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HomeMy WebLinkAbout60 Cheddar's Casual Cafe 00-10 1701 University Dr.\. . w . . 0. w ... 0:: c .... fa aJ ... e'€ --cu .... o & .c aJ :::E Cl u c: .,~ c: ·-ro m ·~ :::E a.. • c: . "ro " fa ::E -.5:! 8 c e " cu > Mr. Spencer Thompson City of College Station P 0 Box 9960 College Station, TX 77840 REVIEWED FOR ~ COMPLIANi AUG 0 8 200 COLLEGE STATI ENGINEERING August 2, 2000 RE: Cheddar's Casual Cafe Driveway and Storm Drain Addendums Dear Spencer: Cheddar 's Casual Cafe is slated to open for business within the next few weeks. However, in reviewing the site layout they have requested construction plans to extend the rear access drive behind the restaurant connecting to the first drive aisle on the east side of the building. Driveway Addendum The attached plans show the design of this drive. John Welsh, the owner of Cheddar's, has obtained permission from property owner John Wong in order to construct this private drive on Mr. Wong's property. This private access easement will be similar to other access easements established for this project. In order to expedite construction, Cheddar's hopes to have South Construction extend the rear access drive while still on the job site; therefore, requiring approval of the construction plans in a very short timeframe. Mitchell & Morgan has designed the additional rear drive such that it drains into Cheddar's detention pond located within the parking lot. The following table presents the effects of this additional .08 acres on the detention calculations previously approved. Table 1. Comparison of previous and revised calculations Storm Existing Runoff (cfs) Proposed Runoff (cfs) Pond Elevation (ft) Old New Increase Old New Increase Old New Increase 5 5.84 6.15 0.31 6.18 6.41 0.23 273.1 273.1 0 10 6.51 6.86 0.35 6.66 6.92 0.26 273.2 273.2 0 25 7.41 7.81 0.4 7.31 7.61 0.3 273.2 273.2 0 50 8.35 8.81 0.46 7 .99 8.33 0.34 273.3 273.3 0 100 9.35 9.86 0.51 8.74 9.13 0.39 273.3 273.4 0.1 S:\ProJ\9912-cbeddars\docs\Cbeddars HGL.doc As evidenced by Table 1 above, the addition of 0 .08 acres of paved roadway is relatively inconsequential in the context of this development. Furthermore, the detention provided within the parking lot appears to be adequate as it functions as effectively as before with only a 0.1-foot increase in surface elevation for the 100-year storm. Storm Drain Addendum In addition to this driveway addendum, we are providing the following information for your records. During construction of the 48-inch diameter Cheddar's Casual Cafe storm sewer pipe, a conflict with an existing sanitary sewer line occurred which required raising the storm sewer roughly 10-inches. This affected the hydraulic grade line (HGL) calculations outlined m a previous letter to Jeff Tondre dated March 26, 2000. The following equations were used in calculating the new HGL: Pipe Reach Head Loss (1) where H L is the head loss in ft, S is the friction slope in ft/ft , and L is the pipe length in ft ; Entrance/Exit Head Loss (2.1) (2.2) where HL is the head loss in ft , C is the dimensionless loss coefficient (see table for values), Vis the velocity in ft/s , and g is the gravitational constant in ft/s 2 ; and V-Notch Weir Flow (3) where Q is the flowrate in cfs, C is the dimensionless coefficient, e is the angle of the V-notch opening in degrees, and H is the depth of flow in ft. S :\Proj \9912-cheddars\docs\Cheddars HGL.doc Assumptions • Tailwater surface elevation found by computing the normal depth of flow in the receiving channel at given flowrates (i.e., peak runoff from 5 and 10-year storm events) • Flowline of pipe at outlet is 1-foot above bottom of channel • Full pipe flow conditions • Small amount of detention provided in drainage area across University Drive producing peak runoffs of 115 and 128 cfs for the 5 and 10-year storms, respectively Below are tables illustrating the HGL calculations for both the 5 and 10-year storm events. Table 2. 5 -~ear storm event calculations Cheddar's HGL Top of Station Description Equation(s) c Elevation (ft) Pavement (P)ICurb (C) Elevation (ft) 1 Tailwater Surface 268.92 Elevation 2 UIS of Outlet (2.2) 269.61 * 3 DIS of G. Inlet #2 (1) 270.01 4 Grate Inlet #2 in 0.5 Cheddar's (2 .1) 270.73 272 .30 (P) Parking Lot 5 DIS ofG. Inlet #1 (1) 271.31 6 Grate Inlet # 1 in 0.5 Cheddar's (2.1) 272.04 272 .80 (P) Parking Lot 7 DIS of Pipe HW (1) 273.08 8 Headwater (2.1) 0.5 273.73 274.47 (C) Surface Elevation * Pipe soffit elevation used instead of exit head loss formula because soffit elevation is greater than formula result S:\Proj \991 2-cheddars\d ocs\C hedda rs HGL.doc Table 3. 10-year storm event calculations Cheddar's HGL Top of Station Description Equation(s) c Elevation (ft) Pavement (P)/Curb (C) Elevation (ft) 1 Tailwater Surface 269.08 Elevation 2 U/S of Outlet (2.2) 269.61 * 3 D/S of G. Inlet #2 (1) 270.09 4 Grate Inlet #2 in 0.5 Cheddar's Parking (2.1) 270.96 272.30 (P) Lot 5 D/S of G. Inlet #1 (1) 271.66 6 Grate Inlet # 1 in 0.5 Cheddar's Parking (2.1) 272.54 272.80 (P) Lot 7 D/S of Pipe HW (1) 273.80 8 Headwater Surface (2.1) 0.5 274.59 274.47 (C) Elevation * Pipe soffit elevation used instead of exit head loss formula because soffit elevation is greater than formula result The above HGL calculations are the result of the combination of pipe flow and sheet flow across the parking lot. Sheet flow (as computed by equation (3)) only occurs when the headwater surface elevation (Station 8) is greater than the local top of curb at elevation 274.47 feet , as is the case in Table 3. Table 5 presents the parameters and results of the V-notch weir formula used to compute the amount of sheet flow entering the parking lot over the top of curb. Table 5. V-Notch Weir calculations Storm C H (ft) (:) (0 ) Q (cfs) 5 2.6 0.00 179.03 0.00 10 2.6 0 .12 179.03 1.53 The combination of pipe and sheet flow produces HGL elevations below corresponding top of grate elevations for both storm events. Thus , the inlets will function properly during storm events and no "boil out" will occur. Sheet flow is estimated to be 1.44 inches at the weir for the 10-year storm. Despite this apparent increase in runoff entering the parking lot, another weir located along the rear of the parking lot will allow the water to efficiently exit the site. S:\Proj\9912-cheddars\docs\Cheddars HGL.doc Neither storm will enter SH60 (elevation 278.5 feet) since the headwater elevations in the adjacent right-of-way remain well below 275 feet. We feel confident these numbers represent very conservative estimates as our design discharge values account only for the detention provided by the SH60 culvert system, but not for the additional detention provided by the Scott & White medical complex immediately upstream of the Cheddar's project site. We hope you find this addendum to Cheddar 's site design in order. If you have any questions or comments, please do not hesitate to call. Sincerely, i N' / JT/!VC -·-? 4;j~tchell, P.E.~ Partner S:\Proj\9912-cheddars\docs\Cheddars HG L.doc u.i . w a. ... . c .... a. ta Q) ... e€ -Q; .... o~ .c Q) ~ en u c: .w -t: c ·-ltl a:i gi ~a. • c . l""I ltl ..., ta~ -u cu ·-0 c 0 .., a.. cu > Mr. Je:ffTondre City of College Station Development Services P.O. Box 9960 College Station, TX 77842 RE: CHEDDARS RESTAURANT Dear Jeff: March 14, 2000 Attached is the grading plan for Cheddars. Because of the amount of fill to be located on the site, we would like to proceed with the rough grading following the attached plan. The channel area on the site will be left open during the fill operations to allow stonnwater to pass through the site. The contractor, however, will need to install a temporary pipe structure in the creek to allow his equipment to pass back and forth across the site. Since this will be a temporary structure, they will most likely be using old pipe material from their yard. The pipe material may be concrete or corrugated metal material. I have checked the flow calculations and would like to allow the contractor to temporarily bridge the channel with a pipe sufficient to pass the twenty-five year storm event. The flow coming to this site for a twenty-five year storm from onsite and offsite along the north side of University Drive is 25 cfs and the existing culvert under University Drive is sized to pass 80 cfs. One -48" RCP set at a .56% grade or two -36" RCP pipes set at 0 .65% or a single 48" CMP pipe at 1.64% grade will pass this runoff. There is plenty of fall within the existing channel to set the pipe on a 1.64% grade if this is what the contractor chooses . If you have any questions, please do not hesitate to give me a call. /\ s~~erely, i . ""/1 ·'\ . I , I , J ·"\ \ / i•. ~· / l i?l\h~ i~'\ulL.i)(J 1 ~c.r:--·-- \.: : ; . \ \ Veronica J.B. µorgJ. '.P~ Managing Partner V Cc: file >: Cl Cl c: o._ c: 0 c: 0 .,, .... c: ·-a.. -g. .!Q -~ .s I a..·-QJ "'O u "' ..... ..c :::s ~Vi ::I a.. ·-l/) ..., ""5 e:~ . ~ .,, nJ Cl c: C .... ·-Cl "'O Vl ·-O >-QJ Vl yIO~c: -"'. Oi ci1S ..... _gi url .~ gi 3:l Vl fft ~ ·-l:; ~ -QJ c: (/') cu c: s -~o?S cu ·-"' c: C Ola: Cl Cl c: ·-c: ·-UJ ~ Vl ·c: c::n= = Q) c: C>·-Oro w 0 5 ci1S a:: w 0: ... c ..... ftS ~ c::n -e a.. nJ 0 a.. w 0: ._:. GJ ..... .c QJ ::E gi ~€ ·-nJ • ·c;, co nJ ::E a.. • c: .., nJ . .., ftS ::E u 8 ·-c e ~ .., A. 'lllt ::j ~ 0 ... cu 'lllt z ..., QC) < ·-" C) :::s" ~ (/) .,, 0 aj ftS ~ > >< ·-cu rt) ._I-ID Q °' "l:f' .,, :::...c'°'° ~ ""o'"' ..I ·-·-g ti) ..1 ~~NO w cuo1.J-'° ::C > (/) 0\ N u '2 cu~°" I-:::> c::n -" ~ cu CIJ 0\ ~ ..t-o-..t olE >< anuo.f Mr. Jeff Tondre City of College Station P.O. Box 9960 College Station, TX 77840 Re: Cheddars Dear Jeff, 10-Apr-OO At the request of the contractor, I have modified the embedment detail for the 48" RCP storm drain. The attached drawing shows the new embedment. Please forward this to engineering at your earliest convenience. Thanks, Cc: file Changoto JeffTondre.doc FINISHED GRADE REV\EWEO FOR co~APL\ANCE ~PR 1 1 ioon COLLEGE STATlON ENG\NEER\NG ·••• @ ·· BEDDING MATERIAL--- TO EXTEND 6" BELOW BOTTOM OF PIPE ... . . . . . . . . . JXPICAL RCP STORM DRAIN TRENCH DETAIL TRENCH ANO EMBEOMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE . BACKFILL MATERIAL LEGEND r CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321 -89 STRUCTURAL ® 95% MAX . PER IV A OR N 8 ASTM D69~ 0 0 TO 4% ET OF OPT. MOISTURE @ II, Ill, OR@ 95% MAX. PER ASTM D698 C 0 TO 4% WET OF OPT . MOISTURE © CEMENT STABILIZED SAND 95% MAX . PER ASTM 0558 C (SEE SPECIFIC~TlON 0 TO 2% WET OF THIS SHEET OPT. MOISTURE @ 957. MAX . PER 1A OR 18 ASTM 01557 0 0 TO 4% WET OF OPT . MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL ... 1 .. ,• ·t . - r • (I -... .., ' ' . • "! . ., ... ' . . I ' .. .. Cheddars Casual Ca/ e Drainage Analysis March 2000 By /lfITCHELL&/lfORGAN, LLP Engineers & Constructors 511 University Drive, Suite 204 College Station, Texas 77840 Office (979) 260-6963 Fax (979) 260-3564 . w 0: ... -a; ... .c Q) u c: ~1: ~~ Mr. Jeff Tondre City of College Station P.O. Box 9960 College Station, TX 77840 Re: Cheddar 's Casual Cafe Drainage Analysis Comments Dear Jeff, March 26, 2000 I have raised the minimum top of curb in the Cheddar's parking area and changed the headwall design to a headwall which conforms, to the fill slope (C=0 .50) to help eliminate the problems you discovered in your review. Although the 48" pipe has the capacity to convey 169 cfs (nearly the 25 year storm) the flow in the pipe will be fuirited by inlet control. This design has a limiting Hw/D ration of 1.41 , but the inlet capacity is a function of the channel velocity at the inlet (Head loss H1=C (V,2• V /)/2g.) The location of the outlet of the TxDOT double 36" culvert will create an unusual situation where the outlet velocity of the upstream culvert will not be significantly retarded before the flow enters this pipe system, invalidating the usual computation of headwater control. Flows in excess of the inlet capacity will be conveyed on the surface of the parking area where a public drainage easement is provided. Of significant concern is the elevation of the parking with respect to State Highway 60 and the proposed building. Please note on the grading plan that the parking lot in the area of concern is four feet (4 ') lower than the adjacent building and public roadway, providing adequate conveyance to eliminate any concern of storm water backing up onto the road or into the building. Should you have any other concerns or comments please contact me at the address shown. Thanks~,-~ ,it, ·1chell, P .E. Part er Cc: file CERTIFICATION I hereby certify that this report for the drainage design of the Cheddars Casual Cafe was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. ~''~ ;' ~E. OF Tey. ~~~·······~-z.s-' l.*l * · ...... ,J •. ~: ................. , ~ JOEL J. MITCHELL 22 'I .. •'19••············ ••g l -o·· 'SI 80649 ~<:>:$ /i1 "f•,<s>o~~~' s1'CJ;·~~~ • \., ~8 • • • • • ~v lliill' '"~ SIONA\..~ -''1 ~ ... ~ INTRODUCTION & BACKGROUND Cheddars Casual Cafe is located on the northeast comer of Glenhaven Drive and University Drive on Lot 4 , Block 1 of the Gateway Subdivision. The property was originally subdivided with the Final Plat of the Gateway Subdivision and consisted of 1.74 acres, with .18 acres of that located within a 64-foot private access easement. The lot has recently been replatted along with Lot 2 of the Gateway Subdivision, and has increased in size to 1.83 acres to accommodate additional parking. Lot 4 has two access locations one located on the eastern property line within a private shared access easement with the Exxon Station under construction and a second from the alley located at the rear of the property. A small tributary of Burton Creek runs through this lot. The tributary carries flow , from a 32-acre drainage area upstream of University Drive, through the site and to Burton Creek. This upstream drainage area contains the Scott & White Clinic complex and the Glenhaven Subdivision. Although this tributary exists on the subject lot, there is no regulatory floodplain on the property. The subject lot is above the 100-year floodplain elevation as established by FEMA on map number 48041C0142 C, dated July 2 , 1992. PREDEVELOPMENT CONDITIONS Of/site Drainage The predevelopment drainage area upstream of this property consists of approximately 32- acres and is shown as Drainage Area OFF in Figure 1. As seen on this figure , this is a sizable drainage area that must continue to drain through the property to avoid any adverse impacts to the upstream property owners. Given the size of the upstream drainage basin, the Rational Formula was used to calculate the flows through the site as well as those generated on-site. Onsite Drainage In addition to showing the offsite drainage area, Figure 1 also depicts Drainage Area 1, the on-site pre-and post-development drainage area. The runoff generated from this area is shown in Exhibit 1. Runoff values for the 2-year through the 100-year storms are tabulated in this exhibit for Drainage Area IE (existing or pre-developed conditions) and Drainage Area lP (post-developed conditions). POSTDEVELOPMENT DRAINAGE Onsite Drainage -Detention Design As previously stated, the Rational Formula was used to calculate the runoff leaving the site for both pre-and post-developed conditions. Exhibit 1 illustrates the flows computed by the Rational Formula and used in the detention pond routing calculations. The outlet control from the pond consists of2 grate inlets within the parking lot, each with a capacity equivalent to an 8-inch orifice , one at elevation 272. 3 feet , the second at elevation 272 .8 feet , as well as two weir controls. The first weir is a 2.5-foot curb break along the northern edge of the parking lot with an invert elevation of272.55 feet and the second is the top of curb, at elevation 273.05 feet , along this northern edge of the parking lot . The stage-storage and stage-discharge values associated with these outlet works were computed and are shown in tabular form in Exhibit 2 (they are also shown graphically in Exhibits 15 and 16 in Appendix A). As seen in Exhibit 2 , the pond within the parking lot contains approximately .134 acre-feet of storage volume. The effectiveness of the parking lot detention is illustrated below in Table 1. The post-developed peak flows for all storm events match the peak flows which left the site prior to development . TABLE 1 PEAK FLOW lOOYR SOYR 25YR lOYR SYR (cfs) (cfs) (cfs) (cfs) (cfs) TOTAL POSTDEV 9 8 7 7 6 ROUTED PREDEV 9 8 7 7 6 The basis for Table 1, the detention routing calculations for each of these storm events can be found in Appendix A. Exhibits 5 through 14 illustrate the post-developed runoff prior to detention, the post-developed runoff after routing through the pond and a comparison of these calculations against the pre-developed runoff from the site . These results are illustrated in both tabular and graphical form in these exhibits. Of/site Drainage The offsite runoff: which flows through the subject property will be carried in an underground pipe system after development. Exhibit 3 illustrates the Rational Formula calculations used to size the underground storm sewer system. In this exhibit , runoff calculations are provided for the area upstream of the University Drive culvert as well as the entire 32-acre offsite drainage area. The flows used to size the pipe are those from 32-acre offsite area for the 25-year storm event . The storm sewer will be a 48-inch diameter pipe set 2 on a 1.6% slope . This design will pass the majority of the 25-year storm event as shown in Exhibit 4. This calculation is shown as Drainage Area OFF contributing to inlet IP. The storm sewer system under University Drive consists of two 36-inch pipes on a .41 % slope . This information was obtained from the TxDOT University Drive Widening Plans slated for construction in the Summer of2000. As shown on Exhibit 4 , as Drainage Area OFF contributing to inlet HW, this pipe system has only one-half the capacity of that being provided by the Cheddars proposed pipe system downstream. Looking at the calculations of the 2-36-inch pipes at .41 %, they only provide a capacity of 80 cfs, which is less than that of the 2-year storm event for the upstream drainage area contributing to this culvert. The proposed 48-inch pipe for Cheddars Casual Cafe will have an exit velocity of 14.0 fps , below the maximum allowable velocity of 15 fps in the City of College Station Drainage Ordinance. Because of this velocity, the Cheddars design includes rock rubble at the outlet to dissipate the energy and prevent erosion on the downstream property. CONCLUSION The post-development runoff from the Cheddars Casual Cafe site is detained on-site within the parking lot . The detention design accomplishes reducing the post-development peak runoff to that which existed prior to development. The existing channel will be replaced with a 48-inch diameter pipe which will carry the flows from the 25-year storm event. This will be sufficient to carry the storm water entering the site from the adjacent systems. It has sufficient capacity to carry the flow from the TxDOT culvert under University Drive. There was concern that the proposed storm sewer would constrict the flow downstream and back water up onto University Drive. Because this proposed system provides a great deal more capacity than the University Drive culvert , this concern is alleviated. The design for the subject site will not adversely impact neighboring properties and complies with the City of College Station Drainage Policy and Design Standards. 3 :i 3:: 3:: c 0 0 a: UJ ..J ..J < :i 0... u.. u.. UJ 0 I-c c (!) a: ..J ..J z < z z < < UJ ~ UJ 0 5 ::c 5 z ..J > :IE ..J a: I- ~ :! ~ :i UJ UJ ~ ~~ a: ..J z > UJ ..J 0 z a: UJ < 0 >o:t c I-::> < (!) 0... I-o~ 0 u.. NO. AC. 0.4 0.6 0.9 ft. ft. 1P 1.48 0 .00 0 .25 1.23 1.26 1.0 1.0 1E 1.48 1.48 0.00 0 .00 0.59 1.0 1.0 EXHIBIT 1 Rational Formula Drainage Area Calculations CHEDDARS CASUAL CAFE 3:: ~ 0 ..J ..J u.. u.. ~ ffi i= a: 0 ~ UJ ~ ~ (!) ~ ..J 0 u ::> z ::> ..J ..J UJ UJ iii rn N .,, (!) ~ (!) ~ > 0 ::> ~ a !? a ft . ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 1.0 10.4 0.0 5 .0 8.22 10.4 9.9 12 .4 1.0 1.0 10.4 0 .0 5.0 8.22 4 .9 9.9 5.8 0 .,, 0 .... .,, a ::: a ~ In/Hr cfs In/Hr cfs 11 .0 13 .8 12 .5 15 .8 11 .0 6 .5 12 .5 7.4 0 !? In/Hr 14 .1 14 .1 0 0 0 0 II) 0 .... a ::: a cfs In/Hr cfs 17 .8 15 .8 19 .9 8.4 15.8 9.4 3/11/00 9912-drapond Exhibit 1 EXHIBIT 2 ST AGE-STORAGE/ST AGE-DISCHARGE TABLE CHEDDARS CASUAL CAFE Elevation Area Area Inc. Volm . Volume Outlet 1 Outlet 2 Outlet 3 Outlet 4 Total (ft.) (sf.) (acres) (ac .-ft.) (ac.-ft.) Invert Elev. (ft.) 272 .3 272 .8 212.55 273 .05 (cfs) Orifice Dia. (in .) or Weir Length (ft.) 8 8 2.5 70 Orifice (cfs) Orifice (cfs) Orifice (cfs) Orifice (cfs) 272 .3 0 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 272 .5 360 0.008 0.001 0.001 0 .88 0.00 0 .00 0 .00 0.88 273 5464 0.125 0.028 0.028 1.64 0 .88 2 .26 0 .00 4.78 273 .5 13556 0 .311 0 .106 0.134 2 .15 1.64 6 .94 63 .39 10.73 c( ;: w 0 0 a:: w ..J c( c( Q. u.. w w 0 I-0 (!) a:: ..J ..J z c( z c( c( w ~ w u 5 ::c ..J > == ..J z ~ w c( w ~ ~ a:: I-~ ow z w (!) >z ~ z a:: w c( ~ Q ::::> c( (!) Q. o~ NO . AC . 0.4 0.6 0.9 ft. OFF 31 .99 0 .00 31 .99 0.00 19 .19 350 .0 OFF 28.42 0.00 28.42 0.00 17 .05 350 .0 Rational Formula Drainage Area Calculations CHEDDARS CASUAL CAFE -STORM DRAIN DESIGN ;: 0 ;: ;: ..J u.. 0 0 0 ..J ..J z u.. u.. ~ 5 a:: ::c a:: ~ w I-w u ~ a:: ..J I= (!) I= ..J 0 ~ ..J u w :::>z ::::> ..J ..J ~ iii "' a II) 0 o~ (!) ~ (!) ~ u ::::> ~ !!? a : ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs In/Hr 6 .0 1100.0 30 .0 2.0 11 .9 11 .9 5 .83 112 .0 7.1 136.7 8 .0 6 .0 1100 .0 30 .0 2.0 11.9 11 .9 5.83 99 .5 7 .1 121 .5 8 .0 EXHIBIT 3 0 II) .... II) a 0 a ~ !!? cfs In/Hr cfs In/Hr 153 .8 9.2 175.8 10.4 136.7 9.2 156.2 10.4 0 0 0 0 II) 0 ... a : a cfs In/Hr cfs 198 .9 11.7 223 .8 176 .7 11.7 198 .8 3/12/00 9912-dra pipe PIPE SIZE CALCULATIONS CHEDDARS CASUAL CAFE -STORM DRAIN DESIGN = ~ ·-= « r.r; ~ ~ « e ~ ·-~ ~ r.r; Q. Q. < ~ 0 E-4 ... "O ~ r.r; ·-0 u 0 ~ ~ ~ -z ~ .... .... "O Q. ... 00 00 r.r; ·-E-4 ~ ~ = ~ ~ ~ = z ~ = .... ~ 0 ~ ~ ._, r.r; « -·-~ "O ~ .:.. ~ 0 ~ .... ~ g ·-y 0 0 r.r; ~ 0 "O 0 ~ 0 ·-t:3 y ~ = -... E-4 E-4 E-4 ~ :;J ~ <~ z -~ ~ 00 # # Ac. min yr cfs cfs # cfs % " OFF 1P 19.2 11 .9 25 175.8 175.8 1 175.8 1.73 48 OFF HW 17.1 11 .9 NA 80 .0 80 .0 2 40.0 0.41 36 *Includes 25% FIOIN Increase for pipe sizes <27 " dia . EXHIBIT 4 ** See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~ ~ fps 14.0 5.7 ~ ~ z ~ ~ I 260 180 3/12/00 9912-drapipe APPENDIX A PROPOSED DETENTION POND ROUTING CHEDDARS CASUAL CAFE D.A. # Pond Routing EVENT= 5 -c &. a c Q. z. w f! c c "' e .... a ~ 0 ...I 0 ~ + .,!. .... "C cu ct a. .E + .... "C ~ c + c > I-0 >. a. + ~ ~ c 0 .!! OD:: ::c .... _;; a a. w ~a. Qp 12.4 Tc 5.0 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs 0.0 0.0 2.48 0.00 0.00 0.00 272.3 0.00 1.0 2.5 7.45 0.59 2.48 0.95 272.5 0.95 2.0 5.0 12.41 5.15 8.03 1.44 272.6 1.44 3.0 7.4 17.37 12.99 17.56 2.28 272.7 2.28 4.0 9.9 22.34 23.53 30.37 3.42 272.8 3.42 5.0 12.4 23.58 36.29 45.86 4.79 273.0 4.79 6.0 11.2 21.10 49.25 59.87 5.31 273.0 5.31 7.0 9.9 18.61 58.95 70.35 5.70 273.1 5.70 8.0 8.7 16.13 65.62 77.56 5.97 273.1 5.97 9.0 7.4 13.65 69.50 81.75 6.13 273.1 6.13 10.0 6.2 11.17 70.80 83.15 6.18 273.1 6.18 11.0 5.0 8.69 69.70 81.96 6.13 273.1 6.13 12.0 3.7 6.20 66.38 78.38 6.00 273.1 6.00 13.0 2.5 3.72 61.02 72.59 5.78 273.1 5.78 14.0 1.2 1.24 53.76 64.74 5.49 273.1 5.49 15.0 0.0 0.00 44.74 55.00 5.13 273.0 5.13 16.0 0.0 0.00 35.36 44.74 4.69 273.0 4.69 17.0 0.0 0.00 27.63 35.36 3.86 272.9 3.86 18.0 0.0 0.00 21.28 27.63 3.18 272.8 3.18 19.0 0.0 0.00 16.05 21.28 2.61 272.7 2.61 20.0 0.0 0.00 11.75 16.05 2.15 272.7 2.15 21.0 0.0 0.00 8.21 11.75 1.77 272.6 1.77 22.0 0.0 0.00 5.30 8.21 1.46 272.6 1.46 23.0 0.0 0.00 2.90 5.30 1.20 272.5 1.20 24.0 0.0 0.00 0.93 2.90 0.99 272.5 0.99 25.0 0.0 0.00 0.00 0.93 0.49 272.4 0.49 26.0 0.0 0.00 0.00 0.00 0.00 272.3 0.00 27.0 0.0 0.00 0.00 0.00 0.00 272.3 0.00 PEAK FLOWS 12 6 273.1 6 0.00 indicates inital condition EXHIBIT 5 D.A. # c:> ...I~ ct I-I-!!? w 0 )( .... I-w 5.8 5.0 cfs cfs 0.0 0.00 1.2 1.17 2.3 2.34 3.5 3.50 4.7 4.67 5.8 5.84 5.3 5.25 4.7 4.67 4.1 4.09 3.5 3.50 2.9 2.92 2.3 2.34 1.8 1.75 1.2 1.17 0.6 0.58 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 6 6 9912-drapond PROPOSED DETENTION POND ROUTING CHEDDARS CASUAL CAFE D.A.# Pond Routing EVENT= 10 'It c ..c a c Q. t. w f! c c en ~ ... a :E .2 ...I 0 + ..!. ... .. cc D.. c + ... i::i ca ,, + :E c + c > t-0 >-D.. en ~ c 0 .! eg: l: ... .B N a D.. w Qp 13.8 Tc 5.0 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs 0.0 0.0 2.77 0.00 0.00 0.00 272.3 0.00 1.0 2.8 8.30 0.82 2.77 0.97 272.5 0.97 2.0 5.5 13.83 6.05 9.12 1.54 272.6 1.54 3.0 8.3 19.37 14.90 19.88 2.49 272.7 2.49 4.0 11.1 24.90 26.73 34.26 3.77 272.9 3.77 5.0 13.8 26.28 41.63 51.63 5.00 273.0 5.00 6.0 12.4 23.52 56.69 67.91 5.61 273.1 5.61 7.0 11.1 20.75 68.07 80.21 6.07 273.1 6.07 8.0 9.7 17.98 76.04 88.82 6.39 273.1 6.39 9.0 8.3 15.22 80.85 94.02 6.58 273.2 6.58 10.0 6.9 12.45 82.75 96.07 6.66 273.2 6.66 11.0 5.5 9.68 81.94 95.20 6.63 273.2 6.63 12.0 4.1 6.92 78.63 91.62 6.49 273.1 6.49 13.0 2.8 4.15 73.02 85.55 6.27 273.1 6.27 14.0 1.4 1.38 65.25 77.16 5.96 273.1 5.96 15.0 0.0 0.00 55.51 66.64 5.56 273.1 5.56 16.0 0.0 0.00 45.22 55.51 5.15 273.0 5.15 17.0 0.0 0.00 35.75 45.22 4.74 273.0 4.74 18.0 0.0 0.00 27.95 35.75 3.90 272.9 3.90. 19.0 0.0 0.00 21.54 27.95 3.21 272.8 3.21 20.0 0.0 0.00 16.27 21.54 2.64 272.7 2.64 21.0 0.0 0.00 11.93 16.27 2.17 272.7 2.17 22.0 0.0 0.00 8.36 11.93 1.79 272.6 1.79 23.0 0.0 0.00 5.42 8.36 1.47 272.6 1.47 24.0 0.0 0.00 3.00 5.42 1.21 272.5 1.21 25.0 0.0 0.00 1.01 3.00 0.99 272.5 0.99 26.0 0.0 0.00 0.00 1.01 0.53 272.4 0.53 27.0 0.0 0.00 0.00 0.00 0.00 272.3 0.00 PEAK FLOWS 14 7 273.2 7 0. 00 indicates inital condition EXHIBIT 6 D.A. # C> ...I~ cc t-t-!!? w 0 >< ... ~w 6.5 5.0 cfs cfs 0.0 0.00 1.3 1.30 2.6 2.60 3.9 3.90 5.2 5.21 6.5 6.51 5.9 5.86 5.2 5.21 4.6 4.56 3.9 3.90 3.3 3.25 2.6 2.60 2.0 1.95 1.3 1.30 0.7 0.65 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 7 7 9912-drapond PROPOSED DETENTION POND ROUTING CHEDDARS CASUAL CAFE D.A. # Pond Routing EVENT= 25 ,., c .c a c Q. z w f! c c UJ e .,.. a :E .o -I 0 ~ + ..:. .,.. "O ra cc fl. c + .,.. ~ + "O c + c > .... 0 -c 0 .!! 0 0::.: fl. 5e 5e ::c .,.. ..;; a fl. w ~fl. Qp 15.8 Tc 5.0 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs 0.0 0.0 3.15 0.00 0.00 0.00 272.3 0.00 1.0 3.2 9.45 1.14 3.15 1.01 272.5 1.01 2.0 6.3 15.75 7.25 10.59 1.67 272.6 1.67 3.0 9.5 22.06 17.47 23.01 2.77 272.7 2.77 4.0 12.6 28.36 31.06 39.53 4.23 272.9 4.23 5.0 15.8 29.93 48.84 59.42 5.29 273.0 5.29 6.0 14.2 26.78 66.74 78.77 6.01 273.1 6.01 7.0 12.6 23.63 80.39 93.52 6.57 273.1 6.57 8.0 11.0 20.48 90.10 104.02 6.96 273.2 6.96 9.0 9.5 17.33 96.18 110.58 7.20 273.2 7.20 10.0 7.9 14.18 98.88 113.51 7.31 273.2 7.31 11.0 6.3 11.03 98.47 113.06 7.30 273.2 7.30 12.0 4.7 7.88 95.18 109.50 7.16 273.2 7.16 13.0 3.2 4.73 89.21 103.05 6.92 273.2 6.92 14.0 1.6 1.58 80.77 93.94 6.58 273.2 6.58 15.0 0.0 0.00 70.05 82.35 6.15 273.1 6.15 16.0 0.0 0.00 58.67 70.05 5.69 273.1 5.69 17.0 0.0 0.00 48.14 58.67 5.26 273.0 5.26 18.0 0.0 0.00 38.40 48.14 4.87 273.0 4.87 19.0 0.0 0.00 30.14 38.40 4.13 272.9 4.13 20.0 0.0 0.00 23.34 30.14 3.40 272.8 3.40 21.0 0.0 0.00 17.74 23.34 2.80 272.7 2.80 22.0 0.0 0.00 13.14 17.74 2.30 272.7 2.30 23.0 0.0 0.00 . 9.36 13.14 1.89 272.6 1.89 24.0 0.0 0.00 6.24 9.36 1.56 272.6 1.56 25.0 0.0 0.00 3.68 6.24 1.28 272.6 1.28 26.0 0.0 0.00 1.57 3.68 1.05 272.5 1.05 27.0 0.0 0.00 0.00 1.57 0.82 272.5 0.82 PEAK FLOWS 16 7 273.2 7 0.00 indicates inital condition EXHIBIT 7 D.A.# C> -I ~ cc .... .... ~ e~ w .,.. 7.4 5.0 cfs cfs 0.0 0.00 1.5 1.48 3.0 2.96 4.4 4.45 5.9 5.93 7.4 7.41 6.7 6.67 5.9 5.93 5.2 5.19 4.4 4.45 3.7 3.71 3.0 2.96 2.2 2.22 1.5 1.48 0.7 0.74 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 7 7 9912-drapond PROPOSED DETENTION POND ROUTING CHEDDARS CASUAL CAFE D.A. # Pond Routing EVENT= 50 "*' c .c a c Q. t. w f! c c ti) "'C 0 e .... a -;:: ...I 0 + ,.!. .... -c as C( D.. c + .... "'C + :!:'! c + c > .... 0 >-D.. ~ ~ c 0 J! o~ :::c .... c a D.. w i;;;. D.. Qp 17.8 Tc 5.0 Inc 1.0 Time cfs cfs cfs cfs cfs ft cfs 0.0 0.0 3.55 0.00 0.00 0.00 272.3 0.00 1.0 3.6 10.65 1.47 3.55 1.04 272.5 1.04 2.0 7.1 17.76 8.52 12.12 1.80 272.6 1.80 3.0 10.7 24.86 20.16 26.27 3.06 272.8 3.06 4.0 14.2 31.96 35.58 45.02 4.72 273.0 4.72 5.0 17.8 33.74 56.36 67.55 5.60 273.1 5.60 6.0 16.0 30.19 77.22 90.10 6.44 273.1 6.44 7.0 14.2 26.64 93.24 107.41 7.08 273.2 7.08 8.0 12.4 23.09 104.78 119.88 7.55 273.2 7.55 9.0 10.7 19.53 112.17 127.86 7.85 273.3 7.85 10.0 8.9 15.98 115.72 131.70 7.99 273.3 7.99 11.0 7.1 12.43 115.72 131.70 7.99 273.3. 7.99 12.0 5.3 8.88 112.43 128.15 7.86 273.3 7.86 13.0 3.6 5.33 106.11 121.31 7.60 273.2 7.60 14.0 1.8 1.78 96.97 111.43 7.23 273.2 7.23 15.0 0.0 0.00 85.22 98.74 6.76 273.2 6.76 16.0 0.0 0.00 72.71 85.22 6.26 273.1 6.26 17.0 0.0 0.00 61.13 72.71 5.79 273.1 5.79 18.0 0.0 0.00 50.42 61.13 5.36 273.0 5.36 19.0 0.0 0.00 40.51 50.42 4.96 273.0 4.96 20.0 0.0 0.00 31.87 40.51 4.32 272.9 4.32 21.0 0.0 0.00 24.76 31.87 3.55 272.8 3.55 22.0 0.0 0.00 18.92 24.76 2.92 272.8 2.92 23.0 0.0 0.00 14.11 18.92 2.40 272.7 2.40 24.0 0.0 0.00 10.15 14.11 1.98 272.6 1.98 25.0 0.0 0.00 6.89 10.15 1.63 272.6 1.63 26.0 0.0 0.00 4.21 6.89 1.34 272.6 1.34 27.0 0.0 0.00 2.01 4.21 1.10 272.5 1.10 PEAK FLOWS 18 8 273.3 8 0.00 indicates inital condition EXHIBIT 8 D.A.# c:> ...I~ C( .... .... ~ w 0 >< .... ~w 8.4 5.0 cf s cfs 0.0 0.00 1.7 1.67 3.3 3.34 5.0 5.01 6.7 6.68 8.4 8.35 7.5 7.52 6.7 6.68 5.8 5.85 5.0 5.01 4.2 4.18 3.3 3.34 2.5 2.51 1.7 1.67 0.8 0.84 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 8 8 9912-drapond PROPOSED DETENTION POND ROUTING CHEDDARS CASUAL CAFE D.A.# Pond Routing EVENT= 100 -c .c a c c. t. w ftl c .§ en .. l! ..J 0 e .... a + .,!. .... -< 0.. .E + .... "'Cl ftl "'Cl l! c + c > t-0 >. 0.. + ~ ~ c 0 .!! 8f %: .... .E a 0.. w Qp 19.9 Tc 5.0 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs 0.0 0.0 3.98 0.00 0.00 0.00 272.3 0.00 1.0 4.0 11.93 1.81 3.98 1.08 272.5 1.08 2.0 8.0 19.88 9.85 13.74 1.95 272.6 1.95 3.0 11.9 27.83 23.00 29.73 3.36 272.8 3.36 4.0 15.9 35.78 40.89 50.83 4.97 273.0 4.97 5.0 19.9 37.77 64.80 76.67 5.94 273.1 5.94 6.0 17.9 33.79 88.76 102.57 6.90 273.2 6.90 7.0 15.9 29.82 107.25 122.55 7.65 273.2 7.65 8.0 13.9 25.84 120.69 137.07 8.19 273.3 8.19 9.0 11.9 21.87 129.44 146.53 8.54 273.3 8.54 10.0 9.9 17.89 133.86 151.31 8.72 273.3 8.72 11.0 8.0 13.92 134.28 151.75 8.74 273.3 8.74 12.0 6.0 9.94 130.98 . 148.19 8.61 273.3 8.61 13.0 4.0 5.96 124.25 140.92 8.33 273.3 8.33 14.0 2.0 1.99 114.34 130.21 7.94 273.3 7.94 15.0 0.0 0.00 101.49 116.33 7.42 273.2 7.42 16.0 0.0 0.00 87.77 101.49 6.86 273.2 6.86 17.0 0.0 0.00 75.07 87.77 6.35 273.1 6.35 18.0 0.0 0.00 63.31 75.07 5.88 273.1 5.88 19.0 0.0 0.00 52.44 63.31 5.44 273.1 5.44 20.0 0.0 0.00 42.37 52.44 5.03 273.0 5.03 21.0 0.0 0.00 33.40 42.37 4.48 273.0 4.48 22.0 0.0 0.00 26.03 33.40 3.69 272.9 3.69 23.0 0.0 0.00 19.96 26.03 3.04 272.8 3.04 24.0 0.0 0.00 14.96 19.96 2.50 272.7 2.50 25.0 0.0 0.00 10.85 14.96 2.05 272.7 2.05 26.0 0.0 0.00 7.47 10.85 1.69 272.6 1.69 27.0 0.0 0.00 4.69 7.47 1.39 272.6 1.39 PEAK FLOWS 20 9 273.3 9 0.00 indicates inital condition EXHIBIT 9 D.A.# (!) ..J ~ < .... .... ~ w 0 )( .... .,;;;.. w 9.4 5.0 cf s cfs 0.0 0.00 1.9 1.87 3.7 3.74 5.6 5.61 7.5 7.48 9.4 9.35 8.4 8.42 7.5 7.48 6.5 6.55 5.6 5.61 4.7 4.68 3.7 3.74 2.8 2.81 1.9 1.87 0.9 0.94 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 9 9 9912-drapond CHEDDARS CASUAL CAFE 5 Year Event Hydrograph 14.00 ....--------------------------------------. 12.00 10.00 8 .00 6 .00 4 .00 - 0 .00 -------------------..-------------------- 0 .00 5 .00 10.00 15 .00 20.00 Tlme(mln.) 25.00 EXHIBIT 10 30.00 35.00 40 .00 --1P --TOTAL PROPOSED - - -TOT AL EXISTING 3/11/00 CHEDDARS CASUAL CAFE 10 Year Event Hydrograph 16 .00 --------------------------------'-------. 14 .00 12 .00 10.00 i" ~ 8 .00 a 6.00 4 .00 . 2.00 0 .00 +----~-----+------''!------+-----+-_,,__---~----+-----. 0.00 5 .00 10.00 15 .00 20.00 Tlme(mln .) 25.00 EXHIBIT 11 30.00 35.00 40.00 --1P --TOTAL PROPOSED - - -TOT AL EX ISTING 3/11/00 CHEDDARS CASUAL CAFE 25 Year Event Hydrograph 16.00 14 .00 8 .00 6.00 4 .00 2 .00 0 .00 .f------+-----+------+-------i-----+----'---+------------1 0 .00 5.00 10.00 15 .00 20.00 Time(mln.) 25 .00 EXHIBIT 12 30.00 35.00 40 .00 --1P --TOTAL PROPOSED - - -TOT AL EXISTING 3/11/00 CHEDDARS CASUAL CAFE 50 Year Event Hydrograph 18.00 16 .00 14 .00 12 .00 ~ ~ 10.00 a 8 .00 . 6 .00 . 4 .00 2.00 0 .00---~~~---~~~~--~~~~..--~~~-t-~~~~---~~---o......+~~~~--~~~----1 0.00 5.00 10.00 15 .00 20 .00 Time(mln.) 25 .00 EXHIBIT 13 30 .00 35 .00 40.00 --1P --TOTAL PROPOSED - - -TOT AL EXISTING 3/11/00 CHEDDARS CASUAL CAFE 100 Year Event Hydrograph 20 .00 15 .00 10.00 5.00 0.00 -f-----+-----+-----'1------+-----+-----1:::.......---+-----! 0.00 5 .00 10.00 15 .00 20 .00 Tlme(mln.) 25.00 EXHIBIT 14 30.00 35.00 40.00 --1P --TOTAL PROPOSED - - -TOT AL EXISTING 3/11/00 0 .160 ....-------------·-- 0 .140 0 .120 0 .100 0 .060 ·o.040 0 .020 CHEDDARS CASUAL CAFE Stage-Storage Curve o.ooo+-----+------;-------4~---+--------+--------+---------i--------+-------___j 272 .2 272 .4 272 .6 272 .8 273 273 .2 273 .4 273 .6 Elevation (msl) EXHIBIT 15 CHEDDARSCASUALCAF~ Stage-Discharge Curve 0 .000 +---+-==--t-------+------1-------+-------+---------+----------1 272 .2 272 .4 272.6 272 .8 273 .0 273.2 273 .4 273.6 Elevation (msl) EXHIBIT 16 u o -- DATE SUBM1T1'ED ci 1 ( 00 SITE PLAN APPLICATION ~-----------------MINIMUM-------S-UB--MI--1-~--AL--RE __ Q_UJRE ___ ME __ NTS ______________ _....._--... r ~ Site plan application completed in full. _x/$100.00 Application Fee. ---V-_ $100.00 De\'dopment Permit Application Fee. . . l\I ~ $300.00 Public Infrastructure lnspcctiao Fee if applicable. (This fee is payable if coostiuctioo of a public ~~~sidewalk, street or drainage &cilities is involvOO.) _V_ T Tenen ll (10\0) f folded copies ofsite plan. J;Z' A copy of the attached lite plan checklist with all items cliccked off or a brief explanation as to why they are not . cbcdood off. APPLICATION DATA NAME OF PROJECT ~$ (lA-s;v.a_f 0£.e.- ADDRESS Qol l)mvi.n.~ ~ E!cwt:r LEGALDFSCRIPTION 1-ob +, 13o~ I -'71t r:. Pd~/t/,,4'f/?/1£'E I ; APPUCANr (Primary Cootact for the Project):· , Name VfR6?P1 lr-4 #t?~fffe Street Address 511 M ff 4£/r& £LI# City C'.tl//Q/ $4'1~~ State /J( · -Zip Code 7 7tf'W &.Mail~ #Jh/k#~//q¢/ftt(f'tf,,f/, c '~/r" Phone Number /-ft)tl UtJ 6J f6.:? Fax Number ~V-~_9'_.2:_~_0_3._'.IP_'/ ______ ---'-_ .. PROPER1Y OWNER'S INFORMATION: Name ..:ffi/J/// #? MEl>h , JJ~>. ,81 ~ {:#f7eSC ,I#c,. StreetAddress ?Z /q )t/f',5;(' kt?~/! &e ; City C/J//(/tfc! _f.jq-.//,,v state u ZipCode 77f~:;-E-MailAddress Vl7:>,e~m c&A'tJL.ci:Y,,q Phone Number #f -r/(S-t!Jf'tf fC Fax Number _#t::..-'tl--<-9'_9(.........,;::_~-~---~-""~~~ ...... ~------- ARCIUTECT OR EN91NEBR'S INFORMATION : Name /11/ef;f'(/ ~ #t?.fY/1/t/. L , J-.f? - Street.Address 57/ t?Ml"e/~/~¥ /311 l r b &u-£ .rJ11&w4l l!tJ,,ffeYt!?-Ht?W??,,t:/ r ~ State /;( Zip Code 77f~t? E-MailAddress f/(fi'#//ekffe.vd!##ff.P -CP/1 Phone Number '{1?9 ,ZW 6~ 3 Fax Number _L/t._'6?_.'?'--2'.;:;:..;'bt/::;..:;_...::5.;.;;::.~..::;;_j'"/'---------- OnmR. CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.) Name ___________________________ _ StreetAddress -------------City ----------- State ZipCode ----E-MailAddress ----------r .. Phone Number Fax Number 1 aC3 srmPLAN APPUCATION mEAPP .DOC oomm I . c:. PROPOSED USE OF PROPER1Y r VARIANCB(S) REQUESTED AND REASON(S) #OF PARKING SPACES REQUIRED __ 1_1,__7 __ 0 MULTI-FAMILY RESIDENTIAL Total Acreage __ _ Floodplain Acreage __ Housing Units __ _ # of l Bedroom Units # of 2 Bedroom Units #of 3 Bedroom Units _#of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ #Bedrooms ~ 132 sq. ft. -#Bedrooms < 132 sq. ft. #OF PARKING SPACES PROVIDED /2 7 j2( COMMERciAL Total Acreage ~ oo I 0 Building Square Feet 151 fJ Floodplain Aaeage Q 1he applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true and correct. ~App--li-.cant-----------------Date r · llTE PLAN APPLICATION llTEAPP.DOC 03/l5199 2af3 J F;~~ I, = l . design cngincu/owncr, bcrcby acknowledge or affirm that Tbc information and conclusions contained in the above plans and supporting doa•mcots comply with the aurent rcquiremcnts of the City of College Station, Texas City c.odc. Chapter 13 and its associated Drainage Policy and Design S~ >.. a mncUtion of -wrovaJ. of this permit applicatioo. I agree to construct the imp~ proposed in this application aa:ording to tbcae doam>ents and the~ of Chapter 13 ofthe College Station City Code. Contractor CERTIFICATIONS: (f.or proposed alteratioos within designated flood ha7.ard areas.) A I. \)~ . c:ertify that any nonresidential sUlJcturc on or propOscd to be on this sit.e as part of this application is ~ to pl'C\'Cllt damage 10 the structwc or its contents as a result of flooding from the 100 year storm. B . I. lJ { A . certify that the finished floor elevation of the lowest floor. including any bascmcot, of any Jaidcntial structwc. proposed as part of this application is at or above the base flood elevation established in the latest Federal Insuranoc Admiilistration Flood H&7.ard Study and maps. as amended Engineer Date ( !. I, 0 /Pr . c:crtify that the alterations or development cov~ by this permit shall not ,,---- / diminish the floock:anyiDg capacity of the waterway adjoining or mming this permitted sit.e and that such altemtions or de\tdopmeot arc consistent with requirements of the City of College Station City Code. Chapter 13 conceming eocroachments of ftoodways and of flooclway fringes. Date ~lNluictN hkrf1&V . do certify that the proposed altcntions do not raise the level of the 100 year eleYJm· m e6tablisbed (n _)he latest Federal Insurance Administntion Flood Huard Study. 1--lr 1q:p Date In accordaDce with Chapter 13 of the Code of Ordinana:s of the City of College Station, measures shall be taken to inswe that debris from coostructioa. erosion, and iwlimentation abal1 not be deposited in city streets. or cnsting drainage facilitiel. I hereby grant this permit for dcvdopment All dcwdopmeot shall be in acx:ordaocc with the plans and specitications 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. JITE PLAN APPUCAnoN SITEAPP.DOC 03/l,199 3ol'3 Date: October 5, 2000 To: Amanda Hudec, Accounting From: Bob Mosley, City Enginee~ Subject: Completed Infrastructure from Private Development (0 By the attached letter of completion for the Chedders Casual Cafe development, we have accepted the following improvements to the City of College Station infrastructure. Sanitary Sewer: 1-Sewer Tap $300.00 Water: 6-inch PVC main 204 linear feet $4,692 .00 (A WW A C900-Cl 200) The value of the above infrastructure totals $4,992.00 . Please note that the above totals have been adjusted. A revised engineers estimate has been requested from Mitchell and Morgan. c: Natalie Ruiz, Development Coordinator John Logan, Engineering Technician Missy Green, Staff Assistant , LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS DATE: 'f-/~-df7 "' R&. COI'vIPLETION OFcb Wll-k£. iviclt:.. ot-6c:~ca Z-/9.P · - @ <!/IELJIJ#tes C/1-st.tA-L _o;=-c Dear Sir: /1 /"7CJ/ t(/1Jte~h "7)! L.J.£. t::. · The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas. Thls approv~ and acceptance by the City is requested in order that we may finalize'·any sub-contracts and to affirm their warranty on the work. Thls approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above referenced project. The one year warr_ .. ~.nty is hereby affirmed and agreed to by /'?1Af('A/ e, 'Iv Llfl(r,ve~$ and by their sub-contractors as indicaed by signitures below. WORK COMPLETED c5'~ wGA:. 7~4""? "'"·•0112/924( DATE 7/17/Po • Owner: ..;~#'~&~5 L~. Address: /1eJ/ K~W. Alt.£• C',Qqe-J/16#-: ~/IP~' nc '??Ito contr:tO: ,£,Jc.£1= /:we// 6.v.,-7: Address: 2~-ZV ,,<~~r; fr. ~ 7K 7~//~ ~··~ •' 1 / 78 LF 2 1 Ea Engineers Estimate CHEDDAR'S CASUAL CAFE PUBLIC IMPROVEMENTS 3 2 Ea Service Conne c tio n 4 2Ea .~ 5 2 Ea 6 257 LF j 6 : 9 £ @ o (L A i-1 G f_ A c.£- t CL 0 ~'1 r 0 0EL f'1 rlc ~ U -i.... ' 1 ""''!r• ... ,?; $ 23 .00 $ 1,794.00 $ 2,000 .00 $ 2 ,000 .00 $ 300.00 $ 600.00 $1 ,700 .00 $ 3 ,400 .00 $1,200.00 $ 2 ,400.00 $ 70.00 $ 17,990.00 I loial l!!i 28,184.oo I 1 78 LF 2 1 Ea 3 2 Ea 4 2 Ea 5 2 Ea 6 257 LF 04 /08/00 12:55P P.001 Engineers Estimate CHEDDAR'S CASUAL CAFE PUBLIC IMPROVEMENTS 6" PVC (AWWA C900-CL 200) water line Double Check Valve wl FDC & Vault Service Connection Grate Inlet 48" Sloped Headwall 48" RCP ASTM C-76 Cl Ill jo: gg.gofl.Ai-1 GfAc.£ Fc<-o :-t ~ ()Of.L r:f r7c t1 [;t .. (. $ 23 .00 1 ,794 .00 $2,000 .00 2,000 .00 $ 300.00 600.00 $1 ,700 .00 3,400.00 $1,200.00 2 ,400.00 $ 70.00 17,990.00 DEVELOPMENT PERMIT PERMIT NO 00-10 CHEDDAR'S RESTAURANT FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: LOT 4BLOCK1 THE GATEWAY PHASE I OWNER: John P. Welsh, President Big Cheese Inc. 3214 Westchester Avenue College Station, Texas 77845 979-485-0484 DRAINAGE BASIN: Burton Creek SITE ADDRESS: 1701 UNIVERSITY DRIVE EAST TYPE OF DEVELOPMENT: THIS PERMIT IS VALID FOR: FULL DEVELOPMENT. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . 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 this 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 th e Code of Ordinances of th e City of College Station, meas ur es shall be taken to insure that debris from co nstruction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside th e special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City ngineer in the development p ermit application for th e above nam ed project and all of th e codes and ord ' anc s of th City of College Station that apply. ~ Date I I Date ~l i~f 00 Contractor Date DEVELOPMENT PERMIT PERMIT NO 00-10 CHEDDAR'S RESTAURANT FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: SITE ADDRESS: LOT 4 BLOCK 1 THE GATEWAY PHASE I 1701 UNIVERSITY DRIVE EAST OWNER: John P. Welsh, President Big Cheese Inc. 3214 Westchester Avenue College Station, Texas 77845 979-485-0484 DRAINAGE BASIN: Burton Creek TYPE OF DEVELOPMENT:TIDS PERMIT IS VALID FOR: FILL WITHIN DRAINAGE CHANNEL MAY ONLY BE PLACED IN ACCORDANCE WITH LETTER FROM VERONICA MORGAN, P.E. TO JEFF TONDRE, P.E. DATED 3-14-00. EROSION CONTROL WILL BE PROPERLY INSTALLED AND MAINTAINED UNTIL SITE IS REVEGITATED. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 this 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 c ity streets, or existing drainage faciliti es. I hereby grant this permit for development of an area outside th e special flood hazard area. A ll development shall be in ordance with the plans and specifications submitted to and approved by the City Engineer in the d elop ent permit application for the above nam ed project and all of the codes and -e inan es of the Ci o e Station that apply. Owner/ Agent Contractor ~ ~,'.0 Date Date Date ( ;, { ; . ' , ... __ ) ' ' FEMASFHA: In or Out Expiration Date: 6 0 ~ Watershed: _/]_cJ_r_~-'-<+4.~- Permit #: 00 - \ 0 CITY INFRASTRUCTURE INSPECTION NOTICE Date: To : From : Deborah Grace RE : Location : 0 Public Water Lines/Fire Hydrants 0 Public Sanitary Sewer 0 Public Storm Sewer 0 Public Streets 0 Public Detention Facility 0 Driveway Connection to Public Street 0 Private Construction within easement No Inspection· Required Comments : } } 0 Engineer's Estimates Attached 0 Construction Plans Attached 0 Site Plan Attached 0 ~}-l),.,,t? IJA s._; ~;;s j.'-1-"'fl ~-I .,,,~.,,..._.,, r ~/S ~I "7 A-Or} oAd ")'r )/I<:> )"°./J...f ~;) ..,,_,,,/S 94_ff ·Q0;;.,1~ ro~/ ~2 ~s_ Q+ ~"71 _..,...) ..... _.~ /) __, 017 ~+1 ;> 7 i~ r7 ~1"' 0/Y'? "V1 ! n d 71 , ro~ ?3"1""'/:? ~ ~""~ . "'?/.Jl<7 )HJ .·~~d> l •• SITE PLAN APPLICATION Oo --su DATE SUBMlTl'm td 1 r 00 ~-----------------MINIMUM-------SUB---MI--T-I'AL---REQ---UIREMENTS--....... .......,...-----------------. ~ Site plan application ccxnpleted in full. -7:s100.oo Application Fee. . --tr' $100.00 Dcvdopmcnt Permit Application Fee. . 7'TI\:'" $300.00 Public lnfrastrudurc Inspection Fee if applicable. (This fee is payable if coostructim of a public ~ ...waterlioc. ~ sidewalk, .met or drainage &cilities is involwd.) _v_ T Tenm ll (10\0) f folded copies of site plan. . :JZ" A copy of the attached site plan checldist wi1h all items chcclax1 off or a brief cxplaMtion as to why they are not . c.hc:ck.ed of[ APPUCATION DATA NAME OF PROJBCT ~ $ LtX.<i'tAa-( Co.£~ ADDRESS !]ol Qmvlf>~ ~ f!q~i:;r LBGALDF.sCIUPTION J_{)-b '-/-, !3o~ I -/J1e.. ~dk1t¢V l/!t£e I I APPUCANT (Primaiy Contact for 1bc Project):··, Name ve,ec...u1e.4 #t?£fffe Street Address st/ @Jr 4£/rc;, /.## City C'~/d;f/ $4/~~ r. . State LK .· Zip Code 77QYO E..MailAddress #J/1Jltk~lh&4/t'ho/tl.-v .. c~ PhooeNumber · @C/Ut?ffeYlf.Z ·FaxNumber....._fj_._CCJ_9_.2:_~_0_3~_r/ ______ ~- r · I .. PROPER.1Y OWNFJl'S INFORMATION: Name .;ffifiA.J ~ NEl>h , RP>-,81~ Ckt'e~ ,L/c,. · StreetAddress gz;I/' Ne.>-i-tkt?~/t dr£ ' city CJJ//t?f61 .s--1-4-//~,v State lK Zip Code /7,f7F"S-E-Mail Address Vl?f £<1'¥!'& ~/. t't',Rf Phone Number #f #S-t!Jf!-F Fax Number_#t...._'tJ_...9_~---~---_c?, __ ~--~ ..... ~------- ARCIID'ECT ORFN9fNEBR'S INFORMATION: Name /fl/e/;ef/ ~ #f,t'f/&t/. L, J../? - StreetAddress ~// t1MJ/t7/~k¥ .411 IY b ~..£, ..(J(/~W41' {!tJ~~..H~t:?.,</ } State />( Zip Code 7Zf//0 E-MailAddress f/<?'#//ek//t7.vd'H/¥'ff.V·CIP/1 Phone Number ~9 Zt4J 6'/'tfr 3 Fax Numbcr _LA._'C--='?'--Z.""-''60:;;..;;...._....:::;;5...;:;..~~7('"'------'---- cmmR. CONTACTS (Please specify type of cnntact, i.e. project manager, potential buyer, local contact, etc.) Name ------------------------------- StreetAddress -------------City ------------ State Zip Code ----E-Mail Address ---------- Phone Number Fax: Number SITE PLAN APPUCATION Bil'EAPP.DOC 031251'99 ----------------- 1 a(3 ' CURRENT ZONING L>JJ/;e;ti-C--/3 : J)/J/J1/;i-tJVCtlL'f/L}P/Z-1wrek'y ,Lf/1/L'/d J PRESENT USE OF PROPF.R'IY -..LM:..:..!~::..606a...Plt:..:::e,".Lll.~~'Wt'"-l:V~i:::;._~~~~------------- c:. PROPOSED USE OF PROPER1Y r VARIANCB(S) REQUESTED AND REASON(S) #OPPARKINGSPACBSREQUIRED _1__.17 __ CJ MULTI-FAMILY RESIDENTIAL Total Acreage __ _ Floodplain Acreage __ Housio3 Units ___ _ # of I Bedroom Units # of2 Bedroom Units # of 3 Bedroom Units -·of. Bedroom Units Jl'OR l BEDROOM UNITS ONLY _#Bedrooms~ 132sq. ft. -#Bedrooms< 132 sq. ft. #OF PARK.ING SPACES PROVIDED /2 7 ~ COMMERCIAL Total Acceage ~ oo I 0 Building Square Feet 1516 Floodplain Acreage 0 1he applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are lnle and correct. ~App-li-~-m--------- (. SITE PLAN APPUCATION SlTEAPP .DOC 03/lS/99 SU.P.PL~M.t.;N ·1 ·AL JJE V ELU.l'M..EN·1 · 1'£KM11 li''ll1V.KJ.~: App1ia11ioa. la MRby made for the following dt::vdopmmt Ct wataway altcratioas: u~ Yfu. J.Jlt~ ®Rh wz~ota,~ F.1~ I. = . cbign cogh>tU/OWDCr, hcrWy llCkDow1cdgc or aftinn that: The lnfixmafion ud eondusiolll cxmtained in the above plans ud supporting dro11ncm1 comply with the CUDalt RqUhancmls of tbe City of Co1Jete Station, Taxas City Code, Chapter 13 ud ita UP"iatwl Drainqe Policy ml Desiga SCandards. M a cm•Hdm of approval of this permit 1ppUcatioa, I agree to coastnact the impnMmeaU propoacd in this llJl>'iaidon aax>rdiDg to tbcac doamlC!l\fs and tbc requircmeaU of O>apter 13 of the eouq.e 8catioa. Cit;y Code. Property Owner(•) CERTIFICATIONS; (for pmpolCd altaatioos within designated flood bazud ueu.) A. I. \J ~ . c:a:tifY that any nomaddeotia1 ltnlcturc OD or proposed to be on this sit.c as part of this applicatioa is =goatrd to preYCDt damage to the ltructuJe or ill contents II a muJt of tJoncHng from the 100 year storm. B. I, t.J( A . certify that the finjdaccf floor de\'ation oftbc lowest floor, inchMfing any buancnt, of airy JCSidcntiaJ stmctwc, proposed as part of this application is at or aboYe the base 1lood eleYation established in the latest Federal JnsuraDQC Administration Flood Ha.ard Study and map1, as 1me.ndcd Bngi'WI' Date r !. I. µ f Pr . certify that the altmtioos or dc'Ydopment cmicred by this permit lhall DOt r dimjnjsh the flood.<:an)'ing capacity of the watcnvay l(ljoining or crossing this permitted site and that such altmtiom or cbdlpmeat are mnsjstcnt with mquirrmeats of the City of College SWioo Cit;y Code, Chapter 13 cooceming cocroachments of ftoodwaya and of floodway fringes. Date ~~Mor~ . do CCl1i1Y that the propolCd alta'ltioal do not raise the bel of the 100 year elCIYlllll 0 INl cstablilbcd@J_)hc latest Federal IDswancc Administration Flood Huard Study. 1-~(r 1!XX) ID acoxdancc with Chapter 13 of the Code of OrdinaM'A of the City of C.OUcgc Station, mcasorcs shall be taken to insure that debris from c:oostructioa, crosioo, and wcdimentation lball not be clq>olited in city ltrcdl. or existing drainage facilitiea. I bacby grant this permit for dcYdopmcot. All dcvdopmcot shall be in acoordaDcc with the plans and spcc:ificadons submitted to and apprOYed by the City Engineer for the lbow named project. All of the applicable codes and ordinaDa'.S of the City of College Statioll aball apply. JITE PLAN APPUCA110N SITEAPP.DOC 0312'199 3 al3 u.i ti u.i ... . c .... Q. la Q) ... ee -Qj .... o~ .c Q) ~ OI v c: .w~ c: ·-l'O a:i ·gi ~a.. • c: . ..., ro ,., la~ -v (U ·2 0 0 ..., -G> > Mr. Jeff Tondre City of College Station Development Services P .O. Box 9960 College Station, TX 77842 RE: CHEDDARS RESTAURANT Dear Jeff: 031 141 0 0 09:1 SA P.0 0 2 March 14 , 2000 Attached is the grading plan for Cheddars. Because of the amount of fill to be located on the site, we would like to proceed with the rough grading following the attached plan. The channel area on the site will be left open during the fill operations to allow stormwater to pass through the site. The contractor, however, will need to install a temporary pipe structure in the creek to allow his equipment to pass back and forth across the site. Since this will be a temporary structure, they will most likely be using old pipe material from their yard. The pipe material may be concrete or corrugated metal material. I have checked the flow calculations and would like to allow the contractor to temporarily bridge the channel with a pipe sufficient to pass the twenty-five year storm event. The flow coming to this site for a twenty-five year storm from onsite and offsite along the north side of University Drive is 25 cfs and the existing culvert under University Drive is sized to pass 80 cfs. One -48 " RCP set at a .56% grade or two -36" RCP pipes set at 0.65% or a single 48 " CMP pipe at 1.64% grade will pass this runoff. There is plenty of fall within the existing channel to set the pipe on a 1.64% grade if this is what the contractor chooses. If you have any questions, please do not hesitate to give me a call. /\ singerely, i . " /1 ... · J · 1 'I !\ 1 / i ' ~· / j'711 i I ilJ!A;U.tf L.Lff.) ! ~w:---·- \,• ; ; ; \ \ Veronica J.B. M orgar), '.P ~ Managing Partner V Cc: file