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HomeMy WebLinkAbout54 Development Permit 344 Auto Lube and WashM. L. HAMMONS, P.E. 1700 KYLE SOUTH, SUITE 240 COLLEGE STATION, TEXAS 77840 (409) 696-1444 Mr. Steve Hohmeyer City of College Station Engineering Department F;(_e~' July 31, 1997 Ref: Wolf Creek Lube and Carwash Rock Prairie Road Stormwater Detention Dear Mr. Hohmeyer: As you suggested in our conversation about possible errant construction of the stormwater detention pond at the subject location, I have taken elevation shots at the existing facility and have found the elevations as shown by the attached sketch . The sketch also shows the facility as it was originally proposed . The obvious discrepancy, of course, is the "missing" top row of blocks along the outer retaining wall. Correction is in progress (The blocks are ordered !). The only other discrepancy observed was the overflow grate height is almost as high as the retaining wall. The grate is placed on a grout bed of about 4" height on top of the outlet structure concrete wall. I suggest that the grout bed be removed and the grate be placed on the concrete wall. The grate will then be 5" below the retaining wall (6" originally planned) and all the other flow elevation aspects will retain their originally planned elevation differentials. Sincerely, I' , NTS EXISTING TOP OF WALL ELEV 306.0 TOP BLOCK COURSE TO llE -'lJDEO INLET GRATE TO BE LOWERED ORIFICE INVERT ASSUMED ELEV JO 1.6 EXlsrlNG TOP OF STRVCTURE HlD GRATE EXISTING ELEVATION 306.63 PROPOSEO TOP OF STRUCTURE PROPOSED ELEVATION 306.3 (FOR COMPARATIVE E.VALUATION) DETENTION POND STRUCTURES AS PROPOSED 7 /31 /9 7 --~TOP OF WALL ELEV 306 .8 NTS ORIFICE INVERT ELEVATION JO 1.8 TOP OF STRUCTURE & GRATE ELEVATION 306 .J DETENTION POND STRU CTURES AS ORIGINALLY PLANNED --------------~~p AUG 04 '97 03 :01PM WS ALLEN 409 779 3823 M. L. HAMMONS, P .E. 1700 KYLE SOUTH, SUITE 240 COLLEGE STATION, TEXAS 77840 (409) 696-1444 Mr Steve Hohmeyer City of· College Station Engineering Department College Station, Texas Mr . Hohmeyer: July 29, 1997 Ref: Wash/Lube Development Rock F>rairle Rd. @ Hwy 6 South As we have discussed, additional work is needed at subject location for 100% completion of the detention pond. The top block course has not been con.structed on a portion of the pond wall and some adjustment may be needed on the grate inlet at the discharge box. It i s estimated that the additional work can be completed for $1 ,800 .00 Sincerely , 781LEST SITE DRAINAGE REPORT PONDEROSA PLACE, SECTION TWO TRACTS "F-2" AND "F-3" AUGUST 27 , 1995 PREPARED FOR: Rock Prairie , LTD . PREPARED BY : M.L. Hammons , P.E. 1700 Kyle South, Suite 240 College Station , TX 77840 ( 409)696-1444 ANALYSIS · I I PROJECT DESCRIPTION Construction of retail facilities, including an auto oil & lube service, a dry cleaning drop station and a self-serve car wash. The proposed facility is to be situated in Tract "F" of the Ponderosa Place Subdivision , Section Two and is located in the northwest quadrant of 1 the intersection of Rock ~rairie Road and State Highway 6 , also identified as Texas Avenue South (See Appendix #1 , "Area Map"). Proposed improvements will occupy tracts "F-2" and "F-3". The development is to be a common driveway/common parking retail trade area among the three separate businesses and the adjacent Exxon facility located on tract "F-4". The facilities proposed in this project are to include buildings with combined "footprint" areas of approximately 4,600 square feet. Stormwater detention facilities are presently located on tract "F-2" to provide stormwater run-off control requirements for tracts "F-1 ", "F-2", "F-3" and "F-4". This development proposal includes modification of the existing detention facility . Modification , however, will not diminish the operational capabilities of the facility, nor will construction interrupt the continuity of its operation . STORMWATER CONTROL PLAN The development site (tracts "F-2" and "F-3"), addressed herein , is an integral part of the storm drainage system that was designed and implemented in 1993 by Victoria Bank and Trust. There is no proposal, herein, to change or modify the watershed run-off patterns or to change the degree of run-off attenuation or the discharge routing . This proposal provides strict adherence t9 the original drainage plan, even though the stormwater drainage and detention facilities physical configuration will be modified to accomplish greater land use efficiency . Changes to accomplish land area usage improvements are to be accomplished by : 1. Add on-site underground dra inage facilities 2 . Deepen detention pond (5 .0' vs 3.0') to accomplish equivalent storage volume in smaller land area 3 . Add vertical pond walls -vs -sloped earth walls to accomplish equivalent storage volume in smaller land area The original plan, as followed herein , was prepared and submitted by B.J. Kling. A partial reproduction of the report is included herein as Attachment #1. Further , the plan was updated in February, 1995 to include the Exxon development of tract "F -4". A partial 1 reproduction of the updated report is included herein as Attachment #11. According to Attachment I, page 2, first paragraph, "the detention pond has been designed to attenuate enough peak run-off for the full development of the site , including the two tracts to be sold at a later time ." Since the land to be used in this development is a part of the "tracts to be sold at a later time", no additional stormwater management facilities are required, Therefore, the objective of this report is to show adherence to the conditions of the original analysis, thus maintaining the performance integrity of the system as it was originally designed and approved . Essential factors for adherence include : 1. Accommodation of all stormwater run-off from adjacent tracts as originally planned . 2 . Drainage routing from tracts "F-2" and "F-3" according to original plan. 3 . Detention volume capacity of at least 17,9383 (100 year storm event) as identified by original stormwater control design . 4 . Discharge outflows to closely match the original 1 O year , 25 year, and 100 year storm event designs . 5. "C" factor for tracts "F-2" and "F-3" no greater than the original design SUMMARY OF ADHERENCE TO ORIGINAL PLAN Neither this development site, nor any of the upstream drainage areas are within the 100 year flood plain . (See Appendix #2, "FIRM flood plain map"). 1. ACCOMMODATION OF INCOMING DRAINAGE As reported in the tract "F-4" update, a small portion of the "F-4" tract (Exxon) drains directly to tract "F-3" (this site). As shown by grading plan (See Appendix #3, "Grading Plan") all incoming surface flow from the Exxon site is sheet flow on the paved surface , combined with site generated runoff flows into the detention pond . Also, all tract "F-1" (Victoria Bank & Trust) stormwater run-off, with detention pond destination, as delineated by the original stormwater control plan, flows onto the paved access easement along the west side of tracts "F-4", "F-3" and "F-2" as originally planned . As provided by this development plan, All of that inflow then flows into the detention pond via surface flow or via the proposed underground 2 collection and transfer system . Therefore, accommodation and management of stormwater from adjacent tracts are not modified, thereby maintaining the integrity of the original plan. 2 . ON -SITE DRAINAGE DISCHARGE ROUTING All Rock Prairie, Ltd . site generated stormwater run-off either flows directly !O the streeUalley or into the modified detention pond . (See Appendix #4, "S ite run-off flow plan"). As the plan shows , a 0.176 acre perimeter area drains directly to street flow while the 0.908 acre mid section of the site drains into the detention pond. Therefore, drainage from tracts "F-2" and "F-3" are properly included in the detention pond collection system , and comply with the original storm drainage plan . 3. DETENTION POND VOLUME As shown by the grad ing plan , (Appendix #3) the existing detention pond is to be reconstructed on tract "F -2". The original drainage plan includes a detention pond on this tract that a lmost entirely covers tract "F-2". According to Attachment I, page 3 , 1st paragraph , the original pond provides volumes of 14 , 131 ft 3 for the 25 year storm and 17 , 938 ft 3 for the 100 year storm . This proposal is to increase the depth and reduce the surface area of the pond while maintaining or exceeding the originally planned storage volumes . The depth and surface areas of ·the redesigned pond are tabulated thus : ELEVATION AREA VOLUME 301.8 0 0 302 .0 2150sf 140ft3 302 .3 3680 sf 940 ft 3 303 .0 3800 sf 3550 ft 3 304 .0 4170 sf 7530 ft 3 305.0 4580 sf 11 ,91 o ft 3 306.0 5430 sf 16 ,910 ft 3 306 .3 5780 sf 18 ,590 ft 3 306.8 6330 sf 21,620 ft 3 (Area tabulated from cad generated drawing) (Discharge invert) ( 100 year volume) (Ultimate volume) With these volumes , the originally planned detention requirements have been met. 4 . DISCHARGE FLOW RATES Detention pond discharge is presently controlled by a discharge structure located as shown by Append ix #3 and as deta iled by Appendix #5 (Detention d ischarge structu re). To accomplish a deeper storage fac i lity , the following discharge 3 structure modifications are proposed : 1. Raising the overflow level from 306.0 to 306.3, by extending the top of the concrete structure with brick and epoxy grout mix. 2. Lowering the flow control orifice from elevation 303 .0 to 301.8. The size and/or shape of the orifice will be adjusted to provide flows properly metered (according to original plan) a't the 10 , 25 and 100 year storm events. Discharge flows as shown by Attachment I, page 3, (and the target flows for redesign) are : 1 O year . . . . . 3.84 cfs 25 year . . . . . . 4.00 cfs 100 year . . . . . 4 .82 cfs Flow control integrity of the original stormwater control plan will be attained by designing the discharge structure to meet those flows. A. The attenuated stormwater discharge from this site is via a discharge outlet structure designed as shown by Appendix #5 . With the discharge structure openings as shown by the drawing, liquid storage elevations and discharge relationships are thus : STORM EVENT ATTENUATED DISCHARGE 1 O YR 3 .84 cfs 25 YR 4 .00 cfs 100 YR 4.82 cfs (as charted Appendix# 7) LIQUID ELEVATION 305 .3 305 .6 306 .3 Verification of discharge rates for the opening shown is by incremental discharge rates as calculated by Haested Methods software (see Appendix #8). 5 . SITE "C" FACTOR In order to remain in full compliance with the original stormwater control plan, the actual run-off for each contributing area must not exceed the originally calculated run -off. Since the area and the intensity of the rainfall event used in the Rational Method of calculation is identical , the only variable is the C-factor. As reflected in the original plan , the original run-off calculations were based on a "C-factor of 4 0.78 ". The design Engineer was contacted for confirmation. (See Appendix #6 , "C-factor Confirmation") The composite "C-factor" for tracts "F-2" and "F-3" is 0 .777; thus in full compliance. C factor has been calculated thus : Impervious Areas C = 0.90 Buildings Paving Walkways Etc . Other Areas Landscaping Lawn c = 0.35 Run-off area F2DA -1 5 ,310 sf@ 0.90 2 ,335 sf@ 0.35 Run-off area F2DA -2 31,313 sf@ 0.90 8 ,262 sf@ 0 .35 47 ,220 sf@ C = 0.777 CONCLUSIONS Since tracts "F-2" and "F-3 " have been included in the original ordinance compliant storm drainage plan for the tracts that were then (1993) Victoria Bank and Trust land , proper storm drainage for tracts "F-2" and "F-3" must comply with the design parameters of the originally designed and approved plan. All drainage inflows from adjacent tracts, and all site generated drainage flows have been accommodated . Detention storage volumes have been maintained or exceeded and all metered discharge rates have been maintained . Accordingly , as provided in the or iginal plan , "no impact is expected to downstream landowners from this development". 5 I CERTIFICATION I · I I I CERTIFICATION I hereby certify that this drainage analysis and the facilities design resulting therefrom was prepared by me (or under my supervision) and that the plan has been devised for compliance with the City of College Station Drainage Policy and Design Standards and for adherence to the original Victoria Bank and Trust area drainage plan of September 1993. Registered P fessional Engineer State of Texas #25308 0 I I I · S301CN3dd'1 APPENDICES #1 Area Map #2 FIRM Flood Plain Map (Copy) #3 Site Grading Plan #4 Site Run-Off Flow Pattern Sketch I #5 Detention Discharge Structure Drawing #6 C-Factor Confirmation VICINITY MAP I Z f-D Q'. ;io D ~ Z I NT S 3 A Brazos County Unincor porated Areas 48 1195 ZONE X ~ . /) City of College Station 480083 . . C0 City of College Station 480083 ~N ATER LINE ND DEPTH VERIFIED ~· 11,/ i I ' I ~! I Nj ! "'' -I ~ lo / . . d . J.. . "'· .. · 1 , . . . . "<1 ·~ / GRATE INLET-NEENAH R-1879 -A9G OR EQUAL •. .. •. r. ... --8" CIRCULAR OP ENING IN FA CE OF BOX .. 4 . TOP ELEY 306.00 I J REINFORCING BARS AT 15" O .C .8 .W., 7 CLEAR -... ~I FL DETENTION PON O/r~'} :/'">..' FL IN ELEY 303.00 • j . ·L , / >"(./ ~,<f(~"«<'f! /, A'(/' . ~~~)Y/~ ~ y-~~¥.YY,r4'+'-:'""7-t-=--+--r-- i ~- 1 -·V/~1 -1 5" RCP @ 0. 757. ! j.u-· ·~··=·=· ~~.......,__· -. -~--'l-_,,--.. -~""-.-;:;:::..+-_ ~ _QU~ ~~ ~ 1.:_?5 ___ _ i ~ --~·-· .. "=-4 .. -- - - - - - --- l . : J .. .:" ·4 ~---+;} ~·-· _· _ _:=..J'___o.-o ___ ----J DET£l'ITJON POND OlJTLET WORKS DETAJL I NOT TO SC ALE Ap p~No '1 x a 5 ,---------1 ---------~----, 31 0 I ' 06 /19 1 95 18:05 '5'409 846 8252 KLING E GR KLING ENGINEERING & SURVEYING TELECOPIER COVER SHEET (EF:fu.cov•rl Please deliver the following pages to: Name: 'R~ \ ~ W\~\_od Firm: ________________________ _ Fax Number:_-=~:.._~....::....=.---~......,.,-'--~---'-\ ___________ _ From:~S~i~~~>--.:_1-""""Q~~(T"'"'-· ----------- Kling Engineering & Surveying 4103 South Texas Ave., Suite 212 Bryan, Texas 77802 Phone: (409)846-6212 Fax: (4091846-8252 We are transmitting page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. Regarding: ~o.... 'C:' ~t.W!0 ~--\---l~\'>:-uhQLQ °' ~L~ -r: -~ -0 I SL\-\ kfu._~ . ·--{\~ ~ ~OLv/) ~)/] [4J 001 ~&\& ~ ,,C-~)-n~\""'' ~~~~ ~ ~~,\: ~ /\ \ ~ L ·'0>1-~~ T~ W~\.t') ~LQ_ ut T-= -\ \ ·~'-lDkt-u~ r-1--o -~c+.} k_, +--T-~ o.<.4 l k. Qi\& \J'¢2.. \_ e,.____ Co~o~\:t~ ,~ c' ::-Q ,~ l e. . ATTACHMENTS Original Victoria Bank and Trust Drainage Analysis and Plan (Copy) II 1995 Updated Plan (Copy) J Drainage Report for Victoria Bank and Trust -College Station Branch Robert Stevenson Survey, A-54 College Station, Brazos County, Texas September 8, 1993 GENERAL LOCATION & DESCRIPTION The proposed site location is Tract F of Ponderosa Place, Section Two, 3.81 Acres, which is located at the intersection of Rock Prairie Road and State Highway No. 6. The tract is bounded by Tract A and Tract E of the beforementioned subdivision to the north, the frontage road for Highway 6 to the east, Rock Prairie Road to the south and Longmire Drive to the west. The tract is currently vacant and is covered entirely by grass. Proposed improvements consist of subdividing the tract into three separate tracts, the largest of which will consist of an approximately 5700 square foot bank with 65 parking spaces and a 9 lane drive-thru facility. The remaining two tracts are to be developed after being sold and platted at a later date. DRAINAGE BASINS & SUB-BASINS Two primary studies have been performed on Carter's Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled Flood Insurance Study -Brazos County. Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan. Phase III, performed by Walton and Associates -Consulting Engineers, Inc. contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas. The site is located on a ridge line dividing the Bee Creek drainage basin, Lick Creek drainage basin and the Foxfue Tributary to Carter's Creek drainage basin. The site itself mostly drains into the Foxfire Tributary's basin, thus the tributary is the primary drainageway. Secondary drainageways include a series of culverts and open ditches along Highway 6 until the flow reaches the tributary. (See Appendix 1: "General Location Map"). The site is not within the 100 year flood plain according to the Flood Insurance Rate Map for College Station, Texas. (See Appendix 2: "Flood Plain Map"). Almost all offsite runoff is intercepted by the curb and gutter systems along Longmire and Rock Prairie Road which leads into two curb inlets that discharge into the right-of-way of Highway 6. The runoff then proceeds down an open ditch until it reaches Lick Creek. Runoff from Tract A drains over the 5 foot retaining wall and down the property line, more or less, into the curb and gutter parking lot and drives of Tract F. From here, runoff enters the frontage road and proceeds into an open ditch and ultimately into the Foxfire Tributary. Victoria Bank and Trust -Drainage Report Page 2 DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Because of the increase in peak runoff expected from this development detention will be provided for development of the entire site. That is, the detention pond has been designed to attenuate enough peak runoff for the full development of the site, including the two tracts to be sold at a later time. The pond will be located at the north corner of the tract and will discharge into the right-of-way of Highway 6. Currently runoff drains onto the frontage road as sheet flow. After development, it will become concentrated flow, therefore, the pond outlet will be discharged across the frontage road through a 15" R.C.P culvert to be constructed. Due to topography and the flowline elevation of the curb inlet at the Rock Prairie Road intersection, the existing storm sewer system cannot be utilized. The design storm used is the 25 year event, though the 10 year and 100 year storms were investigated. The Rational Method was used to calculate peak runoffs and the Modified Rational Method was used to estimate detention storage volume requirements. A runoff coefficient of 0.35 was used for pre-development conditions while a runoff coefficient of 0.90 was used for post-development impervious areas and 0.50 for post-development landscaped areas. This yielded a pre-development peak runoff of Q25 = 13.18 cfs and a post-development peak runoff of Q25 = 29.38 cfs and thus a required attenuation of 16.20 cfs. Because of topography, Reserve Tract "A" will not be required to drain into the detention pond. All inflow into the pond will be from the bank's tract and Reserve Tract "B". Therefore, the tract can be divided into two drainage areas: Drainage Area #1 is captured by the detention _ pond and Drainage Area #2 bypasses the pond . DA #1 contributes Qis = 20.15 cfs and DA #2 contributes Q25 = 9.23 cfs. (See Appendix 3: "Drainage Area Maps"). This requires the 16.20 cfs attenuation be taken from DA #1 and thus the maximum outflow of the pond to be 3.95 cfs. Most drainage will be sheet flow, curb and gutter, and open channel flow, although one portion of the drive and parking let will be storm sewered with three grate inlets and a 15" R.C.P. The parking lot will have two curb breaks located at the south end of the tract with 6: 1 side sloped swales leading to a main interceptor channel. The 15" storm sewer will daylight near the middle of this channel while the drive-thru lanes will drain to a curb break with a 6: 1 side sloped swale leading to the north end of the channel. The interceptor channel itself will have 6: 1 side slopes, 0.98% channel slope, maximum water depth of 1.0 ft, and a velocity of 3.6 fps . The interceptor channel then leads into the detention pond, which will have a maximum volume of approximately 23,000 ft3 and varies in elevation 303.0 to 306.5. The outlet works will be an 8" orifice in a concrete box with the orifice flow line at elevation 303.0 and a grate inlet at the top of the box with an elevation of 306.0. The box then leads to a 15" R.C.P. on a 0. 75 % grade that will be bored beneath the frontage road and daylight in an area between the southbound exit ramp and the turnaround exit ramp for Highway 6. The turnaround exit ramp currently has an 18" R.C.P. culvert beneath it and has sufficient capacity for the pond's discharge. The ditch section between the proposed 15" and existing 18" pipe will require regrading with a minimum slope of 0. 8 % . It is anticipated that at such time as the frontage road is converted to one-way traffic , the turnaround exit ramp will be removed and the ditc h section can th e n be improved to obtain more positive drainage. !' : ~ ; \ ' ., I , ' Victoria Bank and Trust -Drainage Report Page 3 This design provides for a water surface elevation in the pond of 305. 78, peak outflow of 4.00 cfs, and a storage volume of 14, 131 ft3 for the 25 year storm. The 100 year storm will have a water surface elevation of 306.10, peak outflow of 4.82 cfs, and a storage volume of 17,938 ft3. .. CONCLUSIONS Peak runoff after development increases by 16.2 cfs for the 25 year event and 19.12 cfs for the 100 year event. The Detention Pond will bring post-development, 25 year peak runoffs down to their pre-development conditions and will bring post-development, 100 year peak runoffs down from 34. 68 cf s to 15. 71 cfs, an increase of 0. 15 cf s from pre-development conditions. Since the site currently drains into the Highway 6 right-of-way and ultimately into the same ditch section that the detention pond discharges into, and peak runoffs have been attenuated, no impact is expected to downstream landowners from this development. "I hereby certify that this report (plan) for the drainage design of Victoria Bank & Trust - College Station Branch was prepared by me (or under my supervision) in accordance with the provisions of the City of College-Station Drainage Policy and Design Standards for the owners thereof." · A r-ec... ... ?.~1 Ac~ ~10 ':. 8.~3 0 .. /. O.c0 ~ J 5 I 56 d-:> ' Vo:J -yv,1 1 e/op~ I/: 3 ,~'2.AG Q 0 -=-t t;.'71 J~ Q 2.5 ~ l q I ~fb r O.co = 3~ • b~ ~r _.,, £/e,!) ~ ~ 30'-{ c 305" 7 0 5 '50b '2 I '7'7 ~07 Lf }._ '{f; 30& if) I 0 300 q3}( : [·A'.: 1.10 ~7- f<,o ~l\o'4-.,_ ?. '{ '7 Qz.;; " 3,05 O.v:: )1, 1ti'1 Qu ~ Z0.15 G.co = 7-.3 . '7 °l Q,0 -:. e.o 7 Qi>.,;; <1.1..3 Q&OO -:. J 0 ,0 1 ' ' DRAINAGE REPORT FOR EXXON EXPRESS HWY 6 & ROCK PRAIRIE ROAD Robert Stevenson Survey, A-54 College Station, Texas February 22, 1995 DEVELOPED BY: Exxon Express -Hwy 6 c/o Ray Hansen 730 N. Rosemary Bryan, TX 77802 ( 409) 846-7861 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 ( 409) 846-6212 Drainage Report for Exxon Express -Hwy 6 & Rock Prairie Road Robert Stevenson Survey, A-54 College Station, Brazos County, Tex:as February 20, 1995 GENERAL LOCATION & DESCRIPTION The proposed site location is Tract "F-4", Resubdivision of Ponderosa Place, Section Two, "Tract F", (hereafter referred to as Tract "F-4") located at the intersection of Rock Prairie Road and State Highway No. 6. The tract is bounded by Tract "F-3" of the beforementioned subdivision to the northwest , the frontage road for Highway 6 to the northeast, Rock Prairie Road to the southeast and Tract "F-1" of the beforementioned subdivision to the southwest (See Appendix 3: "Resubdivision plat of Ponderosa Place Section II Tract F). The tract is currently vacant and is covered entirely by grass. Proposed improvements consist of constructing a 3869 square foot Exxon Express Convenience Store, 8 covered gas pumping islands, 38 parking spaces , and installing 2 -12,000 gallon and 1 -8000 gallon underground storage tanks. DRAINAGE BASINS & SUB -BASINS Two primary studies have been performed on Carter's Creek and its tributaries. The first is a study performed by the Federal Emergency Management Agency in July, 1992, titled Eloo.d. Insurance Study -Brazos Count)', Texas and Incorporated Areas. The purpose of this report was to investigate the existence and severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. The second study is the Stormwater Management Plan, Phase III, performed by Walton and Associates -Consulting Engineers , Inc . contracted with the City of College Station in 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the City and to identify flood problems and flood prone areas . The subject tract was formerly a portion of the 3.81 acre Tract "F" of Ponderosa Place Section Two (hereafter referred to .as Tract "F"), which has since been subdivided into Tracts Fl , / F2, F3, & F4. A drainage analysis was performed and a drainage report prepared for Tract "F" V in regards to the construction of the Victoria Bank & Trust, College Station Branch which is now built and situated on Tract "F-1". The Tract "F" study provided a detention pond that was designed to attenuate enough peak runoff for the full development of Tract F (see Victoria Bank & Trust Drainage Report Dated September 13, 1993). Subsequently, runoff for the resubdivision Tracts F -1, F -2 , F -3 & F -4 has been attenuated as w e ll. Therefore, no detention is needed for Trac t F-4 . Exxon Express -Hwy 6 & Rock Prairie Road Drainage Report Page 2 . .. . .• -···· ... ; ·.:..: .... ~'"J The site is located on a ridge line dividing the Bee Creek drainage basin, Lick Creek drainage basin and the Foxfire Tributary to Carter's Creek drainage basin. The site itself mostly drains into the Foxfire Tributary's basin, thus the tributary · is the primary drainageway. Secondary drainageways include a series of culverts and open ditches along Highway 6 until the flow reaches the Foxfire Tributary. (See Appendix 1: "General Location Map"). The site is not within the 100 year flood plain according to the Flood Insurance Rate Map for College Station, Texas. (See Appendix 2: "Flood Plain Map"). Almost all off-site runoff is intercepted by two fac~ties. The first being the curb and ·gutter system along Rock Prairie Road which leads into two curb inlets that discharge into the right-of-way of Highway 6, runoff then proceeds down an open ditch until it reaches Lick Creek. The second is an open ditch that runs parallel to the east line of Tract "F-1" and discharges into the detention pond on Tract "F-2" which is metered out into the Highway 6 right-of-way and proceeds to the Foxfire Tributary. Currently, the majority of the runoff from the subject tract sheet flows into the gutters along Highway 6 frontage road, proceeds to an open ditch, and then ultimately into the Foxfire Tributary. A portion of the tract sheet flows into the curb and gutter systems along Rock Prairie Road, then follows the discharge pattern that flows into Lick Creek as mentioned earlier (See Appendix 5: "Hydrologic Calculations -Rational Method). ·DRAINAGE DESIGN CRITERIA/FACILITY DESIGN Because of the detention requirements for Tract "F" have been met, no detention for Tract "F-4" is required. In the previous study performed by Kling Engineering, Tract "F" was divided into Drainage Area #1 and Drainage Area #2. DA #1 is captured by the detention pond and DA #2, which contains Tract "F-4", bypasses the pond. (Reference Appendix 3 of the Victoria Bank & Trust Drainage Report Dated September 13, 1993). To show that the detention requirements for Tract "F" have been met, the design storm for the 25 year return period will be used, even though the 10 year and 100 year storm were also investigated. The Rational Method was used to calculate peak runoff. A runoff coefficient of 0.35 was used for pre-development conditions while a runoff coefficient of 0 .90 was used for post-development and impervious areas and 0.35 for post-development landscaped areas. This yielded a pre-development runoff of Q25 = 13 .18 cfs. The detention pond outlet peak flow is 4.00 cfs for the 25 year storm, leaving 13.18 cfs -4.00 cfs = 9.18 cfs of allowable direct runoff from the site. The development site for Tract "F-4" can be divided into five drainage areas: Drainage Area #1 flows into the detention pond while Drainage Area #2, #3, #4, and #5 contribute to direct runoff (See Appendix 4: "Drainage Area Map"). The collective runoff of DA #2, DA #3, DA #4, and DA 115 for the 25 year storm is 6.31 cfs which is substantially less than the 9.18 cfs allowable . Therefore, the detention requirements are in compliance with city ordinances . The results for all the storm events are tabulated below : ----------- --------- • Exxon Express -Hwy 6 & Rock Prairie Road Drainage Report Page 3 Storm return period 10 25 100 Pre-Dev . Q Tract F (cfs) 11.54 / 13.18 ./ 15.56 ./ Det Pond outflcry (cfs) 3.84 4.00 / 4 .82 / Allowable direct runoff 7.70 -J 9.18 / 10.74 / Post-Dev Tract 11 F-4 11 (cfs) (sum ;fA #2,, .DA #4) 5.53 . 6.31 / 7.44 / Most drainage will be sheet flow , curb and gutter, and open channel flow. The site will have three concrete flumes, two of which discharge at the right-of-way of Highway 6 and one that discharges into the . gutter of Rock Prairie Road. DA #1 has a Q25 of 3.64 cfs that discharges through the proposed driveway into the detention pond. DA #2 has a Q25 of 2.13 cfs that discharges through the proposed Highway 6 entrance into the Highway 6 frontage road curb and gutter system and ultimately into the Foxfire Tributary. DA #3 has a Q25 of 1.29 cfs that discharges through a concrete flume onto Highway 6 frontage and ultimately into the Foxfire Tributary. DA #4 has a Q25 of 2.38 cfs that discharges through a concrete flume into the curb and gutter system on Rock Prairie Road and ultimately into Lick Creek. DA #5 has a Q25 of 0.51 cfs that discharges through a concrete flume onto the Highway 6 frontage road and ultimately into the Foxfire Tributary. CONCLUSIONS A detention pond for Tract 11 F 11 of Ponderosa Place Sectio~' Two has been de signed to attenuate runoff for the full development o~ the tract. Tract 11 F-4 11 Resubdivisio f Ponderosa Place Section Two is a subsidiary of Tract 11 F" mentioned above. The sum of the peak out -~of the detention pond and the direct runoff from Tract "F-4 11 is substantially less than the pre-developed runoff for Tract "F". Therefore detention is not required for Tract "F-4" and no impact to upstream or downstream landowners is expected . "I hereby certify that this report (plan) for the drainage design of Exxon Express -Hwy 6 & Rock Prairie Road was prepared by me (or und e r my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." Exxon Express -Hwy 6 & Rock Prairie Road Drainage Report Page 4 REFERENCES . Stonnwater Management Plan, Phase II: Drainage Policy and Design Standards, City of College Station, Ordinance No . 1728, prepared by: Walton & Associates, October, 1987 . Stormwater Management Plan, Phase III: Drainage System Analysis, City of College Station, prepared by: Walton & Associates, August, 1986. APPENDICES 1) General Location Map 2) Flood Plain Map -Community No. 480083, Panel No. 0182 Effective Date: July 2, 1992 3) Resubdivision Plat of Ponderosa Place Section II, Tract F 4) Drainage Area 11ap I Grading Plan -Prepared by Kling Engineering & Surveyin g 5) Hydrologic Calculations -Rational Method kcs 95-0 1 b :lcxxoo .rpt I (/) (/) I WW 1 ~a: 00~ '.f) (/) _J ' lO lO u:: I I I (/) (/) (/) t-t-w w IWWW : ::r: ::r: ::r: I Cf) Cf) Cf) ~88 l'.\I Cll I I I ) <O f'-f'- ~,,__, ~ "'Jt! ( /o,-7/( A 1, , , ,;-'I ,, a v <= 1 () ,,,,) <(! , J 1 4~ 1* I ( lloU!5 1',,h ~/C-1•hv ~ /::>o ,.d ) ,II ,,,,, f< :.. c . '-// :t v c -; 0.90 Gt 10 -;; -3 . If t f c, x G z....: -;; '3 . t.A-c_ ~ J )( 0 100 " -9'.~o ,f,) ) <') <') <') I ,! ~ ~ ~ d /lf-I '14._/t' ctr~"'-,; 2-: E v u C=:-o.ro C ._ c . -s.;(o .o +) + 0.9 0 ( c .13) o. 77 0.17 c 0 . 7 ;; 5 { 0 I 1.._) t-0 . "j C ( 0 , "l. 'l.. l D . "".· '/- c. 71 ( ____ c;_1_0 _~_2 _u_t'_c _f__,J ) ( ____ c_-. __ 5 _z._._7J_Y_c_fs__,) ( G"" ~ l ? I d J J 4,..t'µ_., = 9 <>7 ,!j ;;;. c c '2-JI ..,.._, -= {' c' '> o . ~5 (c .r..'L.) -t-D .9 (' (o OS ) c. 7.f {!,, -:.. -·----· .. ----- (!,_!', O'Jc O c 7 ( r:;,, ~ o.4 > crs ) ( c;,,. 0 c.>1 ,,, ) ( C,0 0 ° "·"" ,,, ) V tf(.E<I JC i1;1,cff ,' D1 Rf<f KIAY'.c~(' DA1. i DA ~ -t D AL) +DA 5 0 10 -=-5.5 ?.J c Ps < A !lowc..J, l e.. qz 'i:...{o.)f c H ~ A l\cwa.l?lf' i ct>~ 7 Y4 crs < 1\ll owt:tll-e Sj"J ?/; 'p S-j--:1 <JO ·fr 0:: Sj? {tJ . <;;,. oo t -Jnoo _r;i ·./l'()o O I _ ,1 nu Co) Co) 66 ~N Co) Co) -..J -..J Ol I i I l\l IV 88 (/) CJ) :r: :r: :r mm rr mm -t -i U> CJ) I I DATE: TO: McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 FAX 776-6699 TRANSMITTAL LETTER ... &rv t!JP &Lt.,/d-t:W/!71~ -_!)6-t/. ,~~~ ATTN: ATTACHED PLEASE FIND: I -!3z1A.IT .ot= /ZL?:-£) -b.u'b-,D Put-ti~ /O ~&-TG bJr ik&~~~7/tJd U24n)/_d,c;$:-w' ;@ eL4dfcr £12./ettr. {8,1#1-je I:~ %v/Z, 5 ;?°e-0 #rre:::e ~fi?,,q,J71' ~ 4t27«:Z: d_-:7 µ:; /?!!~ J/) t€E7if$AiM; ;£&*??) > THES~E TRANSMITTED TO YOU FOR THE FOLLOWING REASON: //"' For Approval Your Use Revisions Made As Requested For Review and Comment Returned after Loan to Us RECEIVED BY: DATE: SIGNED BY: ' _; "' (409) 696-1444 Ms . Veronica Morgan Engineering Department City of College Station College Station, Texas M. L. HAMMONS, P .E. 1700 KYLE SOUTH, SUITE 240 COLLEGE STATION, TEXAS 77840 Re: Stormwater Detention -Rock Prairie Road Auto Lube & Dear Ms . Morgan : May 24, 1996 The original site development plans for subject location were approved with poured in place concrete detention pond wall construction . To enhance the appearance of the development, the owners prefer the appearance of a masonry wall. Accordingly the attached information is submitted for your approval as a substitute for the approved concrete walls . A product has been found that is capable of heights required for this wall without the use of geo-fabric reinforcing. Without the reinforcing, encroachment into the adjacent public utility easement is not required. The material is Anchor, "Vertica Pro", manufactured and distributed by the Pavestone Company. The product is a manufactured masonry unit with the desired appearance. A wall section detail and product literature is enclosed . Sincerely, Enc. .. . ELEV 3 06 .8 ELEV 3 02.0 (VARIE S-UP) NUMBER OF COURSES VARIES DEPENDING UPON WALL HEIGHT .,. EX ISTING EASEMENT LINE ~· : .. ~· ,....._,.....,....__ _ ___,, ····· .· ..... ,....._,.....,....__ _ _,.. :--~-!·~ ' .. ; . · JI ·-----FREE DRAINING .. J : , ·:. :. . AGGREGATE ,...__...,..,.....,...___ _ __,. ·. · r ·. 12" MINIMUM . . . . • d ....... ·.•. ~': .. 8" ~ :~ . ,....._,.....,....__ _ ___,,. . :· ! .. . . . 4 .• I ,....._,.....,....__ _ ___,,_ 4 · ..... : .. ~ . . . .... . .. .L----.'-'o:;l-----F . . . • -..---3" DRAIN TILE DRAIN TO SURFACE .___1'--"-8'_' -~~ 12" CO MPA CTED GRANULAR BASE WALL BASE ANCHOR VERTICA PRO UNREINFORCED WALL NTS ROCK PR AIRI E LUBE & CA R WAS H DETE NTI ON POND RET AININ G WA LL PROJECT HISTORY Currently the largest modular concrete block re - taining wall under construction in Texas is the Johnson County -SH 174 bridge facility and approach replacement project. f avestone Company's Diamond Wall product has demonstrated that it can be used in some of the state's tallest modular concrete block construction projects Let in August of 1993 by the Texas Department of Transportation, construction of Johnson County SH 174 began in October 1993. To date, over 24,000 of the total 33,648 square feet has been installed up to heights of 291/2 feet. Due to the Diamo nd Wall System's unique rear transverse lip that provides a positive built-in mecha nical interlock, the erection pro - cess of the blocks has proven to be time efficient and free of alignment anomalies . The use of pinless interlocking concrete blocks as a facial element for geosynt hetic-reinforced soil re - taining wall has become increasingly popular in the South and Southwest United States. Utilizing mechanical sta- bilized earth technology , reinforced segmental retaining walls offer advantages to both the eng inee r and the ar- chitect. The mortarless construct ion of t he interlocking concrete units gives t he system the ability to tolerate differential movement with little sign of structural dis - tress. The Diamond Wall gives the designer many options with regard to finish and provides layout flexibility on in - side and outside radii , curved, and t iered walls . Addition - ally , the transportabili t y of the ind ividual blocks give way to difficult logistical projects. The most significant feature of the Diamond Wall System is th.at in most wall heights above six feet, the system offers a 15% to 25% cost advantage over conventional cast in place concrete retaining walls . Cou - pling the cost effective ness with the design capabi lity of the Diamond Wall System, most any embankment can be a potential applicatio n. Conventional geosynthetic reinforced retaining wall design methods are current ly available from the Federal Highway Admin istration (FHA) and the American Association of State Highway and Transportation Offi- cials (AASHTO). Add itional information that addresses design and construction aspects of geosynthetic rein - forced segmental retaining walls is available from f ave - stone and can be provided upon your request. PRODUCT " . Modular Wall : Diamond ® Wall by Pavestone® Co .'. Geogrid: Nicolon I Miraf C Inc. Color : Buff Tan Quantity : 33,648 square feet Dimensions: 29.5' maximum height by 2,555 L.F. DETAIL OF TYPICAL WALL SECTION DIAMOND WALL UNITS FOR YOUR NEXT PROJECT NEEDING VERTICAL RELIEF STRUCTURES CALL: Pavestone Co. 3215 State HW Y 360 Box 1868 Grapevine, Te xas 76099 Metro 8 17 -481 -5802 (800) 245-PAVE or (800) 580-PAVE (Texas Only) Diamond®· trademari:. of Anc.hor Wall 5y~tem5 U.S. Patent 15.062.610 Mlraff™-trade mari:. of Mira fl . lnc . Pave s tone®· trademari:. of Pa vestone Co. © Pavestone Co. 1994 "' . r t\ nchor Vert ic{{ " Anchor \ler1i cc1 Hr1lr H i,~h Anchor Vert it"c1 P n1 Anchor Verticani/Anchor Vertica Half-High & Anchor Vertica Prom THE ANCHOR VERTICA SYSTEM WIL TAKE YOU STRAIGHT TO THE TOP. As pan of Anchor Wall Systems' ongoing commitment' to provide you with q:uality engineered products for all segmental retaining wall applications we're pleased to introduce Anchor Vertical Anchor Vertica Half-High and Anchor Vertica Pro. Together, they form the Anchor Vertica System a System that offers you a host of new design and installation options for the emerging "tall wall marke Anchor Vertical Anchor Vertica Half-High and Anchor Vertica Pro require just a 4° setback. And there's no need for pins or clips or mortar, because th patent pending design includes an exclusive "Anchor Locator" that effectively locks each course in place. No geosynthetic reinforcement is needed for Anchor Vertica walls up to 4' in height. And with Anchor Vertica Pro, you can safely go to 6' without the use of geosynthetic reinforcement. The Anchor Vercica System also offers exception design flexibility. You can create inside and outside curves -easily integrate Anchor Vertical Anchor Vertica Half".'High and Anchor Vertica Pro in the sa installation ~-and create geosynthetic reinforced wall of more than 30'. And there's more. Anchor Vertica l Anchor Verti Half-High and Anchor Vertica Pro units are environ mentally friendly. The warm earth tones and natural, rock face textures combine to accent the surroundin landscape -not dominate it. Like all Anchor segmental retaining wall pro- ducts -from design freedom, to efficiency and ease of installation, to 'enduring beauty and performance you simply can't beat the Anchor Vercica System . • A TALL LIST OF ADVANTAGES. • Anchor Vertical Anchor Vertica Half-High and Anchor Vertica Pro are specially suited ·for installations where space is limited. -Along propehy lines -Utilities . -"Soft" scape and root lines -, Terracing -Aligning with existing walls or buildings • Builds taller walls without soil reinforcing . -Anchor Verti ca Pro: To 6' with level bac kfill and 34 ° so il -Anchor Vertical Anchor Vertica Half-H igh : To 4' with level backfill and 34° soil • Vertical walls are cost effective. -Less site preparation reduces labor cost -Less excavating and .disposal of on-site soil • • The Anchor Vertica System is pinless and mortarless. • The Anchor Vertica System has two face styles -beveled (thr~-way). 9r straight . • The "Anchor Locator '.' maintains proper alignment and an ·~utomatic setback. -Once the base course is set, the "Anchor ·Locator" makes wall installation quick and efficient -Ensures consistent and aesthetically pleasing results • The Anchor Vertic a System accommodat es a wide range of new installation designs th at other retaining wall options can't measure up ro ; for jobs ranging from commercial or m~ci~iry to OOT contraccs . . . • .rThe .A:ncho~ Vertj ca .System enab les the total or parti~ replaeement of existing wal ls, whe~her old timber, masonry, concrete or ' .stone y.r~, while main~riing the original desig~ of terrac~ or coq.tmuous walls (pr~vided ~he design meetS industry and product specifications). ANCHOR VERTICA/ ANCHOR VERTICA .. HALF·HIGH -INSIDE RADIUS MINIMUM RADIUS , 4' o• TO FACE MINIMUM RADIUS 4' o• TO FACE ANCHOR VERTICA/ANCHOR VERTICA HALF·HIGH -OUTSIDE RADIUS MINIMUM RADIUS 3' 6" TO FACE MINIMUM RADIUS 3' 6" TO FACE . . "' .. .A NCHOR VERTICA PRO • INSIDE RADIUS MINIMUM RADIUS 4'0"TO FACE MINIMUM RADIUS 4' O"TO FACE ANCHOR VERTICA PRO • OUTSIDE RADIUS MI NIMUM RADIUS 5' 6"TO FACE MINIMUM RADIUS 5'6"TO FACE ANCHOR VERTICA/ ANCHOR VERTICA HALF·HIGH • 90° INSIDE CORNERS ANCHOR VERTIC A • 90° OUTSIDE CORNERS D ANCHOR VERTICA PRO • 90° INSIDE CORNERS ANCHOR VERTICA PRO • 90° OUTSIDE CORNERS I ANCHOR VERTICA CAP UNITS - CURVES AND 90° CORNERS OUTS ID E CURVE SAW CUT AS REQUIRED TO CONSTUCT 90° MIT~RED CORNER TOP \...____,___/ __,__\ ___,___,! I WALL FACE INSIDE CURVE NOTES: 1) USE ADHESIVE TO SECURE CAPS IN PLACE 2) ALTERNATE BLOCK TO ACHIEVE WALL APPLICATION 3) CUT C AP S TO FIT 4) LOCAT ION OF CAPS IS A MATTER OF PREFERENCE ANCHORWALLSYSTEMS 1111 INSTALLATION GUIDELINES I. BASE A. The base shall be constructed of a compactible aggregate, a minimum of 6" thick. (Pea rock or · rounded aggregates should not be used because of poor compaction and potential difficulty in keeping the base course level.) B. Materials shall be compacted and leveled to create a flat working surface . C. Base widths will vary depending on product used . 1. An chor Vertical Anchor Vertica Half-High- minimum of 14" wide. 2. Anch or Vertica Pro-minimum of25" wide. • Note : It is critical that base materials be well compacted to 95% of standard proc tor. II. BASE COURSE A. Place units on base, following the designed plan for the wall. B. Level units in both directions, making sure the units are in full contact with the base. C. Align units with the vertical factory edge in full contact of the preceding unit . D. In creating radii or curves , it may be necessary to remove one or both parts of the tail at the score marks on the rear of the block . E. Backfilling and compacting behind the wall. 1. Place 12" of free draining aggregate directly behind the block and fill all core areas with free draining aggregate . 2. Fill the area between the free draining aggre- gate and the excavated area behind the wall with acceptable native soil. F. Compact using the following steps: 1. Use small lifts with walk behind equipment. 2. S~ay 3' behind the wall with large equipment. 3. Use the same' procedure during compaction of each lift to ass ure consistent and proper compaction . Ill. SOIL REINFORCING A. Always follow engine ered plans to determine the placement of geosynthetic reinforcement and embedment length . B. Pull geosynthetic reinforcement taut and stake to hold in place. C. Place and compact soil over geosynrhetic reinforcement . (Be sure that all soil is 95 % standard proctor.) D. Consult geosynthetic reinforcement manufac- turer's specification for the amount of overlap needed. IV. ADDmONAL COURSES A. Sweep off excess material from the top of the units ·and install the next course . Lay each course with the sid e core of the units resting around one side of the "Anchor Locator", pull th e unit forw ar d as far as possible . Repeat this procedure until second course is completed. . . B. Repeat backfilling and compaction steps in section II, items E and F. C. Continue these procedures until desired wall height is achieved. •Note : On an Anchor Vertica Pro wall it is possi- ble to use Anchor Vertical Anchor Vertica Half-High for the1 top course to allow vegetation to grow to the back of the block. V. CAP UNn5., TRAPEZOIDAL (see diagram) A. Anchor Verri ca cap units are desi gne d with a channel on th e bottom of the unit. This will allow the cap to fit over the "Anchor Loc ator " and be aligne d to fit the wall design . Adhe sive s, such as SB-10 Paver Bond, should be used to secure caps - and units should be alternated to achieve wall appli- cation . Caps can also be cut to fit special applications . B. There are two types of cap units, both are interchangeable with each other. One has the channel running completely through it. The other has a partial channel on each end and is a full 4" thick in the center. This unit is split in half to create a 4" fac e and end where the wall changes elevations. c. It is important to always cap the wall from the lowest elevation and work up the wall. D. An equal number of each cap style are on a pallet. Occasionally, it may become necessary to remove part of an "Anch or Locator " to use the cap with the partial channel. VI. OUTSIDE 90° CORNERS (see diagram) A. To create an outside 90° corner, a special corner block is used . . B. It will be necessary to remove part of the "A ncho r Locator" to allow the corn er uni t to lay flat on the previous course. C. If desir ed, the two sides of the corner unit that lay next to the Anchor Vertical Anchor Vertica Half- High beveled units can be split to create beveled corners . VII. INSIDE 90° CORNERS (see diagram) A. Partial units can be used, but are not necessary. B. Follow diagrams to install courses . VIII. SPECIFICAnONS (see diagram) All dimensions are minimum radius for top of the wall, add a minimum of 1/2'' for each additional course . (Anchor Vertica Half-High add a minimum of 1/4" for each additional course.) SPECIFICATIONS ANCHOR VERTICA ANCHOR VERTICA PRO ANCHOR VERTICA HAlf-HIGH Dimensions ................ 8" x 18 " x -11.5" ~prox. Weight ...................... .' 86 lbs . Dimensions ............. 8" x 18" x 2~.25 " Approx. Weight ............... _ ..... 115 lbs. Dimensions .................. 4" x 18" x 11 .5" Approx . Weight ....................... 43 lbs . Wall Facing .................... 1 sq . tt./unit Wall Facing ................... 1 sq. tt./unit Wall Facing ... : ................ 0.5 sq. tt./unit Setback !batter) .................... 0 .5" (4°) Setbcick (batter) .................... 0 .5" (4°) I I Setback (batter) ........................ 0 .5'' (4°) ' ANCHOR VERTICA CAP ANCHOR VERTICA CORNER Dimensions ................ 4" x 17.25" x 1 O" Dimensions ...................... 8" x 18" x 9" Approx . Weight .......................... 40 lbs . Approx . Weight ........................ 10 1 lbs . COLORS Check with your local manufacturers for colors . _ NOTE : The ANCHOR VERTICAi ANCHOR VERTICA HALF·HIGH system is engineered to atta in a maximum wall height of A', as a g ravi ty wall. The ANCHOR VERTICA PRO system is engineered to attain a maximum height of 6', as a g ravity wall. These wall heights assume fevel backfill and clean, compacted sand or gravel. For hi gher walls or if these conditions are not f>resent , professional engineering must be considered fo r proper desi.9n and reinforcement placeme nt. LIMITED WARRANT Y: The ANCHOR VERTICA SYSTEM blocks are warranted to be free fr o m material detects in their manufacture . The ANCHOR VERTICA SYSTEM is a_ppropriate for the uses described in this brochure, provided that specifications and proper en.9ineering principles are Followed . LIMITATION OF REMEDY: The customer'.s rights against Anchor Wall Systems, Inc . or its distributors are limi ted to the replacement of any defective blocks -. lnciClental an<;! consequential damages are not recoverable and Anchor is not responsible for personal injury or property damage a s a result of faulfy' design or installation of the ANCHOR VERTICA SYSTEM . Du e to the inherent characterist ics of concrete, color may vary slightly . NO GUARANTEE _ OF COLOR SHADES IS MADE OR IMPLIED. DISTRIBUTED B~: ' . .r11· ·; . ( , 1r © 1994 Anchor 1 Wall Systems, Inc. 6101 Baker Road , Su ite 201 , Minneton ka, MN 55345·5973 (800)473 ·4452 ~ 'Vertica and V~rtica Pro are trademarks •of Anchor Wall Systems,· Inc . , l ifltt ANCHOR VERTICA and ANCHOR VERTICA PRO brand blocks are manufactured under lice nse from Anchor Wall Systems . U.S . Paten t Pend ing. SB -10 Paver Bond is a registered tradem ark of Sur~bond Inc . ~·~(CITY OF. CC?LL~SJ~ STATION ~ Engmeermg D1v1s1on ~ -/fPPR:Ftt~f\'C :VtS=r12:tc T rh,·s \f cron; U1 I w~lc; 1-o [Al o~ayi ~&V\ ~~evi 5k ~..., jof " VPP (), f1->< P~ LcJ~-c t. Wv-.>~. f r tl'"1 Mt vr-/rJ -dAf-c_ 6n " .. )1ere +he. r' A"iS r~~ bc.J r (Jn)e~JH 1 ~f-"'fOV wt_., Froa: To: Date: 4-~c+Y ~ I~~~ Jt ~· ~ / ~ '\ \};.~S;~ ~ Subject: Steve Home SVOLK, ~ RGAN, 9' .lti : 16am Wash, c. site -Reply -Reply -Reply this afternoon, then we will require permit is signed. >>> Shirley Volk 05/06/96 10:38am >>> Thanks, Steve. I've copied Jerry Jones on this. Let him know if you want him to stop work or anything. >>> Steve Homeyer 05/06/96 08:57am >>> The DDP is ready for their signature but they never came in for it. Bill Trainor this morning to get this taken care of, but he was nbt should be calling back sometime this morning. >>> Shirley Volk 05/03/96 04:18pm >>> I called in. He This project on Rock Prairie by the Exxon station is underway and dirt work is being done. Jerry noticed it and we looked on everyone's inspection sheet and did see that it had been assigned to anyone and wondered if a ddp has been issued. Has one? DEVELOPMENT PERMIT PERMIT NO. 344 Auto Lube and Wash (at Ponderosa Place 2) FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Tracts "F-2" and "F-3 " of Ponderosa Place Subdivision Section 2 SITE ADDRESS: not yet addressed OWNER: Rock Prairie Road, L.L.C . 8505 Amethyst College Station, TX 77845 DRAINAGE BASIN: Foxfire Tributary TYPE OF DEVELOPMENT: This permit is valid for site construction in accordance with approved plans. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that a ply . ~ Contractor Date Date L.//Zt; /tfb Date Ac..TV.A(.;A..-'( ~lG:i.Ale'b ~ '5-7-0,/, s* Architect/ E~ Figure XII Development Permit City of College Station, Texas Address : -------------Te 1 e phone No : _________ _ Date Application Filed : ________ _ Application is hereby made for the following development specific waterway alterations : 0 Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . 0 Site and Construction Plans. with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------ ation nd conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor j• Figure XII Continued CERTIFICATIONS: (for proposed alterations within designated flood hazard areas .) ii A , A. I, certify that any nonresidential structure on or proposed · to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm . NA Engineer Date B . I, &J . l . HA M fY( 0 N ~ , certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Fl::~dF C . I , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroaclunents of flood ways and of floodway fringes . Engineer Date I, M, L . }±AM Mu f{ 4 , do certify that the proposed alterations do not raise the level of the 100 year flood a~e elevation established in the latest Federal Insurance Administration Flood Hazard Study. ~~ Engin~ Date I Conditions or comments as part of approval : ~~~~~~~~~~~~~~~~~~~- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be d e posited in city streets, or existing drainage facilities . I hereb y g rant this permit for development. All development shall be in accordance w ith the plans and s pec ificati o ns submitted to and approved by the City Engin eer for the above nam ed project. All of th e appli cable codes a nd ordinances of the City of College Station shall apply . From: To: Date: Subject: Samantha Smith VMORGAN, SHOMEYER, SVOLK 4/1/96 11:25am Auto Lube and Wash plans Steve or V, have y'all seen DDP file folder #344? Have either of you seen a drainage report for this project? (either new or revised - I can't tell what the status is.) Shirley, we can send these plans back, with comments from Steve. The only things I'm unsure about are: 1. Whether we received $100 DDP fee, 2. Whether we have an approved drainage report. The DDP is ready for their signature once the plans are complete (including drng rpt) and the fee has been received. Thanks to all 3 of you.