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JUN-04-2002 10:45 · • P.02/03 DA TE SUBMITIED: DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS $100.00 Development Permit Application Fee. --' __ Draina;ge and erosion control plan, with supporting Drainage Report two (2) copies each. Notic~ of Intent (N.O.I.) if disturbed area is greater than 5 acres. LEGALDE$CRIPTION. ________ ~~~-~~~~----~~-------~~--~- APPLICANT (Primary Contact for the Project): Name -~--~------------------~------------~ Street Address -~---------------City ~-~~----------- State Zip Code ------E-Mail Address -------------- Phone Number Fax Number ----------~ ------------------- PR 0 l> ER IT OWNER'S INFORMATION: Name ----------------~-------------------~ Street A4dress -----------------City --------------- State ____ Zip Code ------E-Mail Address -------------- Phone Nwnber ___________ Fax Number------------------- ARCfilTECf" OR ENGINEER'S ~O~TION: Name fYll~L (s,.. J.~±f,C, St=t Address'ift?j ~ .c_ 5~2 B B;iry (Q Lbf= ~ ~ •r I State T;JO Zip Code 1 J ~ 'f <.) E-Mail Address kic z e 9 Ke ' n 'Cf Phone Number Et=(. 3 { lW Fax Number ...3o,faJ-+-..'3~J~0"-7..,_,5~-------- Application is hereby made for the following development specific site/waterway alterations: ACKNOwLEDGMENTS: 1.14 IC~ G · Ezsr f: '2....design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this perm it application, I agree to construct the improvements proposed in this application according to!these documents and the requirements of Chapter 13 of the College Station City Code. Property O\liner(s} DEVELDPMDf;r" PERMIT DPERMlT.OOC: 31'24/99 ! Contractor l of2 ·' JUN-04-2002 10 :45 CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) ·A. 1..Ml.Hlla. C .ths:z;u_f&rtify that any nonresidential struc;ture on or proPosed to be on this site as part 9fthis applic:41. is designated to prev~t damage to the structure or its contents as a result of flooding from the 100 year 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 F,ederal Insurance Administration Flood Haz.ard Study and maps, as amended. Engineer Date C. I., t.1 r ~ G .@~~!he alterations or development covered by this permit shall not diminish th~ ood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development ' nsistent with requirements of the City of College Station City Code, Chapter 13 concerning roachm of ood ays and of floodway fringes. G4--2 Date -'i-~~~~~--=-..:.J:~~~=u li~rtify that the proposed alterations do not raise the level of the 100 year stablished in the lat st Federal Insurance Administration Flood Hazard Study. ~~~~~t, _b:_,t_f....._-2-__ Date 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 develop~ent shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT DPERMIT.DOG 3'24199 ·: 2of:Z TOTAL P.03 ~-w-DEVELOPMENT PERMIT PERMIT NO. 02-84 (01) Project: COCS MUNICIPAL BLPG COLllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: COCS PROPERTY DA TE OF ISSUE: 6/3/02 OWNER: CITY OF COLLEGE STATION TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 310 KRENEK TAP RD DRAINAGE BASIN: Lick Creek VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. 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. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. epresentative Date 6/3/02 o tractor Date ~If ~yl/A)c__,, JNICIPAL COURT BUILDING -COLLEGE STATION, TEXAS :CEMBER 28, 2001 NGINEERS QUANTITY AND CQ,ST ESTIMATE OF CONSTRUCTION COST ITEM DESCRIPTION UNITS QTY. UNIT PRICE EXTENSION I 8" PVC WATERLINE L.F. 54 $20.00 $1,080 2 8" PVC WATERLINE -STRUCT BACKFILL L.F. 273 $33.00 $9,009 3 8" TEE EA. I $450.00 $450 4 8"TAPPING SLEEVE 8i VALVE EA. I $3,500.00 $3,500 5 STD. FIRE HYDRANT EA. I $1,750.00 $1,750 6 CONNECT TO X-WATERLINE EA. I $500.00 $500 7 WATER SERVICES L.F. 20 $20.00 $400 8 SLURRY GROUT EXISTING 15" SAN.SWR. L.F. 1525 $5.00 $7,625 9 ADUST EXISTING MANHOLE L.S. 2 $500.00 $1,000 10 RE-ROUTE SANITARY SEWER L.S. I $1,200.00 $1,200 II EROSION 8i SEDIM. CONTROL LS. I $500.00 $500 12 TRENCH SAFETY L.F. 45 $1.00 $45 13 PERFORMANCE AND PAYMENT BOND L.S. I $406 $406 WATERLINE= $16,689 SANITARY SEWER = $9,825 MISCELLANEOUS = $951 TOTAL ESTIMATED CONSTRUCTION COST= $27,465 I'' . " ,. '. • • • .,_j .. '. '· ·' :. ., l r· .• ' I • l .. '·. "-" . . ,,'I' \~. \ ~ r ... .... ~ '' j ,·. -.. '·· . ' . - "'""r--"i' ! , , .. :.; ~. " . ' •. 2··· MUNICIPAL COURT BUILDING -COLLEGE STATION, TEXAS JANUARY 27, 2002 ENGINEERS QUANTITY AND COST ESTIMATE OF CONSTRUCTION COST ITEM I 2 3 4 5 6 7 8 9 10 II 12 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 DESCRIPTION UNITS QTY. UNIT PRICE EXTENSION 8" PVC WATERLINE L.F. 54 $20.00 $1,080 8" PVC WATERLINE -STRUCT BACKFILL L.F. 273 $33.00 $9.009 8" TEE EA. I $450.00 $450 8" TAPPING SLEEVE & VALVE EA. I $3,500.00 $3,500 8" VALVE AND BOX EA. I $600.00 $600 STD. FIRE HYDRANT EA. I $1,750.00 $1,750 CONNECT TO X-WATERLINE EA. I $500.00 $500 WATER SERVICES L.F. 20 $20.00 $400 8" PVC SANITARY SEWER (8-10 FEET DEEP) L.F. 530 $20.00 $10,600 8" PVC SANITARY SEWER (10-12 FEET DEEP L.F. 239 $24.00 $5,736 8" PVC SANITARY SEWER (12-14 FEET DEEP L.F. 76 $28.00 $2,128 8" PVC SAN SEW -STRUCT BACKFILL L.F. 480 $10.00 $4,800 STD . MANHOLE EA. 3 $1,600.00 $4,800 X-DEPTH MANHOLE V.F. 39 $90.00 $3,510 DROP MANHOLE L.F. 10.6 $50.00 $530 CONNECT TO X-30" SAN.SWR. L.S. I $500.00 $500 REPAIR CURB & GUTTER AND PAVEMENT L.S. I $2,000.00 $2,000 AT MANHOLE ALONG KING COLE DRIVE ROCK RIP RAP AT CREEK CROSSING S.Y. 44 $30.00 $1,320 SANITARY SEWER SERVICE L.F. 145 $15.00 $2,175 SLURRY GROUT EXISTING 15" SAN.SWR. L.F. 1525 $7.00 $10,675 SLURRY GROUT EXISTING 8" SAN.SWR. L.F. 158 $5.00 $790 PLUG AND LOWER ABANDONED MANHOLES L.S. 3 $500.00 $1,500 CONNECT TO 18" & 30" AT TEXAS AVE. L.S. 2 $500.00 $1,000 RE-ROUTE 15" TO 30" AT TEX. AVE. L.S. I $1,200.00 $1,200 EROSION & SEDIM. CONTROL LS. I $500.00 $500 TRENCH SAFETY L.F. 845 $1.00 $845 PERFORMANCE AND PAYMENT BOND L.S. I $1,078 $1,078 WATERLINE= $17,289 SANITARY SEWER= $53,264 MISCELLANEOUS = $2,423 TOTAL ESTIMATED CONSTRUCTION COST= $72,976 REVIEWED FOR cn",,0 ' '" cE FEB 1 2002 COLLEGE Sf f.. 1 ·1~1\J ~ ENGINEERING_/ v , •' . ,) ,-r: • l. .. Q j . .... '· ' • 't (" J" , <'.; I Ii'' " <" ·- ., -' ' ... DRAINAGE REPORT ) COLLEGE STATION MUNICIPAL COURT BUILDING 300 KRENEK TAP ROAD COLLEGE STATION, BRAZOS COUNTY, TEXAS 7607 Eastmark Drive, Suite 253-B College Station, TX 77840 979 693-1100 fx:(979 693-1075 . , ' ,. ('" . ~~; .,~. ' ·~: .... '·/~ I ,, ' .J-: " ' i . ' ,.. '• ' . '{' :, J ·{ : ' ~ I .. A .• /' ': , .. CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. By: ~ ~-t. -M---1cic-a=e"""'1 G-. H-e--+-e-r,-P-.E-.-l · '2.~ -~ Registered Pr essional Engineer No. 69104 State of Texas .. COLLEGE STATION MUNICIPAL BUILDING-CERTIFICATION . ,,, ' ~ .. .. '.#- DRAINAGE REPORT COLLEGE STATION MUNICIPAL COURT BUILDING 300 KRENEK TAP ROAD COLLEGESTATION,BRAZOSCOUNTY, TEXAS JANUARY, 2002 INTRODUCTION: The proposed development is located along the south side of Krenek Tap Road, west of King Cole Drive and the improved area is approximately 4.5 acres .. The proposed improvements include pavement, drainage and utility improvements for a College Station Municipal Court building. The site consists of numerous trees and the terrain slopes in a southwesterly direction toward Bee Creek at approximately 1.0 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps ( 48041 CO 144C) shows that a portion of the site is in the regulatory 100-year flood plain. The site is zoned R-1 (single family residential) and is being developed by Charlie Shear, City of College Station, 1101 Texas Avenue South, College Station, Texas 77842, 979-764-3500. EXISTING DRAINAGE BASIN DESCRIPTION: The drainage boundary for the site is Krenek Tap Road to the north, a creek to the west and King Cole Drive to the east and south. Storm runoff from the site drains in two directions; 2.92 acres flow southeast along the Utility Billing Center's pavement to an existing detention basin, though a culvert under King Cole Drive, a swale along the Public Services Department facility and into Bee Creek. To the southwest 5.32 acres of runoff sheet flows to a creek along the west side of the site. 2.83 acres flow directly into the ditch and 2.49 acres into an existing storm drain system along King Cole Drive. The existing storm drain system along Krenek Tap Road is undersized for the area that flows to it. PROPOSED DRAINAGE: The proposed grading of the site will route the storm water runoff in two directions; 4.95 acres will be routed to the detention basin and 3 .28 acres will discharge into the creek along the west side of the tract. Storm water detention is planned and will be achieved by increasing the COLLEGE STATION MUNICIPAL COURT BUILDING-PAGE I OF 6 pages . .. ~ ~; ' . ". f# . ' .. l' '" ., ~ .. 1.! ',::. '• . ··~ .. . ' •. ·. ,. .. , r ~ ;: _,,; , Ii l. .... ,. )~, (. I• r .. 1 ·~ .. ' I ..... ·)~ .. ... I:.•, ;• .. ,' r . .. I I; .. ~ I; ... .~ I. ,.LI ·.; .. ... .. : .... " . , .. ... ' '·!~d ' '· ". ,. t· ' .. ... , '' ·' l 1' ~ .. , . ,, ' J ) J t . • I . l ... . . ... . . , • I "' I ' ; " ·.1 .. ' !f •t ,, ' ' :~1 , \ . :· 1 ....... J ')I I, . " . . . I JI • l <• . " ~ ,1 . .fl . ~ ... ~· .. ; ~ ... .. ..... 1 , ... ' . :i: l, .. ... ... ··: .. Y' I '.I . ' , , . '. -~ !.' , " ' j. J, ,, I•' :. \'• . ' .. storage volume of the existing basin on the Utility Billing Center site. The increase in volume will maintain to predevelopment conditions the 2-100 year storm events. The basin was evaluated and modeled using the Haestad Methods "Pond Pack" computer program. The outfall for the basin is below the I 00 year storm BFE and the basin will not function during large event storms. Energy dissipation is considered and maintained with concrete and rock riprap at outfalls. The Rational Method was used to determine the peak storm water discharges for predevelopment and post development conditions. FLOOOD PLAIN: The FEMA FIRM Base Flood Elevation (BFE) at Texas Avenue is 259.00 and with interpolation approximately 258. 75 at this site. Based on this elevation the floodplain will back up to the culverts at Krenek Tap Road in the small ditch along the west side of the site. The proposed finished floor elevation of the proposed building is 262.00 which is approximately 3.25 feet above the BFE. A small portion of the remote parking area will be in the floodplain however the depth should be no more than 8 inches at a I 00 year storm event. STORM WATER POLLUTION CONTROL PLAN: A Storm Water Pollution Control Plan was prepared and included in the construction plans. CONCLUSION: This project is in compliance with the City's Storm Water Design Standards. COLLEGE ST A TION MUNICIPAL COURT BUILDING -PAGE 2 OF 6 pages ·;. )''; ~i !,, . ..... . ' !' :• f. '' J:,,. • ,I •:' " , t r r .. •,! . ; ',, , .. f' , '· ; ... .. ' , .. ,. ; .. J . . j' I . '., ... '• t \ l I , I 1". \ ~ .. •. )' •· ' ... ·' . J ", • l f .... !\ i! ". . ,,.·, .. \ . , '!/ff' ·t. I t t •• ,J <i' , .... ,, ,,, ~ ., J,;.J Pf ': . ~'... )•U, <T •'· ,, .. , •(. .;: ... : I ' r .. r:r: ., '1 /)\. • ! ~-· llf', :•:I .... L'",?~!lt ' 'r •'. ., . :• ( !. . .... ·r. f., ~ r. ! . '.• .. .. j, . ) t ~ ... , .. '" . ' ', ,. ... _.-f ''! •'1 ". . .. " ' . ... i ·' . . ',, .-·.: .l l' f"·.•·· .. . I• • .• .. \) l "'; }.' l ~ ; J --; f".. • ''' l 'f .. · ' .. .. ~ ·'. ..... l' j. i ' i • ('I ' r ... I , I . . . . .. \, ~ ·' f )• 11. 4t ! • ... o: ., ,, i I n,. ", '.• :i . . • I .. '! . .. , j ,.,; .:·· (. :'' :> ,, .. ·• . ,. l:n' ,_ .-, J l '>l;-· lw " ' ,:; ··' DRAlNAGE REPORT CHECK LIST Location: o Surrounding development: To the north is Swoboda Mobile Home Park, to the east is a the College Station Utility Billing Center, to the south is the College Station Public Services Building and to the west is a vacant lot owned by College Station. o Local streets, drainage systems shown The drainage system consist of the area bounded by Krenek Tap Road on the north, King Cole Drive on the east and south and a drainage creek on the west side. The Utility Billing Center to the east has a detention basin, which will be enlarged and used for this project. The majority of the site drains west toward the creek and south to King Cole Drive and the remainder flows to the UBC detention basin. A small portion of the tract is in the fringe of the 100 year flood plain. The runoff, existing and proposed will follow the same general drainage pathways. Drainage Basins CJ Secondary system flow patterns and impact of development on existing system: To the south along King Cole Drive there is an existing storm drain line that discharges into the creek along the west side. The line is a 24" RCP and accepts runoff from this site and the Public Services facility. The line size and tail water affect from the creek keeps this system from being efficient. The outfall structure from the detention basin on the UBC discharges into a pipe under King Cole Drive and then to a ditch next to the Public Services facility. Design Criteria CJ Three are no deviations from standard being requested. CJ Discussion of site constraints and capacities (streets, existing structures, etc.): The detention basin will be increased in volume to accommodate the improvements for the Municipal Court Building. CJ Discussion of any applicable previous drainage studies and how this plan will affect it: A drainage study was prepared for the Utility Billing Center. Hydrologic Criteria CJ Rainfall/runoff calculation method described and calculations provided The rational method was used to determine the amount of runoff. CJ Detention discharge/storage calculation method/calculations The detention basin was designed using the Haestad Methods "Pond Pack" computer program. CJ Storm recurrence interval used 2-100 year storm for the detention basin o Discussion of other drainage facility design criteria used if not referenced in Standards Standard design criteria was met or exceeded for all proposed improvements. Hydraulic Criteria o Identify detention/retention outlet and routing The detention basin has an existing 12" RCP pipe acting as the outfall structure. This structure will remain in place. CJ Discussion of other drainage facility design criteria used not referenced in standards Standard design criteria was met or exceeded for all proposed improvements. COLLEGE STATION MUNICIPAL COURT BUlLDING -PAGE 3 OF 6 pages '' ·: '···r rr,.. ..... ; .' 1>'1 l; "t• <' ·.:;, ") ~' i ',.... I· °'.'. ' 'j: h ' . ; . ;~fl· ·'' r-c-.. , :·. l , '" ~ I •'. ~ . ·-\ ; : ,. ~ ,> ~ "::.~ f t I(' t t .. ,/ l. ' \ . .'i~.fA Ji:~:~:,:-:·.:.-,·~.-:· ... ~;~: '· ... f • : ' r :..1 :.I" .. };,' ~-~··~ ,,,.,, .. I''. •.r. ' • -., ,., f ..,; ~ ' 1 t .i ·.' ; t' .. ~ . ·• . ,. I II ,. '. i f"'. . r; 't tl .• I• ·'. • , •••• P' f '1 t, l 1 ""! t, . t ...... jl i''.' 'I •J' 1 \ \ .. ~ '. ~ t t' 1; ! :"t" " ' ,., ;· .. ' . ' ' -: ! •• , f'' 1: , .... . '. ii ·, • ; . I; ~ ~· • ~ ~ 1 • ' It·• •. ~(;;. '1\, :· J"' ,. ., '"• ,·1·i • & ') • , • . !1' ,. ,~· • .' I r l} :' '· ..... . . , L t '' •' , .. , . , i. '?. •' !J ' ..•. ., I ,, '·' \' r I ··1 f · .. , .. ' ' . 'l/'1: " ( i " J • r • ' ·'· ,. ' \ •f·' ...... • •J..i. •' .. , . ',- \ ,, .. ·., ~ t • • , .l'. " • ,. 1, ~ -;r · ·''' fG•:: .. · I. .. , , .!:C'. l ·,, .. ·'•,. ... ' I 'I !-t• f t: !' '",l l . t/ • •• ! :: :: EJ '" .. I f.,, ,r' -•' J'. ', ... '· '· " ., . ·, ·.1 I i . ' 'I " , . ,. :, .. . , ) .; ;: ' I: ~ Drainage Facility Design a Discuss drainage patterns/flow (pre vs post) Please see attached graphics for the grading of the site. An attempt was made to maintain the runoff quantity to the west side ditch. This was achieved by maximizing the volume in the detention basin, however there is a small increase of runoff to the ditch. See summary. a 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? Yes Yes Yes, the volume of water does increase by 1.8 cfs for the 2 year storm and 3.3 cfs for the 100 year storm to the west side ditch. However the net affect from the site is less than predevelopment conditions due to the outfall structure in the detention basin. Yes the water flows faster at the outfalls of the site but improvements have been made to accept the change. a Discuss detention pond design (side slope, low flow channels, outlet works, freeboard, emergency spillway) Side slopes are 4:1 maximum, low flow channels ("V") flumes are provided in the basin, at each outfall along the west side creek rock riprap and concrete aprons are provided as energy dissipaters, there is a 0.5 foot freeboard in the detention basin and the area at the end of the berm will act as an emergency spillway. a Discuss Maintenance access and responsibilities Maintenance will be provided by the City of College Station. Conclusions a Verify compliance with DPDS (signed and sealed certification) Standard design criteria was met or exceeded for all proposed improvements and the development permit application will be submitted when the grading plan meets with your approval. a Explain effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining The existing detention basin on the UBC facility will be improved to accommodate detention. b) Accommodation runoff in existing/proposed easements or ROW discharging into primary system The discharge increase are small enough that they will stay within the existing secondary systems. c.) Combination of a & b Appendices a References (all criteria and technical information used) The rational method was used for hydrologic determinations (Haestad Methods Quick TR-55) and Manning's formula was used for hydraulic determinations (Haestad Methods Pond Pack) COLLEGE STATION MUNICIPAL COURT BUILDING -PAGE 4 OF 6 pages '. " . .,, /j .' r, '· ) I ., },, ..... · ...... •· ••• 1 .. "· ,I I ., . . . '" ... ~ r I• ' l,, " .. . '/. : : ~ ?:..:. .. ·~: .).;:•I. : . i~ ,; 1, ', . ~ ,. ., .,.·' • .... , . •t ' .. ·'· • ·'.' ·'.'. ":. '.f _,, I' , ... ~ . '· ' ,•. . ;. ,· T ... , ,.r , . ,. ·L ·.·l ~!... : .• 'J f, -.; j ., { / ; ~ -: ~·; ·.' ,:1 ·~ ·./ I '., . ., ,. t .,, •J: ': I ,, . ·1 ·.· "i;, , .. / ,., '~ ... , ' . 'I ' r . . 1: .( • j ? ~'.' I ;t. ! ~ . r l '~ ~ , .. .. '.\\ •' ._. .., " . •.,,'. ; t ,!' • ". • .. '.-''! q .. , ....•• J i;;T ., . ,, rto';.. '. , ., :-- .. , , ... ~ f r .,. .. .,. ... .; , · l .. ., ··' ; ' ' ·,;! . ., 1 -. ,. , -~ I' ., .?,~·::.· .. Lt t:~ J.·~.1.1·· ' I '' t, ' •' '., , . i··. -. ( ' ' 't-'J f •1 • .. .. i· . , ."'.'·'i ,:1 '\; :'! _ .. ,~,•.Ft ,,., Hydrologic computations o Land use assumptions for adjacent property Predevelopment was based on a coefficient of 0.3 and post-development was based on 0.60 for the Municipal Court and UBC. The 0.6 is a weighted coefficient and is based on determinations of actual pervious versus impervious of the site. o Minor/major storm runoff at specific points The outfalls are provided with concrete pads and splash wall to decrease the energy. o Hydrographs at critical points Peak flow is used for a project of this size. Hydraulic computations o Culvert capacities (headwater and tail water assumptions) The outfall from the detention basin is below the Base Flood Elevation as stated in the FEMA FIRM map. During a 100 year storm event the detention basin will be under water and tail water at this point will have no affect. o Open channel design There are no improvements to the west side open channel. o Detention area/volume capacity/outlet capacity The basin was resized to accommodate the additional flow. o Attached Drawings The detail maps and drawings for this project are included in this drainage report. o Location map with drainage patterns See item above o Drainage Plan with topo (existing and proposed with arrow if needed) See item above TXDOT Permit Checklist No TXDOT permits are required. COLLEGE STATION MUNICIPAL COURT BUILDING -PAGE 5 OF 6 pages .. •! "I .t ,. >. .. .. 'l' .{ ' .1 .. . ... ' I • 1, • 1: .. '"'' I .{ ~\· ' J c.t. . ' ,i",'"j ·I . '( . • J •••• .'• ' I ,, : i f .; . , . '~ ~I (. (,. : , ·' "·· •, ' 1( ... . •.. l ' '•' ~ ' • ~· .. ~ ~ I q• '• .· -.. :·,, .. t • ~ : ... , t . ' '· •1 ... ': _,.,' f' •• ..1': ,. I . ~ .• , . 1· ' "·... , .. .. ',,4 ' . ' . , . ·'' ( ' ' ... • t '· DRAINAGE REPORT SUMMARY SHEET A.) 5.32 Acres Predevelopment going to west side creek: Q2 Q5 QlO Q25 QlOO 10.05 12.27 13.77 15.74 18.58 B.) 3 .28 Acres Post Development going to west side creek: Q2 Q5 QlO Q25 QlOO 11.87 14.19 16.26 18.58 21.93 C.) Increase from Pre to Post Development: Q2 Q5 QlO Q25 QlOO 1.82 1.92 2.49 2.84 3.35 D.) 2.92 Acres Predevelopment going to the existing detention basin: Q2 Q5 QlO Q25 QlOO 12.06 14.72 16.52 18.87 22.28 E.) 4.95 Acres Post Development going to the existing detention basin: Q2 Q5 QlO Q25 QlOO 18.39 22.45 25.19 28.78 33.98 F.) Storm Routing: Q2 Q5 QlO Q25 QlOO Peak Outflow (cfs) 3.86 4.21 4.44 4.71 5.08 Peak Elevation 256.33 256.42 256.66 256.80 257.02 Peak Storage (c.f.) 10,515 13,885 16,666 19,608 24,280 COLLEGE STATION MUNICIPAL COURT BUlLDING -PAGE 6 OF 6 pages ,1' ' '• : •J ... .,-. ; ~ ' ' J. 1 .. " ~ l ', , '- ·, :.'. .. 1tr ., ... .. •, "• (. . .:ft . v' • •' ... <' . : I ".J • ~.... j • ' , . ' :;.-.;:: I •p .• ..{ f .. i • • ': ·~ • ( ' ' ' \ ,~, ,, l ~ 1' <t ; f I . ,,·,,~ "· ·' ; . •.' . ,, • l ~ LOCATION OF S ITE KRENEK TAP RD PREDEVELOPMENT CONDITIONS TO CREEK COLLEGE STATION MUNICIPAL COURT BUILDING -DRAINAGE REPORT r-------------------------I I I I I I I I I I ,1-KRENEK TAP ROAD -.. -.. -.. 7'". -.. -.. -.. -.. -.. -.. -. I I I I I I I I I I I I I I I I I ~ I ~ ,' CJ I ,1 I ~ I ~ I tJ I I I I I I I I I I I 5.32 ACRES j r,ue<!!!!Je!.Je~~__. I I ., -------------;-+ ~ - I I I I ' I '·• i;c 1., . I i ~ ~'::.:-.. : .. ·-. ~ . . . . .. .. . -~-..:....-'-' I 0 I l l ...... ~ ·r--; I l ' I I I I I I I L -·-·---· -~~-=-·-·-=-·.: --------------------------------------~~~~~-- ·-·P·-·-··-··-··-··--·~----;~~~~-i~~~~~~~~~~~~:.~· KING COLE DRIVE PRE DEVELOPMENT 5.32 ACRES GOING TO CREEK AT KING COLE DRIVE PERVIOUS • 5.32 AC e 0.3 COLLEGE STATION MUNICIPAL BUILDING 300 KRENEK TAP ROAD COLLEGE STATION, BRAZOS COUNTY, TEXAS SCALE: 1"•100' Quick TR-55 Ver.5.46 S/N:l803000009 Executed: 13:15:20 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXIST!NG 5.32 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. VACANT Runoff 'C' 0.300 Area acres 5.32 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 6.300 Total acres 5.32 Peak Q (cf s) 10.05 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:15:20 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING 5.32 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 1 C 1 adjustment factor for each return frequency Subarea Descr. VACANT Runoff 'C' 0.300 Area acres 5.32 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 1 C 1 in/hr 0.300 7.690 Total acres 5.32 Peak Q (cf s) 12.27 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 13:15:20 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING 5.32 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. VACANT Runoff 'C' 0.300 Area acres 5 .32 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8 .630 Total acres 5.32 Peak Q (cfs) 1 3.77 Quick TR-55 Ver.5.46 Executed: 13:15:20 S/N:1803000009 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING 5.32 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. VACANT Runoff 'C' 0.300 Area acres 5.32 Tc (min) Wtd. 'C' 10.00 0 .300 RETURN FREQUENCY = 25 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .300 9.860 Total acres 5 .32 Peak Q (cfs) 15.74 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:15:20 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING 5.32 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. VACANT Runoff 'C' 0.300 Area acres 5.32 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 11.640 Total acres 5.32 Peak Q (cfs) 18.58 POST DEVELOPMENT CONDITIONS TO CREEK COLLEGE STATION MUNICIPAL COURT BUILDING -DRAINAGE REPORT .· KRENEK TAP ROAD 13040 ~··D 1279 -~ KING COLE DRIVE POST DEVELOPMENT 3.Z8 ACRES GOING TO CREEK AT KING COLE DRIVE PERVIOUS • I. 78 AC e 0.3 IMPERVIOUS • l.'50 AC e 0.9 COLLEGE STA TION MUNICIPAL BUILDING 300 KRENEK TAP ROAD COLLEGE STATION, BRAZOS COUNTY, TEXAS SCALE: t••IOO' Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:18:12 01 -23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS PROPOSED 3.28 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0 .900 1.50 PERVIOUS 0.300 1.78 Tc (min) Wtd. 'C' 10.00 0.574 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.574 6.300 Total acres 3.28 Peak Q (cfs) 11.87 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:18:12 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS PROPOSED 3.28 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0.900 1.50 PERVIOUS 0.300 1.78 Tc {min) Wtd. 'C' 10.00 0.574 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj . I c I = Wtd. I c I x 1 ========================= ======== Adj. I 'C' in/hr 0.574 7.690 Total acres 3.28 Peak Q {cfs) 1 4 .4 9 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:18:12 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS PROPOSED 3.28 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' IMPERVIOUS 0.900 PERVIOUS 0.300 Area acres 1.50 1. 78 Tc (min) Wtd. 'C' 10.00 0.574 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd. 'C' x 1 ========================= ======== Adj. I 'C' in/hr ' 0.574 8.630 Total acres 3.28 Peak Q (cfs) 16.2 6 Quick TR-55 Ver.5.46 Executed: 13:18:12 S/N:1803000009 01 -23 -2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS PROPOSED 3.28 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff •c• IMPERVIOUS 0.900 PERVIOUS 0.300 Area acres 1. 50 1. 78 Tc (min) Wtd. •c• 10 .00 0 .574 RETURN FREQUENCY = 25 years 'C 1 adjustment, k = 1 Adj. 1 C 1 = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.574 9.860 Total acres 3 .28 Peak Q (cfs) 18 .58 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:18:12 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS PROPOSED 3.28 ACRES TO CREEK AT KING COLE DRIVE * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0.900 1.50 PERVIOUS 0 .300 1.78 Tc (min) Wtd. 'C' 10.00 0.574 RETURN FREQUENCY = 100 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.574 11.640 Total acres 3.28 Peak Q (cfs) 21. 93 PREDEVELOPMENT CONDITIONS TO BA SIN COLLEGE STATION MUNIClP AL COURT BUlLDING -DRAINAGE REPORT . ·, ' .. ·~ . / KRENEK TAP ROAD -··-··-··-:/·-··-··-··-··-··-··-··-··- R ' • -- 2.92 ACRES 1429 215749 -367.4 25382 1380 482 6917 ' ' ' ' I I I I I I I I ··-··-4t-ll ' . • II • • • II II ' . ' II • I I " II • • ft II ' • ' " " . . : I :: I , : : ~I ~ ,,.---t---N.: • ' i :I :: \ : I : \ I:, w ~ \ 111 ~ : \ : I iS : \ I :' : 1§824 \ l 'i ~ ~ \ II ' u I ' : : I (!) ~ ''L ! : ---.........,,._-_ -+rol le:: " '-.. II .. -lo : z==·=··=·· =· ~i.i... ........ "" ... ; ( 1· -·-·-·--__________________________ .. ~· -:~=~:~~;~~-·---~~~1~~~~~~~~~~f:~~7 ;-~·~·,;t~·-~-·- PRE DEVELOPMENT 2.92 ACRES GOING TO THE DETENTION BASIN PERVIOUS " 1.19 AC e 0.3 IMPERVIOUS • 1.73 AC e 0.9 COLL EGE STATION MUNICIPAL BUILDING 300 KRENEK TAP ROAD COLLEGE STATION, BRAZOS COUNTY, T EXAS SCALE: 1"•100' Quick TR-55 Ver.5.46 Executed: 12:58:25 S/N:l803000009 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING AREA TO DETENTION BASIN -2.92 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 1.19 IMPERVIOUS 0.900 1.73 Tc (min) Wtd. 'C' .10.00 0.655 RETURN FREQUENCY = 2 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.655 6.300 Total acres 2 .92 Peak Q (cfs) 12.06 Quick TR-55 Ver.5.46 Executed: 12:58:25 S/N:l803000009 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING AREA TO DETENTION BASIN -2.92 ACRES * * * * * * SUMMARY OF RATIONAL ·METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 1.19 1. 73 Tc (min) Wtd. 'C' 10.00 0.655 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.655 7.690 Total acres 2.92 Peak Q (cfs) 14 .72 Quick TR -55 Ver.5.46 Executed: 12:58:25 S/N:l803000009 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING AREA TO DETENTION BASIN -2.92 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment .factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 1.19 IMPERVIOUS _0 .900 1.73 Tc (min) Wtd. 'C' 10.00 0.655 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.1 C1 x 1 ========================= ======== Adj. I 'C' in/hr 0.655 8.630 Total acres 2 .92 Peak Q (cfs) 16.52 Quick TR-55 Ver.5.46 Executed: 12:58:25 S/N:1803000009 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING AREA TO DETENTION BASIN -2.92 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres PERVIOUS 0.300 1.19 IMPERVIOUS 0.900 1.73 Tc (min) Wtd. 'C' 10.00 0 .655 RETURN FREQUENCY = 25 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr Total acres -------~--------------- 0.655 9.860 2.92 Peak Q (cfs) 18.87 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 12:58:25 01-23-2002 MUNICIPAL BUILDING PRE DEVELOPMENT CONDITIONS EXISTING AREA TO DETENTION BASIN -2.92 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff 'C' Area acres PERVIOUS 0.300 1.19 IMPERVIOUS 0.900 1.73 Tc (min) Wtd. 'C' 10.00 0 .655 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.655 11 .640 Total acres 2.92 Peak Q (cfs) 22 .28 POST DEVELOPMENT CONDITIONS TO BASIN COLLEGE STATION MUNICIPAL COURT BUILDING -DRAINAGE REPORT 15928 Ii 4166 u I r--4415 I r----~-~ I I 14~ 6917 3404 1380 .___ __ 16 _ 1 _ 11 ___ '------.,; __ ~--~L-----2-8~-41_A_S_i_n ___ \ __ 3_,67.4Z POST DEVELOPMENT 4 .915 ACRES GOING TO THE DETENTION BASIN PERVIOUS " Z.56 AC e 0.:5 IMPERVIOUS ., 2.39 AC e 0 .9 COLLEGE STATION MUNICIPAL BUILDING 300 KRENEK TAP ROAD COLLEGE STATION, BRAZOS COUNTY, TEXAS Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:08:54 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS AREA TO DETENTION BASIN 4.94 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0.900 2.39 PERVIOUS 0.300 2.56 Tc · Wtd. (min) 'C' 10.00 0.590 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.590 6.300 Total acres 4.95 Peak Q (cfs) 18.39 Quick TR-55 Ver.5.46 Executed: 13:08:54 S/N:1803000009 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS AREA TO DETENTION BASIN 4.94 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 1 C1 adjustment factor for each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0.900 2.39 PERVIOUS 0.300 2.56 Tc (min) Wtd. 'C' 10.00 0.590 RETURN FREQUENCY = 5 years 'c• adjustment, k = 1 Adj. 1 C 1 = Wtd.'C' x 1 ========================= ======== Adj. I 1 C 1 in/hr 0.590 7.690 Total acres 4.95 Peak Q (cf s) 22.45 Quick TR-55 Ver.5.46 Executed: 13:08:54 S/N:l803000009 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS AREA TO DETENTION BASIN 4.94 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' IMPERVIOUS 0.900 PERVIOUS 0.300 Area acres 2.39 2.56 Tc (min) Wtd. 'C' 10.00 0.590 RETURN FREQUENCY = 10 years ~C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.590 8.630 Total acres 4.95 Peak Q (cfs) 25.1 9 Quick TR-55 Ver.5.46 S/N:1803000009 Executed: 13:08:54 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS AREA TO DETENTION BASIN 4.94 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, !=in/hour, A=acres adj = 'C' adjustment factor fqr each return frequency Subarea Descr. Runoff 'C' Area acres IMPERVIOUS 0 .900 2.39 PERVIOUS 0.300 2.56 Tc (min) Wtd. 'C' 10.00 0.5 90 RETURN FREQUENCY = 25 year s 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .590 9.860 Total acres 4.95 Peak Q (cf s) 28 .78 Quick TR-55 Ver.5.46 Executed: 13:08:54 S/N:1803000009 01-23-2002 MUNICIPAL BUILDING POSTDEVELOPMENT CONDITIONS AREA TO DETENTION BASIN 4.94 ACRES * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . Runoff 'C' Area acres IMPERVIOUS 0.900 2.39 PERVIOUS 0.300 2.56 Tc (min) Wtd. 'C' 10.00 0.590 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.590 11.640 Total acres 4.95 Peak Q (cf s) 33.98 BASIN VOLUME COLLEGE ST A TION MUNICIPAL COURT BUILDING -DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 MUNICIPAL BUILDING CALCULATED 01-22-2002 20:28:17 DISK FILE: c:\pondpack\hydrow\MUNB .VOL Elevation (ft) 254.70 255.00 255.50 256.00 256.50 257.00 257.50 Planimeter scale: 1 inch = 1 ft. Planimeter (sq. in.) 0.00 252.00 5,529.00 12,633.00 18,993.00 22,653.00 24,499.00 Area (sq.ft) 0 252 5,529 12,633 18,993 22,653 24,499 Al+A2+sqr(Al*A2) (sq. ft) 0 252 6,961 26,520 47,116 62,388 70,710 * Volume (cubic-ft) 0 25 1,160 4,420 7,853 10,398 11,785 Volume Sum (cubic -ft) 0 25 1,185 5,605 13,458 23,856 35,641 2 IA= (sq.rt(Areal) + ((Ei -El )/(E2 -El))*(sq.rt(Area2)-sq.rt(Areal))) where: El, E2 Closest two elevations with planimeter data Ei Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2)) where: ELl, EL2 . Areal,Area2 Volume = Lower and upper elevations of the increment Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 OUTFALL STRUCTURE COLLEGE ST A TION MUNICfP AL COURT BUILDING -DRAINAGE REPORT Outlet Structure File: MUNB .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: ****************** MUNICIPAL BUILDING DETENTION BASIN OUTFALL STRUCTURE ****************** ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures --------------------------------------------- 254.70 0.0 1 254.95 0.2 1 255.20 0.7 1 255.45 1. 5 1 255.70 2.2 1 255.95 3.0 1 256.20 3.6 1 256.45 4.1 1 256.70 4.5 1 256.95 5.0 1 257.20 5.3 1 257.45 5.7 1 257.50 0.0 Outlet Structure File: MUNB POND -2 Version: 5.20 Date Executed: .STR S/N: 1903052002 Time Executed: ****************** MUNICIPAL BUILDING DETENTION BASIN OUTFALL STRUCTURE ****************** Outlet Structure File: c:\pondpack\hydrow\MUNB Planimeter Input File: c:\pondpack\hydrow\MUNB Rating Table Output File: c:\pondpack\hydrow\MUNB .STR .VOL .PND Min. Elev. (ft) = 254.7 Max . Elev. (ft) = 257.5 Iner. (ft) = .25 Additional ele vations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYS TEM CONNECTIVITY ********************************************** Stru cture No. Q Ta ble Q Table CULVERT-CR 1 -> 1 Ou t flow rating tabl e summary was stored in f i le: c:\pondpack\hydrow\MUNB .PND Outlet Structure File: MUNB .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: ****************** MUNICIPAL BUILDING DETENTION BASIN OUTFALL STRUCTURE ****************** >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev. (ft) ? E2 elev. (ft)? Diam. (ft)? Inv. el. (ft) ? Slope (ft/ft)? Tl ratio? T2 ratio? K Coeff.? M Coeff.? c Coeff.? Y Coeff.? Form 1 or 2? Slope factor? 254.70 257.50 1 •254.70 0.66 0.0098 2.00 0.03980 0.67 1 Outlet Structure File: MUNB .STR POND-2 Version: 5.20 Date Executed: S/N: 1903052002 Time Executed: ****************** MUNICIPAL BUILDING DETENTION BASIN OUTFALL STRUCTURE ****************** Outflow Rating Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) 254.70 254.95 255.20 255.45 255.70 255.95 256.20 256.45 256.70 256 .95 257.20 257.45 257.50 Q (cfs) 0.0 0.2 0.7 1.5 2.2 3.0 3.6 4.1 4.5 5.0 5.3 5.7 0.0 Computation Messages No headwater Equ.1: HW =.25 dc=.19 Equ.l: HW =.5 dc=.353 Equ.1: HW =.750 dc=.517 Equ.1: HW =1.0 dc=.639 Transition: HW =1.25 Submerged: HW =1.5 Submerged: HW =1.75 Submerged: HW =2.0 Submerged: HW =2.25 Submerged: HW =2.5 Submerged: HW =2.75 E =or> E2=257.50 Ac=.104 AC=.248 Ac=.409 AC=.53 Used Unsubmerged Equ. Form (1) for elev. less than 255.86 ft Used Submerged Equation for elevations greater than 256.01 ft HW=Headwater (ft) dc=Critic al depth (ft) Ac=Area (sq.ft) at d e Transition flows interpolated from the following values: E1 =255.86 ft; Q1=2.75 cfs; Dc=.71 ft; E2=256.0l ft; Q2=3.14 cfs STORM ROUTING COLLEGE STATION MUNICIPAL COURT BUILDING -DRAINAGE REPORT POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 01-23-2002 13:07:32 ************************ * * * MUNICIPAL BUILDING * * STORM ROUTING * * * * * * * ************************ Page 1 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\MUNB Inflow Hydrograph: c:\pondpack\hydrow\MU2PST Outflow Hydrograph: c:\pondpack\hydrow\MU20UT Starting Pond W.S. Elevation = 254.70 ft .PND .HYD .HYD ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation 14.30 cfs 3.86 cfs 256.33 ft ***** Summary of Approximate Peak Storage ***** I nitial Storage = Peak Stor age Fr om Storm = Total Storage in Pond = O cu-ft 10,515 cu -ft 10,515 cu-ft POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 01-23-2002 13:07:32 ************************ * * * MUNICIPAL BUILDING * * STORM ROUTING * * * * * * * ************************ Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\MUNB Inflow Hydrograph: c:\pondpack\hydrow\MU5PST Outflow Hydrograph: c:\pondpack\hydrow\MU50UT Starting Pond W.S. Elevation = 254.70 ft .PND .HYD .HYD ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 16.46 cfs 4.21 cfs 256.52 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = O cu-ft 13,885 cu-ft 13,885 cu-ft POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 01-23-2002 13:07:32 Page 1 Return Freq: 10 years ************************ * * * MUNICIPAL BUILDING * * STORM ROUTING * * * * * * * ************************ ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\MUNB .PND Inflow Hydrograph: c:\pondpack\hydrow\MUlOPST .HYD Outflow Hydrograph: c:\pondpack\hydrow\MUlOOUT .HYD Starting Pond W.S. Elevation = 254.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 17.66 cfs 4.44 cfs 256.66 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total· Storage in Pond = O cu-ft 16,666 cu-ft 16,666 cu-ft POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 01-23-2002 13:07:32 Page 1 Return Freq: 25 years ************************ * * * MUNICIPAL BUILDING * * STORM ROUTING * * * * * * * ************************ ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\MUNB .PND Inflow Hydrograph: c:\pondpack\hydrow\MU25PST .HYD Outflow Hydrograph: c:\pondpack\hydrow\MU250UT .HYD Starting Pond W.S. Elevation = 254.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 20.26 cfs 4.71 cfs 256.80 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total . Storage in Pond = O cu-ft 19,608 cu-ft 19,608 cu-ft POND-2 Version: 5.20 S/N: 1903052002 EXECUTED: 01-23-2002 13:07:32 Page 1 Return Freq: 100 years ************************ * * * MUNICIPAL BUILDING * * STORM ROUTING * * * * * * * ************************ ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\pondpack\hydrow\MUNB .PND Inflow Hydrograph : c :\pondpack\hydrow\MUlOOPST.HYD Outflow Hydrograph: c:\pondpack\hydrow\MUlOOOUT .HYD Starting Pond W.S. Elevation = 254.70 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Out flow Peak Elevation - 23.41 cfs 5.08 cfs 257.02 ft ***** Summary of Approximate Peak Storage ***** I nit ial Storage = Peak Sto r age From Storm = Total . Storage in Pond = O c u-ft 24,280 cu-ft 24,280 cu-ft CONSTRUCTION PLANS COLLEGE STATION MUNICIPAL COURT BUILDING -DRAINAGE REPORT FLOODPLAIN MAPS COLLEGE ST AT ION MUNICIPAL COURT BUILDING -DRAJNAGE REPORT > . ..1.. City of College Station 480083 LIMIT OF STUDY""' ZONE X WATER DISTRIBUTION SYSTEM ANALYSIS College Station Municipal Court Building 300 Krenek Tap Road COLLEGE STATION, BRAZOS COUNTY, TEXAS January, 2002 Submitted y: Michael G. Hester, P.E. Hester Engineering Company 7607 Eastmark Drive, Suite 253-B /vtrf\ College Station, TX 77840 (979) 693-1100 fx:(979)693-107 5 WATER DIS1RIBUTION SYSTEM ANALYSIS College Station Municipal Court 300 Krenek Tap Road BRAZOS COUNTY, COLLEGE STATION, TEXAS JANUARY, 2002 INTRODUCTION: The proposed development is located along the south side of Krenek Tap Road, west of King Cole Drive and the improved area is approximately 4.5 acres .. The proposed improvements include pavement, drainage and utility improvements for a College Station Municipal Court building. The site is zoned R-1 (single family residential) and is being developed by Charlie Shear, City of College Station, 1101 Texas Avenue South, College Station, Texas 77842, 979-764-3500. The proposed system will connect to an existing 8" water main along Krenek Tap Road. Static pressure information was obtained form the College Station Water and Sewer Department and was based on an onsite pressure test of the fire hydrant located adjacent to the site along Krenek Tap Road, the static pressure was l 09 psi. The proposed development was modeled using the Haestead Methods "W ATERCAD" program. Fire hydrant locations and fire department connection (FDC's) locations are as specified by Fire Marshall Jon Mies with the College Station Fire Department. Fire flows for the fire hydrants were determined using the formula developed by the Insurance Service (Fire flow = 18C(A)0·5). The maximum daily demand generated by the building was added to the fire hydrant :fire flow demand. CONCLUSION: In conclusion the proposed system can provide the required fire coverage at the :fire hydrant and the building with a residual pressure greater than 20 psi. COLLEGE STATION HUNICIPAL COURT BUILDING -WATER DISTRIBUTION SYSTEH ANALYSIS PAGE I OF 2 PAGES ANALYSIS REQUIREMENTS I CONSTRAINTS -PVC water line pipe with a roughness coefficient of 150 -Fire hydrant flow of 1500 gpm -8" minimum water main size -Minimum residual pressures at 20 p.s.i. FIRE HYDRANT FLOW Base flow = 18 X 0.8 X (34,000 square feet)0·5 = 2655.23 gpm 50% reduction for sprinkler system = 1327.62 gpm 20% spatial increase = 1593.14 gpm round to 1500 gpm DAILY FLOW CALCULATIONS (4.5 acres)*(30 people per acre)*(50 GPCD)*(l DAY/1440 MIN.)= 4.7 gpm Average Daily Flow* 1.5 =Adjusted Daily Flow= 7.1 gpm Adjusted Daily Flow * 3.0 =Peak Hourly Flow = 21.1 gpm COLLEGE STATION MUNICIPAL COURT BUILDING -WATER DISTRIBUTION SYSTEM ANALYSIS PAGE 2 OF 2 PAGES LOCATION OF S ITE I 1-:J 0 l/) 1-----~ w KRENEK TAP RD :J'---------------------1 z .--------,.----_,...,~~....,,.-----. ---~~ w ~ ~ l/) <( x '-------\ w I- w _J--~ 0 u <.:> z ~ R-1 J-3 ~ 0... . PROPOSED 8" ~ J-4 MUNICIPAL BUILDING Title: College Station Municipal Building d:\haestad\wtrc\munibldg.wcd Scenario: Base KRENEK TAP ROAD P-1 J-1 EXISTING 8" N EXISTING 8" d_ P-3 J-2 PROPOSED 8" COLLEGE STATION MUNICIPAL BUILDING WATER DISTRIBUTION ANALYSIS Project Engineer: MICHAEL G. HESTER HESTER ENGINEERING COMPANY WaterCAD v4.1.1 [4.2014) 01/27/02 08:04:46 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Description Label Fire Flow Balanced?. 8"TEE J-1 true 8"TS&V J-2 true 8"TEE J-3 true BUILDING J-4 true Title: College Station Municipal Building d:\haestad\wtrc\munibldg.wcd 01/27/02 07:55:17 PM Satisfies Fire Flow Constraints? true true true true Needed Fire Flow (gpm) 1,500.00 1,500.00 1,500.00 1,500.00 Scenario: Base Fire Flow Analysis Fire Flow Report Demand Available (gpm) Fire Flow (gpm) 0.00 1,550.00 0.00 1,550.00 0.00 1,550.00 21 .50 1,550.00 HESTER ENGINEERING COMPANY Total Total Calculated Flow Flow Residual Needed Available Pressure (gpm) (gpm) (psi) 1,500.00 1,550.00 100.70 1,500.00 1,550.00 98.49 1,500.00 1,550.00 95.57 1,521 .50 1,571 .50 55.77 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Calculated Pressure Minimum (psi) Zone Pressure (psi) 101 .56 108.88 99.34 109.74 94.39 111.77 95.57 110.60 Project Engineer: MICHAEL G. HESTER waterCAD v4.1.1 [4.2014] Page 1 of 1 Description Label 8"ALONGKTR P-1 X-8" INTO SITE P-2 LINE TO FH P-3 LINE TO BLDG P-4 Title: College Station Municipal Building d:\haest.ad\wtrc\munibldg.wcd 01/27/02 08:00:30 PM Length (ft) 520.00 138.00 272.00 50.00 Diameter Material (in) 8.0 PVC 8.0 PVC 8.0 PVC 4.0 PVC Scenario: Base Fire Flow Analysis Pipe Report Hazen-Minor Control Williams Loss Status c Coefficient 150.0 1.28 Open 150.0 1.67 Open 150.0 1.67 Open 150.0 1.67 Open HESTER ENGINEERING COMPANY Dischargl!)o~ 'nstream Struc untelocity (gpm) l~ydraulic Grad ~ (ft/s) (ft) 21.50 517.78 0.14 21 .50 517.78 0.14 21.50 517.78 0.14 21 .50 517.75 0.55 © Haest.ad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: MICHAEL G . HESTER WsterCAD v4.1.1 [4.2014] Page 1 of 1 ..,. .... Description Label Elevation (ft) 8"TEE J-1 266.00 8" TS&V J-2 264.00 8"TEE J-3 259.30 BUILDING J-4 262.00 Scenario: Base Fire Flow Analysis Junction Report Demand Demand (gpm) (Calculated) (gpm) 0.00 0.00 0.00 0.00 0.00 0.00 21 .50 21 .50 Calculated Pressure Hydraulic Grade (psi) (ft) 517.78 108.88 517.78 109.74 517.78 111.77 517.75 110.60 Title: College Station Municipal Building Project Engineer: MICHAEL G. HESTER d:\haestad\wtrcV'nunibldg.wcd HESTI:R ENGINEERING COMPANY WaterCAD v4.1.1 [4.201 4) 01127/02 07:55:57 PM C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1of1