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Home My WebLink About41 Development Permit 612 Konas SteakhouseCOLLEGE -STATION P. 0 . Box 9960 1101 Texas Avenue Tet. 409 764 3500 WOLF PEN CREEK DESIGN REVIEW BOARD College Station, TX 77842 March 3, 1999 TO: FROM: SUBJECT: Charles Mercer, Fired-Up Inc., 3555 RR 620 South, Austin, TX 78734 Mark Ferguson, Contemporary Landscape Services, 106 North Avenue, Bryan, TX 77801 Design Review Board: Kay Henryson, DRB Member Chara Ragland, DRB Member George McLean, DRB Member Steve Parker, P&Z Commissioner Winnie Gamer, P&Z Commissioner Other Attending: ; Natalie Ruiz, Development Cooy-:-' t..,~"--1-'l Bridgette George, Assistant Developm 'rdinator Nanette Manhart, Mapping Specialist Jane Kee, City Planner Kona7s Stellkhouse Landscape Plan -restaurant located on 1.838 acres, Lot 3, West Wolf Pen Creek on Harvey Road. (98-438) Charles Mercer stated that after the last meeting he went out to the job site and had the tree barricades moved out. He said that they do have to move the barricades in when they are doing work in the immediate area, but move them back when finished. He said that in addition to the landscaping they are trying to relocate irrigation lines and fire lines away from the trees. Mark Ferguson informed the Board that calculations were refigured since some of the protected trees would no longer be able to qualify for the protected-point credit. The plan he displayed showed the new landscape plans and calculations. He stated that the plans reflect mostly Texas natives, with the exception of the Bermuda grass in some areas. All of the trees have no lawn, no irrigation, nor plantings underneath them. They will be landscaped with steel edging with the area mulched. He mentioned that the Streetscape Ordinance has created some problems because of the requirements for screening the parking. He stated that they will ask for a variance for certain areas to not have to meet the three-foot screening requirement that have existing trees. He said they will use Water Oaks instead of Elm Trees, because it is a native to the county and will do better. Chara Ragland stated that the landscape plan looks good. She said that she was still concerned about the existing location of the tree barricades on site. She said that the barricades were moved out for a few days after the last meeting, but that they are pushed back most of the time. Karl Dryer stated that the barricades are moved back during the day because they are Home of Texas A&M University working in those areas off and on throughout the day. He stated that the barricades in the back of the site have been moved back because they are installing a storm sewer. Ms. Ragland stated that there is also a large truck sitting at the front of the site where the barricades have been pushed back. She stated that those barricades need to be moved out as a reminder to stay away from the trees. Mr. Mercer stated that they had to move the barricades when they were working on the parking lot. Kay Henryson stated that those barricades need to be put up when work is not taking place in that area to prevent workers from parking under the trees when they arrive. She said that the barricades need to be up during the day when workers are out there, not at night when no one is around. Chara Ragland stated that the landscape process should be done at the beginning of projects before any construction takes place. Once something has been damaged, it will be hard to fix it. Kay Henryson stated that she would like a city tree person to check existing trees to determine whether trees should be protected or not on projects. Natalie Ruiz stated that the water line will be constructed as close to Highway 30 as possible. She mentioned that a couple of trees will have to be removed, and that one of the trees is already dead. Chara Ragland moved to approve the landscape plan. The motion was seconded by Steve Parker, which passed 5 -0. Wl'C Design Review Board Page 2 of 2 DRAINAGE REPORT FOR KONA STEAKHOUSE WEST WOLF PEN CREEK BLOCK ONE, LOT THREE 1.838 ACRE TRACT COLLEGE STATION, BRAZOS COUNTY, TEXAS AUGUST, 1998 REVISED : OCTOBER 5, 1998 MUNICIPAL DEVELOPMENT GROUP I t!4 I •ISJ 2551 TEXAS AVENUE . SOUTH, STE. A · COLLEGE STATION, TEXAS 77840 Ph : (409)693 -5359 Fx: (409) 693 -4243 ~Consul ting Enginee r s · Environmental· Surveyors· Planners \O\C\ ~!\\ ~ ~~ TABLE OF CONTENTS DRAINAGE REPORT PROJECT SU"MMAR Y ................................................................................................ 3 DRAINAGE AREA DESCRIPTIONS .......................................................................... 3 DRAINAGE CALCULATIONS ................................................................................... 4 RESULTS ..................................................................................................................... 5 SECTION #I -MAPPING SECTION #2 -DRAINAGE AREA: PRE-DEVELOPMENT SECTION #3 -DRAINAGE AREA: POST-DEVELOPMENT SECTION #4 -HYDROGRAPHS SECTION #5 -PROPOSED STORM SEWER SECTION #6 -PROPOSED GRADING & FILL SECTION #7 -DRAINAGE DETAILS West Wolf Pen Creek Kona Steakhouse Drainage Report Municipal Development Group PROJECT SUMMARY This report outlines the drainage plan for the West Wolf Pen Creek, Lot 3, 1.838-acre t ract. T he subject property site is situated on the southeast side of Harvey Road (State Hwy No 30) approximately 2,500 linear feet northeast of the Texas Avenue and Harvey Road intersecti on. This tract generally slopes to the south with an approximate maximum grade of 2. 75%. The site is currently vacant and unimproved with native grasses , weeds , small brush and heavily wooded t rees . The natural drainage of the site is by sheet flow to the south and into 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 bas in, which is a part of the Carter Creek drainage basin . The poli cy of the City of College Station is to encourage the rapid conveyance 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 shown on Figure II-I , (Carter Creek Drainage Basin). Th erefore, no runoff will be detained on the proposed site and the post-development runoff from the site will be directed to Wolf Pen Creek. DRAINAGE AREA DESCRIPTION The pre-development drainage area consists of 1. 796-acres of land . The post- developm ent drainage area will consist of the same site and total acreage , but runoff coeffici ents will change due to the development. Imperv ious areas will be introduced by the 7,814 square foo t building and from the concrete parking area 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 collected by a series of grate inlets and pipe a through storm sewer system to point off the proposed site into Wolf Pen Creek. Thence runoff will continue on by the above 2970-000009 Drainage Report.doc Drainage Report -3 West W olf Pen Creek Ko na Steakhouse Drainage Report Municipal Development Group mentioned natural drainage pattern. The results of the storm sewer system are further illustrated and supporting calculations shown in the section, "Results". The post-development drainage will consist of three sub-drainage basins. The western portion of the site , (Drainage Basin B 1 ), will collect runoff primarily from the proposed parking lot and drain to the southwest into a proposed grate inlet. The middle portion of the site, (Drainage Basin B2), will collect runoff primarily from the proposed parking lot and drain to the southwest into a proposed grate inlet . The eastern portion of the site, (Drainage Basin B3), will collect runoff from the proposed building and parking lot and drain to the southwest into a proposed grate inlet. These proposed grate inlets will be properly sized to insure that the water depth in the parking lot does not reach above 6" during the 25-year rainfall event. The results of the outlet design are further illustrated and supporting calculations shown in the section, "Results". Also a typical detail is shown in Section #7 , "Drainage Details". DRAINAGE CALCULATIONS The drainage calculations , data and miscellaneous information are presented in four bas ic sectio ns : 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 . ill. Drainage Area : Post-Development -Contains the calculations for the amount of runo ff after the proposed development. IV. Hydrographs -Comparisons of P re and Post Hydrographs of the entire site. V . Proposed Storm Sewer -The calculations and requirements for the proposed storm sewer through the site to discharge runoff into Wolf Pen Creek. VI . Proposed Fill & Grading -Hydraulic computations verifying that the fill on the project site will not have adverse affects to Wolf Pen Creek. VII. Drainage Details -Construction details of required drainage structures . 2970-000009 Drainage Report.do c Drainage Report -4 West Wolf Pen Creek Kona Steakhouse Drainage Report Municipal Development Group The drai nage 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, "I" is the storm intensity in inches/hour for each selected frequency , and "A" is the drainage area in 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 drainage 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 . Pipe flow calculations were computed using Manning 's formula, aided by the program StorrnCAD vl.0. Pipe flow calculations assumed full flow capacity when solving for slope, vel ocity and discharge rate . RESULTS From the drainage calculations the following result s were determined : + Detention Calcul at ions : As discussed earlier, the C ity of College Station policy i 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 . Justification of no detention to this site was made by the companson of time of concentration, (Tc). The approximated Tc of Wolf Pen Creek, to the proposed site , is 2970-000009 Drainage Report.do c Drainage Report -5 35 minutes. This Tc assumed an average velocity of 4.0 ft/sec and 8,500 ft of travel to the project site . The minimum Tc of the site allowed without detention is 10 minutes . 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 Storm Sewer : Sub Drainage Basin Bl , B2 & B3 will be drained by grate inlets placed inline with the proposed storm sewer system . The grate inlet will have a capacity equal to that of the 100-year rainfall event with a half-foot of head . A Neenah grate model R-1878-B3G or approved equal will be used for the grate inlets of Sub-Basin Bl and B2 . A Neenah grate model R-1878-B5G or approved equal will be used for the grate inlet of Sub-Basin B3 . Capacity= Gravity, g = Capacity= Gravity, g = Capacity= Gravity, g = GIVEN GIVEN GIVEN GRATE INLET for SUB-BASIN B1 CALCULATED 100-YEAR RAINFALL EVEND 4 .114 cfs Depth= 32.2 FT/sEc Free-ope~'i~rea = GRATE INLET for SUB-BASIN 82 CALCULATED (100-YEAR RAINFALL EVEN 4.594 cfs Depth = 32.2 FT'sEc !Free-ope'~i'~ea;:; GRATE INLET for SUB-BASIN B3 CALCULATED (100-YEAR RAINFALL EVEND 8.853 cfs Depth = 32 .2 FT/sE c '.Free-opeg'i:,.rea = 0.50 ft 1.21 ft2 0 .50 ft 2.60 ft2 From Section #5 the sizing of the proposed storm sewer was determined. The proposed storm sewer was analyzed with the calculated water surface elevations from t he N .D .M . flood study . Below is the data summarizing the proposed storm sewer sy st em. West Wo lf Pen Creek Kona Steakhou se Drainage Report Municipal Developm ent Group PROPOSED STORM SEWER (25-YEAR RAINFALL EVENT) PIPE TYPE DISCHARGE VELOCITY P-5 P-4 P-3 P-2 P-1 Outlet cfs) (ft/sec) 18" R.C.P . 7 .501 18" R.C.P. 3.590 18" R.C.P. 7.010 24" R.C .P. 10 .496 30" R.C.P . 21 .889 21 .889 PROPOSED STORM SEWER (100-YEAR RAINFALL EVENT) 4 .24 2 .03 3.97 3.34 4.46 4 .46 PIPE TYPE DISCHARGE VELOCITY cfs) (ft/sec) ·~~~~~~~~~~~---""- P-5 18" R.C .P. 8.853 5.01 P-4 18" R.C .P. 4 .237 2.40 P-3 18" R.C .P. 8.273 4 .68 P-2 24" R.C.P . 12 .387 3.94 P-1 30 " R.C.P. 25.834 5.26 Outlet 25.834 5.26 + Proposed Fill & Grading : From the N .D.M. study the water surface elevation, channel velocity and cross-sectional area for Section No. 153 .00 was interpolated . From the formula Q=AV the following assumptions were made : ~ The quantity of discharge, (Q), would not change significantly . ~ The vel o city that was interpolated originated from the N .D .M . study . These base velocities fr om the N.D .M . study are velocities exper ienced w ithin t he floodway of Wolf Pen Creek. Si nce fill will only occur outside of the floodway the velocities would not change. ~ The cross-sectional area would be the only variable to the flow geometry and characteri stics in Wolf Pen Creek, so long as fill onl y occurs outside of the floodway . F rom thi s assumptions the ch an ge in cross-sectional area from fill on the project si t e could be converted into additional depth . This raise in water surface elevation would therefore account for the change in cross-sectional area . Below are the following results : 2970-000009 Drainage Report .do c Drainage Report -7 West W olf Pen Creek Kona Steakhouse Drainage Report Muni cipal Development Group PROPOSED FILL & GRADING EFFECTS STORM (~r) 10 50 100 500 INTERPOLATED CHANGE AREA W .S.E. W.S .E. (~ft) (ft _,_(ft_) --· 1036.86 1218.63 1328 .64 1564 .94 277 .16 277.70 278 .00 278.60 0.09 0.23 0 .31 0.34 This method of checking the change in water surface elevation maybe vary simp li sti c in nature, but it is a good method of checking whether the change in cross-sectional area will have an drastic impact on the water surface elevation . From our calculations the findings showed that the raise in water surface elevation are be negligible . 2970-000009 Drainage Report.doc Drainage Report -8 - SECTION#2 DRAINAGE AREA PRE-DEVELOPMENT SECTION #2 DRAINAGE AREA -PRE-DEVELOPMENT GENERAL INFORMATION Description: Drainage area of site before development. Drainage Area (APRE) = 1.475 acres TIME OF CONCENTRATION CTJ GIVEN Maximum Travel Distance (DPRE) Velocity of Runoff (VPRE) = Coefficient of Runoff (CPRE) = 350 ft 1.00 ft.lsec 0.38 **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) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY. RA TE 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 2970-000009 Detention Facilities Evaluation.xis RESULT Tc(PREJ = 5.8 min . Rainfall Intensity 02) = 6 .327 i%r llil.5·:::.:-:::t·t::::\ . ;:: ' ,)j ::::::••:: .t',!•l:•:t}J i.ii.7J,faii~ULt Rainfall Intensity (Is) = 7.693 i%r ··•·•·•·.·•·.·•·.·.·.·.·.·.·.·. ··.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.-.···· ·-·······················-·.·.·.·.·.-.·.-.·.-.·.·.·.·.·.·.·.·.·.·.·.·. ·.•'_•·.a_ ... _ •. ·.•·.· .• ~.·'.•,·.·.•·.•'_i:a_.'_;_.'_;_.'_• .. •'.•.•'.•.•'_•._•'_•· . .:-.••.••.• ttt t• wt.••.••.••.••.•.•-•.•.••.•.•.•.•.·.•.•.•.•.•.•.•.•.•.•.•.• ..... •r•1a1a•a.s.t•• ••• !iJ: -:·:·:·:·:·:·:-:-:-:-:-:-:-:-:-:·:·:·:·:·:-:-:-:-:-:-:-:-:-:-:· Rainfall Intensity (1 2s) = 9.861 in/hr f iiii~j~fflr··-~~~~~~~~~~~~~~~r·· ~rm~~l~l~lr:=;;;~;~;f ;j;~;~~;~;~;;;;~~;~~~~[i;1;i~~~~~;;;;f :-~~l!i!!iii ;;~1~111~~~~11~~~if~~~r~ Rainfall Intensity (Isa) = 11 .148 in/hr :@ijij:•!·::-:.:.:.::.:.:,:.:.:_:::···::·:·:i.::.jt'·::.::::::.:.:,::: .•. t:·r.:.~~~~1 :::~t1:·::.::.:::::: Rainfall Intens ity 0100) 11 .639 in/hr Jgjl:e ••_,,_:_:_:::•·:r·:·:·:·:·:':::::::'':•·:·_:·· ••• ·• • •• ., ••••• 1;111.:iirt SECTION#J DRAINAGE AREA POST-DEVELOPMENT SECTION #3 DRAINAGE AREA -POST-DEVELOPMENT GENERAL INFORMATION Description : Drainage area of site after development Drainage Area (81) = 0 .369 acres (developed area ) Drainage Area (82) = 0.412 acres (developed area ) Drainage Area (83) = 0.794 acres (deve loped area) TIME OF CONCENTRATION <Tel GIVEN RESULT Maximum Travel Distance (D 1) = 290 ft Tc1 = 1 .8 min . Velocity of Runoff (V1) = ft 2 .75 lsec Coefficient of Runoff (C 1) = 0 .95 Maximu m Trave l Distance (D2) = 260 ft Tc2 = 1.6 min . Velocity of Runoff (V2) = ft 2 .75 lsec Coeffi c ien t of R unoff (C2) = 0 .95 Maxi mum Travel Distance (D 2) = 280 ft Tc3 = 1.7 min. Veloc ity of Runoff (V2) = ft 2 .75 fsec Coefficient of Runoff (C 2) = 0 .95 **NOTE : Minimum Tc allowed = 1 O min . T q POST) = 5 .0 min . 2970-000009 Detention Facilities Evaluation.xis SECTION #3 DRAINAGE AREA -POST-DEVELOPMENT 2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffi c ien t (e) = Co effi c ien t (b) = Coeffi c ient (d ) = 0.806 65 8 5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .785 Coefficien t (b) = 76 Coe fficie nt (d) = 8 .5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coe ffi c ien t (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coe ffici en t (e) = Coe ffi cien t (b) = Coefficien t (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q) Coefficient (e) = 0 .745 Coeffi cien t (b) = 98 Co effi c ient (d) = 8 .5 100 YEAR FREQUENCY. RATE OF DISCHARGE (Q ) Coefficient (e) = Coefficient (b) = Coe ffi cien t (d ) = 29 70-000009 Detention Facilities Evaluation.xis 0.73 96 8 Rainfall Intens ity (12) = Q AREA 1 = in/ 6 .327 hr 2.2 36 cfs Q AREA 2 = 2 .4 97 cfs Q AR EA3 = 4 .81 2 cfs .•,•.A,=.·,=.:,=.·.=~.·=.•:,• .. ,•.:,== .. ,:= .. =,: .•. :.· .• •,: .. =,\r.::::::::r================r•, •••••im::rr7 ·············.•.•.•.•.•.•.s.· .. ·.=.•.: .. m ... • .. ·.=·.· .. ··.·······.= .. ·.=.••.•:.~.=.=.=.·•.=.=.=•.••.••.·r.••.•:.:: ~ ..... ;::::::;::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::·:·:·· Rainfall Intensity (1 5) = Q AREA 1 = Q AREA2 = Ra infall Intensity (1 10) = 7 .693 in/hr 2 .71 9 cfs 3.036 cfs 8 .63 5 in/hr QAREA 1 = 3.052 cfs QARE A 2 = 3 .408 cfs QAREA 3 = 6 .567 cfs :=mj~•a : : =:·.:·:·J ]:·11:.:.::]]] ·=·~·1.11211 •i1 ••••::••··· Rainfall Int ensity (125) = 9 .86 1 in/hr Q AREA 1 = 3.486 cfs Q AREA 2 = 3 .892 cfs Q AREA 3 = 7.50 1 cfs ::A r=:=:=:=:=:=:=: =:=:=:=:=:=:=:=:=:=:=:=:=:::::::::::::=:=:=:=: ·=·=···:···:·:: ~~~~~~~~~~~~; :~~~.~.~.~~~1.=~:}t~.~.11.~1.~.\f )'ff?! •••11••••••••••1•1 •• \tt:.:= ,,, ,,,,,, =•~'=~~mt.~m~ ........ , Rainfall Intensity (1 50) = Q ARE A 1 = Q ARE A 2 = 11 .148 in/hr 3 .940 cfs 4 .400 cfs Q AREA3 = 8.479 cfs ==x ;;c=============== ...... ,· .. ====·=·=·=·=·=:==••=••=•=•=, ..... :•=•:•=.::•:•::=:,,,:::; .. =·=.,:,.=, .. •,.=.,•,.•,·.·,=.,•,.=.,.· .•. ·;..=·=,.=,·.=,•,.1=,·.=,·.=,=,• .• •.',.•,=,·.=,=.,=.=;.=·=,·.=,=,.~,.·.=,·.=,=,=.,•,.=.,.•,.=,~.=,=.=,~,=,·.=,·,.,=· .... ·.'.=,========•=•=•=• ••~at •t•••tt: . : • • • ..... ==• ~·:;,. ..:•: ::::r Rainfall Int ens ity (1 100) 11.639 i%r QARE A 1 = 4 .114 cfs Q ARE A 2 = 4 .594 cfs Q AR EA 3 = 8 .853 cfs •iljw :at • · • ••• •••••:::: • ::::: · ::·:·:·: =. :1~f.I!••• .... SECTION#4 HYDROGRAPHS SECTION #4 -HYDROGRAPHS Chart 4 2-YEAR HYDROGRAPH 6 ------ 4 ---- 2 -- 0 10 I El Post-Development mJ Pre-D ev elopment I HYDROGRAPHS Chart 4 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 5 5-YEAR HYDROGRAPH a------- 6----- 4--- 0 10 II Post-Development Ii.I Pre-Development HYDROGRAPHS Chart 5 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 6 10-YEAR HYDROGRAPH a------ 6----- 4--- 2 0 10 ID Post-Development l!I Pre-Development HYDROGRAPHS Chart 6 TIME (min) 20 30 SEC TIO N #4 -HYDROGRAPHS Chart 7 25-YEAR HYDROGRAPH 16-------------------------------------.,....-----------------------------------r-------------------------------------, 10------- 6---- 4---- 2 0 10 Fd Po st-De velopmen t El Pre-Development HYDROGRAPHS Chart 7 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 8 50-YEAR HYDROGRAPH 18 --------------------..-------------------,--------------------, 10------ a----- 6---- 4--- 2 Oopiiiiiiiiiiiiilil ....... ~iiiiiiiiiilil ....... ~iiiiiiiiiililiiiiiiiiiiiiiii~jiiiiiiiiiiiiOiiiiiiiiiiiiiiiiiiiiiiiiiiiiii~iiiiiiiiiiiiiiiiiiiiiiiiiiiiiii;j;j;jiiiiii;j;iii;jiiiiiiijjiiiiiiiiiiiiiii~~;iii;jiiiiiiijjiiiiiiiiiiiiiii~~iiiiiiiiiiiiiiiiiiiiiiiiiiiiii~;j;j;j;j;j 0 10 mt Post-Development El Pre-Development HYDROGRAPHS Chart 8 TIME (min) 20 30 SECTION #4 -HYDROGRAPHS Chart 10 100-YEAR HYDROGRAPH 0 10 •Post-Development a Pre-Development HYDROGRAPHS Chart 10 TIME (min) 20 30 SECTION#5 PROPOSED STORM SEWER 281 .00 280 .00 279 .0 0 2 78 .00 277.0 0 276 .00 25 yr = 275 58 ft 2 7 5 .00 274 .00 1 Wolf Pen Creek TAIL WATER ~ r!J' ~ ~ 1--1 r .!} v---~ I ~ = 0.3694Ln(x) 274.39 "1 '?" k-' "'""" ~ !..--i,...-i .~ ~ ~ j,-i.- i..--J...-' ' ~ ~ ~ ' ~ .~ IV ~'%- 10 RAINFALL EVENT (YEAR) >$> ·~ .------.... ~ - .......... .~ ~ ... ~ """' .,..i.- ~ ·, >. ":.? 100 l.,.....----- l..---" i-- ~ i-- n;.,.~ 'f L.,..J I .~ '],' i...,....~ l--'• ..:>. ··~ +section No. 145 .60 •section No. 156.40 •section No . 147 .60 Sonic Parking 1-4 P-4 Project Title: 000009-2944 Proposed Sonic i:\projects\000\2970\2970!1 rb .stm 10/05/98 02:06:16 PM 1-3 KONA RESTAURANT P-3 25-Year Rainfall Event MUNICIPAL DEVELOPMENT G R OUP Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 P -1 1-5 Outlet Wolf Pen Creek P roject Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 0+00 f',ipe · P -1 o+~ Invert: 267 .~ Dn Invert: 266 .000 ft Leng th : 117.00 ft S ection Size : 30 inch Project Title : 000009-2944 P roposed Sonic i :\projects\000\2970\2970!1 rb.stm 1 0/05/98 02:06:51 PM Pip : P -3 Up n vert: 272.61 O ft 2+50 3+00 S tation ft MUNICIPAL DEVELOPM E NT GROUP Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06708 (203) 7 55-166 6 3+50 278 .00 00 ft .s ee .no 274.00 272 .00 Elevation ft 270 .00 268 .00 266.00 4+00 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 /' -. - ~ I l~::a . 1-I v F im : 27E I~ •Um p: 2 ~ v [......--"" ~ ~ ~v ~ ~>utlet: Outlet ~•im· 21 1 nno ft ~ ~66.001 D ft ~ .ump:. --L--- L----L---- l---- ---i------------ o+oo 0+20 0+40 r9S~~9t~7 -~t 1 +20 Dn Invert: 266.gooi& ft Leng th : 117.00 ft Secti on Size: 30 inch >.200 ft 57 .463 ft Pi De: P -5 UJ ~ Invert nr ~ lnv~rl Project Title: 000009-2944 Proposed Sonic i :lprojects\000\2970\2970!1 rb.stm MUNICIPAL DEVELOPMENT GROUP I 1let t .. 1m 278 .00 ~~6 .00 276 .600 ft ~.urr p: 271 .670 ft 274 .00 - 272 .00 270 .00 268 .00 271.67 ?7n o~ 10/05/98 02:07:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 Elevati on ft Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Node Report ~Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (min) (min) (cfs) 1-5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 7.501 4.24 276.600 1-4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 3.590 2.03 277.500 1-3 0.00 0.00 0.00 0.00 0.73 0.73 0.00 0.000 7.010 2.03 277.500 1-2 0.00 0.00 0.00 0.00 1.10 1.10 0.00 0.000 10.496 3.34 276.500 1-1 0.00 0.00 0.00 0.00 1.49 1.49 0.00 0.000 21.889 4.46 276.200 Outlet N/A NIA NIA NIA 1.93 1.93 0.00 0.000 NIA 4.46 271.000 Project Title: 000009-2944 Proposed Sonic i:\projects\0001297012970!1 rb.stm MUNICIPAL DEVELOPMENT GROUP 10/05/98 02:07:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Rim Sump Elevation Elevation (ft) (ft) 276.600 271.670 277.500 273.500 277.500 272.610 276.500 271.220 276.200 267.463 271.000 266.000 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 Pipe Report ~ Pipe U pstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream D ownstream Upstream I Node Node (cfs) (ft) Slope Velocity Size (cf s ) Invert Invert H G L (ft/ft) (ft/s) Elevation Elevation (ft) (ft) (ft) P-5 1-5 1-1 7.501 72.00 0,010000 4 .24 18 inch 0 .014 9.753 271 .670 270.950 276.578 P-4 1-4 1-3 3 .590 89.00 0,010000 2 .03 18inch O.Q14 9.753 273.500 272.610 277.029 P-3 1-3 1-2 7 .010 89.00 0,010000 3 .97 18 inch 0 .014 9 .753 272.610 271 .720 276.908 P-2 1-2 1-1 1 0.496 77.00 0,010000 3 .34 24inch 0 .014 21 .005 271 .220 270.450 276.344 P-1 1-1 Outlet 21 .889 117.00 0,012504 4 .46 30inch O.Q14 42.588 267.463 266.000 275.966 Project Title: 000009-2944 Proposed Sonic Project Engineer: Rabon Metcalf i:\projects\000\297012970!1 rb.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 10/05/98 02:07 :52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Sonic Parking 1-4 P-4 Project Title: 000009-2944 Pro posed Sonic i :\projects\000\2970\2970t1 rb .stm 1 0 /05/98 02:08:42 PM 1-3 KONA REST AURANT P -3 1 00-Year Rainfall Event MUNICIPAL DEVELOPMENT G ROUP Haestad Methods, Inc. 3 7 Brookside Road Waterbury, C T 06708 (203) 755-1666 P -1 1-5 Outlet W o lf Pen Creek P roject Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 ~ ~ >utlet: Outlet ~im · 271 nnn ft ump: 266.000 ft ---------0+00 v 11,;;;1,. 1-I ~ ~ im : 276 .21 ~ump : 267 . v - -------- ------ f',ipe · P -1 o+~ Invert: 267 .~ Dn Invert: 266 .000 ft Length : 117.00 ft Section Size: 30 inch Project Title: 000009-2944 Proposed Soni c i :lprojects\0001297012970!1 rb.s tm i1e1 : ,. im :~ ,1b.+· 1-? omn ~ ii :n : 276 .500 ft 0 ft <~u mp: 2 71 .220 ft 463 ft -~ I I PipE : P-3 Up nvert: 272 .610 ft LJJI IV~I'-• ~/ l ./'8V U Len 9th : 89.00 ft Sec tion Size: 18 i n c h Pipe : P -2 Up Invert: 271 . 20 ft n;.. lnu~r+· ?7n i:;;n ft 1 ~~~h~ ~Tz~~ 2'itrruti 2 +50 Station ft MUN ICIPAL DEVELOPM E NT GROUP r3 7.J73°e:;0 1 ~ ft I I 11 l et: 1-4 F im : 277 . 5 <:: om n • ?7\ 278 .0 0 00 ft .SOO .ftO 2 7 4 .0 0 Pipe : P 4 272 .0 0 up 1nve Dn lnve Len~th : Sec on 3+00 ,re: ~I ~.OUU n rt: 272 .61 0 ft 89 .00 ft Size : 18 i n c h 3+50 2 7 0 .0 0 268.0 0 2 6 6 .0 0 4+00 Ele vation ft 1 0/05/98 02 : 11 :07 PM Haestad Methods, Inc . 37 Brookside Road W aterbu ry, C T 067 08 (203) 755-1666 Project Engineer : Rabon Metcalf StomiCAD v1 .0 Page 1 of 1 - ,/' v I l~:::a . 1-I v F im : 2 7€ ~ .um p: 2 ~ v ~ ~ - ~v Du ti et: Outlet ,im· 21 1 000 =t ~~ump : ~66.001 D ft --i-----L---L--- l--- L---~ ~ ---L--- o+oo 0 +20 0+40 ~S~e<k-~7 .4~ 1+20 Dn Inve rt: 266 ~iltn ft Length: 117.00-ff-- Section Siz e: 3 0 inch •.200 ft 57 .463 ft Pi oe : P -5 U J ~ I nvert nr ~ l nvP-rl P roject Title : 000009-2944 Propos ed Sonic i:\projects\000\2970\2970!1 rb .stm M U NICI PAL DEVELOPMENT GROUP - I inl et '"' .. Im S u rr 278.00 tl~6 .00 276 .600 ft p : 271 .670 ft 274.00 272 .00 270 .00 268 .00 271 .6 7 ?7n qh 1 0/05/98 02: 11 :23 PM Haestad Methods, Inc. 37 Brookside Road Wate rbury, C T 067 08 (203) 755-1666 Elevation ft Projec t E ngineer: Rabon Metcalf StormCAD v1 .0 Pag e 1 of 1 Node Report ' Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground Rim Sump Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation . (acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft) (min) (min) (cfs) 1-5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 8.853 5.01 276.600 276.600 271.670 1-4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 4.237 2.40 277.500 277.500 273.500 1-3 0.00 0.00 0.00 0.00 0.62 0.62 0.00 0.000 8.273 2.40 277.500 277.500 272.610 1-2 0.00 0.00 0.00 0.00 0.94 0.94 0.00 0.000 12.387 3.94 276.500 276.500 271.220 1-1 0.00 0.00 0.00 0.00 1.26 1.26 0.00 0.000 25.834 5.26 276.200 276.200 267.463 Outlet N/A N/A N/A N/A 1.63 1.63 0.00 0.000 N/A 5.26 271.000 271.000 266.000 Project Title: 000009-2944 Proposed Sonic Project Engineer: Rabon Metcalf i:\projects\000\297012970t1 rb.stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0 10/05/98 02:11 :44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 e Pi p e Repo rt Pi pe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity U pstream Downstream Upstream Node Node (cfs) (ft) Slope Velocity Size (cf s) Invert Invert H G L (ft/ft) (ft/s) E levation E levation (ft) (ft) (ft) P-5 1-5 1-1 8.853 72.00 O.Q10000 5 .01 18 inch 0 .014 9.753 271 .670 270.950 277.283 P-4 1-4 1-3 4.237 89.00 O.Q10000 2 .40 18 inch 0 .014 9 .753 273.500 272.610 277.498 P-3 1-3 1-2 8 .273 89.00 O.Q10000 4 .68 18 inch 0 .014 9 .753 272.610 271 .720 277.330 P-2 1-2 1-1 12.387 77.00 O.Q10000 3 .94 24inch 0 .014 21 .005 271 .220 270.450 276.958 P-1 1-1 Outlet 25.834 117.00 O.Q12504 5 .26 30inch 0 .014 42.588 267.463 266.000 277.228 Project Title : 000009-2944 Proposed Sonic i:\projects\000\2970\2970!1 rb .stm MUNICIPAL DEVELOPMENT GROUP 10/05/98 02:12 :02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Project Engineer: Rabon Metcalf StormCAD v1 .0 Page 1 of 1 SECTION#6 PROPOSED GRADING & FILL SEC T ION #6 -PROPOSED F ILL GRADING Nathan D. Maiers Study Wate r Surface Elevation Given Given Interpolated Storm Section No. 145.60 Section No. 156.40 Section No. 153.00 (yr) (ft) (ft) (ft) 10 50 100 500 Storm (yr) 10 50 100 500 Storm r 10 50 100 500 Section= Quality= 2944-0 00 009 Pro posed Fill ing.xis 274 .86 27 5.43 275.72 276 .30 Given Section No. 145.60 (ft) 6.60 6 .29 6 .31 6.30 Given Section No . 145.60 ft 86 3.24 1124 .19 1262 .33 1568 .69 146 .5 27 8.37 27 8.88 27 9.1 9 27 9.80 Channel Velocity Given Section No. 156.40 (ft) 3.95 4.34 4.58 5.06 Cross-Sectional Area Given Section No. 156.40 (ft 1127 .67 1268 .03 136 3.33 1562.98 156 .4 277.16 277 .70 278 .00 27 8.60 Interpolated Section No. 153.00 (ft) 4.86 5.01 5.17 5.49 Interpolated Section No. 153.00 ft) 1036 .86 1218 .63 1328 .64 1564 .94 153 0.656565657 Wolf Pen Creek-Cha nnel Velocity 7 .00 •• 6' ·1~ •• .~ l'i 6' l'i 6 .00 19 7 ~ ':> ,'.\ "- 'ti" ':> ':> ·~ ':> -b< . 1• 5 .00 -4,v ~ --~v--~ ~ ,._ .... -1 r-i.- <t-> i..---z ~ -----0 4 .00 ·--E---< ¢: :>--r-;i lu " n A <> .... I n/v\ IA.A ~.u. ~ 3 .00 r-;i ,, 2 .00 1.00 0 .00 1 10 100 rnn n +Section No . 145 .60 RAINFALL EVEN T •Section No . 156.40 (YE R) A Section No. 153 .00 281 .00 280.00 279.00 ~ 278.00 """" ~<ct ~r.-i ~ 277.00 276 .0 0 275.00 274.00 1 Wolf Pen Creek-Water Surface Elevation ~ ~- (\q ~ ..I.------'l---.... ~ ~ 1---1 r • >q ~ ~ I ..... ~~ 'l-i.- ~ ~ ~ r-- .~ ~ l.--- j 'I = 0 .3 686Ln(x) It-276.2S ,...... i,....- ~ i.-- ~ ,.:>~ __. ~~ "U' ~db- 10 RAINFALL EVENT (YEAR) '>q ~ -----_ .... ...... -~~ !? '..>. ~ 100 ----~ ----~ _....... -- n'\q ~ ~· I,~ (I.'<" 'l- ~~ ...... .o ..:>. c <b •s ecti on No . 14 5.60 •Section No . 15 6.40 •section No . 153 .00 1800.00 1600.00 1400.00 1200.00 1000.00 800.00 600.00 400.00 200.00 0 .00 1 Wolf Pen Creek-Cross-Sectional Area .<>. _(; p~ ~ b'<;> i,...- ~ ~ t: i,...-~ L<i . _....... J......-"' . ........ ~ ,,,,,,,..~ ,;9 ~ ~ , ~ / / ,.,.,.,. ~ .'<': .. ~~ ~ '.9 .. 709.3~ I '\~ v 10 RAIN FALL EVENT (YEAR) '~ ~ p· ~ ..... Hv l--' i.-f-1 • l--' i,... v i.- FCp ·c)c) 100 ~ ~ ~ .... ~ ~" i..· ~· ?'1 b 6'.9 +section No. 145.60 •section No. 156.40 A Section No. 153 .00 SECTION#7 DRAINAGE DETAILS -~_,--. ·~· R-1 878 Series Frames Heavy Duty Lids, Grates These shallow frames are suitable for use in thin or deep con- crete sla bs . All sizes of frames are reversible and can be insta lled with flange at base or to p . Specify: 1. Catalog number. 2 . To be installed with flange at base or top. Square Dimensions in inches Catalog Number A B c D E F Solid Lid l Open Grate R-1878-All , R-1878-AlG 13 34 x 13 34 11 Y2 12 x 12 14 x 14 18 x 18 4 R-1878-A2L R-1878-A2G 18x18 1% 16x 16 18 V..x1 8 V.. 22 x 22 4 R-1878-A3L I R-1878-A3G 20 x 20 1 1 Y2 18 x 18 20 \4 x 20 14 24 x 24 4 R-1878-A4L . R-1878-A4G 21Y.x21Y. 1 y, 20 x 20 22 x 22 26 x 26 4 R-1878-ASL I R-1 878-ASG 23 V2 x23 V2 l Y2 22x 22 24 x 24 28 x 28 4 R-1878-A6L R-1878-A6G 25Y. x25 Y. 1Y2 24 x 24 26 x 26 30 x 30 4 R-1878-A7L I R-1 878-A7G 27 % x 27 Y2 l Y2 26 x 26 28 x 28 32 x 32 4 R-1878-A8L ! R-1878-A8G 29% x 29% 1 y, 28 x 28 2934 x 29'4 34 x 34 4 R-1878-A9L ·I R-1878-A9G 3 13,4 x 3 1',4 1 y, 30 x 30 32 x 32 36 x 36 4 R-1878-A 1 OL * R-1878-A 1 OG* 37 x 37 1 y, 36 x 36 37 Y2 x 37Y2 42 x 42 4 Rectangular R-1878-Bl L R-1878-BlG 14 x 20 1% 12x 18 14\4 x 20 \4 18 x 24 4 R-l 878-B2L R-1878-B2G 13% x 25 Y2 l Y2 12 x 24 13 34 x 25 34 18 x 30 4 R-1878-B3L R-1878-B3G 19% x 25 % 1Y2 18 x 24 19 34 x 2534 24 x 30 4 R-1878-B4L R· 1878-B4G 19% x 31 y, 1Y2 18x 30 20 x 32 24 x 36 4 R-1878-BSL R-1 878-BSG 1934 x 37 34 1 y, 18 x 36 20 x 38 24 x 42 4 R-1878-B6L R-1878-B6G 25 % x 31 Y2 l Y2 24 x 30 25 34 x 31'4 30 x 36 4 R-l 878-B7L R-1878-B7G 25 Yix 37 Y2 1% 24x 36 26 x 38 30 x 42 4 R-1878-B8L * R-1878-B8G* 25 34 x 49 ~1. 1 y, 24 x 48 26 x 50 30 x 54 4 R-1878-B9L * R-1 878-B9G * 3 13,4 x 37 11. 1 y, 30 x 36 32 x 38 36 x 42 4 R-18 78 -B I OL * R-1 878-B 1 OG * 31 % x 49 Y2 1% 30x 48 3 His x 49 34 36 x 54 4 *Cove r in two p ieces. G 1 x5 V2 1y..x4 !4 l 15/,6 x 3 ~ 1 Y.. x3 V2 l V2x6 V2 2 ¥s x7 Y.. 1 x s l Vax S V2 lx6 ~ 1Y.x3V2 Y.xS V2 1 x4 V2 Vax 5 2x5 2x5 1¥s x5 1¥a x5 15/1• x 6 13/t 6 1¥sx4% 1V2x4¥. R-1 879 Series Frames Light Duty Lids, Grates These shallow frames are suitable for use in thi n or deep con- crete slabs. All sizes of frames ore revers ible and ca n be installed with flange at base or top . Specify : 1. Catalog number . 2 . To be installed with flange at base or top. Square Dimensions in inches Catalog Number A B I c D E F Solid Lid Open Grate R-1 879-A IL 'R-1879-AlG 13 3hx 13 l •4 1 y, 12 x 12 14 x 14 18 x 18 4 R-1879-A2L R-1 879-A2G 18 x 18 1Y2 16x 16 18 V..x18 V.. 22 x 22 4 R-1 879-A3L R-1879-A3G 20 x 20 1 Y2 18 x 18 20 V.. x 20 \4 24 x 24 4 R-1 879-A4L --21Y.x21Y.-TV; 20-;-20 -22 x 22 R-1879-A4G 26 x 26 4 R-1 879-A5L R-1879-ASG 23Yi x 23 V2 1 y, 22 x 22 24 x 24 28 x 28 4 R-1 879-A6l R-1879-A6G 25 Y.x 25 :Y. 1Y2 24 x 24 26 x 26 30 x 30 4 R-1879-A7L R-1 879-A7G 27Yi x 27 V2 1 Y2 26 x 26 28 x 28 32 x 32 4 R-1879-A8l R-1 879-A8G 29 Y. x 29 Y. l Y2 28 x 28 2934 x 2934 34 x 34 4 R-18 79-A9L R-1879-A9G 3l}b31Y. l Y2 30 x 30 32 x 32 36 x 36 4 R-1 879-A 1 Ol • R-1 879-A IOG * 37 x37 1" ,, 36 x 36 37 V2 x 37 % 42 x 42 4 Rectangular R-1879-B 1L R-1879-B IG 14 x 20 rn 12 x 18 14 1 ~ x 20 ~~ 18 x 24 4 R-1879-B2L R-1879-B2G 13 Y2 x 25 '2 n v, 12 x 24 13 31. x 2 5~1. 18 x 30 4 R-1879-B3L R-1879-B3G 19 Y2 x 25 12 nv, 18 x 24 19 % x 25 3!.. 24 x 30 4 R-1879-B4L R-1879-B4G 19 Y2 x 31 'i ~ y, 18 x 30 20 x 32 24 x 36 4 R-1879-B5L R-1879-B5G 1911. x 3n, ~ y, 18 x 36 20 x 38 24 x 42 4 R-1879-B6L R-1879-B6G 25 V2 x 31 Y2 , y, 24 x 30 25 31. x 31'4 30 x 36 4 R-1879-B7L R-1879-B7G 25 34 x 3714 V2 24 x 36 26 x 38 30 x 42 4 R-1 879-B8L * R-1 879-B8G * 25 34 x 49 34 i y, 24 x 48 26 x 50 30 x 54 4 R-1 879-B9l -R-1879-B9G * 31'4 x 37 l > ~2 30 x 36 32 x 38 36 x 42 4 R-1879-BlOL ' R-1879-B 1 OG * 31 Y2 x 49 1-2 Vz 30 x 48 31'!. x 49l!i 36 x 54 4 •(over in t"W o p ieces. en G lx3 ¥.. x 4% ¥.. x 5 Y. x4 Y.x6 V2 1 x5 Y,x7 ¥s 1 Vs x 5'/,. lx4 Y. 1 x4 Vs 3.~ x 5 V2 V. x 4 V2 'a x 5 y. ~x5 1 ·1a x S 1 xS Vs l x5 )iii V.x 5 )iii 1 x6 Y2 l x 5 Wt. Lbs. w/ w/ H lid grate 1 130 115 1 180 170 1 220 210 1 235 220 y. 265 300 ¥.< 330 280 1 370 325 1 415 485 1 470 465 1V2 790 700 1 185 160 1 220 185 1 245 240 1 285 249 1 365 295 1 385 360 1 460 425 1 510 575 1 500 515 1 695 680 Wt. Lbs. w/ w/ H lid grate l 115 100 ¥.. 165 150 ¥.. 195 185 y. 200 185 y. 235 255 y. 245 215 y. 290 260 1 340 390 y. 360 310 l 485 445 l 185 160 l 165 180 1 210 195 1 230 215 1 295 310 y. 290 260 y. 335 295 1 395 405 1 400 380 1 480 425 R-1878-ASL Manhole Frame and So lid Lid ~---,,--~"'" ! 1•r• ---·-----i Heavy Duty R· 1 878 Sections R-1879-B 1 G Catch Ba sin Grate and Frame ---·---~ light Duty R-1879 Sections ---'- DEVELOPMENT PERMIT PERMIT NO 612-A KONAS STEAKHOUSE FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE 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 site work for all civil 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 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 sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. Jn accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be · ccordance with the plans and specifications submitted to and approved by the City Engineer in the eve ment permit application for the above named project and all of the codes ~d ord;nances of he Uy College Station that apply. d~~ ~ Date l oare ¥l:J1 Contractor Date DEVELOPMENT PERMIT PERMIT NO 612 KONASSTEAKHOUSE FOR AREAS INSIDE TIIE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 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 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 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 unauthorized. 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 development of an area inside the special flood hazard area. All development shall be in a orda e with the plans and specifications submitted to and approved by the City Engineer in the deve ment rmit application for the above named project and all of the codes ..,..---azitu ordina es of the Ci C Station that apply. Date, Date Contractor Date Figure XU Development Permit City of College Station, Texas µ_c/ /, S-8? I} eve fr?:1._~f ( /f-1(_/f-f7Y~0 Site Legal Description : J,o f 4 (/J es f r,Jo { f /J-en Cye ~L ) Site Owner 7k. f(,,vfneft 6:iJt?., Address "'/o /'&r.<ci'_ d_J.,,_ 7ft~"i'?.li,,; b { f;L.r~ tJj> ~e (4ur~ Telephone:' B+~ -q 381 7-,7~71 .J-lt<:.. • A //1 Address : zs-s-I a -r~ rrve S, cs }{ D 6 Telephone No : fo7.3 L s 3 s-<t Architect/ Engineer : Date Application Filed : ( ~ !fl ff Application Fee Signed Certifications Addres s: ------------- Te I e phone No: _________ _ 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, Gr"-J •7 J<._ · 7tft~esign 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 th ~i j~it~~ Prnpeoefts), ~ h rl- lftA_,ft/tav1 ~ ;r 'T -v Contractor Figure XU Continued CERTIFICATIONS : (for proposed alterat ions within designated flood hazard areas .) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the l 00 year storm . Engineer Date B . I, certify that the finished floor elevation of the lowest floor , including any baseme nt, of any resid entia l structure, proposed as part of this application is at or a bo ve the base fl ood e levation establi shed in the latest F ede ral Insurance Ad mini stration Flood Hazard Study and maps, as amended. Engineer Engi neer I, do certify th of the l 00 year flood above elevation established i Flood Hazard Study. Enginee r Date Date Conditions or comm e nt s as part of approval ---·----------------- ln accordance with Chapte r 13 of the Code o f Ordinances of the City of College Station, me as ures shall be taken to insure that debris from construction, erosion, and sedim e ntation 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 codes and ordinances of the City of College Station shall apply . 1r v~fronl ~},;:~rn a ~:;--~6f{As --~-r;~--Johnn --:ca~-r;-as --o ~a1~~i -i-e:R'e}o'[t _,,, ____ , ______________________________________ ._._._._:·--·-·--·············-·-······:·····:····'-..... _-_ ...... _,:· .... ····:··-·.».···:·'··-:---:-·---·-·-:-······:-~-~9-~:3] ------------.----,-------------------------.-----------------.-.w-.·.-.-······ .-.-.--.-.---.·.···.·.-,.Y.. .. -.-........ -.·-.···-·.-·w···.-.-----.-.-.--9 ·.--.-.--.·.·.-.-.-.P -.--.-----.-.-.-.-.-.-.-.-.-.-.-.-.-.-.-.·.-.·.·.-.··.·.·········-·.·.·········-w.-.-.-.-..•. , •.• -.-.·.·mm.-.--.·· .--,-.-,.,.-.-.-.-.-.-.·.wu .-,_--,.--.---,.----.-.·.--.· .·.·.-····•-------.-·· ,. · · ----- From: To: Date: Subject: Vlo N::t5 Ln i'J,f 5--\f air )(J (.)'- DP ~1?. I glanced throug 1 age 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 .