ROW/easement) M-0 Max # of connections for size waterline (TNRCC) ~ Pipe deflection (noted as '1., degrees, radius -with begin/end cwvc, not atjt) j( Grades -existing and pro~centerline, right and left) shown in profile Jt-Full TNRCC compliance ~ 0 Conflicts with other utilities shown '5if Labels on all major items in plan & profile (crossings) ~ Siz.c/Location sufficient for overall City needs/masterplan Ji.; Minimi~ dcad~nd lines a_ Lines located in PUFJR.OW Ji Stationing on all fi~ and taps IaJm ~ 0 Valve spacing (SOO') ~ Valves -system isolation "J5_ Valves -at hydrant 0 Backflow preventcB/ and check valves uses as nc:ccssary (@irrigation/fire sprinkler/poolslhaz.ards) :g. Blowoffs (FH ok too) @ end of dead end lines /)A; 0 Air release valves at all major high points Fire Hydrants 0 Fire hydrant spacing (Coverage) 0 Fire hydrant location (relative to cwb) 0 Fire hydrant -detail/typc specified 0 Fire fiow calculationa provided Service Lines iJA fl. Service lines -materials and size specified from main to meter tJA 0 Services provided to all lots to a point beyond sidewalks on both sides of street I at'll Project Name:. __________ _ Review Date:. __________ _ Reviewer:. ___________ ~ Public Water Infrastructure< cont.) ~ ':e( Standard Details noted or included (referenced as city of CS Standard Details) 'lJ Details for all non-standard items (included/ok) (not on CS Std. detail sheet) Ji All MJ valves and fittings J( Thrust blocking 'Ji, Eascm>ent width adequate j/. Embcd~.ot details (specify option) N A-o Trcoch safety if deeper than s· ~ Erosion control notes The following items arc varianocs to the College Station public waterline standards: 2 ol12 Project Name: _________ _ Review Date:. __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General 'J!-Overall utility layout sheet -showing casements (platted or by separate instrument) /A 0 If separate instrument easements are needed -do not approve until we get them recorded AJA D TXDOT permits needed? ~ Sealed and Signed ~ Engineers Estimates Lines %--Pipe material ~ Pipe sizes (allowable .... 6,8,10,12,lS,18) "$-Depth (min cover) J.M. 0 Depth (excessive) %-Separation distances (TNRCC) ~ All utilities in plan & profile w/sizes and type 0 Private vs. Public line distinction 'Ji Wyes not past property line ff-: Grades -existing and proposed (centerline, right and left) shown in profile ~ Flowlines (specified/labeled) .,r_ Full TNRCC compliance ~Conflicts with other utilities shown (min. l 'clear I except water -see TNRCC) ~ Labels on all major items in plan & profile (crossings) :a:= Size/Location sufficient for overall City needs/masterplan ")![ Lines located in PUF.IROW ~ Stationing on all manholes and services eodinMH r=bl Manhole spacing (max SOO') ~ Manhole diameter based on depth and line size (4'vs.s' diam.) M D Manhole covers -"'watertight" cover if in floodplain ~ Manholes ~ible from public ROW/easement ~ Manholes at change of alignment, grade or si7.c ~ Drops through manhole (TNRCC) Senice Lines D Service lines -materials and size specified from main to cod 0 Services provided to all lots to a point beyond sidewalks on both sides D Services ~ 6" enter at manholes ] at'J2 "· ',... . Project Name:, __________ _ Review Date:. __________ ~ Reviewer: '-----------~ Public Wastewater Infrastructure(cont.) Details ~tandard Details noted or included (referenced as city of CS Standard Details) D Details for all non-standard items (include/ok) (not on CS Std. detail sheet) ;s: F.asement width adequate ;% Embedment details (specify option) NA D Trench safety if deeper than s· ~ Erosion control notes The following items are variances to the College Station public wastewater standards: '4 ol'l2 , ~ K i ~ l ' 1' :\\=-* if- ). c ~ \}\ N ~ c --r ~ - \\) I I -\ r I ~ U\ I w~ I <.. o\ tJ ~ ' ~ ~ ~ ~ Y) U1 I f\ Q ~ ~ r r }> ~ ~ ~·I I~ c .... t: i ~ If ~ :r :~ 1 t r E 6 (' :2 " +: r-01 .,,. c I ~ ~ \}l I ,. -l. (T\ I 1 v f ~ . ~ 101 w V1 ~ ~ ~ I --I ~ ~ ~ \' ~ I .. I ,. ~ ~ 1-- k I ,. ltt\ I I ~ -~ .. 0 ~ ~ I I 1\ ~ I ~ ~ \" ~ I .rr, . ~ I s v .../ V"' I <: ~ r, ; I ,ett I i I "' =r I I I I ~ I I ~ I ~I I I I I ~~ -L \)J fll ll}l 0\\ o~ •v> -+-~ ,'Jl (') \)~ ! I I I I i ~ I I I I 2:. I I I I I i x. I I f " ~ t4 ~ ~ ~\~ -----~ ---- -----· 3 x ~~ 6 _ -~--J22J __ . ___ - -------- ----------------------·------· ---·-- --------------- ---·----------- r -----------·---------- f!?o>11t ~HLBtr 1.t ~ w __ ; ___ _ ---~--.Lli~~~~~_H~~- ~'-=i!:M-'-'='~~..111.-. LY'-l ~Pl11-Lv=->--t __ _ ~J lPO jpM w•n-\ J-C-Dt.J l f\J.Llov_~___c'-"'...v -~-&-~pM'----~ ·---------------. ------·------·------------·- Page 242 Meters By Flow Displacement Meters 5/8 inch 3/4 inch 1 inch 1 Y. inch 1 /8 to 20 gpm -continuous to 1 0 gpm (homes, small business) 1 /4 to 30 gpm -continuous to 15 gpm (homes, apartments, small business) 3/8 to 50 gpm -continuous to 25 gpm (apartments , small business) 5/8 to 100 gpm -continuous to 50 gpm (motels , large 2 inch 1 % to 1 60 gpm -continuous to 80 gpm (large hotels, housing complex) T b . M t t_ U":£ f"HIS M~ R;itZ. ~~ H~ ur me e ers 2 inch 3 inch 4 inch 6 inch 8 inch 10 inch 12 inch 3 to 200 gpm -continuous to 160 gpm (hotels, housing complexes) 4 to 450 gpm -continuous to 350 gpm (hotels, industry, irrigation) 25 to 1000 gpm -continuous to 1000 gpm (large industry, irrigation) 25 to 2500 gpm -continuous to 2000 gpm (processing, irrigation) 140 to 1 800 gpm -continuous to 900 gpm (processing, pump) 225 to 2900_ gpm -continuous to 1450 gpm (processing, pumps) 400 to 4300 gpm -continuous to 2150 gpm (processing, pumps) Compound Meters 2 inch 3 inch 4 inch 6 inch 8 inch 10 inch 1 /4 to 160 gpm -continuous to 160 gpm (motels, schools) 1 /2 to 350 gpm -continuous to 350 gpm (hotels, large hospitals) 3/4 to 1000 gpm -continuous to 1000 gpm (apartments, dormitories) - 1 Y. to 1 000 gpm -continuous to 500 gpm (apartment complexes) 2 to 1600 gpm -continuous to 800 gpm (large condominiums) 4 to 2300 gpm -continuous to 11 50 gpm (large complexes) Rt!printt!d from Watt!r Audits and Lt!ak Detection , M36, by pt!rmission. Copyright 1990, Amt!rican Water Works Association. w CITY OF ~OLLEGE STATI ON Planmng Division ~eel-~~~\ lJ[Yoffil Pt\ <IV\~ cUcL. ~ ~":::· ~~- ~ ~fvt.t~ .~ W J \ ~,~ ska.ot> .. +,, ~(( ~+. ~?+ ~~fk r1 µw-~r ~~"DP <"-=-~ 1o..-o.t ~ ~·~.(CITY OF COLLEGE STATION ~~;;:~s~/f DRAINAGE REPORTS (cont) Apoendices Ji References (all criteria and technical information used) IJft D Hydrologic computations D Land use assumptions for adjacent property 0 Minor/major storm runoff at specific points 0 Historic/fully developed runoff specific points D Hydrographs at critical points D Hydraulic computations HA D Culvert capacities (headwater and tailwater assumptions) /A 'E Storm sewer capacities '-Street capacities Af 4 0 Storm inlet capacities (inlet control rating) l Open channel design /1" Detention area I volume capacity I outlet capacity Attached Drawings jI Location map with drainage patterns PA D Floodplain map if any ~ Drainage plan with topo (existing and proposed with arrows if needed) p Details of outlet structures DRAINAGE REPORTS Location Jr Primary drainage system identified )1 Surrounding developments shown ff Local streets, drainage systems shown Description ~ Acreage of project ~ Land cover described ~ Primary/secondary systems within property shown /-' General description Draina e Basins References to FIRMs if applicable ~ Secondary system flow patterns and impact of development on existing system ff Proposed pathways to Primary system shown or described Design Criteria 0 Any deviation from standards being requested? 0 Discussion of site constraints and capacities (streets , existing structures, etc .) 0 Discussion of any applicable previous drainage studies and how this plan will affect it Hydrologic Criteria £ RainfalVrunoff calculation method described and calculations provided ~ Detention discharge I storage calculation method I calculations ~ Storm recurrence intervals used ';I Discussion of other drainage facility design criteria used if not referenced in Standards Hydaulic Criteria ~ Identify capacity of systems used l Specify velocities at critical points in system J( Identify detention I retention outlet and routing .ef" Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Design .. )2( Discuss drainage patterns I flows (pre vs . post) M 0 Are they draining water onto another property owner? -if so , is it where the water flowed before? and is it not more than what flowed there before? and no faster than it flowed before? Discuss erosion control measures employed Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway) Discuss maintenance access and responsibilities Conclusions )/~-/-/ ~J~ompliance with DPDS (signed and sealed certification) 9l" Explain effectiveness of improvements with regard to controlling discharges of 5 -100 year storm by a) Detaining b) Accommodating runoff in existing I proposed easements or ROW discharging into primary system c) Combination ofa & b STORM SEWER (cont.) /A Channels 0 Cross sections with side slopes -meets DPDS 0 Channel Liner -per DPDS D Longitudinal slope (0 .4% min.) D Rip Rap needed Details D Standard Details noted or included (referenced as city of CS Standard Details) D Details for all non-standard items (include/ok) (not on CS Std. detail sheet) D Erosion control notes Detention System jf Side slopes ~ Bottom slopes j1 Grading plan i;li' Low flow flume g Outlet Structure shown -corresponds to drainage report ~ Inlet Structure shown -corresponds to drainage report "1A D Emergency spillway -corresponds to drainage report Al~ D Rip Rap if high velocities exist at inlet or outlet -length/width/size/details ,'tJ4 D Flowlines at inlet and outlet JA' Complies with drainage report Details Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (included/ok) (not on CS Std. detail sheet) Erosion control notes Inlet structure Outlet structure P.O. Box 4043 Bryan, TX 77805-4043 Joe Courtney Homes, Inc, (409) 774-8955 • FAX (409) 774-0153 1-/t /91 3 .!lf 4-/£U 41~~ ~c--J 2700 A Wildflower Bryan, TX 77802 7Je /iv~a-1 ~ {!,1-y ~ all~~ Jk;i.,µ t).e,;e/,, Tm ..JI e;./J:ce 4rf /,ee-/",; J:._._ f!/e/M-1/7 1 'J'zu,f/,;~ A-NA 1~r'j {!)iec,t, j; ~ # / lfJ 0 z-7J,u-1/-4je, f ltt c/r.eJ {r -,p/l,171#<=-/) 7 ~ &li"o P~1/CJ.-1 e-71z;,,1 I -{f,c 17 #f f../l.e_ 1 011 \I '.od FOR OFFICE USE ONLY CASE NO.: DATE SUBMITIED: ____ _ DEVELOPMENT PERMIT MIN™UM SUBMIITAL REQUIREMENTS __ $100.00 Development Permit Application Fee. __ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . __ Notice oflntent (N.0.1.) if disturbed area is greater than 5 acres. 4-1 E-Mail Address ------------~ Fax Number (J:,~ 711--o / .1'3 PROPERTY OWNER'S INFORMATION: Name tt'e JJ/e1,4 4-tr(dlt.1~ h4!,o ~ L l,.~ Street Address Z /tZ ttJAJua f Gk i/ i,, City t!o Jkt.e S 4./ro,.: State ~J::-4 Zip Code --1 1 P'fr:, E-Mail Address Phone Numberfk} £&ff -0 ~ 20 Fax Number Gkt} (f?---IJ-$-~--------- ARCHITECT OR ENGINEER'S INFORMATION: StreetAddress ~8~ 5, ?rXAS AVE. > State ~7X~--Zip Code 7 75~2 Phone Number $46-£r8'63 Application is hereby made for the following development specific site/wa:t: • •Bf alterations: C'L.cA~IA./'2,i GRUB.II-ING ANP G.E'Ab/.NG (ee-e &/i"'tlf b //t/t;; PLAN) ACKNOWLEDGMENTS: I, CftR/GT/AN A. GA~/NPO wn e r, 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 Sta tion , Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approv'-a ___ according to these;~· DEVELOPMENT PERMIT DPERMIT .DOC 3124 /99 l of2 CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) TH'IS l'Jf(CJPE~TY P~ES ;Vf)/ LIE W /7"1-/IN A F'L.t:JCJ.P ~AZA/i:..t:> Zt:JNE A.5 PER !=EMA F/RM MAP# 4 '8 ()4/ c ~144 c PAre-P .. nn. Y z~ /99z • 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 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 offloodways and of floodway fringes. '"''''"\\\\\\ _, .... ~ t 0 F r !" '•t =~ ~ ................... ,,/': .,,. Conditions or comments as part 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, 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 proj ect. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT.DOC 3/24/99 2 of2 EX HIBI T "A" METES AND BOUNDS DESCRIPTION OFA 3.84 ACRE TRACT CRAWFORD BURNETT LEAGUE, A-7 COLLEGE STATION, BRAZOS COUNTY, TEXAS METES AND BOUNDS DESCRlPTION OF ALL THAT CERTAIN TRACT OR PARCEL OF LAND LYING AND BEING SITUATED IN THE CRAWFORD BURNETI LEAGUE ABSTRACT NO . 7 , COLLEGE STATION, BRAZOS COUNTY, TEXAS . SAID TRACT BEING A PORTION OF THE REMAJNDER OF A CALLED 18.446 ACRE TRACT AS DESCRIBED BY A DEED TO 0. C. COOPER RECORDED IN VOLUME 364, PAGE 101 OF THE DEED RECORDS OF BRAZOS COUNTY, TEXAS . SAID TRACT BEING MORE PARTICULARLY DESCRIBED BY METES AND BOUNDS AS FOLLOWS: BEGINNING AT A 5/8 INCH IRON ROD FOUND ON THE SOUTHEAST RIGHT-OF-WA y O:f HOLLEMAN DRIVE (CURRENTLY 60' R.O .W.) MARKING THE COMMON CORNER OF SAID REMAINDER OF 18.446 ACRE TRACT AND A CALLED 14.7751 ACRE TRACT BEING LOT 1, AMENDED PLAT OF POLAR-BEK SUBDIVISION, ACCORDING TO THE PLAT RECORDED IN VOLUME 2546 , PAGE 25 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS; THENCE: S 36° 00' 50" E ALONG THE C011MON LINE OF SAID REMAINDER OF 18.446 ACRE TRACT AND LOT 1, POLAR-BEK SUBDIVISION, FOR A DISTANCE OF 342.00 FEET TO A 5/8 INCH IRON ROD FOUND MARKING AN ANGLE POINT IN SAID COMMON LINE (THIS LINE WAS USED FOR BEARING ORIENTATION HONORING THE DEED CALL BEARING OF SAID 14 .7751 ACRE TRACT, LOT l, POLAR-BEK SUBDIVISIOi , AS DESCRIBED BY A DEED TO W9/JP-M REAL ESTATE LIMITED PARTNERSHIP RECORDED IN VOLUME 3004, PAGE 224 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS); THENCE: S 08° 59' 10" W CONTINU1NG ALONG THE COMMON LINE OF SAID REMAINDER OF 18.446 ACRE TRACT AND LOT 1, POLAR-BEK SUBDIVISION, AT 258 .27 FEET PASS A 5/8 INCH IRON ROD FOUND MARKING A COMMON CORNER OF SAID LOT 1, POLAR-BEK SUBDIVISION, AND LOT 1, O.C . COOPER PLACE, ACCORDING TO THE PLAT RECORDED IN VOLUME 2674, PAGE 55 OF IBE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS, CONTINUE ON FOR A TOT AL DISTANCE OF 379.28 FEET TO A 5/8 INCH IRON ROD SET MARKING THE SOUTHEAST CORNER OF THIS HEREIN DESCRIBED TRACT AND AN INTERIOR NORTH CORNER OF SAID LOT I, O.C. COOP E R PLACE ; THENCE: S 86 ° 49' 02" W ALONG THE NORTH LINE OF BRIGHT CIRCLE (50' R.O.W. PER PLAT OF O.C. COOPER PLACE, 2674/55), AT 248.45 FEET PASS A 5/8 INCH TRON ROD Page 1 of 2 SET, CONTINUE ON FOR A TOTAL DISTANCE OF 263.45 FEET TO A POINT ON THE EAST LINE OF HOLLEMAN DRIVE MARKING THE SOUTHWEST CORNER OF THIS HEREIN DESCRIBED TRACT; THENCE: N 03 ° 14' 46" W ALONG THE EAST UNE OF HOLLEMAN DRIVE FOR A DISTANCE OF 299.88 FEET TO A POINT MARKING THE BEGINNING OF A CLOCKWISE CURVE HAVING A RADIUS OF 483.30 FEET; THENCE: ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 47° 48' 27" FOR AN ARC DISTANCE OF 403.26 FEET (CHORD BEARS: N 20° 39' 27" E -391.67) TO THE POINT OF BEGINNING CONTAINING 3.84 ACRES OF LAND MORE OR LESS .. Page 2 of 2 GF NO. 15445 COMMITMENT NO. SCHEDULE A PAGE: A-1 EFFECTIVE DATE OF COMMITMENT: March 30, 1999 ISSUED: March 30, 1999 7:00 O'CLOCK AM 4:30 O'CLOCK PM 1. THE POLICY OR POLICIES TO BE ISSUED ARE: (a) OWNER POLICY OF TITLE INSURANCE (form T-1) (Not applicable for improved one-to-four family residential real estate) PROPOSED INSURED: THE ALEXANDRIA GROUP, L.L.C. AMOUNT: $2,176,185.48 (b) TEXAS RESIDENTIAL OWNER POLICY OF TITLE INSURANCE --ONE-TO-FOUR FAMILY RESIDENCES (form T-1R): PROPOSED INSURED: AMOUNT: (c) MORTGAGEE POLICY OF TITLE INSURANCE (form T-2) PROPOSED INSURED: COMPASS BANK AMOUNT: $1,706,133.00 PROPOSED BORROWER: THE ALEXANDRIA GROUP, L.L.C. (d) MORTGAGEE TITLE POLICY BINDER ON INTERIM CONSTRUCTION LOAN (form T-13) PROPOSED INSURED: AMOUNT: PROPOSED BORROWER: (e) OTHER PROPOSED INSURED: AMOUNT: 2. THE INTEREST IN THE LAND COVERED BY THIS COMMITMENT IS: Fee Simple 3. RECORD TITLE TO THE LAND ON THE EFFECTIVE DATE APPEARS TO BE VESTED IN: 0. C. COOPER and THE MARY FRANCES COOPER BYPASS TRUST, created under the Last Will and Testament of Mary Frances Cooper, Deceased 4. LEGAL DESCRIPTION OF LAND: All of that certain tract or parcel of land lying and being situated in AMERICAN TITLE COMPANY OLD REPUBLIC NATIONAL TITLE INSURANCE CO GF NO. 15445 COMMITMENT NO. PAGE: A-2 the CRAWFORD BURNETT LEAGUE, ABSTRACT No. 7, in the City of College Station, Brazos County, Texas, and being more particularly described in attached Exhibit "A". AMERICAN TITLE COMPANY OLD REPUBLIC NATIONAL TITLE INSURANCE CO EXH I BIT "A" METES AND BOUNDS DESCRIPTION OFA 3.84 ACRE TRACT CRAWFORD BURNETT LEAGUE, A-7 COLLEGE STATION, BRAZOS COUNTY, TEXAS METES AND BOUNDS DESCRIPTION OF ALL THAT CERTAIN TRACT OR PARCEL OF LAND LYING AND BEING SITUATED IN THE CRAWFORD BURNETT LEAGUE ABSTRACT NO. 7, COLLEGE ST A TI ON, BRAZOS COUNTY, TEXAS. SAID TRACT BEING A PORTION OF THE REMAJNDER OF A CALLED 18.446 ACRE TRACT AS DESCRIBED BY A DEED TO 0 . C . COOPER RECORDED IN VOLUME 364, PAGE 101 OF THE DEED RECORDS OF BRAZOS COUNTY, TEXAS. SAID TRACT BEING MORE PARTICULARLY DESCRIBED BY METES AND BOUNDS AS FOLLOWS: BEGINNING AT A 5/8 INCH IRON ROD FOUND ON THE SOUTHEAST RIGHT-OF-WAY Of HOLLEMAN DRIVE (CURRENTLY 60' R.O.W.) MARKING THE COMMON CORNER OF SAID REMAINDER OF 18 .446 ACRE TRACT AND A CALLED 14.7751 ACRE TRACT BEING LOT 1, AMENDED PLAT OF POLAR-BEK SUBDIVISION, ACCORDING TO THE PLAT RECORDED IN VOLUME 2546, PAGE 25 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS; THENCE: S 36 ° 00' 50" E ALONG THE COMMON LINE OF SAID REMAINDER OF 18.446 ACRE TRACT AND LOT 1, POLAR-BEK SUBDIVISION, FOR A DISTANCE OF 342.00 FEET TO A 5/8 INCH IRON ROD FOUND MARKING AN ANGLE POINT IN SAID COMMON LINE (THIS LINE WAS USED FOR BEARING ORIENTATION HONORING THE DEED CALL BEARING OF SAID 14.7751 ACRE TRACT, LOT I, POLAR-BEK SUBDIVISION, AS DESCRIBED BY A DEED TO W9/JP-M REAL ESTATE LIMITED PARTNERSHIP RECORDED IN VOLUME 3004, PAGE 224 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS); THENCE: S 08 ° 59' 1 O" W CONTINillNG ALONG THE COMMON LINE OF SAID REMAINDER OF 18.446 ACRE TRACT AND LOT 1, POLAR-BEK SUBDIVISION , AT 258 .27 FEET PASS A 5/8 INCH IRON ROD FOUND MARKING A COMMON CORNER OF SAID LOT 1, POLAR-BEK SUBDIVISION, AND LOT 1, O.C. COOPER PLACE, ACCORDING TO THE PLAT RECORDED IN VOLUME 2674, PAGE 55 OF THE OFFICIAL PUBLIC RECORDS OF BRAZOS COUNTY, TEXAS, CONTINUE ON FOR A TOT AL DISTANCE OF 379.28 FEET TO A 5/8 INCH IRON ROD SET MARKlNG THE SOUTHEAST CORNER OF THIS HEREIN DESCRIBED TRACT AND AN INTERIOR NORTH CORNER OF SAID LOT 1, O.C. COOPER PLACE ; THENCE: S 86 ° 49' 02" W ALONG THE NORTH LfNE OF BRIGHT CIRCLE (50' R.O. W. PER PLAT OF O .C. COOPER PLACE, 2674/55), AT 248.45 FEET PASS A 5/8 INCH IRON ROD Pa ge 1 o f 2 SET, CONTINUE ON FOR A TOTAL DISTANCE OF 263.45 FEET TO A POINT ON THE EAST LINE OF HOLLEMAN DRIVE MARKING THE SOUTHWEST CORNER OF THIS HEREIN DESCRIBED TRACT; THENCE: N 03 ° 14' 46" W ALONG THE EAST LINE OF HOLLEMAN DRIVE FOR A DISTANCE OF 299.88 FEET TO A POINT MARKING THE BEGINNING OF A CLOCKWISE CURVE HA VINO A RADIUS OF 483.30 FEET; THENCE: ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 47 ° 48' 27" FOR AN ARC DISTANCE OF 403.26 FEET (CHORD BEARS: N 20° 39' 27" E -391.67) TO THE POINT OF BEGINNING CONTAINING 3 .84 ACRES OF LAND MORE OR LESS .. Page 2 of 2 GF NO. 15445 COMMITMENT NO. SCHEDULE B EXCEPTIONS FROM COVERAGE PAGE: B-1 IN ADDITION TO THE EXCLUSIONS AND CONDITIONS AND STIPULATIONS, YOUR POLICY WILLNOT COVER LOSS, COSTS, ATTORNEY'S FEES, AND EXPENSES RESULTING FROM: 1. THE FOLLOWING RESTRICTIVE COVENANTS OF RECORD ITEMIZED BELOW (WE MUST EITHER INSERT SPECIFIC RECORDING DATA OR DELETE THIS EXCEPTION): THIS EXCEPTION IS HEREBY DELETED 2. ANY DISCREPANCIES, CONFLICTS, OR SHORTAGES IN AREA OR BOUNDARY LINES OR ANY ENCROACHMENTS, OR PROTRUSIONS OR ANY OVERLAPPING OF IMPROVEMENTS. 3. HOMESTEAD OR COMMUNITY PROPERTY OR SURVIVORSHIP RIGHTS, IF ANY, OF ANY SPOUSE OF ANY INSURED. (OWNER POLICY ONLY.) 4. ANY TITLES OR RIGHTS ASSERTED BY ANYONE, INCLUDING, BUT NOT LIMITED TO, PERSONS, THE PUBLIC, CORPORATIONS, GOVERNMENTS OR OTHER ENTITIES. (a) TO TIDELANDS, OR LANDS COMPRISING THE SHORES OR BEDS OF NAVIGABLE OR PERENNIAL RIVERS AND STREAMS, LAKES, BAYS, GULFS OR OCEANS, OR (b) TO LANDS BEYOND THE LINE OF THE HARBOR OR BULKHEAD LINES AS ESTABLISHED OR CHANGED BY ANY GOVERNMENT, OR (c) TO FILLED-IN LANDS, OR ARTIFICIAL ISLANDS, OR (d) TO STATUTORY WATER RIGHTS, INCLUDING RIPARIAN RIGHTS, OR (e) TO THE AREA EXTENDING FROM THE LINE OF MEAN LOW TIDE TO THE LINE OF VEGETATION,OR THE RIGHTS OF ACCESS TO THAT AREA OR EASEMENT ALONG AND ACROSS THAT AREA. (APPLIES TO THE OWNER POLICY ONLY.) 5. STANDBY FEES, TAXES AND ASSESSMENTS, BY ANY TAXING AUTHORITY FOR THE YEAR 1999 AND SUBSEQUENT YEAR, AND SUBSEQUENT, TAXES AND ASSESSMENTS BY ANY TAXING AUTHORITY FOR PRIOR YEARS DUE TO CHANGE IN LAND USAGE OR OWNERSHIP. 6. THE TERMS AND CONDITIONS OF THE DOCUMENTS CREATING YOUR INTEREST IN THE AMERICAN TITLE COMPANY OLD REPUBLIC NATIONAL TITLE INSURANCE CO GF NO. 15445 COMMITMENT NO. LAND. PAGE: B-2 7 . MATERIALS FURNISHED OR LABOR PERFORMED IN CONNCECTION WITH PLANNED CONSTRUCTION BEFORE SIGNING AND DELIVERING THE LIEN DOCUMENT DESCRIBED IN SCHEDULE A, IF THE LAND IS PART OF THE HOMESTEAD OF THE OWNER. (APPLIES TO THE MORTGAGEE TITLE POLICY BINDER ON INTERIM CONSTRUCTION LOAN ONLY, AND MAY BE DELETED IF SATISFACTORY EVIDENCE TO US BEFORE A BINDER IS ISSUED .) 8. LIENS AND LEASES SUBORDINATE TOTHE POLICY ONLY.) THAT AFFECT THE TITLE TO LIEN OF THE INSURED MORTGAGE. THE LAND, BUT THAT ARE (APPLIES TO MORTGAGEE 9 . THE FOLLOWING MATTERS AND ALL TERMS OF THE DOCUMENT CREATING OR OFFERING EVIDENCE OF THE MATTERS (WE MUST INSERT MATTERS OR DELETE THIS EXCEPTION.): A. Easements or claims of easements which are not recorded in the public records of Brazos County, Texas. B. Any easements that may affect the property, such as roadways, sewer, telephone, water and/or telephone and electrical lines. C. Twenty foot (20') Public Utility Easement along Holleman Drive as shown on Plat of 0. C. Cooper Place recorded in Volume 2674, Page 55, Official Records of Brazos County, Te xas. D. Rights of Parties in Possession. (Owner Title Policy only) AMERICAN TITLE COMPANY OLD REPUBLIC NATIONAL TITLE INSURANCE CO GF NO. 15445 COMMITMENT NO. SCHEDULE C PAGE: C-1 YOUR POLICY WILL RESULTING FROM THE IN SCHEDULE B OF SATISFACTION, BEFORE NOT COVER LOSS, COSTS, ATTORNEYS FEES, AND EXPENSES FOLLOWING REQUIREMENTS THAT WILL APPEAR AS EXCEPTIONS THE POLICY, UNLESS YOU DISPOSE OF THESE MATTERS TO OUR THE DATE THE POLICY IS ISSUED: 1 . DOCUMENTS CREATING YOUR TITLE OR INTEREST MUST BE APPROVED BY US AND MUST BE SIGNED, NOTARIZED AND FILED FOR RECORD. 2. SATISFACTORY EVIDENCE MUST BE PROVIDED THAT: NO PERSON OCCUPYING THE LAND CLAIMS ANY INTEREST IN THAT LAND AGAINST THE PERSONS NAMED IN PARAGRAPH 3 OF SCHEDULE A, ALL STANDBY FEES, TAXES, ASSESSMENTS AND CHARGES AGAINST THE PROPERTY HAVE BEENPAID, ALL IMPROVEMENTS OR REPAIRS TO THE PROPERTY ARE COMPLETED AND ACCEPTED BY THE OWNER, AND THAT ALL CONTRACTORS, SUB-CONTRACTORS, LABORERS AND SUPPLIERS HAVE BEEN FULLY PAID, AND THAT NO MECHANIC'S, LABORER'S OR MATERIALMAN'S LIENS HAVE ATTACHED TO THE PROPERTY, THERE IS LEGAL RIGHT OF ACCESS TO AND FROM THE LAND, (ON A MORTGAGEE POLICY ONLY) RESTRICTIONS HAVE NOT BEEN AND WILL NOT BE VIOLATED THAT AFFECT THE VALIDITY AND PRIORITY OF THE INSURED MORTGAGE. 3. YOU MUST PAY THE SELLER OR BORROWER THE AGREED AMOUNT FOR YOUR PROPERTY OR INTEREST. 4. ANY DEFECT, LIEN INTEREST INSURED, THIS COMMITMENT. OR OTHER MATTER THAT MAY AFFECT TITLE TO THE LAND OR THAT ARISES OR IS FILED AFTER THE EFFECTIVE DATE OF A. Provide copy of survey for our review prior to closing. AMERICAN TITLE COMPANY OLD REPUBLIC NATIONAL TITLE INSURANCE CO • * .. ... hh ... .. 'f'\, • .. . * .. * GF NO . 15445 COMMITMENT NO . COUNTERSIGNED: AMERICAN TITLE COMPANY Q{UJuu~ AUTHORIZED SIGNATURE AMERICAN TITLE COMPANY PAGE: C-2 OLD REPUBLIC NATIONAL TITLE INSURANCE CO ·GF No .: 1544 5 Comm itment No .: SCHEDULED ARLEY R. BJELL A RICHARD A. CECCH ETIINI GERALD T. FLOM DIREC TORS OF OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY DARREL M. HOLT PAUL Z. ROSE WILLIAM R. STOVER A. C. ZUCARO HENRY S. KINGMAN, JR . OF FICERS OF OLD REPUBLIC NATIO NAL TITLE INSURANCE COMPAN Y R. A. CECCHETIIN I, Presid ent HAROLD PILSKALN , JR ., Execu ti ve Vice President , La w & Corporate Affa irs and Secretary JOHN B. CLEAVELAND, Vice Pres ident & Trea sure r TITLE INSURANCE AGENCY AMERICAH TITLE COMPANY OF BRAZOS COUHTY Seo AttachQd Disclosure You are entitl ed to receive ad vance disclosure of settlement charges in connection with the proposed transaction to which this commitment relates . Upon your request, such disclosure will be made to you . Addit ionally, the name of any person, firm or corporation receiving any sum from the settlem ent of this tra nsa ct ion will be disclosed on the closing or settlement statement. You are further advised that the estimated title prem ium* is : Owners Policy $ 12,701.00 Mortgagee Policy $ 100. 00 Endorsement Charges $ 20. 00 Total $ 12.821.00 Of th is total amount : $ 17 ·75 (or %) will be paid to the policy issu ing Title Insurance Company ; $ 82r-.2S 6 2 • 2 5 (or %) will be retained by the issuing Title Insurance Agent; and the remainder of the est imated premium will be pa id to other parties as follows : Amount To Whom For Services $--------(or %) $ 20 % (or%) William S. Thornton, Jr. Closing $ (or %) *The estimated premium is based upon information furnished to us as of the date of this Comm itment for Title Insurance. Final determination of the amount of the premium will be made at closing in accordance with the Rules and Regulations adopted by the Texas Department of Insurance. COMMITMENT "SCHECULE O" (REV 1·1·93) ORT 20670 ' 1 ,, DISCLOSURE OF TITLE INSURANCE AGENT AMERICAN TITLE COMPANY OF BRAZOS COUN1Y The names of any shareholders, individuals, partnerships, corporation, trust or other entities owning One percent (1%) or more of the Title Insurance Agent, and the names of those persons having, owning, or controlling Ten percent (10%) or more of any entity that has, owns or controls One percent (1%) or more of the agent are as follows: Carolyn Gaston Ernest V. Bruchez CRM Partnership: Jon Miller Steve Rodgers Charles A. Ellison D. Brooks Cofer, Jr. A. W. Davis and Fred Davis Claude Davis Dillon & Lewis: Neeley C. Lewis Julie Young John Hawtrey DIRECTORS Hugh W. Lindsay Charles A. Ellison Carolyn Gaston Beverly Thompson OFFICERS Douglas Howell Neeley C. Lewis Stuart Lewis Hugh W. Lindsay W. T. McDonald, Jr. W. Tyler Moore, Jr. William R. Vance Youngkin, Catlin, Bryan, & Stacy, a Texas Partnership: Jack W. Dillard Bill Youngkin Larry Catlin Travis B. Bryan, III Pierce P. Stacy, III Charles A. Ellison, Chairman of the Board Carolyn Gaston, President, Secretary Hugh W. Lindsay, Vice President, Assistant Secretary