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42 Development Permit 613 Johnny Corinas Restaurant
-- DRAINAGE REPORT FOR JOHNNIE CORINO'S RESTAURANT WEST WOLF PEN CREEK BLOCK ONE, LOT FOUR 2.656 ACRE TRACT COLLEGE STATION, BRAZOS COUNTY, TEXAS AUGUST, 1998 REVISED: OCTOBE R 1, 1998 ~- \ ./ MUNICIPAL DEVELOPMENT GRO U P I l'J I •I~ 2551 TEXAS AVENUE. SOUTH, STE . A I l j ... I COLLEGE STAT IO N, TEXAS 77840 Ph: (409)693-5359 Fx : (409) 693-4243 Consulting Enginee rs · Environmental· Surveyors· Planners West Wolf Pen Creek Johnnie Corino 's Restaurant Drainage Report Municipal Development Grnup TABLE OF CONTENTS DRAINAGE REPORT PROJECT SUMMARY ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DRAINAGE CALCULATIONS ................................................................................... 4 RESlJl. TS ..................................................................................................................... 5 SECTION #1 -MAPPING SECTION #2 -DRAINAGE AREA: PRE-DEVELOP:MENT SECTION #3 -DRAINAGE AREA: POST-DEVELOP:MENT SECTION #4 -HYDROGRAPHS SECTION #5 -PROPOSED STORM SEWER SECTION #6 -DRAINAGE DETAILS 29 97-00000 9 Drain age Rep ort.doc Drainage Report -2 West Wolf Pen Creek Johnnie Corino · s Restaurant Drainage Report Municipal Development Group PROJECT SUMMARY This repon outlines the drainage plan for the West Wolf Pen Creek, Lot 4, 2.656-acre tract. The subject property site is situated on the southeast side of Harvey Road (State Hwy No 30) approximately 3,500 linear feet northeast of the Texas Avenue and Harvey Road intersection. This tract generally slopes to the south with an approximate maximum grade of 4 .00%. The site is currently vacant and unimproved with native grasses, weeds , small brush and heavily wooded trees . The natural drainage of the site is by sheet flow to the south and into Tributary "A" of Wolf Pen Creek, being approximately 150 feet from the site . Thence runoff is carried by the confluence of Wolf Pen Creek to Carter Creek . This site is in the Wolf Pen Creek sub-drainage basin, which is a part of the Carter Creek drainage basin . The policy of the City of College Station is to encourage the rapid conve yance of stormwater through and out of the city within the primary system as stated on page 8, paragraph 3 of the cities Drainage Policy & Design Standards . This site is on the primary system of Wolf Pen Creek as shown on Figure II-1 , (Caner Creek Drainage Basin), located in Section #1. Therefore , no runoff will be detained on the proposed site and the post-development runoff from the site will be directed to Tributary "A". DRAINAGE AREA DESCRIPTION The pre-development drainage area consists of 1.124-acres of land . The post- development drainage area will consist of the same site and total acreage , but runoff coefficients will change due to the proposed development . Impervious area s will be introduced by the 6,335 square foot building and from the concrete parking areas and driveway . Runoff from the building rooftop will be channeled into the proposed parking lot. Also , runoff collected from the landscaped areas will drain into the parking lot. The runoff will then be discharged out of the parking lot by either one of two types of 2997-00000 9 Drainage Report.doc Drainage Report -3 West Wolf Pen Creek Johnnie Corino 's R estaurant Drainage Report Municipal Deve lopment Group drainage structures and thence continue on by the above mentioned natural drainage pattern . The post-development drainage will consist of two sub-drainage basins . The small section of parking areas and landscaping located directly in front of the proposed building will drain toward the southwest. Runoff will be collected in the southwest corner of the parking lot and discharged through a sidewalk/curb leave-out. Then runoff will be directed , by a proposed drainage swale, to Tributary "A" of Wolf Pen Creek. The remaining parking areas and landscaping along the northeast of the property and behind the proposed building will drain toward the southeast. The runoff from the parking areas will be discharged through a storm sewer system directly into Tributary "A" of Wolf Pen Creek. All types of parking lot discharge outlets will sized to insure that the water depth in the parking lots do not reach above 6" during the 25-year rainfall event . The results of the drainage systems are further illustrated and supporting calculations shown in the · section, "Results". Also all typical details are shown in Section #6 , "Drainage Details". DRAINAGE CALCULATIONS The drainage calculations, data and miscellaneous information are presented in four basic sections : I. Mapping -Miscellaneous drainage basins and detailed mapping of the area . II . Drainage Area : Pre-Development -Contains the calculations for the amount of runoff prior to the development of the site . III. Drainage Area: Post-Development -Contains the calculations for the amount of runoff after the proposed development and each sub-drainage basin. IV. Hvdrographs -Comparisons of Pre and Post Hydro graphs of the entire site . V. Proposed Storm Sewer -The calculations and requirements for the proposed storm sewer to discharge runoff into Tributary "A" of Wolf Pen Creek . VI. Drainage Details -Construction details of required drainage structures . 2997-000009 Drainage Report .doc Drainage Report -4 West Wolf Pen Creek Johnnie Corino's Restaurant Drainage Report Municipal De velopment Group The drainage area calculations are summarized accordingly using the Rational Method : (Q=CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient , "f' is the storm intensity in inches/hour for each selected frequency , and "A" is the drainage area m acres . We will assume a minimum ten-minute time of concentration for all calculations . The selected frequencies will be 2, 5, 10 , 25, 50, 100-year rainfall events. Tabulations of the pre-development and the post-development hydrographs of the drain age areas are provided . The hydrographs are based on the standard SCS unit hydrograph with time to peak discharge set to equal the time of concentration and the total base time set at 3. 00 times the time of concentration. Grate flow calculations were determined from the following orifice flow equation (Q = CA(2gh)112), where "C" is the orifice coefficient, "A" is free-open area in ft:2 , "g" is constant at 32.2 ft/sec 2, and "h" is the head , in feet , on the grate . Channel flow calculations were computed usmg Mannings Formula, aided by the program FlowMaster v5.07 . Pipe flow calculations were computed using Manning 's Formula, aided by the program StormCAD vl.O . Pipe flow calculations assumed full- flow capacity when solving for slope , velocity and discharge rate . RESULTS From the drainage calculations the following results were determined : + Detention Calculations : As discussed earlier, the City of College Station policy is the rapid conveyance of stormwater at a site on a primary system. Since the proposed site drains to Wolf Pen Creek, no detention should be kept on-site . This is done in order to keep from stacking peaks of the primary creek and the discharge of runoff off of the site . 2997-000009 Drainage Report .doc Drainage Report -5 West Wolf Pen Creek Johnnie Corino · s Restaurant Drainage Report ~lunicipa l Development Gr oup Justification of no detention to this site was made by the comparison of time of conce ntration, (Tc). The appro ximated Tc of W o If Pen Creek, to the proposed site, is 38 minutes . This Tc assumed an average velocity of 4 .0 ft/sec and 9,000 ft of travel to the project site . The minimum Tc of the site allowed without detention is 10 m inutes . With detention, the Tc of the site increases to approximately 20 minutes . Therefore, detention on-site would increase the overall peak of Wolf Pen Creek. + Proposed Sidewalk/Curb Leave-Out Discharge Outlet: The proposed discharge outlet for Sub-Drainage Basin Al will consist of sidewalk/curb leave-out. Once the runoff leaves the discharge structure it will be channeled to Tributary "A" by a drainage swale that is block sodded . Below in the table illustrates the required width of the outlet in order to pass the required rainfall events . SUB BASIN A1 -DISCHARGE OUTLET (25-Year Rainfall) DISCHARGE GRADE TOP WIDTH DEPTH VELOCITY STRUCTURE ____ (cfs) (%) (ft) ~ _(ftl (ft/sec) . Sidewalk/Curb Leaveout Drainage Swale 2.389 2 .389 1 .67 2 .50 (100-Year Rainfall) 2 12 0.24 0.23 4 .95 1 .86 ~~~-'----~-~ 'DISCHARGE TOP WIDTH DE PJH ' VELOCITY ., , 9TRUCTU_RE. __ ..._.._. .... ___ {cfs) (ft) (ft) (ft/~c) Sidewalk/Curb Leaveout Drainage Swale 2.820 2 .820 1 .67 2.50 2 12 0.27 0.25 5.25 1.94 + Proposed Storm Sewer : Sub Drainage Basin A2 will be drained by a grate inlet placed inline with a proposed storm sewer. The grate inlet will have a capacity of 9 .052 cfs with a half-foot of head during the 100-year rainfall event. A Neenah grate model R-1878-A7G or appro ved equal will be used . Capacity= Gravity, g = GIVEN 2997-000009 Drainage Report .doc GRATE INLET CALCULATED 100-YEAR RAINFALL EVENT) 9.052 cfs Depth = FT 32 .2 lsEc Free-open Area = 0.50 ft 2.66 ft2 Drainage Report -6 West Wolf Pen Creek Johnnie Corino's R estau rant Drainage Report Municipal Developm ent Group From Section #5 the sizing of the proposed storm sewer was determined to be an 18" reinforced concrete pipe . The proposed storm sewer will consist of a continuous pipe laid at a 2 .00% grade . The proposed storm sewer was analyzed with the calculated water surface elevations from the N.D .M . flood study. Below is the data summarizing the proposed storm sewer system ;PROPOSED STORM SEWER ,. STORM DISCAARGE VELOCITY , ~ · (cfs ·: -(ft/sec' --'~-"'f 25 7.670 4 .34 100 9.052 5 .12 2997-000009 Drainage Repon.doc Drainage Repon -7 SECTION#l MAPPING SECTION #2 DRAINAGE AREA PRE-DEVELOPMENT SECTION #2 DRAINAGE AREA -PRE-DEVELOPMENT . GENERAL INFORMATION Description : Drainage area of site before development. Drainage Area (APRE) = 1.124 acres TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (DpRE) Velocity of Runoff (VpRE) = 260 ft 1.25 rt/sec Coefficient of Runoff (CPR8 = 0.36 **NOTE : Minimum Tc allowed = 10 min . 2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficient (b) = Coefficient (d) = 76 8 .5 10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .763 80 8 .5 25 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .754 Coefficient (b) = Coefficient (d) = 89 8 .5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.745 98 8 .5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .73 Coefficient (b) = 96 Coefficient (d) = 8 2997-0 000 09 Detent io n Faci lities Eva lu ation .xis RESULT T C(PRE) = 3 .5 min . Rainfall Intensity (Ii) = 6 .327 in/hr :ii..:'·.:t:· ,:,:.:z.:r :::=::;:\;;;;::;::;;;; ·:::&''t J'' ::·: al581!!i ·::, , Rainfall Intensity (1 25) = 9.861 in/hr .·.··:···-·.·.·.·.·.···:·-·.·,·.· ... ·.··· .·.•,· ... -. . .......... ·: ..... . 9~ia :::,::::::::.::::'':::::::. ::::> ::::::: ::::::::: :1.4qg~~: ··· Rainfall Intensity (1 50 ) = 11 .148 in/hr s~&:::1:-:.·: =:::f:f :.:.::1.:.::r·=,'==:::::::,::::> ::': :::==: ::: 1 1~1 :~':::::) Rainfall Intensity (1 100) 11.639 in/hr ::g~~ a :;: ;;,': ,::::"::::::::::::::: '::=::r:r:::·:::::,:-:: ::: !,;zp tf$t::m:: SECTION#3 DRAINAGE AREA POST-DEVELOPMENT SECTION #3 DRAINAGE AREA -POST-DEVELOPMENT GENERAL INFORMATION D escri ption : Drainage area of site after development Drainage Area (A 1) = 0 .267 acres (developed area) Drainage Area (A2J = 0 .857 acres (developed area) TIME OF CONCENTRATION CTc) GIVEN Maximum Travel Distance (D 1) = Ve locity of Runoff 0/1) = Coefficient of Runoff (C 1) = Maximum Travel Distance (D 2J = Velocity of Runoff 0/2J = Coeffi cient of Runoff (C 2J = 140 ft ft 2 .75 f sec 0 .90 350 ft ft 2 .75 f sec 0 .90 ... NOTE: Minimum Tc allowed= 10 min. 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffic ient (e) = Coeffi c ient (b) = Coefficient (d ) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffi cient (e) = 0 .785 Coefficient (b) = Coeffi cien t (d) = 76 8 .5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e ) = Coe ffi c ient (b) = Coefficient (d) = 0 .763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coeffi cient (d ) = 0 .754 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coeffi c ient (e ) = Coeffi c ient (b) = Coeffi c ient (d ) = 0 .745 98 8 .5 100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q) C oe ffi c ient (e) = Co effici ent (b) = Co effici ent (d ) = 2997-0 0000 9 Detenti on Facilities Eva luati on.xis 0.73 96 8 RESULT T c1 = TC2 = T C(POST) = Rainfall Intensity (1 2J = Q AREA 1 = 0 .8 m in. 2 .1 min. 3 .0 min . 6 .327 in/hr 1 .533 cfs Q AR EA 2 = 4.920 cfs . ·····················.·.·.·.·.·· ·s~•a·: :· ••:::· 1::1::1:•::::.:•:::•:•:::: ::::,, ::;; :===::: •$)453.Hffs :::::: Rainfall Intensity (1 5) = Q AR E A 1 = Q AR E A2 : 7 .693 in/hr 1 .864 cfs 5 .983 cfs A '."" w .. · ... ::.•:.:::=:::::::::}}::: :::::::::::::::::·:·:·:·:·:·:·:·:::::::::::::·:··· •.:.~.:.•~ .. =..==.<·,;,,._:.i.:.·.~.:=:_?"-_:::::•.•'.='.t.•.t• ==~]'ff~~f@fii ..... :::::::::::~:~t: :::::;:::::::::::::;::::::::::::::::::::::::::: ~: ~t~t::.;:~~~ Rainfall Intensity (1 10) = 8 .635 in/hr Q AREA 1 = 2 .092 cfs Q AREA 2 = 6 . 71 5 cfs •.:_i.s: __ ·_.•.· .. •.· .. =,= .. •·,.=·.··.·-~-·.=_,•_•,•.=.·.·.•· ... ·_·=,._:,•.•,• .. •.• . .:_•.-·.:_:·.•.·.:.•_• .. •,.•.•,•.•,:.•.•.•,.:.•_,..:•_• .. •,•.•,.:_.-_ •. ·_••,.•.•.• .. :•.•.• .. :_:_:_:.-.... •· .•.. :_ .. ••.·.••.•.•_:,.•_.•_•.•.=.··.=·.•• .. •.,= .• •.;.::.•.•.•.:.•,• ........ •• ••: 11mr ctsrr::: ~v :::::;:::=:::::-::::>:::::·:·:·:-:·: ·:·:·.·.·.·.·.·.··:·: ... ;.·.:---:-:-:-·-·.·. Rainfall Intensity (1 25) = Q AR EA 1 = 9 .861 in/hr 2.389 cfs Q AR EA 2 = 7 .67 0 cfs :_ •. a_ .. _ •.. _ •. ·_ .• __ :•_=•_=•_=.•,•.:,#:_:_:.•.:.•.:.•,•.•.••.:_•.•.•.•.•.•.:.••.·.r.•.•.•.•.•-••.:.:_:.•.•.•.:=. =··=•=• ==·=•••: .. ;.:.:.:.:::•• ··· =m:::••• 1o ~ns9d~B. i•• '.4.9.. ~{{ :;:::::::::::::::;: ;:::::::::::;::: :-:-:-:-:-;-:.;.:-;-:-:-: ·:·:-:-:.:-:-:-:-:-:-:-:-:-.-.-:· Rainfall Int ensity (1 50) = 11 .148 in/hr Q AREA 1 = 2 .70 1 cfs Q AREA 2 = 8 .670 cfs .•.. :n=,=,••.'.'_:':;:':;:;:_:;_:.:.:.••:.··························=··=···=···=···=···=···=····=···=···=···=· l \ • : // 11 ~31:1 iti•:••········· ~ :::::::::::::::::;:;:;:::;:::::::::;:;:;:::;:;::::: ... ·.·.·.·.·.·.·.•.·,·.·.·.·· Rainfall Intensity (1 100) Q AR EA 1 = 11 .639 in/hr 2 .820 cfs Q AREA 2 = 9 .052 cfs §~~ ffi •:•=:::::::::: :•: ::!:'= .•:= ·=· • · ::>•: ?11 J ~!~ ;s•• t SECTION#4 HYDROGRAPHS SECTION #4 -HYDROGRAPHS Chart 4 2-YEAR HYDROGRAPH 0 0 10 El Post-Development El Pre-Development : HYDROGRAP HS Chart 4 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 5 5-YEAR HYDROGRAPH 0 0 10 Ill Post -Development II1 Pre-Development I HY OROGR..\PHS Cha rt 5 TllVIE (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 6 10-YEAR HYDROGRAPH 6 ~ ~ ~ ~2 5 = t..l u- rJJ. -Q 4 0 10 13 Post-Development El Pre-Development i HYDROGRAPHS Chart 6 TThfE (min ) 20 30 SECTION #4 -HYDROGRAPHS Chart 7 25-YEAR HYDROGRAPH 0 0 10 Iii Post-Development EJ Pre-D ev elopment HY DROGRAPHS Chart 7 Tll\'IE (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 8 50-YEAR HYDROGRAPH 0 10 13 Post-Development El Pre-Development HY DROGRAPHS Chart 8 TIIVIE (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 10 100-YEAR HYDROGRAPH 0 10 II Post-Dev elopment D Pre-Development HYDROGRAPHS Chart 10 TIME (min) 20 30 SECTION#5 PROPOSED STORM SEWER Wolf Pen Creek TAILWATER ,f 276 .50--~~--.~~,......~-.,..-.---r-..,..-,.-,.....~~~,..-~~-.---r---r--r"'T"irr~~~,--~-r---;r~~'"T"Tirrl L,...J• .n .....,.....V 276. oo .1----l---1---+--1c--1--1--1-1--1-----1---+-t--1-++++1;flr··;.it----~----=~~r-++--+-H--H ~ l.J~ ~" ~ v.... (\(.. ~ v ----1' --· - ---· . ·-------~-------·---· ---275 .50. --------·----·-------------VL ...... u vi~ ~1 if> ........... ~ .n ../V 275.00 ol-----+---l---+-l-+-1--+-4'4-1.......,......--7"""'-~f---l--1--l--1--l--l-l-~t...j<\'.~·'JL__ __ /~ ~ ·~V" ~~ ,_._ Z _ . . _ n;..,I · i....-V ./ ~> 9 27 4 . 50 ol-----~-+---+--+-+-+-+-11,~-~-ssibn<•>·-~.7.:l .• ~.v:~--1-~v___.v_~:....i-t--1-----+V---,i~-+-~~-+--+-t-t--1 ~-1~ ~~ ./vv-/ ~ 274 .00oi-----}----J---l---l---l-+-1-+-+-----i-v~::...___+-~--l--+--l--H-+,~-7'~--+---+--t--+-+-t--+-H ~ ·~v· l, .. ) ...... '~~ ' •V 273 .50ol-------.jl----l---l--+-l--+-~-+----j~-+--+1-7"! ,.,,,~-+-+-t-t-----r----+---J-t-r-t--i-t--i V v~_,.,, 25 yr= 274/o4 ft v .~~ 273.00~----+--~--l---+-+-+-+--+--l----~---+--+--+--+---+-l-t-+-----t---lf----t---t--r--t-i-t-I .. 272 . 50 ~-----+-·--'---+--1--+---l--+--1--1 --·--------<1-----1 __ ,_ --+--l--1-+------l---+--+---+-1--l·->-- ~ ·~ 272 .00"'-------~--._ ......... ...i._.. ............................................................................................... --............ ----._ .......... "'""'t 1 10 RAINFALL EVENT (YEAR) 100 +secti on No. 135 .60 •sec ti on No. 5.7 0 .A.S ecti on No. 2 .50 Johnnie Corine 's Restrau ran t 1-1 25-YEAR RAINFALL EVENT -1 utlet Wolf Pen Creek Project Title: Johnnie Corino's Restraunant i :\projects\000\2997\2gg7t1 ra .stm MUNICIPA L DEVELOPMENT GRO UP 10/01 /g8 01 :48:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, C T 06708 (203) 755-1666 Project Engineer: •••• StormCAD v1 .0 Page 1 o f 1 276.00 I let: I 1 I Im: 75.90 ft mp: 264 .80 ft L=bd==d=±=±==t=j~!=fil_J 274.oo 272.00 I 270.00 I I I ! I I I 268.00 266.00 264.00 262.00 0+00 0+10 0+20 0+30 O+U~00.6l1Dmt+70 0+80 0+90 1 +00 Se§N~llo~iztr: 18 inch Project Title : Johnnie Corino's Restraunant i :\projects \0001299712997t1 ra.stm MUNICIPAL DEVELOPMENT GROUP 10/01/98 05:26 :39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Elevation ft Project Engineer: •••· StormCAD v 1 .0 Page 1 of 1 Node R eport Node Inlet In let Inlet Inlet Upstream System System Total Discharge Velocity Ground e Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 7 .67 4 .34 275.90 Outlet NIA NIA NIA NIA 0 .35 0 .35 0 .00 0 .00 NIA 4 .34 267.00 Project Title: Johnnie Corine's Restraunant i:\projects\000\299712997t1 ra .stm MUNICIPAL DEVELOPMENT GRO U P 10/01 /98 05 :26:56 PM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 275.90 264.80 267.00 263.00 Project Engineer: •• •• St ormC AD v1 .0 Page 1 of 1 Pipe Report Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream e Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert (Ml) (ft/s) Elevation (ft) P-1 1-1 Outlet 7 .67 90.00 0 .020000 4 .34 18inch 0 .013 14.85 264.80 Project Title : Johnnie Corine's Restraunant i:\projectsl000\2997\2997t1 ra .stm MUNICIPAL DEVELOPMENT GROUP 10/01 /98 05:27:12 PM Ha estad Met hods, In c . 37 Brookside Road Waterbury, CT 06708 (203) 755-1 666 Downstream Upstream Invert HGL Elevation (ft) (ft) 263 .00 274.52 Project Engineer: •••• StormCAD v1 .0 Page 1 of 1 Johnnie Corina 's Restraurant 1-1 100-YEAR RAINFALL EVENT -1 utlet Wolf Pen Creek Project Title : Johnnie Cori n e's Restrau nant i :lprojects\000\2997\2997t 1 ra.stm MU NI C IPAL D EVELOP MENT GROUP 10/01 /98 01 :55 :47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, C T 06708 (203) 755-1666 Project Engineer: • ••• StormCA D v1 .0 Page 1 of 1 276 .00 274.00 272.00 I ' I ! I ! I 270.00 1 I i 1 1 I 268 .00 ' 266 .00 264.00 Pi~e: P- U ~ lnve : 26 262 .00 0+00 0+10 0+20 0+30 O+U~ 00-.m mt+-70 0+80 0+90 1 +00 Se~~llo~iztr : 18 inch Project Title : Johnnie Corino's Restrau nant i :\projects\000\2997\2997t1 ra .stm MUNICIPAL D EV E LOPM ENT G ROUP 10/01/98 05:24:26 PM Haestad Methods, Inc. "37 B roo kside Road W aterbury, CT 06708 (203) 755-1666 E levation ft Project Engineer: •••· StormC AD v1 .0 Page 1 of1 Node R e p ort Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground 0 Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-1 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 9.05 5.12 275.90 Outlet NIA NIA NIA NIA 0.29 0 .2 9 0 .00 0.00 NIA 5.12 267.00 Proj ect Title : Johnnie Corine's Restraunant i:lprojects\000\2997\2997t1 ra .stm MUNICIPAL DEVELOPMENT GROUP 10/0 1 /98 05:24:42 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Elevation (ft) 275 .90 267.00 Sump Elevation (ft) 264.80 263.00 Project Engineer: •••• StormCAD v1 .0 Page 1 of 1 P i pe Report Pipe Upstream Down stream Discharge Length Constructed Average Section R o ughness Capacity Upstream Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert (ft/ft) (ft/s) Elevation (ft) P-1 1-1 Outlet 9 .05 90.00 0 .020000 5 .12 18 inch 0 .013 14.85 264.80 Project Title : Johnnie Corine's Restraunant i:lprojects\00012997\2997t1 ra .stm MUNICIPAL DEVELOPMENT GRO U P 10/01/98 05 :25 :01 PM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Downstream Upstream Invert HGL Elevation (ft) (ft) 263.00 276.08 Project Engineer: • ••• StormCAD v1 .0 Page 1 of 1 SECTION#6 DRAINAGE DETAILS R-1878 Series Frames Heavy Duty Lids, Grates Th e se sh allow fram e s ore su itable fo r us e in thin o r deep con- rete slo bs . All sizes o f frames o re reversi b le and con be insta lled oNith flan ge at ::=ose o r top . Sµec i fy : 1 . Cotolog number. 2 . To be in src l l ed w ith flange ct base or to p . Square Dimensio ns in inc hes Catalog Number A l a I ' I c I D E F! G Solid Lid ! Open Grate R-1878-A IL R-1878-AlG 1 3 ~~ x 13 1'i l !·i i 12 x 12 1 14 x 14 18 x 18 41 1 x5 :~ R-1878-A2L R-1878-A2G 18 x18 1\-2 .1 6x16 ,18!~x18 1.~ 22 x 22 4 1y.x4 :,, R-1878-A3L R-1878-A3G 20 x 20 ! 1 !12 : 18 x 18 20 14 x 20 14 2 4 x 24 4 1 "!1. x 3:;.! R-1878-A4L R-1878-A4G 21 :Y..x 2 P/,i l 1 2 ;20 x 20 I 22 x 22 26 x 26 4 1V.x3 ·: R-1878-ASL R-1878-ASG 23 Y2 x 23 Y21P2 122 x 22 24 x 24 28 x 28 4 l Y2x 6 ;~ R-1878-A6L . R-1 878-A6G 2 5 :Y..x25:Y•11l'2 24 x 24 26 x 26 30 x 30 4 2 Ya x 7 '·:. R·l 878-A7L : R-1 878-A7G 2 7 V2x27V2 111/2 /26 x 26 1 28 x 28 32 x 32 4 l x5 R-1878-A8L R-1878-A8G 2 9 V2 x 29 V2 : rn 28 x 28 29 ~~ x 29 ~~ 34 x 34 4 1 Vax5 :·: R-1878-A9L R-1878-A9G 3 rn x 31'~ : rn ! 30 x 30 32 x 32 36 x 36 4 1 x6:l.'! R-1878-AlOL •' R-1878-AlOG• 37 x 37 JV, j 36 x 36 1 37V, x 37 V2 42 x 42 4 1 :Y.. x3 ": Rectangular R-1878-B 1 L ! R-1878-BlG I 14 x 20 111 ; 112 x 18 14\~ x 20 \~ 18 x 24 4 :y.. x5 :·2 R-1878-B2L i R-1 878-B2G 13 V2 x 25 ' i 11., • 12 x 24 13~~ x 25* 18 x 30 4 1 x4>: R-1878-B3L ! R-1878-B3G 19 V2 x 25 V2 ! 1!2 I 18 x 24 1 9 ~~ x 2 5 '~ 2 4 x 30 4 ~ax5 R-1878-B4L ; R-1 878-B4G 19 V2x31 %11\2 118 x 30 20 x 32 2 4 x 36 4 2x5 R-1878 -BSL j R-1878-BSG 19 * x 3 7 '~ 11·2 j 1 8 x 36 20 x 38 2 4 x 42 4 2x5 R· 1878-B6L I R-1 878-B6G 25 V2x31 1 2 1\i 24x30 25'~ x 3 1'!. 30 x 36 4 l Yax 5 R-1 878-87L I R-1 878-B7G 25 Y2 x 37 /2 ! 1 \2 24 x 36 26 x 38 30 x 42 4 Hlex 5 R-1 878-B8L • I R-1878-aaG • 25 *x49";i 1'2 24 x 48 26 x 50 30 x 54 4 JS1i. x 6 'l,t-, R-1 878-B9L • R-1 87B-B9G • 3 1'.4x37';,11; 30 x 36 32 x 38 36 x 42 4 1Yax4!.3 R-1878-BlOL • j R-1878-BloG• 31 V2 x 49 " i 1 'i I 30 x 48 31'~ x 49'~ 36 x 54 4 1Y2x4:;., ~Cover in two ?iecos. I R-1879 Series Frames Light Duty Lids, Grates These sh a ll o w '.r omes ore suitable for us e in thi n o r d eep co n· crete slobs. A ll ;izes of frames ore reversib le and ~an b e insta ll ed with fl a nge or ::ose or top . Spec ify : 1. Cotolo g number. 2 . To be in sta l led with flange ct base or top. Square Dimens ions in inc hes I B : ! Ca t alog Number A c D E F G l So li d Li d Open Grate R-1879-A 1 L . R-1879-AlG 13 * x 13 1; 11 2 12 x 12 14 x 14 18 x 18 4 1 x3 _ I R-1879-A2L I ;~ ~ :;:~~;~ 18 x 18 1•: 16 x 16 18\~ x 18 1 ~ 22 x 22 4 ~x4:....; • R-1879-A3L 20 x 20 11 i 18 x 18 20 1:< x 20 1 ~ 2 4 x 24 4 Y.xS I ------'--· 21y.x2"1 ~-JI;' 20 -x-20 -22 x 22 R-1879-A4L ! R-1 879-A4G 26 x 26 4 Y.x4 I R-1879 -ASL I R-1 879-ASG 23 V2 x 23 v2 1'-22 x 22 24 x 2 4 28 x 28 4 y. x 6 ;.. J R-1879-A6L , R-1 879-A6G 25¥.x 25:V. 1': 24 x 24 26 x 26 30 x 30 4 l x5 i R-1 8 7 9-All · R-1 879-A7G "~"'"l' 26 x 26 28 x 28 32 x 32 4 ¥· x 7~; : R-18 79-A8L R-1879-A8G 29 V.x29 ', I ': 28 x 28 29'4 x 29'' 34 x 34 4 1Vsx5 "/J R-1879-A9L · R-1 879-A9G 3 1y.x3 11, 1': 30 x 30 32 x 32 36 x 36 4 l x 4 ·' ' R-1 879-AlOL" R-1879-AloG· 37 x37 1': 36 x 36 37 112 x 37 1 i 42 x 42 4 Ix 4 "; : Re ct a n gu lar R-1879-B 1 L R-18 79-BlG 14 x 20 r, 12 x 18 14'. x 20 'j 18 x 24 4 :V.x 5 · : R-18 79-82L R-1 8 79-B2G 13 Y2 x 25 ': ': 12 x 24 13'·; x 25 '4 18 x 30 4 .v. x 4 -; R-18 79 -B3L R-18 79 -B3G 19 \12 x 25': ': 18 x 24 19'' x 25 '; 2 4 x 30 4 ?ts x 5 ·.:. R· 1879 -84L R-187 9 -B4G 19 ~2 x 3 11 , n'= 18 x 30 20 x 32 24 x 36 4 }~ x s -187 9 -8SL R· 187 9 -BSG 19 '• x 37', ~': 18 x 36 20 x 38 24 x 42 4 1 Vax5 ; 87 9 -86L R-1 879-B6G 25 V2 x 3 1': ·, 2 4 x 30 25'' x 3 1'4 30 x 36 4 1 x 5 . .-r--18 7 9 -Bll R-1 879-B7G 25'~ x 37 ', r" 2 4 x 36 26 x 38 30 x 42 4 l x 5 . R-l 879-B 8 L • R· 18 79-B8G • 2 4 x 48 26 x 50 30 x 54 4 ~~ x 5 . Wt. Lb s. I w/ w/ I H lid gra t e I 1 1 130 115 . 1 180 170 ! 1 2 2 0 210 : 1 ~ 235 220 I :v. 265 300 I ¥.. 330 280 1 1 370 325 1 1 415 4 85 i 1 470 465 1 1 Y2 790 700 ; 1 18 5 160 ; 1 220 185 1 1 2 4 5 2 4 0 ! 1 28 5 249 1 1 3 65 295 1 1 3 8 5 360 1 460 425 1 510 575 1 500 515 1 695 680 I W t. Lb s. w/ w/ H lid grate 1 115 100 y. 165 150 v. 195 185 ¥· 200 185 :y. 23 5 255 y. 245 215 JI, 290 260 1 340 390 v. 360 310 l 485 445 l 185 160 1 165 180 ~ 210 195 ; 230 2 15 i 295 310 JI, 290 260 ~;. 335 295 l 395 405 R-187 9-B9L • R-18 79-B9G • 3P•x 37 ', ': 25'~x 49', ~·: 3 0 x 36 32 x 38 36 x 42 4 1x6 ": ' 1 400 380 R-187 9 -BlOL· R-187 9 -BlOG• 31 V2 x 49 ': ·, 30 x 48 3 p; x 49'• 36 x 54 4 1 x 5 ' 480 425 R-1878 -ASL Manhole Frame ond So lid Lid ·--~ ______ ,_ '_A.1 i i ~ _/ ~ ___ , ___ _ H.avy Duty R-1878 Section• R· 1879·81 G Catc h Bas in Gra t e and Frame ______ ,_ Li ;nt Du ty R-1 879 Sect ions Project Title : 000009-2997 i:\projects\000\2997w1 ra .w cd 02/18/99 02:58 :21 PM Steady State Analysis Harvey Road (S .H . 30) Kena Steakhouse Municipa l Development Group ~ Haestad M e thods, Inc. 37 Brookside Road W aterbury. CT 06708 U S A (203) 755-1666 ~ Johnnie Corina's if ~( Projec l Engineer: Larry W ells W a te r C A D v1 .0 (029] Page 1 o f 1 • Link Length Diameter Label (fl) (in) P-1 35 .00 8 P-2 35.00 8 P-3 384 .00 8 P-4 30.00 8 P-5 106.00 8 P-6 22.00 8 P-7 182.00 8 Project Title: 000009-2997 i:\projects\000\2997w1 ra.wcd 02/18/99 02 :58 :54 PM Material Roughness PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 Current Discharge Status (gpm) Open 1 ,980.00 Open 1,980.00 Open 1,980.00 Open 1,980.00 Open 1 ,980.00 Open 1,980.00 Open 1,980.00 Steady State Analysis Pipe Report Start End Head loss Friction Hydraulic Hydraulic (ft) Slope Grade Grade (fU1000ft) (ft) (ft) 492.50 490.75 1 .75 49 .91 490.75 489.01 1 .75 49.91 489.01 469.84 19.17 49 .91 469.84 468.34 1.50 49 .91 468.34 463.05 5 .29 49.91 463.05 461 .95 1 .10 49.91 461 .95 452.87 9.08 49 .91 Munlclpal Development Group Velocity (ft/s) 12.64 12.64 12.64 12.64 12.64 12.64 12.64 © Haestad M ethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 J. Projec t Engineer: Larry W e ll s Wate rCAD v1 .0 [029 [ Page 1 of 1 • Node Elevation Demand Label (fl) Type J-1 277.50 Demand J -2 277.00 Demand J -3 272.00 Demand J-4 272.00 Demand J-5 265.00 Demand J -6 265.00 Demand J-7 273.50 Demand Project Title: 000009-2997 i :\projects\000\2997w1 ra .w cd 02118/99 02:58 :37 PM Demand (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1,980.00 Calculated Demand (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 ,980.00 Hydraulic Grade (fl) 490.75 489.01 469.84 468.34 463.05 461 .95 452.87 Pressure (psi) 92.22 91 .68 85.55 84.90 85.64 85.17 77.57 Steady State Analysis Junction Report Municipal Development Group © Haestad M ethods , Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Larry W ells W aterCAD v1 .0 (029] Page 1of1 Flow Test Report Date :J--/3 -?? Time /: 30 Test made by : .. ~·-6£y;t/ UC.A= ~~tJ . iJ!!< 14,.ev ev Location : 7 Purpose of test : Representative : Witness: Flow hydrant number: E I ::V// -"'3. Nozzle size_:_....:...:~~a_ __ _ Pitot reading : ic/ ~.S I G .P.M. : -~'--,""-~--4feSO Static hydrant number_: _1D~_-...._/"""(}"""'_3~- Static : c:;,L~ / J P.S.I. __._ __ Residual: 93 P.S.I. Remarks: ------------------(-. -------- l 9 8 0 a p m 4"" C1 r\·n o· ~ R~U1 RE er • .... Steady State Analysis Harvey Road (S .H . 30) R-"P-1J-1 I P-2 J-4 P-5 J-9...66 P-7 J-7 =-4.__-~t»-~--tO>~Or-t--~~~~»--~~~-9 J-2 P-3 F.H . -------------)::>~------------- Project T itle : 000009-2997 i:\project s\000\2997w1 ra .wcd 02118/99 02:58 :21 PM Kona Steakhouse Municipal Development Group © Haestad Methods , In c. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Johnnie Corina's t i ~-( Projec t Engineer : Larry W e ll s W aterCA D v 1 .0 [029) Page 1of1 - Link Length Diameter Label (ft) (in) P -1 35.00 8 P -2 3 5 .00 8 P-3 384 .00 8 P-4 30.00 8 P -5 106.00 8 P-6 22.00 8 P-7 182.00 8 Project Title : 000009 -299 7 i :\projects\000\2997w1 ra .w cd 02/18/99 0 2 :58 :5 4 PM Material Roughness PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 Current Discharge Status (gpm) Open 1 ,980.00 Open 1 ,980.00 Open 1,980.00 Open 1 ,980.00 Open 1 ,980.00 Open 1 ,980.00 Open 1 ,980.00 Steady State Analysis Pipe Report Start End Headless Friction Hydraulic Hydraulic (ft) Slope Grade Grade (ft/1000ft) (ft) (ft) 492.50 490.75 1 .75 49.91 490.7 5 489.01 1 .75 49.91 489.01 469.84 19.17 49 .91 469.84 468.34 1 .50 49.91 468.34 463.05 5.29 49 .91 463.05 461 .95 1 .10 49.91 461 .95 452.87 9 .08 49.91 Municipal Development Group Velocity (fUs) 12.64 12 .64 12.64 12.64 12.64 12.64 12.64 © H aes t ad M e th ods , Inc . 3 7 B roo kside Road Waterbury , CT 06708 U S A (2 03) 755-1 666 P ro j ect Enginee r : La rry W ell s W aterC A D v1 0 [029] Page 1 o f 1 Node Elevation Demand Label (ft) Type J -1 277.50 Demand J -2 277.00 Demand J-3 272.00 Demand J -4 272.00 Demand J-5 265.00 Demand J-6 265.00 Demand J-7 273.50 Demand Project Title : 000009-2997 i :\projects\000\2997w1 ra .w cd 02118/99 02 :58:37 PM Demand (gpm) 0 .00 0 .00 0.00 0 .00 0.00 0 .00 1 ,980.00 C alculated Demand (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 ,980.00 Hydraulic Grade (ft) 490.75 489.01 469.84 468.34 463.05 461.95 452.87 Pressure (psi) 92.22 91 .68 85.55 84.90 85.64 85.17 77.57 Steady State Analysis Junction Report Municipal Development Group © Haestad Methods, Inc . 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 Projec t Engineer: Larry W ells W aterCAD v1 .0 [029) Page 1of1 ·. Flow Test Report Date ::2--·;3 -?? nme ) : 'Sn Test made by : ... 6£&?-U tic..&- ~~o . 1111< 14,ev e.v Location : 7 Purpose of test : Representative : Witness : Flow hydrant number: E ~/ ::V// -.?'-Nozzle size_: _ _.C!{_"""'--"'a_ ____ _ Pitot reading : J?c:J ~.SI G .P.M.: _.........,.,:;,,,,_,-.~-- Static hydrant number_: ...... ,D......__-._J ..... a"-3"""-_ Static : a3-/~ P.S.I. __. ___ _ Residual: 93 P .S.I. Remarks : ------------------------------...,,..--------------4 y Rc~u 1 RE 198 0 a pm er • .... .. Project Title: 000009-2997 i:\projects\000\2997w1 ra .wcd 02118/99 02 :58 :21 PM Steady State Analysis Harvey Road (S .H . 30) Kona Steakhouse Munic ipal Developmen t Group © Haestad Methods, Inc. 37 B rookside Road W aterbury, CT 06708 USA (203) 755-1666 Johnnie Corine's ~::/: ~'{ Project Engineer: Larry Wells W aterCAD v1 .0 [029] Page 1of1 Link Length Diameter Label (ft) (in) P -1 35.00 8 P -2 35.00 8 P-3 384 .00 8 P-4 30.00 8 P-5 106.00 8 P-6 22.00 8 P-7 182.00 8 Project Title : 000009-2997 i :\projects\000\2997w1 ra .wcd 02/18/99 02 :58 :54 PM Material Roughness PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 PVC 150.0 Current Discharge Status (gpm) Open 1,980.00 Open 1 ,980.00 Open 1 ,980.00 Open 1,980.00 Open 1,980.00 Open 1,980.00 Open 1,980.00 Steady State Analysis Pipe Report Start End Head loss Friction Hydraulic Hydraulic (ft) Slope Grade Grade (ft/1000ft) (ft) (ft) 492.50 490.75 1 .75 49.91 490.75 489.01 1 .75 49.91 489.01 469.84 19.17 49.91 469.84 468.34 1 .50 49.91 468.34 463.05 5 .29 49.91 463.05 461 .95 1.10 49.91 461 .95 452.87 9 .08 49.91 Municipal Development Group Velocity (ft/s) 12.64 12.64 12.64 12.64 12.64 12.64 12.64 © Haestad M ethod s, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 J. Project Engineer: Larry W e ll s WaterCAD v1 .0 [029) Page 1 of 1 Node Elevat ion Demand Label (ft) T ype J -1 277.50 Demand J-2 2 77.00 Demand J-3 272.00 Demand J-4 272.00 Demand J-5 265.00 Demand J-6 265.00 Demand J-7 273.50 Demand Project Title : 000009-2997 i:\project s\000\2997w1 ra.w cd 0 2/18/99 02 :58 :3 7 P M Dema nd (gpm) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 ,980.00 Calc u lated Demand (gpm) 0.00 0.00 0 .00 0 .00 0 .00 0 .00 1 ,980.00 Hydraulic Grade (ft ) 490.75 489.01 469.84 468.34 463.05 461 .95 452.87 Pressure (psi) 92.22 91 .68 85.55 84.90 85.64 85.17 77.57 Steady State Analysis Junction Report Muni cipal Development Group © H aest ad M eth ods, Inc . 37 Brookside R oad W ater b ury, CT 067 08 USA (203) 755-1666 Project E n g ineer : L arry W e ll s W aterC A D v 1 .0 1029] Page 1 of1 Flow Test Report Date :;2..-./3 · -2? Time /: 30 Test made by: ... :. .6£Mt/ U CA Location : ~~O . 13/!( 1"4t'L/ e.v 7 Purpose of test : Representative : Witness : Flow hydrant number: E I ::V// -?. Nozzle size:;....;:;._-'12f_Q,....[.a_..-_ __ Pitot reading : )?C) ~.SI G .P.M.: _.........,'--,..,,._.....__._ __ _ Static hydrant number_: _.,D~----J ..... a_.3"'-- Static : 4,L,-- / :J P .S .I. _..._.....___ Residual : 93 P.S .I. R c~u 1 RE !9 8 0 a p m er ,,. LETTER OF TRANSMITTAL MUNICIPAL DEVELOPMENT GROUP 2551 TEXAS AVENUE sotrm. SUITE A COLLEGE STATION, TEXAS 77840 Ph: (409)693-5359 h : (409)693-4243 Engineering • Planning • Surveying TO: DEVELOPMENT SERVICES , cocs FROM : Bill KOEHLER DATE : FEB 19, 1999 MDG JOB NUMBER: 009-2997 A TI ACHED PLEASE FIND : NO . or COPIES : DESCRIPTION : 3 PLAN SETS , KONA RESTAURANT 3 WATER DELIVERY ANALYSIS 1 VAR IOUS MARKUP SETS THESE ITEMS ARE TRANSMITIED AS CHECKED BELOW : (] FOR APPROVAL 0 FOR YOUR USE 0 AS REQUESTED 0 OTHER :~~~~~~~~~~~~~~~~~=====::::.~~~ COMMENTS : RECIPIENT: SIGNED: DATE : AA . r ~ MUNICIPAL DEVELOPMENT GROUP 2551 Texas Ave. South , Ste. A 3College Station , Texas 7784 0 3 409-693-5359 3 FAX: 409-693-42433 E-mail: mdgcs@gte.net Engineering, Surveying , Planning and E nviro nmental Consultants MEMORANDUM DATE : February 9, 1999 TO : Development Services, Plan Checking FROM: W .F . Koehler RE: Johnny Corine's, MDG #2997-009 1. Site Plan corrections : The items marked "1" through "3" have been corrected as you noted as revision level "G" (Not published). Changes to the water line have been incorporated to produce revision level "H'' which is current. The Fire Hydrant has been moved to the opposite side of the entrance, along with the water meter vaults . Potable water service to the building has been relocated to the new meter location . A 20 ' utility has been proposed to be granted along the Harvey Road frontage . The curb along the parking area at the north corner has been changed to achieve the required clearance from the Harvey Road R.O .W . We removed the turnout space for the last two spaces to achieve this , as we did with a similar problem at the Q .A.B . site on Brentwood . The graphic depiction of the 24" Post Oak tree has been changed to remove its protection status . An improved linestyle was used to make the fire lane designation more easily discernable. 2. Grading Plan corrections : The inset showing the storm sewer line has had the inverts modified to reflect the drainage report 's elevations . The notation at the inlet has been clarified and referenced to the note specifying the grate style and size in the inset and on the plan view. The inset showing the section of the drainage swale has been changed to allow the use of liriope as an alternate to monkey grass . A nurseryman has suggested that monkey grass has a problem with the salts in our municipal supplies . We propose the leave the final decision to the contractor and/or his supplier, as they will have to be responsible for the performance of their product. We have added notes to apply to the drainage swale and attenuation pad . We have amplified our notes about the nature of the work to be done below the walkway. Our intent is to grass the swale with a minimum of disturbance to surrounding natural conditions . The slope of the flow line and cross-section of the swale will vary throughout its length as we have noted . Much of the layout will be left to the tradesmen who install it in order to achieve this end . revHmemo .d oc MDG-1 The sidewalk which the drainage flume crosses is a part of this project. (We have noted this on the site plan .) We have added an inset detail to show a plan view of the flume and sidewalk crossing, and cross-sections of the sidewalk crossing and of the flume . Grades are specified by the spot elevations given in the site plan view . The note concerning the grate specification has been corrected . The current revision level is "H'', "G" having been superseded because of water line changes 3. L andscape Plan corr~ctions : The landscape plan full-sized sheet has not been changed . This sheet was hand drafted , and we do not wish to ask the landscape architect to re-create it to provide information that we can furnish in a less laborious way . The property line location is reflected on the site plan sheet and has no effect on any feature of the landscape plan, in any case . We have attached Mark's "Landscape Plan Addenda numbers One and Two". The calculations reflect the required points based upon the current property line . The compliance calculations also take into account that the 24 " Post Oak is no longer a protected tree . 4 . Water Plan revisions : The water line has been re-routed . The notes made in the markup in general have no application to the new plan . The current revision level is "C". rev Hm emo.doc MDG-2 ----V;nM,os LETTER OF TRANSMITTAL ~ YUNICIPAL DEVELOPMENT GROUP ~ 1 ~?J I •xm 2551 TEXAS A VENUE SOUTH. SUITE A coll.EGE STATION, TEXAS 77840 11 Ph: (409)893-5359 Fx: (409)693-4 243 /I\ Engineering · Planning · Surveying TO: FROM: DATE : MDG JOB NUMBE R: A-1 1 ACHED PLEASE FIND : NO . OF COP IES: DESCRIPTION: I TH ESE ITEMS ARE TRANSMITIED AS CHECKED BELOW: ~ FOR APPROVAL 0 FOR YOUR USE 0 AS REQUESTED 0 OTHER : COMMENTS : S i GNED : \ DEVELOPMENT PERMIT PERMIT N0.613-R Johnny Corinas Resturant FOR AREAS INSIDETHE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: OWNER: The Hartnett Group Paul Clarke 3608 E. 29th Bryan, Texas 77803 846-4384 DRAINAGE BASIN: WOLF PEN CREEK SITE ADDRESS: Harvey Road TYPE OF DEVELOPMENT:This permit is valid for site work as 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 s~l 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 inside the special flood hazard area. A ll development shall be in accordance with the plans and specifications submitted to and approved by th e City Engineer in the de op ent permit application for the above named project and all of th e codes and ordinances of the of liege Station that apply. Date Owner/ Agent Date Contractor Date DEVELOPMENT PERMIT PERMIT N0.613 Johnny Corinas Restaurant FOR AREAS INSIDE TIIE SPECIAL FLOOD HAZARD AREA RE: CHAP1ER 13 OF TIIE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SITE ADDRESS: OWNER: The Hartnett Group Paul Clarke 3608 E. 29th Bryan, Texas 77803 846-4384 HARVEY ROAD DRAINAGE BASIN: WOLF PEN CREEK TYPE OF DEVELOPMENT: This permit is valid for placement of fill on the proposed lots 3 & 4 of the preliminary plat of West Wolf Pen Creek as shown on the approved plans dated 1/7/99. Prior to any development activity on the site, the Wolf Pen Creek Dedication Area, as shown on the approved preliminary plat, will be field surveyed. A construction barrier and silt fence will be erected allowing this dedication line to prevent any activity within the dedications area. 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 distwbed 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 distwbed 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 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 temporary, 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 unauthoriz.ed. 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 inside the special flood hazard area. All development shall be in dance with the plans and specifications submitted to and approved by the City Engineer in the de elopm t permit application for the above named project and all of the codes -~llUl ordinances of the of C l ge Station that apply . Date (['~~ tractor ¥ Date l l LETTER OF TRANSMITT AL DATE: MDG JOB NUMBER: YUNICIPAL DEVELOPMENT GRO u? ~ J ffi I •:I!J 2ss1 mAS AVENUE SOUTH. su m A COllEGE STATION. TEXAS 77840 11 Pb.: (409 )893-5359 Fx: (409 )69 3 -4242 /I\ Engineering · Plc.nning · Surveying z re; 7 -006 CJ 0 °! £esrfczt.t.nu1 f t-o f-4 f.AJe-s-t-w~rF Pen Creek A -1 1 ACHED PLE ASE FIND : NO. OF COP IES: DESCRIP TI ON: I THESE !TE MS ARE TRANS ).1 liTED A sr;:::t:~~Cb"!i!'.E'bl:JW.i·r;:~::::i 0 FOR APPROV AL ~ ~ FOR YOUR USE 1 9 199~ ~ 0 AS REQUESTC:O 3: I.:!::> 0 OTH ER: _____ ___!;;;~~;;;;;;;;;:;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;J_ _________ ~ doc u R'!{?tz f.s S :GNED: ---_________ __, Figure XU Development Permit City of College Station, Texas . If I~ 838 flcy~ 'Trc;_ c.i-(A-Kii-pr~O.kQ{ Site Legal Description : Lo f 3 tJ-es I tAJo//' fJ-€4/l Cr-e-e.k ) I ""~~08 t; Site Owner: 7lLe tfa.-ftzeJf br~ Address: 0 /7~ C/q~ t3rytM1/h by F/re.al ~ !<esfqu. fs.7 Telephone: 8~t:.-43 84 7780;3 ::1::11 c... Architect/ Address: z S"'S"/ A-, T~ Ave. 5 <l cs . Telephone No : b'f 3 -:5 3 5 9 Engineer: /ll) b Addres s : -------------Te 1 e phone No : _________ _ Date Application Filed : I J ~ /Cf '1 ~ Application is hereby made for the following development specific waterway alterations : Dev-ehf ~f2='<4 5,-k__ PbNi Application Fee Signed Certifications Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . Site and Construction Plans, with supporting Drainage Report two (2) copies each . Other: ------------------------------ ACKNOWLEDGMENTS : l , 0r"fo''/ K. {jJ a.vf , 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 De sign Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of Contractor the College Station City Code . I _ ~~l<.7if& PropertyWOf( s) tJo orJl-- 0 WJVVt5 /l-~n~r# -v Figure XII Continued CERTIFICATIONS: (for proposed alterati o ns within designated flood hazard are as .) A. I, certify that any nonresidential structure on o r 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 . E ng ineer Date B . l, ce rtify that the finished floor elevation of the lowest floo r, including any bas e ment, of any resid e ntial structure, proposed as part of this application is at or ab ove the base fl o o d elevation establi s he d in the latest F ede ral Insurance Adm inistration Flood Hazard Study and maps, as amended . E ng ineer Date C I, N . B. 6~"~; P. b , ce rtify that the alterations or developm e nt covered by th is permit shall not d imi nish the flood-c arry ing capacity of th e waterway adjo ini ng or crossing th is p e rmitted site and that such alterations or development are consistent with re quirements of th e C ity of College St a tion City Code, Ch a pter 13 concerning e ncroachments o f flood ways and of flo o~ay fr:nJ esJjf 1J1 //vj j;;s~1'~~~\ ,· /(/v(I(. ./2. f.J~ Jfl· ~"\Y"; ......... ~~~-u, Ir 1 i En g ineer {I f.'Y.__,o/(•al&P.!--"--....:.l\~.:llii~*-.:w.-:.~-'----'----.L__l--'------ ij NOITTHi3.9ifARDELrk:~J . I , do c !!~t~e>pri0pasen.sa.~1ons do not raise the level of the 100 year flood above elevation esta ~~~h ~t}8l?-3 ~~d '/J urance Administration Flood Hazard Study. f4~:.~6/sti.'-!.•'; fiij! ·~-s:······· .. · t# d \~~~~~#!27 E ng ineer Date Co nditions or comme nt s a s part of appro va l ~~~~~~~~~~~~~~~~~~~ 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. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable cod e s and ordinances of the City of College Station shall apply . From: To: Date: Subject: Paul Kaspar Veronica Morgan 8/31 I glanced through the ge reports and they show no improvements to the creek area between them. The just reference copies of the site plans we received last week and the only detail is a curb leaveout detail. So, there is still no information available on what they are proposing to do with the dedication area. The drainage reports are very skinny as well, so I don't think much analysis was done.