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Home My WebLink About10 Drainage Permit 308 Greensworld Ph 2 WLKLING ENGINEERING AND SURVEYING 4101 Texas Avenue Bryan , Texas 77802 TO WE TRANSMIT : D Under Separate Cover ~Enclosed VIA : DMail D Messenger D Federal Express D Express Mail ~Special Courier D Picked Up By Your Office NO. 4 fl.c. -B.J''-.., {..?, I\ • l<.. Consulting Engineers• Land Surveyors (409) 846-6212 THE FOLLOWING : D Prints D Copies D Originals D Plat D Field Notes WI ans D Report D Estimate D Cut Sheets DATE PROJECT NO . PROJECT NAME REFERENCE D Computer Printout D File D Contract D DESCRIPTION _..,/Y~ d-r.-l-.°'T'd I Jr ~"tT Q yV ' FOR : P. 0 . Box 4234 Bryan , Texas 77805 D Your Review & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D Your Signature & Return D Your Fi le and/or Use li{As Requested By : Si4-rt1AAtnM- :5Mc 714 D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To: If Enclosures Are Not As Noted , Please Notify Us At Once. KLI NG ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J. Kling, P .E., R.P .L.S . S.M. Kling, R.P.L.S. MEMO: TO: Veronica Morgan Telephone 409/846-6212 Fax 409/846-8252 September 1, 1995 City of College Station FROM: Fred Paine ~(?.........::;::: Kling Engineering Post Office Box 4234 Bryan, Texas 77805 RE: Greensworld Subdivision Phase II -water line improvements Dear Veronica, We are sending two copies of the Greensworld Subdivision Phase II water line improvements for your approval. Recently the city approved oversize partic i pation on the Greensworld Phase II water line improvements project. After said approval, the city requested a butterfly valve be installed at Sta. 2 + 88. The cost of the valve is substantial and due to the timing of its request, it was not included on the cost estimate used to determine the city's cost of participation on the project. Additionally, we will be sending rev isions for the Greensworld Phase II final plat to your office next week . Thank you. ,, . . ' '. I' , •• f . IMPACT ANALYSIS OF WATER, WASTEWATER, STORMWATER, AND TRAFFIC For GREENSWORLD SUBDIVISION Phase Two Richard Carter Survey, A-8 College station, Texas December 15, 1994 DEVEWPED BY: Michael K. Davis, Trustee 4002 Aspen Bryan, TX 77802 (409) 846-3420 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 ... \ \ \ ' r KLrrNG ENGrrNEERllNG & SURVEYING 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J. Kling , P .E., R.P.L.S. S.M. Kling, R .P .L.S . MEMO Consulting Engineers • Land Surveyors Telephone 409/846-6212 Fax 409/846-8252 January 16, 1995 TO: FROM: RE: Veronica Morgan, City{°\ College Station / j /} Danny Miller U ~ Addendum to Greenswor~wo Impact Study Post Office Box 4234 Bryan, Texas 77805 Attached are the calculations for an 8" water line across the proposed development. The calculations are for approximately 650 LF of 8" pipe with two fire hydrants for fire protection and a fire demand of 1600 gpm. Two hydrants will provide adequate protection , though one will probably need to be located in the interior of the tract, depending on where the building is to be situated. The KY -Pipe calculations show that at node 2 the pressure is 75 psi, which is adequate. This information should be sufficient, but if you need more, please call. DATE = 01-16-1995 PAGE NO. JOB NAME = Greensworld Phase Two * * * * ' * * * * * K Y P I P E 2 * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * Distribution of Pressure and Flows in Piping Networks * * <<< FOR SEMINAR PURPOSES ONLY >>> * * * * * • * * * * * * * • * * * * * * * * * * * * * * * * DATE: 1/16/1995 TIME: 13: 18: 12 INPUT DATA FILENAME --------------GRNSWRLD.DAT TABULATED OUTPUT FILENAME --------GRNSWRLD.OUT POSTPROCESSOR RESULTS FILENAME ---GRNSWRLD.RES ************************************************ S U M M A R Y 0 F 0 R I G I N A L 0 A T A ************************************************ U N I T S S P E C I F I E 0 FLOWRATE ............ gallons/minute HEAD (HGL) .......... feet PRESSURE . . . . . . . . . . . . psi g P I P E L I N E D A T A STATUS COOE: XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NOOE RV -REGULATING VALVE PU -PUMP LINE PIPE NUMBER 1-FG 2 NOOE NOS. #1 #2 0 2 LENGTH DIAMETER ROUGHNESS MINOR LOSS (ft) (in) COE FF. COE FF. 1550.0 650.0 18.0 8.0 120.00 120.00 .00 .00 J U N C T I 0 N N 0 D E 0 A T A JUNCTION NUMBER 1 2 JUNCTION TITLE EXTERNAL DEMAND (gpm) .00 1600.00 JUNCTION ELEVATION CONNECTING PIPES (ft) 268.00 261.00 1 2 2 FGN -HGL (ft) 469.50 DATE = 01 -16-1995 PAGE NO. 2 JOB NAME = Greensworld Phase Two 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ••••••••••••••••.•. (p) 2 NUMBER OF JUN CTI ON NODES •••.••.... ( j) = 2 NUMBER OF PRIMARY LOOPS •••••...... Cl) 0 NUMBER OF FIXED GRADE NODES ....•.. ( f) NUMBER OF SUPPLY ZONES •••••••••••• ( z) = ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OB TAINED AFTER 2 TRIALS WITH AN ACCURACY .00000 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NOOE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE PIPE NUMBER 1-FG 2 NOOE #1 0 NOS. #2 1 2 FLOWRATE (gpm) 1600.00 1600.00 HEAD LOSS (ft) 1.51 32.89 J U N C T 0 N N 0 D E R E S U L T S JUNCTION NUMBER 1 2 JUNCTION TITLE EXTERNAL DEMAND (gpm) .00 1600.00 HYDRAULIC GRADE (ft) 467.99 435. 10 PUMP HEAD (ft) .00 .00 JUNCTION ELEVATION (ft) 268.00 261.00 TK MINOR LOSS (ft) .00 .00 -STORAGE LINE VELO. Cft/s) 2.02 10.21 PRESSURE HEAD (ft) 199.99 174.10 TANK HL/ 1000 (ft/ft) .97 50.59 JUNCTION PRESSURE ·(psi ) 86 .66 75.44 S U M M A R Y 0 F N F L 0 W S A N D 0 U T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES DATE = 01-16-1995 JOB NAME = Greensworld Phase Two PIPE NUMBER FLOWRATE (gpm) 1600.00 NET SYSTEM INFLOW 1600.00 NET SYSTEM OUTFLOW = .00 NET SYSTEM DEMAND = 1600.00 **** KYPIPE SIMULATION COMPLETED **** DATE: 1/16/1995 TIME: 13:18:12 PAGE NO. 3 i \. INTRODifC'fION This impact study analizes the effects of a proposed commercial development located adjacent to the northwest of Greensworld Subdivision, Phase One. The tract is approximately 3.85 acres bounded to the west by State Highway 6 (East Bypass), the east by Carter's Creek, and south by the Greensworld Golf Course parking lot. The site is generally cleared and undeveloped. The proposed development is to be a new car dealership, though, details of the building and site plan are unknown at this time. EXISTING CONDITIONS WATER: Currently, this tract is not being provided with a water supply, as the nearest source would be an 18" DIP that ends at the southeast corner of Greensworld, Phase One. This water line runs parallel with the east R.O.W. line of Hwy. 6 and serves Furrows, Sam's Club, and Hollywood Movies located to the south. WASTEWATER: A 21" trunk line currently runs through the east portion of the subject tract. This line serves most of the north part of College Station, including the Burton Creek area and the Northgate area, and runs parallel with Carter's Creek to the treatment plant. No flow rate data is .available for this line and it is understood that it will not be required for this study. DRAINAGE: The tract has no major drainage structures running through it, but is adjacent to Carter's Creek. Stormwater currently sheetflows from the Bypass to the creek with some small shallow concentrated flows. A portion of the tract is "graphica1Iy" within the Special Flood Hazard Area according to the FIRM, but a study of the HEC-2 model results and the topography of the site indicate otherwise. The calculated water surface elevations of the creek show that the water surface is contained within the west bank of Carter's Creek and does not extend into the tract. This is consistent with observations of the creek during recent flood events. As well, the "Floodway" defined by the model is the west bank of the creek. ANALYSIS OF EXPECTED IMPACTS WATER: The existing 18" water line will be extended to the northwest corner of the subject site in order to provide service. Per the water superintendent for College Station, a residual pressure of ... Greensworld Subdivision -Phase 2 Impact Analysis Page 2 WATER (Contain.): 105 psi occurs at a node where the 18" water line crosses the Bypass and begins running parallel to the R.O.W. The node is located at the northwest comer of the Hollywood Theater tract and is on a topographic high point. There is approximate 2200 feet of pipe from this point to the point of study . Water demands were calculated using the Plumbing Code and assuming a conservative number of fixtures, The number of fixture units determined was 94, which yields a demand of 49 -gpm. Fire protection demands used were 1600 gpm, assuming two hydrants were used . Calculations were ran using the fire demand since the domestic demand of 49 gpm is relatively insignificant. The calculations yielded a head loss of 2 .14 ft . due to friction, but because of topography , there was a pressure head gain of 14.0 ft. This is a net residual pressure of 110 psi . It should be noted however that the starting residual pressure of 105 psi differs from pressures calculated by RWI (1981). RWI shows a residual pressure of 81 psi , but because the headloss of 2.14 ft. is relatively insignificant due to the 18" diameter pipe, similar results would be expected when using the 81 psi. These calculations are included as well. WASTEWATER: Sewer Service will be provided by the 21" trunk line, though flow data on the line is not available. Using the conservative number of fixtures determined for water demand, less the hose bibs , a peak sewer load of 47 gpm was calculated using the plumbing code. Assuming the proposed business will have 50 employees and each employee has a daily flow of 50 gpd, the total daily load is 2500 gpd . DRAINAGE: Due to the nature of the proposed development , an increase in peak stormwater runoff is expected. Calculated pre-developed runoff quantities, using the rational formula were Q25 = 16 .9cfs and Q100 =9 .9 cfs. Post-developed runoff quantities calculated were Q25 =30.0 cfs and Q100 = 35.4 cfs. This yields increases of Q25 = 13 .1 cfs and Q100 = 15.5 cfs. Because these flows drain directly into Carter's Creek, a primary drainageway , no significant impact is expected to the water surface profile of Carter's Creek due to this development. That is, these increases will probably be insignificant when compared to the discharges in Carter's Creek. Therefore, detention is not expected to be required, though at the time of site development , a more thorough analysis will need to be performed. All structures will need to be at least one foot above the published FEMA water surface elevations. ... Greensworld Subdivision -Phase 2 Impact Analysis Page 3 CONCLUSIONS: Due to the limited size of the proposed development, no significant impact to the water distribution system is expected as domestic demands are minuet and fire demands are easily ·handled by the 18" line. The water line will be extended to the end of the subject tract. Sewer loads are minuet as well and are not expected to impact the 21" trunk line, though the line itself was not analyze4 . An increase in peak stormwater runoff is expected, but this increase is relatively small with respect to the total discharge in Carter's Creek. Therefore, the creek should be able to handle this increase without affecting upstream or downstream landowners. KES 94-02b= gmswld .imp ... KLING ENGINEERING & SURVEYING BRYAN , TEXAS SUBJECT TRACT ... COMET .__..r-o235~ SHl::-cl~ -s-.,Ql1>.RE 3-0236-100 SHEETS - 5 SQUARES 3-0237 -200 SHEETS - 5 SQUARES 3-0137 -200 SHEETS -FILLER ' I • I I . I • • l . l ' ' , ! I ' ! : : . : I I -! I .) : Ii I · I -·: : -I i i l 11 . ! i l . l ! l I l ; ~ i l . -. l ~ I 6 , : 1 I l I I . l L\ I_ I ! i I I ' I : I ! ; j . ~ I i : I ! -I ' I ' j I i 1--!. J . ! I ! : I~\ ~ i I i i . l I .. 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' 1 . ~ -1-j t:~-"'--•:!~--'~-+ i I ~-~-1'·J+-~t-ji ~C;_ ~I J_--~L-1':___1 j_J_lj J_, [_j t Lj~~ __ :01Lt1~ I + i.:. ~a--: -'Tl> I 1 ' l + I .... I I I ~ t I I I I I I ! I I : ~ ~ ~ ., 1 Y .. -_J~'~ , r ! . -1 ---, . I l l r· --1--Ii' l ------1 i ---i ! : ! J 4 , : i i. r --~'-Lt-·:8-t---t l--.-1 -t_; .... -1--~~t -----$ r v I 1--··l 1-·1 l_l 1 I 111 l ! ,, t ~,,I 1 I ~--1-~ ! -v ~" ~ ~~ c -1' l ! . I t-_ [ I· ·~ ! i -it.A ! 1:+-.l i I I ! I ! I I I I I ' ' 1 "' (\\ L ~ i I} I .. i ~~ I I I I l i I I I I r I I ! ; l : I I I r . I I I . I: I 0 ~ ~ lp : -1 I 1 . I I ---I . t t -i ~-I , ... ~: ~ i --, I f . t I ~ . ! r.1 ; • ! ~ I l~ ; :~ l j ·1' 1-.....1 " ' I I I I ~ I I i . • ..z ~ •.....:/ . . , 1 ~ . . ~.·-· I i. _, -1-.·. t , i --1 , l -1' ---t·---r ~ I , , • ! -C:-,. . ~ ,~ ~; jc:.1-, __ ,____ ~ I~"' ~ i I • I I I I I I i I I I I "' -• \-'-II "'.... . ... '"' lH 1 ... 1 ~ f I 1 ' ! . • , 1 ~ ! I iv· 1 I i .. -......! ~ . : I l t i r lr-l i. I 1 · I -, ; . . I ! : 1 · I ; ; l : . I . 1· I -·a 1' -··-. Co ,;, I I -·· ' I i f . ,-' . -1 • . . : j t I ' I . 1' . -. I > , : \." , , , . . ' , i . ; I I . . , : • , . : r , I I : t l ' I i . I ; I I I . ; PC Dashboard * Unregistered Copy * ATE = 12-14-1994 PAGE NO. JOB NAME = Greensworld Phase Two * * * * * * * * • * K Y P I P E 2 * * * * * * * * * * * University of Kentucky Hydraulic Analysis Program * * Distribution of Pressure and Flows in Piping Networks * * <<< FOR SEMINAR PURPOSES ONLY >>> * * * * * * * * * * * * * * * * * * * * * * • * * * * * * * DATE: 12/14/1994 TIME: 13 : 3 :10 INPUT DA TA FILENAME --------------grnswrld.DAT TABULATED OUTPUT FILENAME ·-------grnswrld.OUT POSTPROCESSOR RESULTS FILENAME ---grnswrld.RES ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLO\JRATE ....•.•...•• gallons/niinute HEAD (HGL) ....•.•.•• feet 12:37:52 pm ... PRESSURE .•.•.....••. psig P I P E l I N E D A T A STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE FG -FIXED GRADE NODE RV -REGULATING VALVE PU -PUMP LINE PIPE NUMBER NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS #1 #2 (ft) (in) COEFF. COEFF. 1-FG 0 2200.0 18.0 120.00 .00 J U N C T I 0 N N 0 D E D A T A JUNCTION JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) ELEVATION CONNECTING PIPES (ft) 1600.00 268.00 ATE = 12-14-1994 PAGE NO. 2 JOB NAME = Greensworld Phase Two O U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: All RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ...••••.•••.......• (p) = NUMBER OF JUNCTION NODES ...•...... (j) = NUMBER OF PRIMARY LOOPS ...•....... (l) 0 NUMBER OF FIXED GRADE NODES ....••. (f) NUMBER OF SUPPLY ZONES ..•••...••.• (z) ************************************* S I M U l A T I 0 N R E S U l T S ************************************* THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY .00000 FGN·HGL (ft) 525 .10 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NOOE CV -CHECK VALVE RV -REGULATING VALVE PIPE NOOE NOS. FLOIJRATE HEAD NUMBER #1 #2 LOSS (gpm) (ft) 1-FG 0 1600.00 2.14 J U N C T 0 N N 0 D E R E S U L T S JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) 1600 .00 HYDRAULIC GRADE (ft) 522.96 PUMP HEAD (ft) . 00 JUNCTION ELEVATION (ft) 268.00 PU -PUMP LINE TK -STORAGE TANK MINOR LINE LOSS VELO. Cft) Cft/s) .00 2.02 PRESSURE HEAD (ft) 254.96 HL/ 1000 (ft/ft) .97 JUNCTION PRESSURE (psi) 110.48 S U M M A R Y 0 F I N F L 0 IJ S A N D 0 U T F L 0 IJ S (+) INFLOIJS INTO THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLOIJS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER ATE = 12-14-1994 FLOIJRATE (gpm) OB NAME = Greensworld Phase Two NET SYSTEM INFLOIJ NET SYSTEM OUTFLOIJ = NET SYSTEM DEMAND = 1600.00 1600.00 .00 1600.00 **** KYPIPE SIMULATION COMPLETED **** DATE: 12/14/1994 TIME: 13: 3:10 PAGE NO. 3 .. ... DATE = 12 -14 -1994 PAGE NO. OB NAME = Greensworld Phase Two Res . Press. 81 psi * * * * * * * * * * K Y P I P E 2 * * * * * * * * * * * Univers i ty of Kentucky Hydraulic Analysis Program * * Distribut i on of Pressure and Flows in Piping Networks * * <<< FOR SEMINAR PURPOSES ONLY >>> * * * * * * * * * * * * • * * * * * • * * * * * * * * * * * DATE: 12/14/1994 TIME: 13:53:10 INPUT DATA FILENAME --------------grnswrld.DAT TABULATED OUTPUT FI LENAME --------grnswrld.OUT POSTPROCESSOR RESULTS FILENAME ---grnswrld.RES ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ U N I T S S P E C I F I E D FLOURATE gallons/minute HEAD (HGL) ...••••••. fee t PRESSURE ...........• = ps i g P I P E L I N E D A T A STATUS CODE: PIPE NUMBER 1-FG XX -CLOSED PIPE CV -CHECK VALVE NOOE NOS . #1 #2 0 LENGTH (ft) 2200 .0 FG ·FIXED GRADE NODE RV ·REGULATING VALVE DIAMETER (in) 18.0 ROUGHNESS COEFF. 120.00 J U N C T I 0 N N 0 D E D A T A JUNCTION PU -PUMP LINE MINOR LOSS COE FF. .00 JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) ELEVATION CONNECTING PIPES (ft) 1600.00 268.00 FGN -HGL (ft) 469.50 ... ATE = 12-14-1994 PAGE NO. 2 JOB NAME = Greensworld Phase Two Res. Press. = 81 psi 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ..••.•••.••..••.... (p) NUMBER OF JUNCTION NODES •••..••••. (j) ·= 1 NUMBER OF PRIMARY LOOPS .•••.••.•.. (l) 0 NUMBER OF FIXED GRADE NODES ...•••• (f) NUMBER OF SUPPLY ZONES ••••.••••.•• (z) ************************************* S I M U L A T I 0 N R E S U L T S ************************************* THE RESULTS ARE OBTAINED AFTER 2 TRIALS ~ITH AN ACCURACY .00000 P I P E L I N E R E S U L T S STATUS CODE: XX -CLOSED PIPE FG -FIXED GRADE NOOE PU -PUMP LINE CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE PIPE NOOE NOS. FL~RATE HEAD NUMBER #1 #2 LOSS (gpm) (ft) 1-FG 0 1600.00 2.14 J U N C T 0 N N 0 D E R E S U L T S JUNCTION NUMBER JUNCTION TITLE EXTERNAL DEMAND (gpm) 1600.00 HYDRAULIC GRADE (ft) 467.36 PUMP MINOR LINE HEAD · LOSS VELO . (ft) .00 JUNCTION ELEVATION (ft) 268.00 (ft) Cft/s) .00 2.02 PRESSURE HEAD (ft) 199.36 S U M M A R Y 0 F I N F L 0 ~ S A N D 0 U T F L 0 ~ S TANK HL/ 1000 (ft/ft) .97 JUNCTION PRESSURE (psi) 86.39 ... (+) INFLO\JS INTO, THE SYSTEM FROM FIXED GRADE NODES (-) OUTFLO\JS FROM THE SYSTEM INTO FIXED GRADE NODES PIPE NUMBER FLO\JRATE (g~) ATE = 12-14-1994 PAGE NO. 3 JOB NAME = Greensworld Phase Two Res. Press. = 81 psi 1600.00 NET SYSTEM INFLO\J = 1600.00 NET SYSTEM OUTFLO\J = .00 NET SYSTEM DEMAND = 1600.00 **** KYPIPE SIMULATION COMPLETED **** DATE: 12/14/1994 TIME: 13:53:10 i I I I t I -! I I ! I J l I : ; II ! i . -r 1 ;---. ·r .. i I . f I I ; I I : i l l I , ! i I ! .. I ! I I I I I I ' ! l I -l I • ' I . -· . l ! I l l i-l ! I I t I I-I i I .. I i I . t . ·1-. . ' . I j I . -f I I I I I 1 t .. t ' I I i --~ I I I -i . "'i ----I l ! 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Texas Avenue, Suite 212 Bryan, Texas 77802 Prepared by: Transportation Engineering Analysts 1722 Broadmoor, Suite 212 Bryan, Texas 77802 November 1994 TABLE OF CONTENTS LIST OF FIGURES ............................. . I . INTRODUCTION .............................. . II . III . EXISTING CONDITIONS ......................... . ANALYSIS IV . CONCLUSIONS AND RECOMMEND A TIO NS ............ . 11 6 9 12 LIST OF FIGURES Figure 1 Vicinity Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Site of Proposed Development . . . . . . . . . . . . . .......... . 3 24 -Hour Traffic Counts ........................... . 11 3 4 7 I. INTRODUCTION The city of College Station, Texas has experienced significant growth during the last 15 to 20 years as it increased its population from less than 10,000 to over 50,000. Similar growth has been experienced by the city of Bryan , College Station's neighboring city. Including th e unincorporated areas and large student population associated with Texas A&M University , th e Brazos County area has a population approaching 125 ,000 . The Bryan/College Station community is no longer a small town. Large daily traffic volumes normally associated with cities like Houston and Dallas are now found on some of the arterial streets in College Station and Bryan. Fortunately, peak-hour traffic volumes in the twin cities exist for only a short period of time in comparison to the sustained peak-hour conditions found in the large cities. Nevertheless, it is important that both cities maintain their roadway systems such that traffic volumes generated by new residential and commercial development can be accommodated without creating congestion and vehicular delay . There is no question that the economic, political, and social conditions in the Bryan/College Station area is very healthy and the community is expected to continue to grow. The major traffic generator in the community is the Texas A&M University campus and it most likely will remain the major traffic generator. The second major traffic generator is Post Oak Mall, a regional shopping center located on the southwest comer of the State Highway 6 (S .H. 6) interchange with State Highway 30 (Harvey Road) in northeast College Station . Numerous businesses like Furrows, Holl~·wood Movies 16, and Sams, are located near the northeast corner 1 of the S. H. 6/Harvey Road interchange . Hence, the interchange itself is a high-volume location . Current traffic flow at the intersections of Harvey Road with both the East and West Frontage Roads of S. H. 6 reach capacity conditions on occasion. The amount of delay resulting from these "capacity conditions" typically remains short. However, if substantial traffic volumes are generated to these intersections due to additional development in the vicinity of the interchange, the delay problem will only worsen. It is important to analyze any significant development that will occur in the vicinity of the S . H. 6/Harvey Road interchange to insure that additional traffic volumes can be accommodated by the existing roadway system or that necessary roadway improvements be made. A 3.85 acre tract of land located north of the Hollywood Movies 16 and Greensworld sites along the east side of the East S . H. 6 Frontage Road, as shown in Figures 1 and 2 , is currently being planned for development. The tract is zoned C-2, which allows for a multitude of potential types of commercial developments . Development of the 3. 85 acre tract will have some effect on traffic flow conditions on the East S. H. 6 Frontage Road and the intersections of the S. H . 6 Frontage Roads and Harvey Road. However , considering the relatively small size of the development, it is readily apparent that, regardless of the development on the site, the traffic impact will be rather minimal. 2 NOT TO SCALE ,>EASTERWOOD ') <, AIRPORT / / ' / > / / ,./ ' , v I SITE OF 3.85 AC .DEVELOPMENT I T ;. COLLEGE STATION ~~~=~ li'1v€'1y ) ) r;:-·:> :C .. . -'\\ ~ .... ·~ FIGURE 1 IVIGIN .ITY MAP! w :::> z w ~ ~ >< w I- NOT TO SCALE HOLLEMAN DRIVE l .. ..... z ~~~+-~F~R~A~N~C~IS:---~DR~l_V~E~~~~ w > w > a: 0 z 0 Cl) z ::> 2 DOMINIK DRIVE PLANTATION OAKS DR . HARVEY ROAD z z w ..J ~ SOUTHWEST PKWY RAIN TREE FIGURE 2 !STUDY SITEI 4 \ \ ... "' l .. / \ / ( __ CARTER \ CREEK A traffic impact study was conducted to identify the traffic flow changes expected in the vicinity of the proposed development and determine what roadway improvements may be necessary , if any , to accommodate those changes . This report discusses the analysis of the study and summarizes the study results . 5 IL EXISTING CONDITIONS Between Harvey Road and University Drive (F . M. 60), the East S . H . 6 Frontage Road is a two -lane, one-way (northbound) paved roadway without shoulders. An entrance ramp from the Frontage Road to the northbound lanes of S. H. 6 is located about 300 feet north of Harvey Road . An exit ramp from the northbound lanes of S . H. 6 onto the East Fronta ge Road is located about 650 feet south of University Drive . The exit ramp allows vehicles to enter directly into the inside northbound lane of the Frontage Road . Northbound vehicles on the Frontage Road positioned south of the exit ramp are required to merge into the outside lane prior to reaching the exit ramp merging area. Current 24-hour traffic volumes on the exit ramp and the East S. H. 6 Frontage Road south of the ramp are 4,233 and 2,660, respectively . These volumes, illustrated in Figure 3 and summarized in Table 1, are not considered exceptional or close to capacity volumes. Actually, the capacity of the East Frontage Road will not be restricted by the cross-section of the Frontage Road . Instead, capacity will be restricted by the operation of the traffic signal at the intersection of the S. H. 6 East Frontage Road and University Drive. 6 NOT TO SCALE UNIVERSITY DRIVE 0 < 0 a: w g 0 a: LL ffi ~ FIGURE 3 0 < 0 a: w (!) ~ z 0 a: LL ~ (F.M.60) j 24-HOUR TRAFFIC COUNTS I 7 .. ·······® HOURLY TRAFFIC VOLUMES Hours Ending at Exit Ramp E. Frontage Ramp 0100 30 103 0200 20 5 0300 5 2 0400 8 2 0500 5 0600 19 3 0700 88 11 0800 411 29 0900 339 51 1000 195 68 1100 227 109 1200 252 168 1300 286 204 1400 275 231 1500 248 208 1600 306 252 1700 348 222 1800 385 231 1900 244 225 2000 149 140 2100 140 111 2200 125 168 2300 77 45 2400 51 71 TOTALS 4233 2660 8 III. ANALYSIS Due to the location of the 3.85 acre tract, all traffic generated to and from the site will have to use the S . H . 6 East Frontage Road. It is possible that additional access can be provided from University Drive with some type of public or private road ; however , there is no specific plan for this access at this time . Although the specific development on the 3.85 acre tract has not been determined , there are some limitations as to what types of development can utilize the site. The relatively small site will not permit such developments as a large discount store, a hospital , or any major traffic generator. If a sales or service type of development is located on the site, a one-story building of about 10,000 square feet would be about the largest size available. Multi-story buildings could provide more square footage but additional parking requirements would limit the overall size to not much more space. It is not logical to assume that a bank would develop on this site, although a drive-in bank would be possible . A restaurant could be developed on the site but it most likely would be limited to about 3,000 square feet of serving area. A fast-food restaurant could be located at the site and it would likely be the primary traffic generator for this site. Other possible developments would include a hardware store, an auto sales facility, and auto service facility , a service station, a tavern/pub , a convenience store, or a boarding kennel. The C-2 zoning provides for many more types of developments. A complete listing of such developments, however , would not be advantageous in this report . 9 The amount of traffic that will be generated by the 3.85 acre tract is, of course , dependent on the type of development that will occur. The 5th Edition of Trip Generation , published by the Institute of Transportation Engineers in 1991, was used to obtain estimates of amount of traffic that would be expected to be generated by different types of developments . The numbers shown below provide some indication of the amount of trips that would be generated. Type of Development A.M.-Peak P.M.-Peak 24-Hour Fast-Food Rest/Drive-In 160 160 2 ,000 Service Station/Conv. Store 80 120 1,600 Restaurant 80 80 500 Hardware Store 75 70 500 Auto Service Facility 45 45 450 Retail Store (Special) 60 60 350 Auto Sales/Rentals 30 35 300 Branch Bank Drive-In 30 40 300 The table requires some explanation. For example, 80 trips would mean that 80 vehicles entered OR left the site. If a motorist turned off of the East Frontage Road into the 3.85 acre tract, that would be one trip. When the same motorist leaves the site , that is another trip. Because of the one-way configuration for the East Frontage Road, anyone accessing the 3. 85-acre tract from the Frontage Road would return to the Frontage Road to exit the site. Hence, his two trips would be counted as a single vehicle on the Frontage Road. Therefore, the numbers shown in the table actually are DOUBLE the number of vehicles that would be using the East Frontage Road or the intersection of the S. H. 6 Frontage Roads and Harvey Road . 10 It is readily apparent that the traffic volumes generated by these possible developments will not create significant changes to the existing traffic flow conditions. The numbers are simply too low to make an impact. The only apparent potential traffic flow problem is associated with the location of the development. The East S . H. 6 Frontage Road begins to taper from two lanes to a single outside lane near the southern end of the 3. 85 acre tract. Any vehicle attempting to enter the 3. 85 acre tract would be positioned in the outside travel lane of the Frontage Road and slowing down to make a right turn into the site. If there is another vehicle traveling northbound behind this first vehicle , then the driver of the "following" vehicle would have to exercise caution as he merges to the right and avoids the vehicle turning into the 3. 85 acre site. This operational conflict would be minimized as long as the traffic volumes are low and the driveway entrance(s) to the 3.85 acre site remain as far from the ramp merging area as possible. Ideally, sharing the existing driveway to Greensworld would be the most desirable condition . Locating a driveway near the north end of the 3.85 acre tract would be the worst condition. When the type of development is selected for the 3.85 acre tract , careful consideration should be made concerning the placement of driveways. 11 IV_ CONCLUSIONS AND RECOMMEND A TIO NS The following is a summary of the impact study conclusions and recommendations relative to the proposed development of the 3. 85 acre tract. 1. Existing traffic volumes on the East S . H . 6 Frontage Road and the exit ramp from northbound S . H. 6 to the East Frontage Road south of University Drive are relatively low and certainly below capacity volumes . Both the ramp and the Frontage Road can accommodate much more additional traffic . 2. Existing traffic volumes at the intersections o f the S. H. 6 Frontage Roads and Harvey Road reach capacity levels on occasion. However, the delays caused by the resulting congestion have been minimized with capacity improvements and more efficient signal timings . The intersections can accommodate additional traffic as long as significant increa ses do not occur . 3. The 3. 85 acre tract, when developed , will generate additional, but minimal, traffic onto the S. H . 6 East Frontage Road and at the intersection of the S . H. 6 Frontage Roads and Harvey Road. Although it is possible for the tract to obtain access indirectly from University Drive , I am not aware of a specific plan for this access route . 4 . Because the tract is zoned C-2, a multitude of different types of development can be located on the site. However , most of the types of development will not generate much traffic. Those that can generate more substantial volumes (like a fast-food restaurant) will not generate sufficient traffic volumes to significantly impact traffic flow in the vicinity of the tract site. Hence, regardless of the development , the 3. 85 acre site is simply not large enough to significantly affect traffic flow in the area. 5 . The only operational concern at the site of the tract is associated with the potential locations of driveways . Ideally, a shared driveway with Greensworld would be the best access design. If this is not possible , then any driveway to the site should be positioned as far to the south as possible. Provision of a deceleration lane in advance of the driveway (like that provided for the Hollywood Movies 12 site) would be advisable. 6 . Although the development of the 3 .85 acre site will not generate the traffic volumes which justify roadway improvements, the city of College Station and the Texas Department of Transportation should begin to plan for roadway improvements that will alleviate current delays at the intersections of the S. H . 6 Frontage Roads and Harvey Road and to accommodate future volume increases as the Bryan/College Station community continues to grow. Specifically, these improvements should include a U-turn lane immediately north of Harvey Road providing southbound West Frontage Road traffic with a direct conner.+ion to the Northbound East Frontage Road . 12 Oversize 1811 MJ DIP Water Line 18 11 -22 % 11 Bend Engineer's Estimate 1811 Water Line Greensworld, Phase Two College Station, Brazos County, Texas January 11, 1995 ili¥ 684 LF 1 ea. Unit Price $40 $1250 Fire Hydrant w/Appurt. incl. 18" x 6" tee 2" ·Air & Vacuum Valvle 1 ea. 1 ea. $3000 $2000 18" x 8" tee 4" Blow off if existing connot be salvaged Trench safety 8" MJ DIP Water Line 8" -22%0 Bend Fire Hydrant w/Appurt. 2" Air & Vacuum Valve 8 11 x 8 11 Tee 4" Blow off valve Trench safety 1 ea. $1500 1 ea. $2500 690 LF $2 TOTAL: 10% CONTINGENCY : 684 LF $15 1 ea. $200 1 ea. $1750 1 ea . $1750 1 ea . $250 1 ea. $2500 690 LF $2 TOTAL: 10% CONTINGENCY: DIFFERENCE: Total $27,360 $ 1,250 $ 3,000 $ 2,000 $ 1,500 $ 2,500 $ 1.380 $38,990 $ 3.900 $42,890 $10,260 $ 200 $ 1,750 $ 1,750 $ 250 $ 2,500 $ 1.380 $18,090 $ l.8QQ $19,890 $23,000 Kling Engineering & Surveying ' KLING ENGINEERING kN~ SURVEYING 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : 0 Under Separate Cover 0 Enclosed VIA : OMail 0 Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO . I &., NA.,J· -,.. .....; 'A'~ Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-0652 P.O. Box 4234 Bryan, Texas 77805 DATE 30 ~qs PROJECT NO. PROJECT NAME THE FOLLOWING : 0 Prints D Copies D Originals O Plat 0 Field Notes DPlans 0 Report REFERENCE 0 Estimate DCut Sheets 0 Computer Printout D File D Contract 0 DESCRIPTION I ~~-A -k~J kAL ... ,~ # . J I Pl :z DDP FOR : )ti Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return 0 Your File and/or Use 0 As Requested By: 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . c..c...-Jutk..P. IAu/i-~ Signed D_____, (/) C/Hf) WWW a: a: a: c( .c( c( a: :::> :::> :::> w 000-1 <n <n en ...J 10 10 10 iI I I I I ~~~~ wwww wwww ::c: ::c: ::c: ::c: <n cn cn cn gggg -<:\I t\I I I I I ~~ S;S; t\I t\I t\I ,.. 9999 C') C') C') C') ... w ~ 0 0 Gt rt,e,vi::$ "'""'ri ol v IA, ,,:_ '2.l 11 0 ow-. O:Jew t..r I CtJV vr == B .2 5 .. 2 ,7 i;; -:::._ 11.0 .~~,,~. Pr-rry' .':If ~;I kl+ ~ I Z O lb/ff ) -(r-~d.__ (Jv ·;)Jl., -:::: A~"!>V~ <{ 2 If f"'c._ c/Z3'5/ 1/ !-_..:>= "31 50 ~ /, 3 ...,. C) ·• ~ ru rT en ,_ ...., ,...... Ill (') :::i ::r' ..... p. ::r' ....... ·~ :::?. :;t" ::r. ~ ""I (ti ........ Ill O"' ,p.. ~ n ° s· ra ~ ~ < ro ~ oq .... ~tll ,oq .... orop.p. 0 (') p.tll· .... O"'P.l't> ro-""I o o. ::r ""I= ro ..... "8 en O ~ O"' OQ O ..... rt> ~ n· .... .....,,'<ro.....,en~OQ .... ~ .... O"' en rt> s:: p. "'O p. "'O ..... 0 ~ ""I OQ ..... ;::.. u ro Sll Ill ~ ..... ""I "'O ..... oro "'O en rt> O"' ~::r<'< (') 0 rt> ~ i.;i 3 ~ 0 ~ (') (.;J tn >-c 0 Oen rt>~ 0 ;:t> ~ Q 0 O"' ..... rt> "'O Ill ::r ro ~. 9-~ ::. ~ ~ 3 ..... ~ OQ ""I Ill @ q "'O re ro ..... rt> Ill en >-c ~ Ill ""I rt> ..... ...,. en ::r. en Ill Q I I • ......,. -·--.:==-----;...;. 0 ? 0 U1 Ul 0 8" c.n U1 I VJ z ? a> _ .. _._.-..::;--.;__ ~ (!'.~~~~~~~~~~ING ~~~~F EXTRA STRENGTH CLAY PIPE (Pounds Per Linear Foot of Pipe) Field Supporting Strength ~ 3-Edge Bearing Strength x Load Factor THREE-EDGE CLASS D CLASS C CLASS B CRUSHED CLASS A~ CLASS A-II CLASS A·lll CLASS A-IV BEARING STONE STRENGTH ENCASEMENT ""·~· L~,J W,wJ lw&/J bd 6aJ l~J ~ bd Basedon ra u u u y IWI ~ llid.] ASTMC700 Plain Reinf. Cone. Reinf. Cone. Reinf. Cone. Concrete p = 0.4% • • p = 0.4%.. p = 1.0% • • NOMINAL LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD SIZE LBSJ FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR INCHES LINEAR FT. 1.1 1.5 1.9 2.2 2.8 3.4 3.4 4.5 2.7 4.5 6 2000 2200 3000 3800 4400 5600 6800 6800 9000 5400 9000 8 2200 2420 3300 4180 4840 6160 7480 7480 9900 5940 9900 10 2400 2640 3600 4560 5280 6720 8160 8160 10800 6480 10800 12 2600 2860 3900 4940 5720 7280 8840 8840 11700 7020 11700 15 2900 3190 4350 5510 6380 8120 9860 9860 13050 7830 13050 18 3300 3630 4950 6270 7260 9240 11220 11220 14850 8910 14850 21 3850 4235 5775 7315 8470 10780 13090 13090 17325 10395 17325 24 4400 4840 6600 8360 9680 12320 14960 14960 19800 11880 19800 27 4700 5170 7050 8930 10340 13160 15980 15980 21150 12690. 21150 30 5000 5500 7500 9500 11000 14000 17000 17000 22500 13500 22500 33 5500 6050 8250 10450 12100 15400 18700 18700 24750 14850 24750 36 6000 6600 9000 11400 13200 16800 20400 20400 27000 16200 27000 39 6600 7260 9900 12540 14520 18480 22440 22440 29700 17820 29700 42 7000 7700 10500 13300 15400 19600 23800 23800 31500 18900 31500 ·Check with local manufacturers for minimum strengths applicable to a particular area. ••Refer to page 00 for definition of p. • ~2 1'' L OAD S ON 21" VITRIF IED CLAY PIPE IN POU N DS PER LINEAR FOOT CAUSED BY B A CKFILLING WITH VARIOUS MATERIALS 100 Pounds Per Cubic Foot Backfill Material* 21'' Bold print figures repre sent trench loads on pipe for each width of trench . Italicized fi gures represent maximu m loads on pipe at an d be yond transi- tion width . Transition Width Column represents the critical width where trench loads reach their maximum and are equ al to the emban kment loa d. 5 ~ 6 ~ 8 w Cl. ii: 10 LL 0 Cl. 12 0 I- cc 14 w > 0 16 _, _, ii: 18 ~ 0 20 c ID LL 0 22 ::c I-Cl. 24 w c 26 28 30 5 4i 6 ~ w 8 Cl. ii: 10 LL 0 11 Cl. 12 0 I- cc 14 w > 0 16 _, _, ii: 18 ~ 0 c 20 ID LL 0 22 ::c Ii: 24 w c 26 .., SAND AND GRAVEL (Ku '=0 .165) S AT URAT ED TOPSOIL (Ku '=o.150 ) TRENCH WIDTH AT TOP OF PIPE (inches) Transi- tion TRENCH W IDTH AT TOP OF PIPE (inches) Transi- lion 36 42 48 54 60 72 84 Width 36 42 48 54 60 72 84 Wi dth 1150 1400 1630 3.9 7' 1180 1430 1630 3.9 1' 5 1320 1600 1890 1960 4.12' 1360 1640 1930 19 70 I 4.05' 6 ~ ~ 1600 1960 2350 264 0 4.39 ' 1650 2030 2410 2630 4.30 ' 8 w Cl. 1820 2260 2730 3 190 3310 4.63' 1900 2350 2820 3290 3310 4.53' 10 ii: LL 0 Cl. 2000 2520 3050 3590 3980 4.85' 2100 2630 3170 3720 3980 4.74' 12 0 I- 2150 2720 3320 3940 4570 4650 5.07' 2260 2850 3470 4100 4650 4.94' 14 cc w > 2250 2890 3550 4240 4940 5330 5.27' 2390 3040 3730 4430 5140 5320 5.13 ' 16 0 _, _, 2350 3040 3750 4500 5260 6000 5.46' 2500 3210 3950 4710 5500 6000 5.3 1' 18 ii: ~ 0 2430 3150 3920 4720 5550 6660 5.65' 2590 3350 4150 4970 5830 6670 5.4 8 ' 20 < a::i 2480 3250 4060 4920 5800 7340 5.83' 2670 3460 4310 5190 6100 734 0 5.65 ' 22 :5 I ::c 2540 3330 4180 5080 6020 7990 8010 6.01 ' 2730 3570 4450 5390 6360 8010 5.82' 24 Ii: w c 2570 3390 4280 5230 6220 8300 8680 6.18 ' 2770 3640 4570 5560 6580 86 80 5.98' 26 2600 3450 4360 5340 6380 8570 9350 6.34' 2820 3710 4680 5700 6780 9040 9350 6.13 ' 28 2630 3490 4440 5450 6530 8820 1002 0 6.50' 2850 3770 4770 5840 6960 93 20 10020 6.28' 30 •Adjust loads to actual trench backfill w eight (see examp le , page 55). DRY CLAY (Ku '=0 .13 0) TRENCH WIDTH AT TOP OF PIPE (inches) 36 42 48 54 60 72 84 1220 1620 1400 1690 19 70 1730 2110 2490 2 640 2010 2470 2940 3310 <J.l:,1-5 2240 2780 3330 3890 3980 2430 3050 3670 4320 4650 2600 3270 3970 4700 532 0 2730 3470 4240 5030 5840 6000 2850 3640 4470 5330 6220 6670 2950 3790 4680 5600 6550 7340 3030 3920 4860 5840 6860 8010 3100 40 20 5020 6060 I 7120 8680 I ' ., l c: 1 c:' 2 0 ' 370 'J]50' 0 Transi· ti on Width 3.83' 3.96' 4.19 ' 4.39 ' 4.58 ' 4.76' 4.93 ' 5.09' 5.25' 5.41' 5.55 ' 5.70' ~ f!.!1.' I WET CL AY (Ku '=o .1 10) TRENCH WIDTH AT TOP OF PIPE (i nches) Transi- 1---..-----.---..----...---..----'--,----i lion 36 42 48 54 60 72 84 Width 1250 1500 1620 3.75 ' 5 1450 1750 1960 3.8 7' 6 ~ ~ 1820 2200 2590 2640 2120 2600 3080 3310 2390 2950 3520 3980 2620 3260 3910 4560 4650 2820 3530 4250 4990 5320 3000 3770 4570 5380 6000 3150 3980 4850 5750 6650 6670 3280 4170 5110 6060 7050 3380 4340 5330 6350 7 410 3480 4480 5530 6620 77 50 3570 .1610 572 ~860 ~osn 734 0 8010 I 8680 4.06 ' 8 w Cl. 4.24' 10 ii: I 4.4 1' 12 ~ I 4.5 7' 14 i I 4.72 ' 16 ~ _, 4.8 7' 18 ~ 0 5.01' 20 ~ LL 0 5.15' 22 ::c 1- 5.28' 24 fu I c I ' 5.41' 26 ! Figure XII/ .. _ Application Form Development Permit Inside/Outside &tablished Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Site Legal Description: Greensworl d, Phase Two SiteAddress: Approximately 600' south of the Owner: Mike Davis Architect/ Engineer: Kling Engineering & Surveying .. .. intersection of Hwy 6 and FM 60. 4002 Aspen Address: Bryan, TX 77802 Telephone No.: (409) 846-3420 4103 Texas Ave. Suite 212 Address: Bryan, TX 77802 Telephone No.: _(409) 846-6212 Contractor: Address: ---------------------------------Telephone No.:---------- Date Application Filed:---------------Approved:------------ Application is hereby made for the following specific waterway alterations: Placement of fi 11 materia 1 within that ortion of the frin e of Carter's Creek across the sub"ect tract. This work Attached as part of this application: 0 Application Fee O Signed Certificate O Site and Construction Plans, with supporting documentation: two (2) copies of each O Other: -----------------~ ACKNOWLEDGEMENTS: I, _M_i k_e_D_a_v_i s _________ _, as owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and ~ ---------------------~ Developer Date ~ -=---------------------~ Contractor Date Page 1of2 Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 " Architect/Engineer Date B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps , as amended. Architect/Engineer Date C. I, B. J. Kling , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest Federal Insurance Study. ~ P..E. . I JJ.b!. I 11£' ArChitet/Eligiile ' Date D. I, do certify that any alterations, addressed in Certification "D" do not raise the level of 100-year flood as referred to Certification "B ". Architect/Engineer Date REVIEWED FOR APPROVAL: 1 ---------=----------....,..........,.......,..---~ Floodplain Administrator Date APPROVAL: Special conditions or comments as part of approval:-------------------- Page 2of2 fonnsldpopp.doc 11191 Drainage Analysis Greensworld, Phase Two Richard Carter Survey, A-8 College Station, Brazos County, Texas January 11, 1995 Greensworld, Phase Two is approximately 3.85 acres adjoining Phase One , the East By- Pass, and Carter's Creek. The tract is currently undeveloped and mostly cleared. The sole purpose of this analysis is to document the effects of placing fill on the tract in order to re-claim the fringe of the floodplain and ultimately obtain a Letter of Map Amendment from FEMA. The tract is currently within the 100 Year Floodplain according to the FIRM, though no portion is within the floodway. The floodplain was determined by using the calculated water surface elevations from the HEC-2 model and intersecting them with the ground topography. The encroachment run of the HEC-2 model indicates that the stations for the floodway on the west side of the creek coincide with the high bank, i.e. the floodway line is the high bank of the creek. This is consistent with observations of recent flood events, where the tract did experience flooding, but it was flooding that resulted from backwater effects from downstream and not from flow in the overbank area. In other words, this flooding was simply the ponding of water and had no significant flow with respect to the creek channel. The tract is to be filled to a low elevation of 259.75, which is approximately 0.5' above the calculated water surface elevation, and will be graded to drain toward the creek on a relatively flat slope. This fill should be sufficient for a LOMA, though it is expected that at the time of development, parking and building structures will raise the tract significantly higher. Sedimentation control will be placed along the bank and after grading is complete the site will be fertilized and seeded for erosion protection. This activity is not expected to significantly impact upstream or downstream landowners due to the fact that the portion of the floodplain being reclaimed does not contribute to the flow of Carter's Creek. The only areas to be affected by this activity are areas within the fringe of the floodplain , which is allowed by FEMA. kes9S-Olb :\grcnwrld .rpt ·l2741 El 260.98 S.P.F. IOOVr. CWS -El. 259.2 NOTES: I) Critical Depth Assumed 2) Probable Minimum Specific Eneroy 3) 20 Trials Attempted to Balance WSEL CROSS SECTION 'G' (MILE 12.25) It> CD + CD ~ co .. .cl) N 3000 -· '.l +.~·' l••··~····•1t•1t•~·1t•••••••••11···················· •ec2 .&ELEASE -DAtED NOY 76 . U~DATED . AUG 1211 IBIOI CORR i 01,02 THIS RUN ~XECUTED 01/?2/79 111 .34 KQDl~lCATION ~ 50,51r52,53 ~~ ~cB .MODJFIC•TIONS FOR ClLCO"e eRD~JLe eLOTS, SEPT 197) .:.&~ ;\ .-::!f ,•P.!f ••••••it •••••••••••••• •ti• •••••••• I •••••••••• ..) ""' -!<( " .,.~,., .. "'· ,. • -:1/· '\' 'J.8.\ l :.'~.: Ullfas CREEK :r.raott -l .M.6<16 .TO BM U,Q7 ~Ati~.T2 ', BRYAN FIA sruoY .:-)~~P}rr -i' . -~P,W.AY DETERHJNUION JAS 197~ ~1 r \~J..,•.-... ~ ... 1 • • ~ '(~i r~·:~· '~_o,. .... _:':; ·----. I:':: D. STRI ~. ::·~~~;2 ;:·11P1or I P.LQT PllFVS II Se CJ . ~ ;~ ·t~.>. ',: . . r --~.,!: . .. ;, 0 Q 0 -0 ~.,.~, . . . ~·;~~ :'.vuuDLE -CODES fOR .. SU14HARt .Ul!IIoUT ---------·---------·---·-- ~. i~ ~a ~ooa 1,000 ~4,00o 2,000 43,ooo 13.ooo 14,ooo 15,ooo _, u~ . o. . . ~·'."'_:S_9_:_~_o_~---~1, '°~-... 1..~. ooo -----~-1 ~ ~~~--~~. o~-·-·------~4' 000 ·' -~~i " .... •.,,,1!'> / ...... ~k 100.000 0, o, o. . 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The tract is currently undeveloped and mostly cleared. The sole purpose of this analysis is to document the effects of placing fill on the tract in order to re-claim the fringe of the floodplain and ultimately obtain a Letter of Map Amendment from FEMA. The tract is currently within the 100 Year Floodplain according to the FIRM, though no portion is within the flood way. The floodplain was determined by using the calculated water surface elevations from the HEC-2 model and intersecting them with the ground topography. The encroachment run of the HEC-2 model indicates that the stations for the floodway on the west side of the creek coincide with the high bank, i.e. the floodway line is the high bank of the creek. This is consistent with observations of recent flood events, where the tract did experience flooding, but it was flooding that resulted from backwater effects from downstream and not from flow in the overbank area. In other words, this flooding was simply the ponding of water and had no significant flow with respect to the creek channel. The tract is to be filled to a low elevation of 259. 75, which is approximately 0.5' above the calculated water surface elevation, and will be graded to drain toward the creek on a relatively flat slope. This fill should be sufficient for a LOMA, though it is expected that at the time of -development, parking and building structures will raise the tract significantly higher. Sedimentation control will be placed along the bank and after grading is complete the site will be fertilized and seeded for erosion protection. This activity is not expected to significantly impact upstream or downstream landowners due to the fact that the portion of the floodplain being reclaimed does not contribute to the flow of Carter's Creek. The only areas to be affected by this activity are areas within the fringe of the floodplain, which is allowed by FEMA. kcs9.S-Olb :\grcnwrld .rpt Kl i ng Engineering & Surveying •• co .. In ·t2741 El. 260.98 S.P.F. IOOYr. CWS · El. 259.Z NOTES: I) Critical Depth Assumed 2) Probable Minimum Specific Eneroy It> Cl) + Cl) N 3) 20 Trials Attempted to Balance WSEL CROSS SECTION 16-1 (MILE 12.25) co • . .co N 3000 . ~~:~ '• ., ·iM~I"' • ;:~· ,n(,Ji . t~~" '··:t: --'F () l ~vrl-· /L-111,,0 ':--~;; ~r~-':· .,,.,,'# a~i~:1·,. ·j~l~w••••••11•11•c·~··•••••••11••••••·••••••••••••• •ec2.&ELEASE.DAtED ~oY 16. U~DATEQ. 4US 1277 SpOI CORR 1i 01,02 ;"~Dl~JCATION ~ 50,51r52,53 ;>:;·,. _.,,'tcB,,ttODJfJC~TIONS roe C~LCOHP P.RO~JL.I! P.LOTS, SEPT ~·~·~t~.ll'~•·it •• ·; •. :.·.~. ~. ·~ ··.7·. •tt• ••••••••••••••••••• :}l\'[q(,';:11!\ife·u CREEIC:~.FIOtt l.M.6916 To B" 19,07 -"'~:1~1.T2 eR'fAN flA sruoY :::~·}r~tr ! . -~9P~AY QETERHfNUJON JAS 197'1 ,.:.r . ·~., .•. .. ~·f':;?..J,~-:~Jc•ecK lliO NINV t1>1R STRT > :~:'.~;:?:. ~. o. . . ---6· ..... -·· --~·----. -.o: o. .• ··1:_.?J2; · NPlor 1 P.LaT Piarvs 11sec• xsecH :::·~\ -:. .. . . . . . . --·-. -... '·["-~) ~.ooo o. ;1.oeo o, _·;~~ :·.VOUDLE -CODES fOR .. SU114HARt. U l!ITOUT ---·~~ . .; ,~:· ~a.ooo 1,000 ~4.ooo 21000 ,. I: QI 4J,ooo 19l7 100 YEA~-fRiOVE~cy. HeTRJc HVIN~ Q o •. -1,0 .. 0' fN 4LLDC IBW 0' QI 0 I 13.ooo 14,000 15,ooo :, , I ;~~ _ . o'. __ ~•:ooo __ :s_9_:-~.o-~---~1, '°~-__ ~-~, oDo ----~-1 ~ ~~o--~~, ooo .-~·\;~~;,I !14, ODO J ... ._,~r 100.000 o, o, o, 0 I t .-:r.. .. . -· .. -----· -·----------·---··-·---·------·-.. -· -·---· 0' o, DI THIS RUN EXECUTED 01/?2/79 111. 34 W6!L ro 226-.020 .... 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' 225 ;eol , .... ~oo 1M9ineerin3 Cybernetic~ ----:S24J;OO· 22~ 1~QJ1,:;,,.,.,...,, -.w•~c •· 226,-10 ', '-··2?•-;?.oo ~~ ' ---· -····--.. l:·:l1 r.1: '. t ·~~·~>! ~,:,t '. u~ : .... t ' .;n,., i:~'4~!5 0 I 0 I ·o ;: o. 1. ooe J,000 ...... aoo.ooo .. -.. 212.ooe. 0'000 ' 263,800 o. 6:100 ·-o, ~5001000 o.~~J 5t00,000 ... 2S7,700. 0~075 o,oao 0~060 o~~ o. a, ~ ~" • ;'J • ; .;_ -~ • -· O'.' 2!>4':000 O': 2200ZO<IO 254z100 0': 0~100 o: 4'5,000 250,900 1400.000 268,800 0. 5900,0DO b,300 0. 25,000 0. 264,90D O, 3800,000 261,100 0. 0, .. 25.000 n. o~ 2400.000 2!10,900 (I, 0. 0. D • o. 1600T080 266.500 o. 6200,000 D, 9,100 0. 0. ····-·26'r'100· 0. ••oo,ooo 268,400 0, 2900,000 o; 0 ·; .. -o:,~ .... 2600;000 251:i200 .. 0 I 0. I 4300;000 ~~ ... ;:-;' ' ~l,•7o o~ ~2•1,00• ~300-:000 ~o.ooo 50,DOD so.~oo 1.000 0.200 o; 5,ooo .... 0.010. 29Ua.ooe 0:060 29••;000 o,01t J4o9~ooo o~o65 3454,ooo 0;015 OD,000 0, o, Di o. D, o. a. o, o; .\.o~ · . o, o, o~ a. o, o-. 9,100 2010,000 3545;000 .. _:f'~ .. -11· ·, ':i,~_ ' ;!~~ .. "~·····-.. ···---... --.. ·--------.. ----............ .. .... -, .. ____ ----... ·-·-·---............ _,_ --· ................. . . ,,_._ ,_., -~.'·'ff:·-~" . 'f'~ .f ·. :{.";:~tYt. i~ •·. ~'j;~1')r1~~-~,, "11,aoo 47,ooo Hoo,ooo 104-:000 2000.000 2000,000 au5.ooo o. o. o.~ .!H.f.'G~:;·~:, 175,100 .uoo.ooo ... 2n.•oe uoo:ooo 271,•oo 1200,000' 269·,JOO ··UOhOllO· -·--·-261,700 . ' 14001000 ·1r·~::GR,:::.·:· !68 100 UOD,000 263,oO• 1600':000 258,200 . 1700,000 252,500 UOQ,000 251,900 1900iOOO (_, \~"'GR;:•,Y u2:000 2000.000 2s1.1oe UOO';'OOO 251,400 2200,000 251'.400 2300t00D 251,200 2400;000 ~;· .i.'.ii::-GR:;.;....:. .. 251 ~200 . 2500. ooo.-.2'1t 2011 __ uooiooo__ .2~1; Joo ---.. 2100, ooD----251.100 --2aoa.ooo ---251, •oo----29oo·jooo \'iHFGR:.:r!· a51,30o 2tos.ooo 20,3oe a920,ooo 246.100 2929,ooo 20.300 2naaoo 251,soQ 2944,ooo C..f~/~:GRt.\t: 251,200 3000,00'0 2$1,808 'i5100'"000 251;100 3200,00D 2~?..200 :uoo~ooo 252,100 3325(000 .-"'~~;GR~,,il,1.~U3,600 ~400,DOD . U3180I ..... Q4Q9~DOD·. 2H,900 ... 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ODO __ __{ --254. •oo ---· 2390 ·;000---....... t~~R 254,400 2•00,000 2S4,40f asoo~ooo 25J,aoo 2509;000 251.:soo 2s15~000 251,300 2s21;000 (.,·.~[GR 254,300 2538,ooo 2 s;109 u..oozooo 2~61000 2100;000 256·.ooo 2aoo•ooa 2s5·;100 2a20·;000 ·~~GR 2H,9Do 2n,,ooo. ___ 2r1,201 _aao.aoo .. _ .. 2s6,100 2861,000-----251.500 .. ___ -atoo .. oao----2sa,9oo. --3000,000. ·~GR 259~000 3100,000 2S9,90f 3200:000 263,Joo 3300,0QO 269.900 3400~000 210,100 3421;000 . · ... ~~ . . . c__,· ;~iNc o,o5o o,o5a o,o4t 0-:300 0,500 o, o. o, o, · o; .. ·~ET o. o. . ..... o •.. ·-~Lo:: __ ~_-1,:_o. • o, . . o. 9,.uo ---.. 1565,aoo 2aa5~ooo G 1: J,.·u ... 12,250 ... •o.ooo---2819,ooa .. _ .-aaa-5·-:.o-oo.J .. !>O.ooo ..... 50,000--. 1>0-.000 ..... _ o.-· ··-----·-.. Or .. ---o; .. ~:BT .. 2,000 2819,000 262,40P 259':200 2865,000 262,400 2!>9,200 o, o, o; (.~JGR 165;800 1000.000 262,900 10J8:000 261,300 1100,000 260~800 1200,000 259,800 1300~000 i· \::,GR .... sv.voo .. uoo.ooo .. __ 2sa,2l!D .... uoo-:ooo 25a,200 uoo.ooo. 2s1.600 .2000.000----2,1,100-.... 2oas,ooo . 1~~GR a56,600 2100,000 2$4,308 2148':000 25 •• 500 2200,000 255.200 2271~000 2561600 2300;000 i..__,,r: f.~GR .. ~· ;257~400 2333,000 2$7,500 2400':000 256,700 2500,000 2!17.200 2600,000 258,ooo 2700jOOO •. ~,F.~-aR; .. ~258,100 .... 2752,ooo __ 261i608 ... 2800:000 262;•00 . 2819,ooo 2sa.Joo -aau.ooo ...... an.Joo., .. 2821iooo ;l~~.GR ·--'256,700 21121,000 20,900 2841-:000 247,600 2&61,000 255,400 2a12,ooo 256,900 2aa3·;000 \.) }iGR 2sa;Joo 2885,ooo 262,•oo aatt5-:ooo 262;Joo 2900,000 2!i9,9oo :sooo.ooo 259,Joo Jo1J;ooo ~ I "" ·:~;:aR 259,600 .. ~10a.ooa 2ei1,5oa ~200:.000 26•.100 3300,000 261.600 . n11.ooo . 2u,2olqr 3•.oo·;ooo l.u.ET o, o, o, o, o, o, o. 9,100 1565100 -isa~1000 1,~ '-i; ..... En;.~ineerin3 Cybernetics r. ----·--· J .......... ..., •• ", ....... 1 .. ,., ..... • . /<.xs.· 12,255 o. o, o: 2s.ooo 25,ooo ~!i.ooo 1.000 o. :·. ·,~ · o; f•' \ ~ :i ' . ,,,, ~ .secNa XLCH DlfWSX HV HL SST4 ENl)ST TJPWID VCM ~ 50,00 o.o5 0 I Ob 0105 1\58 ,65 50ZJ,7tl 50,QQ 0~06 . 0. 09 Q,Q6 2900,00 •Jao,oo 24<?.49 2.36 i.•uo . oa 2. 74 25,00 0 ~47 e,o5 0146 1156,99 5035,5J .. 2~ I OD D~2 Z •• I)!! 0,22 2?00,00 4JOO,OO ~455.79 2.15 1400.00 2.65 50,00 0 .o:s e~o~ 0,01 1157,56 50J1,$0 !lO,OQ a .o 4 . 0 'O'i Q,Q5 2900,00 4JQD,Oll l446. 76 2.32 1400 . 00 2.u F '· ~1.uo 2165,oo 2217.64 · 2. 97. ---. -~· .. u.aao ~us.oo !~~1:~.· 1t i722,19 2010,00 15Jt;,QQ · J,OQ --· .. ~.~>·.~u.a40 000.00 2~32 ,,10 2,3!) 1029,,8 JUD1U 2120.46 3,91 ·~'."'-· ~2.240 ... -19o0.00 -----2 .. 1J. ______ 1,12 --···· ... 21 !~-·---1450. OD --2861, Oo ·-1417. 00 -----;f. u ---·----.. ·---------.. ~-~~.;r,· .. _ .. "~~~t'.Cz.aso 50,00 -0-.:05 t~ocl 0121 iSU,26 28115100 1262.os 10,43 ·.., .. ·.;1-.. ~.i2.a5o . ~0 .• 00.-.--~o.06 . ---__ 9,s6 ----... a,1ti -----t~6~_.oo . 5 --- . 1214,41 __ ..:._ ___ ,,,, ------. . .. ·----· -·--.,·~·~. . ~'!._::;.:·· .:.,.:::'·. u.as5 25.oo hii •,o _0,25 ~248,10 :s1H,f4 l7s2.oo 5,11 il~----U.a5$..---as~oo o.:s2---•••s ----o .1s--156D, 00 ---2115, 00 --1219.16 ---s. n ----•. , ,: *• "i !, ~ *.,' .; u.a10 10,00 0~47 •,06 ·o.ou 1023,15 3226,tg 221)2,95 ~.05 ,iu, •• (2.210 .... _. __ no,oo ----···-O.•i ----·---1·,15 ..... ___ ·o.1!i --l700~00 ----2867,00 -· 1167,00 -------4,J' ----------~~. . . •:I ~l tl ·~ ~ ".:;(a.aH .. 10.00 o~u . 1;06 'o.u jo23;11 · 3226,H 22al.iJ J.o5 ~2.a11 --· -10..00 -0.o;OZ--1.-l~L-· ... 010~--l100,00-28H,U ---U61,00 --·410 ----------·-----···: ··-'t :• . • ·a',a11 · 10.00 0;;01 1~06 o,a1 102J,01 ;n26i'' z201.o 1.01 ~-~al~---:-··10 .. 00 --0.;,.02 ---·~15 . ----·-D .02 -·--1700, OO ----~u1, ~Q --lU7 ,oo ------<f,4l -·--------·-·----···-·. O;:a11 ~ · 10,00 O•Dl li06 010~ !02J,04 32Z6;eo 22oj,76 :S,Qf .. a ~a ?1 ---:--!D,DO O;.;QZ ___ ... 15 ___ Q,Q4!-t.'100, D0 --2862,00 ----1161~00 4.46 ------·---- ~;J90 6JJ,OQ 0~5Z 1,01 2 :.390 ..... 633.00---· --0.91-----. 8110 Oo5J 2313,20 4715 1 64 2402\4~ J,9Q .Q,87 --2890~00 ---4372,00 --· 1482,00 ---,--4,2J -. •)<.1:' • . • •. :'I j ~ ~~750 • 1828,oo 2.11 1;oe 2112 1945 1 72 4819,ao .2i l5Q .: ... -.U28 .oo ...... --2 .4 2 ----· ---f, 10 _______ 2, 41 ----· aaos, 00 ---4100; 00 --- 3 ~500 3960,00 5 .12 8j09 5115 2685,51 45481,, il.50Q .~_JV6D,OD .. -----5 ... 21L .. G,12 .... !h2'1 . :1975,00 .. 39~5,00 -.. •; .. ' . . 2795.JJ 3,5l 18 7 h 20 . ----~. 1' 1863,0J 980. 00 J,U ····-·· ~.95 51J9 2100,50 4205,71 1505.21 ~.a1 .. S1Jo ... 2895,oo .. JBJ5,00 · .... 1140.00 ··-·--:s.n t,70 t;2a ~.50 1418,J9 27~7,56 J,46 . 1 557,00 2200,00 4,09 1J96 .11 2?69 1H 4, 00 --· -17 5 0 0 0 0 · --2 4 7 0 I 0 0 --- 011J 1954,63 20@8,14 0112 1952;93 20H ,;J2 1162. 26 643 ,0D 1153.57 720.00 l~J.51 128.39 2,84 ~.19 2.70 --·---2.u-- 10.H 9106 " ~ t . ~--ll . 0 . ---·-::: ...... q .i " \J Ul QC I:" "t --~. ~ --. ----.. ---- ~ " ~ ~ ( 0,31 1952,87 2091,14 128.57 9,02 012U 1951,96 . . 201ll,1J 131.17 8,40 Engineering Cy bernetics '--•1..c\iN l )t l •.U• .. ,,,, .... , ... , ''' ----·· '. Drainage Analysis Greensworld, Phase Two Richard Carter Survey, A-8 College Station, Brazos County, Texas January 11, 1995 Greensworld, Phase Two is approximately 3.85 acres adjoining Phase One, the East By- Pass, and Carter's Creek. The tract is currently undeveloped and mostly cleared. The sole purpose of this analysis is to document the effects of placing fill on the tract in order to re-claim the fringe of the floodplain and ultimately obtain a Letter of Map Amendment from FEMA . The tract is currently within the 100 Year Floodplain according to the FIRM, though no portion is within the flood way. The floodplain was determined by using the calculated water surface elevations from the HEC-2 model and intersecting them with the ground topography. The encroachment run of the HEC-2 model indicates that the stations for the floodway on the west side of the creek coincide with the high bank, i.e. the floodway line is the high bank of the creek. This is consistent with observations of recent flood events, where the tract did experience flooding, but it was flooding that resulted from backwater effects from downstream and not from flow in the overbank area. In other words, this flooding was simply the ponding of water and had no significant flow with respect to the creek channel. The tract is to be filled to a low elevation of 259. 75, which is approximately 0.5' above the calculated water surface elevation, and will be graded to drain toward the creek on a relatively flat slope. This fill should be sufficient for a LOMA, though it is expected that at the time of development , parking and building structures will raise the tract significantly higher . Sedimentation control will be placed along the bank and after grading is complete the site will be fertilized and seeded for erosion protection . This activity is not expected to significantly impact upstream or downstream landowners due to the fact that the portion of the floodplain being reclaimed does not contribute to the flow of Carter's Creek. The only areas to be affected by this activity are areas within the fringe of the floodplain , which is allowed by FEMA . kes9S -Ol b:\grenwrld .rp t Kling Engineering & Surveying ·l2741 El 260.98 S.P.F. IOOYr. CWS -El. 259.2 NOTES: I) Critical . Depth Assumed 2) Probable Minimum Specific Energy 3) 20 Trials Attempted to Balance WSEL CROSS SECTION 1G1 (MILE 12.25) in Cl) + Cl) N -.. -__ ,_r () l -· THIS RUN EXECUTED 01/?2/79 100 YEAA -fRiOUE~CY HETRf c HVJN~ Q WS!L ro . o •. --1, 0 ... 0' 226-.020 --. 0-t .. -··· ·-· rN ALL DC JBW CHNIH JTAAC& 0. 0' 0' 0 ,. o. ---·-. --... --·---· -. -·-. ··---··- 67 ·~ 000 o.ooo 4;000 u.oao o. o. ·~J ., \·· .:•~110 ____ ao.ooo .-... -21to,ooe --... a&92';'ooo ----·-~o.ooo ----·--50,000 ---· :>o .. ooo . -.. o. ~~1iOOo 2401,000 221,309 226:100 2125~000 221,~oo 226.700 25oolooo 100,000 a26,900 o, a1vozooo 221.000 225;aoo c&92.ooo 221.000 Zt.iDD ·-·· o •. ___ uoo.ou ----·· 2i6.ZOO ..... 22t,90Q _ _J1U,OOO ------226,100 ------224?900 . .t..,,;~ 25,000 3a64,000 '226,608 225';'000 3100,000 226 1 100 o .. ;'1464,000 r:··3 · ,/r,~,_, :.:-•?:. . ~~r,1-·. . -~.::: : .,~::~I~~~' .. ;.~ ~11'.!cl ~~¥~ . !;../;r~:J : ~~~' . o. o. iO/. O, 1,000 ~3.000 ...... aoo,ooo .. -.212,ooe. oo~ooo · 263,aoo o. '-p; O': 2!14':000 6,100 ·-o, ~500,0DO o.~~J 5too.ooo .. 2s1,1oe. . o: Q~D75 0,080 o;060 0~100 . O': 2200':0<10 254':100 ~ ~ i. 0. 0' 0': f~~ :->:c . -· . . . ..... -·-... ---··· ·-.... if:·;.70 O. ~2h, Dot UOO':OOO :. 5,ooo . 0,010. 2908,ooo 0-:060 GD,000 0, o, 0': .. o~ o. o, o~ :;~..:.:-·:.. ... -. ----···--·-··· -·-·· ----------··-·· ----··--···-···· ~5.000 250,900 1400.000 2b8,8DO 0. 5900,000 0,300 0. !>0,000 29••;000 D. a. .. 25,000 zs.ooo 0. n. 264,90D o. o, 2400.000 3800,000 250,900 261,100 (I, QI 0. 0, 0. 50,00D 50 .. liOO 0,07~ H09·. 000 0 I 0. o, o .. 0. o. 1600t080 266,500 o' 6200,000 D, 9.100 1.000 o. 065 o. 9,100 0. 0. ·-··-26'r700· 0. Hoo,ooo 268, 400 0 I 2900,000 0.200 J04,ooo 0 I 2010,000 o; 0 ·; .. -o:;. ··-2600 ;ooo 251 :i200 .. 0 I D • I 4300j000 o; 0;01s o; 3545·;000 M~'!'.~·~'c:l~'<:¥'~ : 6~1;f~t~1,~~i; : '11. HO 47 I 000 HOO. 000 104':000 2000. ODO 2000. DOD 2U5 .. 000 0. 0. 0 .. . ·!!<~:~GR.::.,·f:. 175,100 .uoo,ooo. ··-2n.•oe -l100~000 211;•00 1200,00D. 2•9.300 ··U00..080----2U.7oe 1400·~000 -, ~a-~RJ~~-26& 100 1500,000 263,00• 1600:000 25e,200 1100,000 252,500 1800.000 251,900 1900,000 (,~ f~Rf?: as2:000 2000.000 2s1!100 21oozooo 251,400 2200,000 251,400 2300,000 251,200 24ooiooo . 1~ ;•oiGR,~;.'.;:.:.... 2'1, 200 2!500, 000. __ 2,1., 201 ___ uoo1. ooo___ .. 2h, 300 ... _ ... 2700, OOD----251.100 --2100, ooo ---251, 4oD---· 2900, ooo :~1r:.~~;GRtJ:!·: as1,3oo 2to8,ooo 20,300 a920,ooo 246.100 2929,ooo 247.300 2931'.ooo 251,soQ 2944,ooo c;:'~;~,~GR'f~~.; 251 200 3000,00·0 2$1,809 ·uoo .. ooo 251:100 :s200,ooo 25?. .• 200 3300\000 252,100 3325 ·ooo · ,.V.~-;oRh~i1:>'U~!oo 3400,000 . 253,DOI ··--· IHav!ooo-. 2-u,200 H2oyooo . 2u.3oo . ~425.ooo -·-2•2,Joo .. 3430!000' I <' /'f,i-:::c;~;-:-~ 24~ 400 3433,0DO 244,70, 3439':000 2~37500 3454,000 2~3.601) 3500,000 2521~d0 3600;ono G··f ~GR,t;f;.B'i·2s2:30o uoo.ooo 2$J,soe . uooiooo 255i7oo ~900;000 258,800 ooo!ooa 264,200 4100·,~ooo · AGR, ··ff· 269,aao ____ i200 ,000 __ 2u.,80D. _ _;._,Jao 4 ooa -··-... o, ... ___ -a, .. ----. o... . --·---o ......... -----O, .. ----· --·O , ... . )~:y~~Nt:f /; ' .. 5,000 o.01s 2589,DOD 0~065 2538~000 0,07, 2820.000 o;ou 2867,ooo 0~~075 l.1, /.lfH . ,;,1211000 o, o, o! o, o, O·. o, o, o_., , ... ei,. --.1 .. o ,_ .. -··· -··· o, ... ---· o, --··-----· .. o, .......... --··· o, .. --··-· . o, .... -·--··-.. o.. --·--· -t ... 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"-1;;.? ¥. ~~~f4->V.t> ~. .;.()W,_~-:I~~:~H~is10 J22i.oo 3,5J ,,06 _.,~·...,1>:'-t•;-""'~''~~. 810 ·-_J221, oa ... -·-.... 3 .so .. .... o 1o1 , ·: F?,' ~~t~i .) __ .,.!.~~.-~ _., .~ .. -~-,.~,.' 9 4 6 " v.~1.?<-,:/~;:~:,5.6 0 64 .oo 4.10 f,o .. -r~·: ''-,r..:~.:·'-'-•-15. 090----•646, oo .... ----• .o 1--·-· .. f. o 6 . ~:-~~~r~ :~· .... ~ , J·,,.,:·;l'\,~···:,:· U,700 50,00 . ~0.70 f,70 .~ -r.-~-· f _ J' 5,J9 2700,50 4205' 71 1505.21 3.IU . s,30 ·-2895,oo .. 3a:ss,oo ..... 940.00 ··---·Jiu ... ~.50 1418,39 27;!7. '6 1162. 26 2,84 3,46 -1557,00 2200,00 64J.,Oo ··· ~.n 4,09 1:$96 .11 29~9,H 1153.57 2.10 4100 -l 7 5 0 • 0 0 ---2 4 7 0 t 0 0 ---'2 0 • 0 0 --·---2. n-... o,1J 1954,63 2008,14 12J.51 10.u 01i2 l952:9J 20H,l2 128,J9 9,Q6 " . .f.J. t ·---..... 0 -·-·-·· q .! ~ U VI CIC r "t . ~ ~ ... -----..... ~ " ~ ~ \_ '" '· .. , ·-,~~ ... .-.. ~ ...... ~·.,,;s •. 200 ..... so.oo .. ----=0 .. 49 . . t;2a v;~ ;\'.,,~ .:;~. i5170~ 26,00 0.94 t;26 . ---.i·-..... ~5,705 .... 26,00 --:·---0.St ..... f,10 0,31 1952,87 o,2u 1951,96 . 2091,14 128.57 9.02 . 209l,1J 1Jl.11 ---· a. 4 o .. 1r-~~ ~·::.) Engineerin3 Cybe1 ne< IC!> """'\""""l)lo l•.O• .. ,,,., .. ,,..,.,, J -·-· ----... :· .. 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 ATTENTION WE TRANSMIT : 0 Under Separate Cover pg..._Enclosed VIA : DMail ~Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409)846-0652 P.O. Box 4234 Bryan, Texas 77805 DATE /CJ. 27 '15 Ile ..,.-11 THE FOLLOWING : 0 Prints D Copies O Originals O Plat 0 Field Notes ~lans D Repo rt 0 Estimate O Cut Sheets PROJECT NO. PROJECT NAME REFERENCE 0 Computer Printout OFi le O Contract 0 DESCRIPTION FOR: 0 Your Review & Approval 0 Your Review & Comment 0 Your Rev ie w & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return 0 Your File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 F1L.G ~~~t> KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax(409)846-0652 P.O. Box 4234 Bryan, Texas 77805 TO CJ ,~ c£ r/)~$ S<*no.,-0 DATE //3 //l..5 l PROJECT NO . PRO J ECT NAME6 a~f\..15~t[) 'f; Jl 1,);:1-.,-e1Z u dtS ATTENTION s ~ J..loMe v ~ REFERENCE WE TRANSMIT : D Under Separate Cover l}lEnclosed VIA: OMail D Messenger D Federal Express D Express Mail Qt.Special Courier D Picked Up By Your Office NO . "3 /.1 J~ C-.o.fG THE FOLLOWING : D Prints DCopies D Originals D Plat 0 Field Notes I.Kl.Plans D Report D Est imate D Cut Sheets D Computer Printout D File D Contract D DESCRIPTION 7>uql'/ l~oRt-C. / '5 >I u:irLS / Pt..-0 1 aF Re. O)W'>n:rz::> C@s.s -~77wJ.s FOR: D Your Review & Approval D Your Review & Comment D Your Review & Distribution D Your Review, Revision & Return D Your Signature & Return D Your File and/or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To: If Enclosures Are Not As Noted , Please Notify Us At Once. Sign ~\)~