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Drainage Report
I Drainage Study FOR SYSTEK COMPUTING with PARKING EXPANSION 1713 Park Place Lot 6R1, Block Two — F.S. Kapchinski Subdivision College Station Brazos County, Texas February 1, 2012 ..:....... .... .... Prepared For: Craig & Carol Investments, Ltd. 1808 Texas Avenue South, Suite 300 College Station, TX 77840 Prepared By: RME Consulting Engineers 7607 Eastmark Drive, Suite 252 <77840> P.O. Box 9253 College Station, TX 77845 Texas Firm Registration No. F-4695 RME No. 225-0451 Drainage Study FOR SYSTEK COMPUTING with PARKING EXPANSION 1713 Park Place Lot 6111, Block Two — F.S. Kapchinski Subdivision College Station Brazos County, Texas February 1, 2012 = S�P�E of TEk 1W.1 V1101p Prepared For: Craig & Carol Investments, Ltd. 1808 Texas Avenue South, Suite 300 College Station, TX 77840 Prepared BY: RME Consulting Engineers 7607 Eastmark Drive, Suite 252 <77840> P.O. Box 9253 College Station, TX 77845 Texas Firm Registration No. F-4695 RME No. 225-0451 Drainage Study SYSTEK COMPUTING with PARKING EXPANSION 1713 Park Place College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information......................................................................................................................................I 1.1 ScopeofReport .......................................................................................................................................I 1.2 Site and General Location....................................................................................................................... 1 1.3 Description of Existing Conditions and Drainage Patterns..................................................................... 2 1.4 FEMA Information.................................................................................................................................. 2 2.0 Watersheds & Drainage Areas ...................................................... 2.1 Detention Facility Watersheds (Existing Conditions) ............. 2.2 Detention Facility Watersheds (Proposed Conditions)............ .... 2 3.0 Hydrologic Modeling..................................................................................................................................... 3 3.1 Rational Formula and Methodology........................................................................................................ 3 3.2 Rainfall Intensity"I................................................................................................................................. 3 3.3 Weighted Runoff Coefficient "C"........................................................................................................... 3 3.4 Time of Concentration............................................................................................................................. 4 3.5 StormwaterRunoff Quantities .................................................................................................................6 4.0 Detention Facility & Routing........................................................................................................................ 6 4.1 Detention Facility Criteria....................................................................................................................... 6 4.2 Methodology............................................................................................................................................7 4.3 Detention Facility Configuration............................................................................................................. 8 4.4 Detention Facility Outlet Structures........................................................................................................ 8 4.5 Routing Results and Conclusions............................................................................................................ 8 5.0 Certification....................................................................................................................................................9 225-0451 Drainage Report Page -i LIST OF TABLES: Section 3.0 — Hvdroloaic Modelin PAGE Table# 1: T,t — Overland Sheet Flow..................................................................................................................... 5 Table 92: T,i — Shallow and/or Concentrated Flow................................................................................................ 5 Table#3: Tc Summary ........................................................................................................................................... 5 Table #4: Drainage Basin Runoff Quantities......................................................................................................... 6 Section 4.0 — Detention Facility Routing Table #5: Detention Facility Routing..................................................................................................................... 9 225-0451 Drainage Report Page -ii ATTACHNWNTS: Section 1.0 — General Information C1.0: Demolition & Erosion Control Plan (Original Site Conditions) C1.1: Civil Site Plan (Original Approved Site) C1.1: Civil Site Plan Vicinity Map B/CS Flood Map Modernization Section 2.0 — Watersheds & Drainage Areas Wolf Pen Creek Watershed Area Existing Conditions Drainage Area Map Proposed Conditions Drainage Area Map Section 3.0 — Hydrologic Modeling HydroCAD — Existing & Proposed Conditions Drainage Calculations Section 4.0 — Detention Facility & Routing C1.2A: Grading & Drainage Plan "A" HydroCAD — Proposed Conditions Pond Routing Calculations — Pond 1 225-0451 Drainage Report Page - iii Drainage Study SYSTEK COMPUTING with PARKING EXPANSION 1713 Park Place College Station Brazos County, Texas igix l317] a 10I117 113 /:y 0_C00 1.1 Scope of Repork This report addresses the existing conditions and proposed drainage improvements for the commercial development of the Systek Computing Office Building. This drainage study's scope will analyze the proposed detention facility design methods and proposed configurations designed for the development along with the newly proposed parking expansion. The nature of this report will be to evaluate the drainage at pre - development conditions vs. the ultimate development conditions (original development + proposed parking expansion). All drainage system improvements (i.e. on -site detention facilities, storm sewer, etc...) will be designed to accommodate the anticipated proposed/ultimate development conditions. The proposed development and drainage improvements are designed and analyzed in accordance with the criteria outlined in the "Unified Stormwater Design Guidelines" (USDG) manual of the City of College Station (CoCS). 1.2 Site and General Location: The commercial development of the Systek Computing Office Building is located on Lot 6R1, Block Two of F.S. Kapchinski subdivision. This tract of land consists of 1.113 acres and will wholly contain the building improvements and its associated paving, parking expansion, drainage, and utilities. The existing, original development, and proposed parking/expansion conditions of this development are depicted on the original C1.0 — Erosion Control Plan and Cl.l — Civil Site Plan and the new C1.1 — Civil Site Plan which are all provided in the "Attachment — Section 1.0" portion of this report. Lot 6R1, Block Two of F.S. Kapchinski subdivision has access to Park Place along its south property line. Developments adjacent to these lots are as follows. To the north, east, and south are the commercial developments and to the west is single-family residential. A Vicinity Map, for this project site, is provided and is located in the "Attachment — Section 1.0" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the Construction Drawings prepared by RUE Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 225-0451 Drainage Report Page - I Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 1.3 Description of Existing Conditions and Drainage Patterns: The 1.113 acres of land, which contains the proposed development, is a moderately well sloping (approximately 2.0%) substantially undeveloped site with natural overland drainage that conveys runoff directly to Wolf Pen Creek. The subject development area is primarily an unimproved area and open grassland type coverage with the exception of some thick brush, weeds, and trees along the creek bank of Wolf Pen Creek. Elevations range on the site from approximately 285' Mean Sea Level (MSL) to approximately 296' MSL. The Brazos County soil maps indicate that this area is comprised of Type C and D soils which consist of clays or silty clay/sand mixtures. Both pre -and post -runoff from the subject development will drain in a northern direction. Post -development runoff will be routed through the proposed drainage structures and/or detention facility. Runoff is then discharged directly into the primary channel of Wolf Pen Creek, thence to Carters Creek, thence to the Navasota River, thence to the Brazos River and ultimately to the Gulf of Mexico. 1.4 FEMA Information: A small portion of the subject development lies within mapped 100-year floodplain and floowday as graphically depicted by the Federal Emergency Management Agency (FEMA) — LOMR Case No. 07-06-0546P, with an effective date of July 11, 2008. The 100-year floodplain is illustrated on an excerpt of the B/CS Flood Man Moderization and is located in the "Attachment — Section 1.0" section of the Drainage Report. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watersheds (Existing Conditions): As previously discussed, the subject development area is within the F.S. Kapchinski Subdivision which is located within a watershed of the Wolf Pen Creek Area. An exhibit of this watershed is taken from the USDG manual with the subject area identified and is entitled as previously mentioned and has been included in the "Attachment — Section 2.0" appendix of the report. Since this drainage study will include the hydrologic/hydraulic modeling of one (1) detention facility, an appropriate drainage area map called the Existing Conditions Drainage Area Map (which is located in the "Attachment — Section 2.0" portion of the Drainage Report), was developed for considerations of existing runoff patterns and analysis and is described as follows. Drainage Area "X" — This drainage area is approximately 1.113 acres and will consist of the proposed development area at pre -development or existing conditions. No upstream areas contribute to this sub -drainage area. At the downstream limit of this drainage area is the primary channel of Wolf Pen Creek. Analysis of this drainage area will provide runoff characteristics for the appropriate portion of the subject development at its current existing conditions. This runoff data will be the "benchmark" data for the respective post -development area analysis so that increased runoff can be measured and appropriately detained. 225-0451 Drainage Report Page-2 Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 2.2 Detention Facility Watersheds (Proposed Conditions): For post -development conditions one (1) individual drainage basin was considered and analyzed as follows. The Proposed Conditions Drainage Area Man illustrates these drainage areas and is located in the "Attachment — Section 2.0" section of the Drainage Study. Drainage Area Map "P" — This drainage area consists of an area within Drainage Area "X" and comprises of the same 1.113 acres of land. Proposed runoff conditions from this drainage area will be evaluated at the anticipated post -development conditions. The hydrologic data generated from this drainage area will drain into Pond 1, routed through the detention facility and discharged into the primary channel of Wolf Pen Creek. Ultimately, routed flows, will be compared to the runoff values generated from Drainage Area "X"; 3.0 HYDROLOGIC MODELING 3.1 Rational Formula and Methodology: The Rational Method (Q=CIA) is one of the more frequently used methods to determine the peak runoff from a watershed and is typically reliable for small watersheds (< 50 acres). The Rational Method generates hydrologic data based on drainage area geometries, surface conditions, and rainfall intensities. The Rational Method will be employed to determine the sizes of watershed's runoff values for the sub -drainage areas, detention systems, and for the internal storm drain systems, and it is explained further as: Q = CIA where, Q = peak runoff rate (cubic feet per second); C = runoff coefficient — This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C-2 or C-3 of the USDG; I = average rainfall intensity (in/hr); A = area of land that contributes stormwater runoff to the area of study (acres); 3.2 Rainfall -Intensity "I": Rainfall intensities (1) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time -of - Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity -duration -frequency (IDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.3 Weighted Runoff Coefficient "C' : The runoff coefficient (C) for various sub -drainage basins was estimated from the USDG, Table C-2 and C-3 by comparison of runoff surface types to percentage of land coverage and total drainage area. The pre -construction runoff coefficient "C" for the proposed 225-0451 Drainage Report Page - 3 Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 development area is approximated to be 0.37. This coefficient was determined by calculating the weighted average of the runoff coefficient for the different surfaces types. Calculations for the coefficient are as follows: Drainage Area "V Runoff Coefficient "CwTD" : 0.791 Acres — Undeveloped (Pasture Areas) 4 "C" = 0.35; 0.322 Acres — Undeveloped (Woodland Areas) 4 "C" = 0.41; Pre -construction runoff coefficient 4 "CwTD" (0.35*0.791)/1.113 + (0.41 *0.322)/1.113 4 "CwTD" = 0.37 The post -construction runoff coefficient "C" for the proposed development area is approximated to be 0.71. This coefficient was determined by calculating the weighted average of the runoff coefficient for the different surfaces types. Calculations for the coefficient are as follows: Drainage Area "P" Runoff Coefficient "CwTD": 0.621 Acres — Asphalt Pavement, Roofs, Patio & Other Impervious 4 "C" =0.95 0.289 Acres — Yards (Fair Condition) 4 "C" =0.40 0.203 Acres — Undeveloped (Woodland Areas) 4 "C" = 0.41; Post -construction runoff coefficient 4 "CwTD" (0.95*0.621)/1.113 + (0.40*0.289)/1.113 + (0.41 *0.203)/1.1134 "CwTD" = 0.71 3.4 Time of Concentration: The Time -of -Concentration (Tc), for each watershed, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time -of -Concentration is defined as the time required for the surface runoff to flow from the most hydraulically remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for overland sheet flow plus shallow overland flow and/or concentrated flow to the lower reach of the watershed. Overland sheet flow is a method developed by Overton and Meadows and is typically used for flow distances of 300 feet or less. Concentrated flows are estimated by velocities determined by use of the Manning's Equation. These two types of flow time calculations are further explained as follows. Overland Sheet Flow, Tt=10.007 (n L)0'81 / 1Pii/2 S°'4} where, Tt = travel time (hours); n = Manning's roughness coefficient — This represents the flow -ability of runoff across a particular surface type and is a dimensionless coefficient. These coefficients are obtained from Table C-5 of the USDG; Pi = in' -year recurrence interval for the 24-hour rainfall depth (inches) — Rainfall depths are obtained from Table C-6 of the USDG; S = land slope (feet/foot) 225-0451 Drainage Report Page -4 Systek Computing w/Parking Expansion Drainage Study Shallow Concentrated Flow, Tt = D/(60V) where, RME Consulting Engineers February 1, 2012 Tt = Travel time (minutes); D = Flow distance (feet); V = Average velocity of runoff (ft/sec) — These values are determined from interpolation velocities recorded in Table C-4 of the USDG; Table #1 — "Ttt-Overland Sheet Flow" and Table #2 — "Tt2-Shallow Concentrated Flow" illustrates the flow travel times for each segment of the sub -drainage basin in respect to the condition of the flow. The Tc's for each sub -drainage basin where then computed and are summarized below in Table #3 — "Tc Summary". TABLE N TO - Overland Sheet Flow Overland verage Flow Land Travel Drainage Manning's Distance Pi Slope Time Area I.D. 'In" L 100- ear S (Tc) X 0.24 150 11.0 0.0220 0.171 P 0.24 0 11.0 0.0010 0.000 TABLE #2 Tt2 - Shallow and/or Concentrated Flow Shallow (Unpaved) Shallow (Paved) Flow Average Flow Average Drainage Distance Velocity Distance Velocity Time Area I.D. DI(VI) 2 (V2) Tc) X 144 2.4 0 0.0 1.00 P 26 1.6 240 3.0 1.60 1) Unpaved Shallow Flow average velocities were estimated using the following equation V = 16.135*S05 where, V=fps S = average slope Assumptions — Manning's N = 0.05 & Hydraulic radius = 0.4 ft 2) Paved Shallow Flow average velocities were estimated using the following equation V = 20.328*S05 where, V=fps S = average slope Assumptions — Manning's N = 0.025 & Hydraulic radius = 0.2 ft TABLE #3 Tc SUMMARY Combined Drainage Overland Channel Flow Tc Area I.D. Flow Time Time (min) X 0.171 1.00 11.3 P 0 1.80 1.6 1) The minimum Tc utilized will be ten (10) minutes; 225-0451 Drainage Report Page - 5 Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 3.5 Storrnwater Runoff Quantities: Stormwater runoff quantities were calculated, using the Rational Method with the assistance of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. Runoff values for the larger watersheds are summarized below in Table #4 — "Drainage Basin Runoff Quantities". HydroCAD-Existing & Proposed Conditions Drainage Calculations and their supporting data are contained the "Attachment — Section 3.0" appendix of this Drainage Report. These calculated runoff quantities were reviewed and considered reasonable for the studied watershed. TABLE #4 DRAINAGE BASIN RUNOFF QUANTITIES Drainage Drainage Rainfall Area Area Event (X) (P) cfs (cfs) 2 2.30 4.99 5 2.80 6.07 10 3.14 6.81 25 3.59 7.78 50 4.06 8.79 100 1 4.23 9.18 4.0 DETENTION FACILITY & ROUTING 4.1 Detention Facility Criteria STORAGE: 1. The storage ability of the detention facility is such that it can adequately detain the receiving stormwater runoff from upstream drainage areas so that runoff from the project site is controlled to pre -development "existing" conditions. The storage requirements are more fully explained in the following section; 2. The maximum storage depths for design and ultimate conditions shall be as follows: Facility Location Design HydrogWh Ultimate HydromDh Parking Areas 0.50 ft 1.5 ft Rooftops 0.50 ft 1.0 ft Landscaped Areas 3.0 ft 4.50 ft 3. All detention facilities located on natural streams or water courses that are designed with a permanent storage component shall meet all criteria, in terms of design and construction, for Dams and Reservoirs as required by the Texas Commission on Environmental Quality (TCEQ); 4. Detention facilities shall have an additional 10% in storage to account for sedimentation, except those located in parking areas or rooftops. 225-0451 Drainage Report Page - 6 Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 OUTLET STRUCTURES: The detention facility outlet structures are designed so that the system can be drained by means of gravity. Discharge velocities shall be verified that they are below the minimum velocities receivable by the type and nature of the receiving system or attenuated so that they are below these minimums. PHYSICAL CHARACTERISTICS: 1. Side slopes shall not exceed 4:1 for vegetative cover and 2:1 for non -vegetative cover; 2. Bottom slopes must be 2.00% or steeper to low flow outlet; 3. A low -flow invert shall be provided for all facilities which have a vegetative cover at the facility bottom; EMERGENCY OVERFLOW: 1. The geometry of the emergency overflow shall be that of a rectangular weir; 2. Surface treatment of the overflow weir shall be consistent with the expected velocities at ultimate conditions. Proper treatments shall be provided to accommodate or attenuate the discharge velocities; 3. A minimum of 0.5 feet of freeboard shall be provided around the perimeter of the detention facility as measured between the maximum water surface elevation and the pool elevation and the ultimate conditions. 4.2 Methodology: The purpose of a detention facility is to store the increased runoff created by the impervious and improved areas, and discharge it at a rate so that the immediate downstream structure and/or property experiences decreases or no change as compared to existing conditions. Using the peak runoff rates, generated and illustrated in Section 3.5 of this report, hydrographs for each rainfall event and respective drainage basins were created for existing conditions. These hydrographs were constructed by means of triangular approximation method which is limited to smaller watersheds located within the secondary drainage system of a major watershed. Other assumptions and geometric conditions that are used to build these hydrographs are as listed below. Using this data, and inputting it into HydroCAD, approximate hydrographs were determined for each drainage basin at selected rainfall events. Triangular Approximation: 1. Peak Runoff (Q) occurs at "Tc' ; 2. The outflow portion of the triangular hydrograph is Tex 2; Using this information, the storage volume of the detention facility can be estimated. This storage volume shall be such that the peak discharges of the development hydrograph, or the routed hydrograph, from the detention facilities will be equal to or less than the "Benchmark" discharges. For this project, at proposed development conditions, the discharge values shall be such that the routed flows through Pond 1 (from Drainage Area "P"), are equal to or less than the peak discharge rates of Drainage Area "X". 225-0451 Drainage Report Page - 7 Systek Computing w/Parking Expansion Drainage Study RME Consulting Engineers February 1, 2012 4.3 Detention Facility Configuration: The detention facility for the subject development will consist of one pond. With the construction of this detention facility, called Pond 1, an outlet structure will be installed to detain/meter increased runoff from Drainage Area "P". The proposed C 1.2A: Gradine & Drainage Plan "A" for this project more fully depicts these improvements and is contained under the "Attachment — Section 4.0" portion of this report. The detention facility is briefly summarized below: Pond 1: Runoff from Drainage Area "P" is conveyed by means of overland flow. Pond 1 is "dry" pond with a bottom elevation of 287.50' and a maximum berm or ponding elevation of 291.25'. Sideslopes of the detention pond will be vertical and constructed out of a concrete retaining wall. Runoff routed through Pond 1 is metered through an irregular shaped weir and then runoff is discharged into the primary channel of Wolf Pen Creek. 4.4 Detention Facility Outlet Structure: The detention facility outlet structure has been designed to accommodate and route collected stormwater runoff, from Drainage Area "P" so that during analyzed/routed rainfall events the post -development discharge rates are near or less than the "benchmark" discharge values generated from Drainage Area "X". These "benchmark" discharge values are illustrated in Table #4 contained in Section 3.5 of this report. The discharge structure of each detention pond will serve as the restricting or metering device, and are summarized below: Pond 1: Pond 1 discharge structure through an irregular shaped triangular weir. This outlet weir structure will extend to a height of 291.25'. The triangular shaped weir will have the geometric shape as follows. Head = 0.0' — Width of 0' ; Head = 3.25' — Width of 5.5"; Head = 3.25' — Width of 24'; Head = 3.75' — Width of 24' ; The maximum retaining wall height will extend also to an elevation of 291.25' which will provide 0.50' of freeboard above the maximum pool elevation occurring during the 100-year rainfall event. Tailwater considerations for the outlet of Pond 1 were set at a free discharge condition. 4.5 Routing Results and Conclusions: Once the project's detention facility and outlet structure was determined, then the hydrograph for Drainage Basin "P" could be routed through the detention system. The routing of this hydrograph, for each analyzed rainfall event, was accomplished by means of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. The program mathematically solves for continuity between the detention facilities storage capabilities, in respect to height versus storage and height versus discharge rate, with the inflow hydrograph and inputted tailwater conditions. HydroCAD — Proposed Conditions Pond 225-0451 Drainage Report Page - 8 Systek Computing w/Parking Expansion Drainage Study RAN Consulting Engineers February 1, 2012 Calculations - Pond 1 and its supporting data is contained the "Attachment - Section 4,0" section of this Drainage Report. As shown below in Table #5 - "Detention Facility Routing", the designed detention facility system can accommodate inflow runoff and adequately detain this stormwater so that the facility's discharge rates are below the "benchmark" discharges without overtopping the maximum berm elevation. TABLE #5 DETENTION FACILITY ROUTING Routed Benchmark Di . in Rainfall Storage Max. Discharge Discharge Discharge Max. Berm Event Volume Pool Elev Rate Rate Rate Elev. Freeboard (cu.ft) fl (cfs) (cfs) cfs) ft) (ft DETENTION POND 1 - PROPOSED CONDITIONS 2 2,879 290.16 1.94 2.30 -0.36 291.25 1.09 5 3,462 290.35 2,32 2.80 -0.48 291.25 0.90 10 4,077 290.46 2.55 3.14 -0.59 291.25 0.79 25 4,783 290.59 2.83 3.59 -0.76 291.25 0.66 50 5,445 290.70 3.11 4.06 -0.95 291.25 0.55 100 5,682 290.75 3.21 4.23 -1.02 291.25 0.50 Note: At the 100-year pool elevation of 290.75' the parking lot will be flooded to a depth of 0.30'. 5.0 CERTIFICATION "This report for the drainage design of Systek Computing - Office Building: Lot 6R1, Block Two of the F.S. Kapchinski Subdivision was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued." J�P�E of T eXgs ..� 88583 j �••��CENSF-�.•�4�"� I a%, /0NAL Rabon Metcalf, P.E. State of Texas P.E. No. 88583 Texas Firm Registration No. F-4695 225-0451 Drainage Report Page-9 Section 1.0 GENERAL INFORMATION A,YA... AW LOCATION OF 2. ATxos OAS LINE J L — APPROAT ATE LOCATION OF UNKMOTHON ELECTRIC HHE YARIAffiE. VH P.UE. 5/5' LPE (IRS, 3] — — LOT 3BBLOM E f� u -- - -� - EASON T BRAA20S INNDUSTRIALPARK u (CALLED 0,202 ACRES) 1 FF Fir FF 1 � 3 LOT IR, BLG F.S. SKI (CALLED 2.616 ACRES) I I II 66 S.F. OF CONCRETE 64 S.F. OF CONCRETE PATCH -SAW CUT PATCH - SAW O CUT FOR SEWER SEBNCE I FOR ELECTRICAL AS REQUIRED BERNICE AS REQUIRED — — 1 1EP.U.E _ (2i9J4i1�"s —v s FF _ w32Y4P'47"-E'er 2Bi ;91+-.-ALL {m,Hablu -�I Ff FF a 'u -------------- GC�XgXAtlY MAPPED NAD_yq FLDooRLax A FLOOQWAY OONE AE)� PFA OMq LASE No. 0)-05 05KPAT DED 7/f1/DB \ \ CONCRETE WASH -OUT AREA - LOCATED AS I REQUIRED \ 25 SF ROC RIP -RAP '01, \ w/FILTER FABRIC (�, a DISCHARGE POINTS - 6LB O TO 8"0 STONES 25 MINIMUM) \ \ n�ueEc \ 5/0' LR.F ` \ \ S , 24'33'25_E d 8 _ RFD RFD 0 .� \ I S/B'IRF / To, \ \ A RFB RFD \ \ g,NA E 111DTH \ INABE EAEEx[N1 \ (/i95) \ LOL IB-20. ALOCK FWR REOMOND TERRACE (CALLED 2.714 ACRES) \ I \ \ CALL BEFORE YOU DIG TEXAS ONE CAII, SYSTEM 1-800-245-4545 (AT LEM 72 MORS PRIOR TO DIGGING) YARLING]I;-THE CONTRACTOR IS TO LOCATE ANY AND AL1. WRITES PRIOR TD MVRL'CTION AND IS SADLELY RMANSIBLE FOR ALL DURESS TO EXISTING ENI.ITIES DUE TO ANY CONSTRUCTION ACTIVITY. POINTS - 6"0 ONES (20 LB RI /FILTER FABRIC h DISCHARGE POINTS - 6"0 TO 8"0 STONES (20 LB �l W - 318.23' ry LOT % BLOW PAO E.S, KAPCHINSKI (CALLED O.R98 ACRES) CROSS—SECTION CONSTRUCTION ENTRANCE JB. ® �, N PLAN 0 2D 40 NORTH i I MH.O 61 y( P APPROXMATE IannON of yR y41 4 P I APPROXIMATE LOCATION OF B' PVC PORMC WATER LINE II II VE C ISTNo RETE CURB h R TAT.. n.297,23- 1 f(xAD 83) —APPROXIMATE IOCAIION OF tl 4 ATMOS CAS LINE �I �I BAGS FILLED OR GRAVEL PLASTC LINER LINER 9I:1.aTil�'! TEXAS A&M i MT BASTMA14OX92 STE.230F <12840> N.T.B. 53 OBLEGESTICE BOX,C COLLEDGSTATION.'ITi )iW2 MAIL: CrvilQmrnpiO4 n w tm FAX (.(9i9),0704 EAX.(999)iW. CITY OF TIiXAS FIRM RI?OIStNA9DN Na. P-0695 I COLLE NENN SURVEYING, LLD 605 CHURCN STREET STA COLLEGE STATION, M 77841 OFF: (9i9) 268-3195 EM: (9i9) 691-6004 SYMBOL * & LINE 1%f�) POWER POLE c vmun .,vn�nu,. �.eu¢rvu FF GFF MAY POLE BLEINGOFQOI BE REO'D) #LIGHT GUY VARE ANCHOR RFB EINFORCED FILLER FABRIC FENCE B GAS PIPELINE RISER 0-4STABIUZED CONSTRUCTION ENTRANCE MAN WATER VALVE 0- WATER METER rl-P-81 INLET PROTECTION BARRIER (PH 2) ®wY DOUBLE CHECK VALVE RF01 BOOK FILTER DAM OY I), SEE YACHT 0" ELECTRIC VALVE STANDARD EC(2)-93 OBV BALL VALVE PLAN NOTES: ®LM ELECTRICAL TRANSFORMER Oa GAS METER COT MANHOLE L REFER TO SHEET CO.1 k CO.2 FOR EROSION 9. CLEANDUT CONTROL AND MISC. CONSTRUCTION NOTES. OM FIRE HYDRANT 2. REFER TO SHEET CI.2 h C2.2 FOR GRADING ®n TELEPHONE PEDESTAL AND DRAINAGE CONSTRUCRON DESIGN h DETAILS. ■T' AREA INLET 3. REFER TO MEET CI.S FOR SEEDING AND LM ` S JUNCTION BOX SODDING REQUIREMENTS, INLET �CURB 9B FIXED PIPE BOLLARD T.B.M. xl. --- BUILDING SETBACK UNE SQUARE CUT IN BACK OF CONCRETE CURB ON ----- PROPERTY UNE THE SOUTH SIOE OF PARK PLACE DIRECTION -------- EASEMENT UNE ACROSS FROM THE SUBJECT PROPERTIES' P.LLE. PUBLIC UTUTY EASEMENT SOUTHWEST PROPERTY CORNER, BL BUILDING SETBACK LINE...... (ELEV.=291.23'-NAG 83) WHO DATE I DESCBIPTON 1 COMPLETE ISSUED FOR )NSTRUCTIC 11124110 THIS Z g zW J �QZ O O —I 0 y a METAL "T' POST f n' p 0. li In € 0 H I¢ WEMESH FENCE 0 Z U ir N m (ATTACHED TO POST) 0 Q FILTER FABRIC o 3m F, (ATTACHED TO WIRE FENCE) Z W M O 1— DETAIL "A" N ^ eIN 0 Lito TE SILT FENCE TOGE1HEfl AT JOINTS WITH NYLON CORD COMPACTED FILL b� b EXISTNO GROUND FRONT ' VI MEW CUM INFMWT ION CHAIG h CAROL INVESTMENTS, Ltd. c/o CRAIG PAULL 1808 TEXAS AVENUE S.. STE, 300 3' LONG METAL'T" 24" HIGH SILT FENCE. AS COLLEGE ) 695-, TX 55 OFF: ((979 6695-094 0 HY SPACING //////////----�� MANUFACTURED BY SILT FAX: (CRAG O.C. (MA%) STOP OR EQUNALENT EMML: CRNG®SYSIENMNLCOM SYSTEXMA FRENALO O335ECIA SCALE: 1 +20' EXISTING GROUND 1,/ X COMPACTED FILL SEE DETAIL "A" -' j AHORIED 6ILT FENCE BELOW GRADE HELD eGDx: x/A PwEs:x/A RME CONSULTING ENGINEERS (OOWNSiREAM) CLIr�ENr�T N0. PROJECT N0. (UPSTREAM) NOTE: 225 — 0335 SIDE VIEW INSTALL ALL EROSION CONTROL MEASURES IN ACCORDANCE WITH D/CS SILT FENCING STANDARD DETAIL 1 00 N.T.S. SHEET 4 OF 11 I I I I I I I I I J I I HI �___ — — B _ J S (R 51 r51W I.R.F. LOT 2B, BLOCK ONE I EAST BRAZOS INDUSTRIAL PARK 41 - - (CAL1E0 0.202 ACRES) ZONRNE�NDF��D:GHI C-7 � \ RICKY(Va1.u1MC3rn PAGE 2.E) HARD \ \ \ X �p P CRAPMALLY MAPPED VY IW-YR OEOPLAIN k fLOCOW (NOEA \ Y IEEE CIGI SI NOTE B ei -287.50• \ s/e• LRf. � y[S 2433'25' El 87.72' SWIG WOOD _NING FENCE & GATE .-OUT CONTAINER VARIABLE WON P (IB34A ''47' E — 297.51' _® I PAINTED I o \ V/���//B• B METE 1 1 A(W` FAMSY \ {i �. J+ XqL LµE \ ..A ' ].5' 8L06 SETBACK — — — — ---N243 BRW-31�--- r FISIRIPI S/Y 6R.F.� \LOT 19-20, GLOM FOR \ REDMOND TERRACE LOT e, NOGR Two F.S. KAPCHINSI \ (CALLED 2.n4 AGRES) \ V WITH p4E tomme t (CALLED MEN ACRES) 26B 05) ZONED: R-i \ NOW ON FORMERLY WATSON, MILE V \ \ (VOLUME 3M, PAGE 262) \ ZONED: R-1 NOW CW FORMERLY �S LIPINEW HOLDINGS, LLC (VMUME 3M. PAIL 262) LOT IR, SO" TWO F.S. KAPCHINSKI (CAMEO IRS ACRES) ZONED: C-1 NOW OR FORMERLY MCCRORY, DON 8 (KWME 3783, PAGE 262) IT P.NE UISTME WOOD FENCE— — — 10' P.LLE S�YSTEK COMPUTING W STORY (MAX. KEIGHT-35'B GROSS AREA = 7.0=4 SO.R,I RFC CONSTRUCTION TYPE - IIB� — — W/SIGNSHING IN RAMPB, WHEEL I X 99' STOPS, ETC, DYE HARc TOPICAL 5 NOE AMBULATORY RAMP SEE S/CS DETAIL OFTWALL LOCATED 2.5' N PLAN G D w NORTH BGU.E, P = f0' 0M.H. ,—II, MH.O J.B. IOIJS. �5/0" LR.F. W ;: Q;; I Y ES x p Q vU a DO v v v v vvI. P NIS A PORTION CT THIS 511E UFS VAIHIN THE 1C0-YEAR RO'JOPLNN (ICNE AE) AS GRAPHICALLY DEPICIEO FFMA IOMfl COY N¢ OJ-OB-0596P 1NTM µ1' DATE OF IS zo06S EifEA TOP! 2 DE50NAM HANDICAP PARKING SPACES, WALKS k RAMPS WAL MEET ALL TAS k ANSI STANOµDS, 3 DAL ROOF k CRWND- GUNNED MEMANICAL EQUIPMENT SHALL SE SCREENED MOM NEW OR ISOLA]EO 5O AS NOT TO BE NSIBIE FROM ANY PUBLIC L BEFORE YOU DIG FIGHT-CF-WAY ORREERDdnAL DISTRICT WNIIN OR FEET OF ME SUBJECT LOT. MEASURED FROM A PONT FI E FEET ABOVE THE GRADE, THIS SCREENINE SHAU- BE COKMANATED MM THE BUILDING ARCHITECTURE µD SCAR£ TO MAIMAIN A UNIRED APPEARµM EXAS ONE CALL SYSTEM 4. ENHANCED PANNL' FOR CONCRETE SMNI.HS WALL CONSIST OF EITHER BRICK PAYERS OR STAMPED WNCREM. COLOR AND PATTERN SHALL SE DETERMINEDI-800-295-4545 WV� L�C�AZJJQBOORE LEAST TZ BJI9$ PBIDR TO DICGIW) BY THE GAMER, WT GREY OR NATURAL CONCRETE COLORS ARE NOT PERMITTA. iTIC unw, (✓Rf�ORMACIDH IS TO DEBATE ANY AND ALL UTILITIESIm 5, MNd OIIRGING SERACHS AXO EASEMENT TINES DYERLM ONLY THE FASEMENi UNE IS SNONN./-1P AND IS ,SOLELY RESPWSIWB ITS ALL DANCES B, 100E COMMADE W GROUND COVER, OEWRATSE PANNO, CECORATLE ROCK, OR A PERENNIAL GRASS IS REQUIRED IN PAWING LOT ISLMD% Swells AND C.MA1.Plot JUTILITIES WA TO ANY 6NEGRI TIW ACTIVITY. DRAINAGE µEAS, THE PAWING LOT SET BACK, RIGHT-OF-WAY. AND ADJACENT PROPERTY OISTURBEO DURING CONSTWGTON, 7. THE CONTRACTOR SHALL WWTACT MR. WALLY URRUTA, COGS PUBLIC WORKS - SANITATION (979-784-35C), FOR RE VERIFICATION PRIOR TO FCRMIND OR NONN LX PLACEMENT OF CONCRETE MR ALL WMPSTER PADS. WH I71f NK A0ON B. THE WPROVEMENTS SHONN SHALL CENSTTUM APPROXIMATELY 42K IMPERNOS COMER ON THE OBJECT PROPERTY. wl CYIOM LAIll"M 4AFfLI,0.NNICS01000 e. THE THE µ0 PROPER OF ALL UWID AND WASTE AgOtlATED LNTH T115 PRWECi, SHALL BE REMIGNSMUENECESSARY ANK,FIAA i/PiIQ RACTRRCTCR PREVENT F WIND E P THE CONTRACTOR SHALL USE ALL MGNS NECESSµY TO PREVENT TIE OCCURRENCE OF WHD ELOAM UTTER FROA TIE PRWECi SIZE SAR ME BE P NOTE, EXPANSION'ITR JOINTS TO BE PLACED 80' INTERVALS AND 1O THE CONTRACTOR SHALL BE REQUIRED TO PROWDE CONTAINMENT FOR WASTE POOR TO, µD DURING, WMOMON/CONSTRUCTON. ROJO WASTE ROLL -OFT RADIUS P.T.'B. AT ALL RADIUS POINTS. SOKE3/MTAL WMPSTERS SHALL BE WIFFUED BY Ott OR CITY PERMITTED 0XIMACTIR(S) ONLY.. HALL . CONSTR5" SHALL BE THE PROPOSED FALLS WITHIN ME "EVAWATON• gEMENT OF WOLF PEN CISIX. PER A ORAWAOF SNOT, PREPARED BY 1W5 CFFICF. W��� 1111 jy PLACED AT PLACED AT 20' INTERVALS. INTER DE DETEHnSx WELL NOT BE REWIRED. E REQUIRED. 3„ 12 THE INTENDED USE ION THS DEYELOPYdT 6 FOR CCMMERVAL OFFICE, 13 NO WASTEWATER MILL FROM T115 NT BY CIEANINE/1AI911XE OF fQJNMdi GL l£NILIES. SANITARY SEMEP EEHEgAIFD fRON T115 91E OPAL BE O By UE T DOMESTIC WCORECOONA BY OS. F M ST MENU FOR REFERENCE AND ARGE IS PER ITRED TEE WNRACT E 14, 91E UGLOK,MATE THESE INN- 54N5, MENU SOWIN DETECTORS k OTHER SITE IFPVR1d ACCES ARE WORN SIGNS SHAIl MESS HMO INSTALLATIONS MITI THE PROPER DESIGN CON9ILTIM. TREE-STANWNO SIGNS AND OILWND SIdµOE IS PFRMITTEO SEPARATELY µD 1i6 f/NM' COMPLY AN MUST COPULA WM TIE UNIFIED DEYIlCPMENT WgHAHCE. 15. EXTERIOR BUONO AND S M UWTNG ALL MEET THE STARGMDB OF SECTION 7.10 OF THE UPPED DEVELOPMENT ORDINANCE. THE LIGHT SOURCE SHALL NOT PROTECT EFWf i9RTLpIM �+ J' PAVEMENT BELOW AN OPAQUE HOUSING AND NO RXNRE SHALL NRECD.Y PRO GOT UdT NCWEONTALLY FIXTURES ALL BE MWNIFD IN SUCK A MANNER THAT THE PROJECTED CONE REINFORCEMENT EP UGHT DOES NOT CROSS µY PROPERTY UNE M5 rVIDW 10, RO W WEUSnSES Mu BE AUMYEO ON WE UNTIL ALL-WEAMd ROADS AND MY HYDRANTS HMh BEd ACCEPM TED Iry E CITY. pWAF/W ;TIFF BARS THE SOWING BAALL BE EQUIPPED A 'KNOW N KEY SYSTEM AND ME ITS FLECIRILK 9XV10F'i SHALL BE BY MEANS OF A'IfMOX SCOTCH' CR A TYPE IA —MONOLITHIC WI NO AN A MANUAL O9WNNfcT, Mls BUILDING Au NOT 8 Ea1PPW AN An AuiOUF,nc NRE SMnKLd sYSTd. MA EQUI EQUIPPED CONCRETE CURB & GUTTER 1G, THIS FAMTY IS A MILT -TENANT WILDING THERRORE THE MAtlMUR µGUNT OF LEASE SPACE ALLOWED FOR TNTNSE USES IS 1,PI 10.FT. no. SOFT. II 25.). N.T.S. IQ. MAWTdANQE RESPONSIBILITY OF TIE N PRIVATE ACCESS SAW, LO M) IN TIE PRIVATE CROSS AGGESS EASEMENT, SHALL BE TO PROPERTY OWNER OF F.S HAPWINbII - LOT BR. OLIX% TWO. B/CS TEXAS A&M 0 POWER POLE 9 UGHT POLE -I GUY WIFE ANCHOR B GAS PIPEUNE RISER WHY WATER VALVE ON WATER METER 0. DOUBLE CHECK VALVE 09Y ELECTRIC VALVE Nry BALL VALVE ®ELT ELECTRICAL TRANSFORMER NIN GAS METER ow MANHOLE CLEANOUT Ad FIRE HYDRANT Ow TELEPHONE PEDESTAL ■M AREA INLET pW JUNCTON BOX CURB INLET n FIXED PIPE BOLLARD --- BUILDING SETBACK UNE ---- PROPERTY UNE — EASEMENT UNE P.U,E. PUSUC UTUTY EASEMENT S.L. BUILDING SETBACK UNE A .4G CITY OF STA MO E 9GT N ]X ]]8.1 OFF: (9J0) xe9-3195 FAX: (979) 691-5904 113 PARK PLACE I X/ XLEGE STATION, TX �� PROPERTY INFORMATION Los' BR ABLOCCKIN WO (YOL. 834, WE, 637) (0.891 AGREs or 08,812 SOFT) ZONED: C-1 NOW (IR F(1RNFRLY CRAIG & CAROL INVESTMENTS LTD (VOL. 9015, PG. 16) PLAN NOTES 1, REFER TO SHEET C0,1 & CO.2 FOR SI' PARKING. AND MISC. CONSTRUCTION NOTES. 2, REFER TO SHEET CZ.1 FOR SITE & PARKII DETAILS, 3. UNLESS OTHERWISE NOTED ALL RADIUS A 4.0' ALONG THE BACK OF CURB, "REIN REONIREMENTS, CROINANCE: OFFICE - 1 SPC/250 SOFT. REQUIRED: OFFICE (7,084 / 250) = T8.3 SPACES TOTAL REOl1IRE./ = 2B SPACES PROMDED: REGULAR = 29 SPACES H/C = 2 SPACES ME SQUARE -FOOTAGE SHOWN AT INTERIOR END SI-ANDS INCLUDE TINE REQUIRED AREA, AND EXTF 'OR SINGLE OR DOUBLE END ISLANDS, NE EXCE: LREA ABOVE THE REQUIRED SQUARE -FOOTAGE A SHOWN BELOW. INTERIOR PARKING - 22 SPACES REOD TNT. ISLAND AREA-(22/15x1BO)-2B4SQ.F PPFINOFII INTFR¢Xf IRI ANn ARFA = 6'M MET NARK DAM I DESCRIPTION 1 COMPLETE ISSUED FOR CONSTRUCTION Q a w J 5 U am.. FAX: Go zr) J O <§ laaF � 0 Y F- UQ0 jaw 1a rM� �;5 NFU AVENUE S., SHE. 300 nm, Tx 95-9955 695-99" RARE CONSULTING ENGINEERS cum NO. PROJECT NO. 225 - 0335 clA SHEET 5 OF 11 r LR. L 2. _ N ` 7.S�HDG. SETBACK `R�� GP�� YMWPE➢� (SEC CVTLO OMOIE /t) ` FE 0730' 6/8' I,Ry,f. Y \ 0 1 \ PAINTEDL STRIP ING 35 — \ (WHI E) x I. Ni \ w1 \ W/SHIGH SCR )H FACADE' OF PANEL STEEL CAVIL 1 I�z rl VARIABLE WIDTH P.UE. rµ (ISS4/8]7 I S 21-4747 E_ 7-9 BN15 Y13A= ® —2 1 - STORY (MAX. GROSS AREA v IFC CONSTRUCT WAIN LOT IR SLOIX Two F.S. I(APCHINSKI (CALLED 2.618 ACRES) ZONED: C-1 NOW CN FORMERLY MCCRORY, DON B (IAMME 378S. PAGE 282) — o P.wE (2J9/4>17 Ewsnrvc w➢EO PROMDE 12'-0• MINIMUM CLEARANCE DIRECTONj IN \ ` OEM ON /' FAclutt u W THE WMPSTER THE INTERIM OF PAD - SEE DETAIL SHEET C2.1 \ /' - Q' GEM LV n LB' 91➢c. SETBA,IX , \\ 1^ ----�--- - ---N24WW-318.23T -- FIRE LANE 5/8- IMF. ` STRIPING LOT 18-20 BLOCK FOUR \ V F.9. KAPCCHHIN�I RWMON0 TERRACE \ - VARIABLE MOTs VARIABLE (.A. G.7 ACRES) EASEMENT (CALLED GUN! ACRES) \ 8 95) ZONED: R-1 ZONED: R-1 NOW OR FORMERLY NOW OR FORMERLY S UPINSKI HOLDINGS, LLC T WATSON. MWE V (WLUME 3783, PAGE 262) \ (VOLUME 3703, PAGE 262) MAIL 511E NOTES: 1. A PORTION OF TINS IBM UES Mn11N ME 100-YEAR FLOWN -AN (ZONE PE) Al GRAPHICALLY DEPICTED FEMA LOOK WE N> 07-08-0546P RIM AN EFFECTIVE DATE OF WILY 11. 26" TOP! L AIL RWF 6 GROUND -MOUNTED MECHANICAL EQUIPMENT SHALL BE SCREENED fRON VIEW OR ISOLATED SO AS NOT TO BE MISSILE FROM MY PUSUC RIGHT-OF-WAY OR RESIDENTAL DISTRICT WMIN ISO FEET OF THE NBJECT LOT. MEASLRED MGM A POINT BVE FEET ABOVE ME GRACE. TIIS CALL L BEFORE YOU DIG 9GVEFNING SHALL BE GAMgNA1ED Mnl THE SOLOING ARCNIIECNRE AM PALE TO NMNTMN A UNIFIED OCALL XAS ONE CALL SYSTEM APPEARANCE' 1-800-245-4545 3. ENHANCED PAWING FOR CONCRETE SIDEWMHS SHALL 0.WSIST OF FIVER SWK PAV S OR STAMPED LEAST 72 HOURS RICK M DIGGING) CONCRETE. OBLOU AND PATTERN SHALL BE BEIENMINEO BY THE OWNS. WT OBEY Oft NATURAL ARE NOT PFAMTIFD. TRAMR IS TO LOCATE ANY AM AIL DTILITOS CMCRET CWaR3 RN AD 1E SOLELY flRSNNSERE NB ALL 0.1HACFS A WHEN BUILDING SETBACKS AND EASEMENT URNS VWERLAP ONLY TIE EASEMENT LINE ISNLITIPS DUE TO AD OMSIRMTO N ACDVITY. S. IOW CO`ERAM OF GROUNG COVER, DECORATIVE PAWS. OECERAT1E ROC( OR A PERENNIAL GRASS IS REQUIRED IN PARKING 1-OT ISLANDS. SWELLS AND DRAINAGE AREA% ME PARKING LOT SET BACK, MOHT-r-WAY, AM ADJACENT PROPERTY DISTURBED DURING CBNSTRUOTOW 6. THE CONTRACTOR SHALL GONTACT MR. WALLY URNM TA, O5 PUBLIC WORKS - SANITATION(W9-7N-3BN). TO KIDD VENRCATM PRIOR TO FORMING OR FILAMENT OF CONCRETE FOR NL DWPSTIX PARS 7' TIE IMPROVEMENTS STOW SHAM CONSTNT APPROMMATELY 59X IMPERWWS MUER ON THE CURB NOTE, EXPANSION JOINTS TO 9O ECT PROPERTY. BE PLACED AT 60'INTERVALS AND (• R THE AND DIUYS 6• AT ALL RADIUS POINTS. P.C'e. P.T,'9. CONSTRUCDON JOINTS SHALL BE .ONME CONTRACTOR SWILL LL MEANS L8 WITHER CC50.DCTOR 0.95AM BE RESSPONSIBLE 15 PLACED AT 20' INTERVALS. NECESSARY i0 PREVENT THE CCWpgEHtE CF YAND BLOWN LITIEq FROM THE PROJECT 9T. 9. THE CONTRACTOR SHAM BE REWIRED TO PROMISE CONTAINMENT FOR WASTE PRIOR TO AM BURWG, 3• OFMCUTON/CON9TRUE`XN SOLID WASTE ROLL -OFF BOXES/METAL MINISTERS SHALL M SJPPUED BY - �? qtt OR Ott PENWTTFD CONTRACTORS) ONLY. SV 10. THE PROPOSED OEVELOPMEW FAME VATYN THE "EVALUATION' SEGMENT OF WIF PER CREW PER P, A DRAINAGE STUDY, PREPARED BT THIS OFFICE, OETNTCN WILL BE REWIRED. P. THE INTENED) US MR TM MY➢MMENT IS FOR CMMMGA- ORP E. 12, EXTERIOR BUILBMB AND SM LWYNG MLL MEET ME STANDARG9 BF SECTION 7,1G OF THE UNIFIED VE J PAMENT f1KNM EuGPAFM GROMANCE THE LUNT 9WRM SEAM NOT MILEGT BELOW AN WAWE N .A. AUG NO RE SHALL DIRECTLY PRMGT UGIT HOW2MY. TALLRANBE MOUNTED WLL MOUNTED IN SAGH A MANNER VAT REINFORCEMENT THE PROACTED MINE OF LIMIT DOE NOT GRC65 MY PROPERTY ONE. = #4 BARS 13 THIS FACLITY IS A MULTI-12NANT PAWNG THEREFORE ME MARMON MOUNT OF LEASE SPACE ALLOYED TYPE IA MONOLITHIC FOR NTFIISE USES Is 1.771 SLFT. D,A" SAETr A 29.q. - 14. MANTERANLE RESPOMMUTY OF THE 2a MWATE ACCESS ORNE, LOCATED IN THE PRIVATE GROSS AcMSE EASEMENT' SHALL BE TIE PROPERTY OMER BY F.S, WOMEN - LOT 6RI, BLWF TWO CONCRETE CURB &GUTTER N.T. S, IS. THE PUNPO E OF PHASE TWO DEVELOPMENT 19 TO EXPAND THE EMOTING PARKING L07 FROM A TIM OF 31 PARKIN: APACE TO A NEW TOTAL OF 41 PARKING SPACE. N g R�N PLAN NORTH I D.G.M® PAO SPORMFA ( i - 1 I � 1 ITING 3' 356•) I I b O.FT, 1 = LIB I I I I I I e-WALk O :„ J 7PRIAMROEl � NEASEMENTGN_) 3UFFER WALL 1/2" I. RF. .I I TEXAS la 3 "(979)7644MM A&M CITY OF AX-(979)11WMY11M EXAs RMR6alsrnAnONNEYINO.r 69 COLLE STA KERR SURVEYING, ME 4N NOUN JEK"S AVENUE BRYAN(. TK T1605 $' FOG, w� 8904 �y ply (eie� 6 9` DATE GESCRIPnOH F.S. KAPCHI KI: 90% COMPLETE LOT 6R7, BLOCK TWO 1713 PARK PLACE REVIEW ONLY COLLEGE STATION, Tx NOT FOR CONSTRUCTION SYMBOL k LINE IGQND 0 POWER POLE PROPERTY INFORMATION F.S. KAPCHINSKI 211112 i( LIGHT POLE LOT 6R1, BLOCK TWO I GUY "RE ANCHOR (WL. » PG. —) M GAS PIPELINE RISER (1.113 ACRES w 46,504 SQ.FT) M- WATER VALVE N, WATER METER ZONED: C-1 NOW OR FORMERLY PRELIMINARY IMY DOUBLE CHECK VALVE 0. ELECTRIC VALUE CRAIG H1C CAROL INVESTMENTS LTO THIS DOCUMENT IS RELEASED N BALL VALVE (Vd.. 9015/1002, PG. 16/21a) FOR THE PURPOSE OF INTERIM ®GI ELECTRICAL TRANSFORMER REVIEW UNDER THE AUTHORITY SON GAS METER PLAN NOTES: OF WON A. MEMOLF, P.S. ®ARSE MANHOLE . CLEANOUT 1, REFER TO SHEET COA FOR SITE, PARKING, NO. ABSAD, ON FEBRUARY 1, 2012 IT IS NOT TO BE USED AFN FIRE HYDRANT AND MISCELLANEOUS CONSTRUCTION NOTES. FOR CONSTRUCTION. BIDDING Or TELEPHONE PEDESTAL REFER TO SHEET MI FOR SITE, PARKING, OR PERMIT PURPOSES. ON AREA INLET AND AND MISCELLANEOUS DETAILS. A XNCTON BOX "L CURB INLET 3. UNLESS OTHERWISE NOTED ALL RADIUS ARE Ew FIXED PIPE BOLLARD 4,0 HANG THE BACK OF CURB. O ^-- BUILDING SETBACK LINE (n PA KING• RF UIRFMMM- -- PROPERTY LINE — EASEMENT UGE ORDINANCE: Z F.U.E. PUBLIC UTUTY EASEMENT OFFICE - 1 SPC/250 SOFT. Q B,L BUILDINGSE1BAOc LINE REQUIRED' OFFICE CT,084 / 250) m2B.3 SPACES TOTAL REQUIRED 2B _. ACES PROMOED: REGULAR - 39 SPACESH/C SPACES 241 Q. x W W iF Q Z ASPACES TOTAL ISI_ANO RFOLIREMENTS: OL J O Y = THE SQUARE -FOOTAGE SHOWN AT INTERIOR END ISLANDS INCLUDE THE REQUIRED AREA, AND EXTRA, Q d �� L�AdJ F FOR SINGLE OR DOUBLE END ISLANDS, THE EXCESS F LU CL 8 I AREA ABOVE THE REWIRED SQUARE -FOOTAGE ARE N � y F or VON BELOW. INTERIOR PARKING - MSPACES I I Q N REDID INT. ISLAND ARF.A=(54/ISXIHO)=10R SOFT. R y� PEERING INTERIOR ISLANNI AREA = 420 MEE V, W U, �N < Z M 0 O.no O O."V o U .: LAD, CLIENT NO. 225 - PROJECT T 0451 c I A sHmT 4 of s LL. H0 J� P ? F- Q y ao w oy F- w O o z a a P� i MMYN _X CL < w Y((D w n J J O w 5 P }P a -��Q- �� a City of Bryan Map Output Page Page 1 of 1 B/CS Flood Ma P ti21 J. i ,y 04 1501 631 !Yil J i P� t r f ino S ra; 4 - fl01 1901 160p tees 190: P ppF sv ?S 1 ti lsss tno 1� s D- °1 F � y MpN ie Map for relevances purposes onyl Brazos Coumy, The (71y u(Bryan and The Gly of Cdlege Staten mare no expressed or implied guarantee cancemng the accuracy oftHs informati, r, RIE Op x j# W t/444 (�T�` ClF BRYfy1 CITY OF COLLEGE STATION l.atrIN H,�r DISCLABdER: This map is a product of the City of Bryan GIS Department developed with extensive cooperation between the City of Bryan, the Cityof College Station and Brazos County. All data, information, and maps are provided "as is" without warranty army representation of accuracy, timeliness of completeness. The burden for determining accuracy, completeness, timeliness, merchantability and fitness for or the appropriateness for use rests solely on the. requester. The Cityof Bryan, the City of College Station and Brazos County make no warranties, express or implied, as to theme ofthe information obtained here. Thereare no implied warranties of merchantability or fitness for a particular purpose. The requester acknowledges and accepts all limitations, including th,. fact that the data, infornation, and maps are dynamic and in a constant state of maintenance, correction and update. Copyright 2003 - 2010 * City Of Bryan Geographic Information Services- P.O.BOX 1000 * Bryan, TX 77805 http://ims.bryanbLgov(gis/servletteom.esri.esrimap.Esrimap?ServiceName=REGIONAL_... 1/27/2012 Section 2.0 WATERSHEDS & DRAINAGE AREAS _I I I I Feet I b50 3�00 6,600 Figure B-21: Wolf Pen Creek Watershed Area HYDROLOGIC SUMMARY DRAINAGE AREA AREA (AC) WEIGHTED RUNOFF C(wt6) % (MIN) X 1.113 0.37 11.3 RAINFALL EVENT (YR) D.A. X (CFS) 2 2.30 5 2.80 10 5.14 25 3.59 50 4.06 100 4.23 1. THE CONTOUR DATA SHOWN IS BASED FROM A TOPOGRAPHICAL SURVEY PERFORMED BY RME CONSULTING ENGINEERS. 2. RUNOFF VALUES WERE DETERMINED BY EMPLOYING THE RATIONAL METHOD FOR ALL DRAINAGE AREAS. 3. COMPOSITE RUNOFF COEFFICIENTS WERE DETERMINED BASED FROM THE FOLLOWING PARAMETERS: UNDEVELOPED WOODLAND (C=0.35) UNDEVELOPED GRASSLAND (C=0.40) HIGH -DENSITY RESIDENTAL (C=0.65) COMMERCIAL (C=0J5) A\ \ 1 FLOW PATH-SI \CONCENTRATEI (GRASSED WAT ♦ D.A. '1X'1 ♦ AREA=1.113 AC ♦ FLOW PATH -OVERLAND SHEET FLOW (GRASS WATERWAY) D=150' N � / Fz� 01 / / EXISTING CONDITIONS DRAINAGE AREA MAP OF -S.STEK COMPUTING F.S. KAPCHINSKI LOT 6R1, BLOCK TWO COLLEGE STATION, BRAZOS COUNTY, TEXAS s .EGE STATION, TEXAS 77842 FOLI-EW IL, civil@.n .gi..,x. CE �(979)76 0704 -(979)704-0704 Ltd. FLOW PATH -SHALLOW CONCENTRATED FLOW (GRASSED WATERWAY) D=26' ® 1.0% LOPE C \ D.A. Tr�jn o AREA=1.113 AC I♦ HYDROLOGIC SUMMARY DRAINAGE AREA AREA (AC) WEIGHTED RUNOFF C(wtd) Tc (MIN) P 1.113 0.71 10.0 RAINFALL EMENT (YR) D.A. P (us) 2 4.99 5 6.07 10 6.81 25 7.78 50 8.79 100 1 9.18 1. THE CONTOUR DATA SHOWN IS BASED FROM A TOPOGRAPHICAL \ \ SURVEY PERFORMED BY RME \ CONSULTING ENGINEERS. \ \ 2. RUNOFF VALUES WERE \ DETERMINED BY EMPLOYNG THE \ \ RATIONAL METHOD FOR ALL \ \ DRAINAGE AREAS. \ 3. COMPOSITE RUNOFF \ \ COEFFICIENTS WERE DETERMINED \ BASED FROM THE FOLLOWING \ \ PARAMETERS: \ UNDEOELOPED WOODLAND (C=0.35) \ \ UNDWELOPED GRASSLAND (C=0.40) \ HIGH —DENSITY RESIDENTAL (C=0.65) \\ COMMERCIAL (C=0.75) \ \ 1 \ \ \ FLOW PA -SHALLOW ,CONCENTRATED FLOW 2% SLOPE \ / \ PROPOSED CONDITION'L DRAINAGE AREA MAP OF SYSTEK COMPUTING F.S. KAPCHINSKI LOT I Rt, BLOCK TWO COLLEGE STATION. BRAZOS COUNTY. TEXAS Ltd. 1713 PAN) 695-9 COLLEGE STATION. TK OFF: ((979 8695-994 a..&ya�a FAX: (W9) 695�8940 EASTMARK OR, $TIE. 252 47840> 'OFFICE BOX 9253 .EGE STATION, TEXAS 77842 etvisioxs: 0flnwx er: Rau. C NECNEO BY: fl.AM. R: civil®Onengineer.c0m fIELO BOON: N/R PAGES: N/P RME CONSULTING ENGINEEPS CE.(979)764 0704 -(979)7644704 CLIENT N0. PROJECT N0. Section 3.0 HYDROLOGIC MODELING HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Prepared by {enter your company name here} Page 1 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P: Post -Development P Subcatchment DA-X: Pre -Development "X" Runoff Area=1.113 ac Runoff Depth=1.12" Tc=10.0 min C=0.71 Runoff=4.99 cfs 0.104 of Runoff Area=1.113 ac Runoff Depth=0.52" Tc=11.3 min C=0.37 Runoff=2.30 cfs 0.048 of Total Runoff Area = 2.226 ac Runoff Volume = 0.162 of Average Runoff Depth = 0.82" HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 2-Year Duration=10 min, Inten=6.33 Whir Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Subcatchment DA-P: Post -Development P Runoff = 4.99 cfs @ 0.17 hrs, Volume= 0.104 af, Depth= 1.12" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (fUff) (fUsec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P: Post -Development P Hydrograph TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Runoff Area=1.113 ac Runoff Volume=0.104 of Runoff Depth=1.12" Tc=10.0 min C=0.71 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Subcatchment DA-X: Pre -Development "X" [48] Hint: Peak<CiA due to short duration Runoff = 2.30 cfs @ 0.17 hrs, Volume= 0.048 af, Depth= 0.52" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Area (ac) C Description 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph —Runoff TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Runoff Area=1.113 ac Runoff Volume=0.048 of Runoff Depth=0.52" Tc=11.3 min C=0.37 Time (hours) HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Prepared by {enter your company name here} Page 4 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P: Post -Development P Subcatchment DA-X: Pre-Development'W' Runoff Area=1.113 ac Runoff Depth=1.36" Tc=10.0 min C=0.71 Runoff=6.07 cfs 0.127 of Runoff Area=1.113 ac Runoff Depth=0.63" Tc=11.3 min C=0.37 Runoff=2.80 cfs 0.058 of Total Runoff Area = 2.226 ac Runoff Volume = 0.185 of Average Runoff Depth = 1.00" HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 5-Year Duration=10 min, Inten=7.69 Whir Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Subcatchment DA-P: Post -Development P Runoff = 6.07 cfs @ 0.17 hrs, Volume= 0.127 af, Depth= 1.36" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P: Post -Development P Hydrograph TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Runoff Area=1.113 ac Runoff Volume=0.127 of Runoff Depth=1.36" Tc=10.0 min C=0.71 0 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Prepared by {enter your company name here} Page 6 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Subcatchment DA-X: Pre -Development "X" [48] Hint: Peak<CiA due to short duration Runoff = 2.80 cfs @ 0.17 hrs, Volume= 0.058 af, Depth= 0.63" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Area (ac) C Description 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Runoff Area=1.113 ac Runoff Volume=0.058 of Runoff Depth=0.63" Tc=11.3 min C=0.37 0 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 7X-Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Prepared by {enter your company name here) Page 7 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P: Post -Development P Subcatchment DA-X: Pre -Development "X" Runoff Area=1.113 ac Runoff Depth=1.53" Tc=10.0 min C=0.71 Runoff=6.81 cfs 0.142 of Runoff Area=1.113 ac Runoff Depth=0.71" Tc=11.3 min C=0.37 Runoff=3.14 cfs 0.066 of Total Runoff Area = 2,226 ac Runoff Volume = 0.208 of Average Runoff Depth = 1.1 Y' HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 10-Year Duration=10 min, Inten=8.63 Whir Prepared by {enter your company name here} Page 8 HydroCAD® 7.10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 1/3012012 Subcatchment DA-P: Post -Development P Runoff = 6.81 cfs @ 0.17 hrs, Volume= 0.142 af, Depth= 1.53" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P: Post -Development P Hydrograph TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Runoff Area=1.113 ac Runoff Volume=0.142 of Runoff Depth=1.53" Tc=10.0 min C=0.71 Time (houm) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Prepared by {enter your company name here} Page 9 Subcatchment DA-X: Pre -Development ' X" [48] Hint: Peak<CiA due to short duration Runoff = 3.14 cfs @ 0.17 hrs, Volume= 0.066 af, Depth= 0.71" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Area (ac) C Description 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development ' X" Hydrograph TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Runoff Area=1.113 ac Runoff Volume=0.066 of Runoff Depth=0.71" Tc=11.3 min -C=0.37 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Prepared by {enter your company name here} Page 10 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P: Post -Development P Subcatchment DA-X: Pre -Development "X" Runoff Area=1.113 ac Runoff Depth=1.75" Tc=10.0 min C=0.71 Runoff=7.78 cfs 0.162 of Runoff Area=1.113 ac Runoff Depth=0.81" Tc=11.3 min C=0.37 Runoff-3.59 cfs 0.075 of Total Runoff Area = 2.226 ac Runoff Volume = 0.237 of Average Runoff Depth = 1.28" HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Prepared by {enter your company name here} Page 11 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /3012012 Subcatchment DA-P: Post -Development P Runoff = 7.78 cfs @ 0.17 hrs, Volume= 0.162 af, Depth= 1.75" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P: Post -Development P Hydrograph — Runoff TX -Brazos County 25-Year Duration=10 min, - Inten=9.86 in/hr Runoff Area=1.113 ac Runoff Volume=0.162 of Runoff Depth=1.75" Tc=10.0 min C=0.71 Time (hours) HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Prepared by {enter your company name here} Page 12 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /30/2012 Subcatchment DA-X: Pre -Development "X" [48] Hint: Peak<CiA due to short duration Runoff = 3.59 cfs @ 0.17 hrs, Volume= 0.075 af, Depth= 0.81" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Area (ac) C Descriotion 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre-Development'W' Hydrograph TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Runoff Area=1.113 ac Runoff Volume=0.075 of Runoff Depth=0.81" Tc=11.3 min C=0.37 0 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Prepared by {enter your company name here} Page 13 HydroCAD® 7.10 s/n 003394_ «2005 HydroCAD_ Software Solutions LLC 1/30/2012 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P. Post -Development P Subcatchment DA-X: Pre -Development "X" Runoff Area=1.113 ac Runoff Depth=1.98" Tc=10.0 min C=0.71 Runoff=8.79 cfs 0.183 of Runoff Area=1.113 ac Runoff Depth=0.91" Tc=11.3 min C=0.37 Runoff=4.06 cfs 0.085 of Total Runoff Area = 2.226 ac Runoff Volume = 0.268 of Average Runoff Depth = 1.45" HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Prepared by (enter your company name here) Page 14 HydroCAD® 7.10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 1 /30/2012 Subcatchment DA-P: Post -Development P Runoff = 8.79 cfs @ 0.17 hrs, Volume= 0.183 af, Depth= 1.98" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Proposed Conditions Subcatchment DA-P: Post -Development P Hydrograph — Runoff TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Runoff Area=1.113 ac Runoff Volume=0.183 of Runoff Depth=1.98" Tc=10.0 min C=0.71 rime (hours) HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Prepared by {enter your company name here} Page 15 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /30/2012 Subcatchment DA-X: Pre -Development "X" [48] Hint: Peak<CiA due to short duration Runoff = 4.06 cfs @ 0.17 hrs, Volume= 0.085 af, Depth= 0.91" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Area (ac) C Description 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph —Runoff TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Runoff Area=1.113 ac Runoff Volume=0.085 of Runoff Depth=0.91" Tc=11.3 min C=0.37 Time (hours) HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Prepared by {enter your company name here} Page 16 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Time span=0.00-1.00 hrs, dt=0.01 hrs, 101 points Runoff by Rational method, Rise/Fall=1.0/2.0 xTc Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-P: Post -Development P Subcatchment DA-X: Pre -Development "X" Runoff Area=1.113 ac Runoff Depth=2.07" Tc=10.0 min C=0.71 Runoff=9.18 cfs 0.192 of Runoff Area=1.113 ac Runoff Depth=0.95" Tc=11.3 min C=0.37 Runoff=4.23 cfs 0.088 of Total Runoff Area = 2.226 ac Runoff Volume = 0.280 of Average Runoff Depth = 1.51" HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Prepared by {enter your company name here} Page 17 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Subcatchment DA-P: Post -Development P Runoff = 9.18 cfs @ 0.17 hrs, Volume= 0.192 af, Depth= 2.07" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Area (ac) C Description 1.113 0.71 Post -Development Conditions Tc Length Description 10.0 Direct Entry, Proposed Conditions n Subcatchment DA-P: Post -Development P Hydrograph TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Runoff Area=1.113 ac Runoff Volume=0.192 of Runoff Depth=2.07" Tc=10.0 min C=0.71 Time (hours) — Runoff HydroCAD-Existing & Proposed Conditions Drainage Calculations Systek-Rational-020112 TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Prepared by {enter your company name here} Page 18 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /30/2012 Subcatchment DA-X: Pre -Development "X" [48] Hint: Peak<CiA due to short duration Runoff = 4.23 cfs @ 0.17 hrs, Volume= 0.088 af, Depth= 0.95" Runoff by Rational method, Rise/Fall=1.0/2.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Area (ac) C Description 1.113 0.37 Pre -Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Existing Conditions Subcatchment DA-X: Pre -Development "X" Hydrograph TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Runoff Area=1.113 ac Runoff Volume=0.088 of Runoff Depth=0.95" Tc=11.3 min C=0.37 Time (hours) — Runoff Section 4.0 DETENTION FACILITY & ROUTING LAN N NORTH a po m LOT 15-M. ELOG( FWp REDMOND TERRACE 6 (cAUEo z]IA ACREs) E� / CRWCALLY MAPPED (+ 100-M FLOWPLAIN k RgCDWAY (BONE (YE CINL SITE NOTE / % 1/R'I A.b i $B1.25' i C=291.Y5' //' i/C.2kJ.OD' 5/8' LRF. 1 / / / I ff w � / 1 WL-1 ,-rwww Y C— LOT 9. MOCK TWO F.S. KAPCHINSKI (CA t1E0 0.298 ACpES) BO T a2 PES PER .- T C. LCTION 1 ZeT / TOP OF WALL nI.n. T 0-291, 1 / y 1 9.1 E..TY / 1 T wz0.11 p Ip ��\.. . 90 291 O BSS •1T�f( T O-2%.m 291 FA-= So 0' C. 1.26 4' NOE 1 / CONCRETE FLUME / CONCRETE HEADWALL/RETAINING WALL (12-0 PIPE) -292- - 1 F/L-28).85' \ 1 TC�2B1.T3 TO EXISTING PAVEMENT ELEVATION k GRADE T C=391.35 T�/e A.F.L T C-Y9 .35 T 0=301. 5 I T w290.15 O�FLn 039L25T C-291.25 54 1 ( I N ti 66.38 L.F. OF 12 0 I DRAINAGE PIPE • 1.00% ( W SLOPE-BACKMLLED el I w CEMENT STABIUMT SAND n I i i iw F x 20 \\ ENSTNG I2-6 PAYING SiOPoA P'iAIN 6' LONCREIE \ . 29A I--- -1 E' WALK LOT Iyy BLOCK 1NO F.S. NAPCHINSKI (CANE➢ 2.616 ACRES) PLAN NOTES. 1. REFER TO SHEET C0.1 FOR GRADING. DRANAGE, AND MISCELLANEWS CONSTRUCTION NOTES. 2. REFER TO SHEET C2.1 FOR GRADING, DRAINAGE k MISCELLANEOUS DETAILS. TBl,L GRADING I EGEND DRAINAGE DIRECTIONAL ARROW T =tm.ao TOP OF PAVEMENT r wt0aoo TOP OF CURB i/w-Im.Oo TOP OF WALL T wlo0oo TOP OF GROUND OR GRATE SYMBOL 0 A LINE LEGEND POWER POLE m LIGHT POLE GUY WIRE ANCHOR Mw9 WATER VALVE WATER METER R. m ELECTRICAL TRANSFORMER B. GAS METER ®w MANHOLE .0. CLEANOUT Nb- FIRE HYDRANT NTP TELEPHONE PEDESTAL ■x AREA INLET JUNCTION BOX AL AREA LIGHT (GROUND) n FIXED PIPE BOIlARD CURB INLET -- BUILDING SETBACK UNE --- PROPERTY UNE STOPI CALL BRFORE YOU DIG MW M U. VM 1-600�215'ASf5 Wtl4@I:W WmN YV Nmw � Av�N m�w.lu nn i CROSS-SECTION N.T.S. ,& CR%S. -SECTION N.T. GpCROSS-SECTION N.T.S. CURB CONCRETE CURB TEXAS]T892 (9]B) 20-3190 (9J9) .1-NO. 90% COMPLETE REVIEW ONLY NOT FOR CONSTRUCTION 211112 1614qIIJILT-1;Vi THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF INTERIM REVIEW UNDER THE AUTHORITY OF RABON A. METCALF, P.E. NO, U58D. ON FEBRUARY 1, 2012 IT IS NOT TO BE USED FOR CONSTRULTION, BODGING OR PERMIT PURPOSES. a x J l9J a ZW Q w-jO g z a(LF Q € a N� LL 7 -,z p S 1 0:0 �m 3S zap z arO U Q ~ O � U Lm. RME CONSULTING ENGINEERS CLIENT NO. PROJECT N0. 225 - 0451 Cl m2A Systek-Rational-020112 Prepared by {enter your cc HydroCAD - Proposed Conditions Pond Calculations - Pond 1 TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr name here} Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 1.12" for 2-Year event Inflow = 4.99 cfs @ 0.17 hrs, Volume= 0.104 of Outflow = 1.94 cfs @ 0.37 hrs, Volume= 0.080 af, Atten= 61 %, Lag= 12.1 min Primary = 1.94 cfs @ 0.37 hrs, Volume= 0.080 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.16' @ 0.37 hrs Surf.Area= 2,375 sf Storage= 2,879 cf Plug -Flow detention time=18.4 min calculated for 0.080 of (76% of inflow) Center -of -Mass det. time=15.7 min ( 29.0 - 13.3 ) Page 1 Volume Invert AvaiI.Storage Storage Description #1 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainaae Pine S= 0.0100 '/' 8,692 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=1.94 cfs @ 0.37 hrs HW=290.16' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 1.94 cfs @ 4.3 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 2-Year Duration=10 min, Inten=6.33 in/hr Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 I.=- 1-1JR'rTT1L Hydrograph —inflow Primary Inflow Area=1.113 ac Peak Elev=290.16' Storage=2,879 cf Time (hours) Pond P1: Pond 1 Stage -Area -Storage — Storage Storage (cubic -feet) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 1.36" for 5-Year event Inflow = 6.07 cfs @ 0.17 hrs, Volume= 0.127 of Outflow = 2.32 cfs @ 0.37 hrs, Volume= 0.100 af, Atten= 62%, Lag= 12.2 min Primary = 2.32 cfs @ 0.37 hrs, Volume= 0.100 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.35' @ 0.37 hrs Surf.Area= 3,462 sf Storage= 3,445 cf Plug -Flow detention time=18.0 min calculated for 0.100 of (79% of inflow) Center -of -Mass det. time=15.5 min ( 28.9 - 13.3 ) Volume Invert Avail.Storage Storage Description #1 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainage Pipe S= 0.0100 7' 8,692 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=2.32 cfs @ 0.37 hrs HW=290.35' (Free Discharge) t 1=Custom Weir/Orifice (Weir Controls 2.32 cfs @ 4.4 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 5-Year Duration=10 min, Inten=7.69 in/hr Prepared by {enter your company name here} Page 4 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 w Pond P1: Pond 1 Hydrograph Inflow Area=1.113 ac Peak Elev=290.35' Storage=3,445 cf Time (hours) Pond P1: Pond 1 Stage -Area -Storage Storage (cubic -feet) — Inflow Primary — Storage HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Prepared by (enter your company name here) Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 1.53" for 10-Year event Inflow = 6.81 cfs @ 0.17 hrs, Volume= 0.142 of Outflow = 2.55 cfs @ 0.38 hrs, Volume= 0.113 af, Atten= 63%, Lag= 12.4 min Primary = 2.55 cfs @ 0.38 hrs, Volume= 0.113 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.46' @ 0.38 hrs Surf.Area= 4,077 sf Storage= 3,859 cf Plug -Flow detention time=17.8 min calculated for 0.112 of (79% of inflow) Center -of -Mass det. time=15.6 min ( 29.0 - 13.3 ) Volume Invert Avail.Storage Storage Description #1 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainaae Pine S= 0.0100 '/' 8,692 cf Total Available Storage Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=2.55 cfs @ 0.38 hrs HW=290.46' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 2.55 cfs @ 4.5 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 10-Year Duration=10 min, Inten=8.63 in/hr Prepared by {enter your company name here} Page 6 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Hydrograph — Inflow Primary Inflow Area=1.113 ac Peak Elev=290.46' Storage=3,859 cf time (hours) Pond P1: Pond 1 Stage -Area -Storage — Storage Storage (cubic -feet) Systek-Rational-020112 Prepared by {enter your cc HydroCAD - Proposed Conditions Pond Calculations - Pond 1 TX -Brazos County 25-Year Duration=10 min, lnten=9.86 in/hr name here} Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 1.75" for 25-Year event Inflow = 7.78 cfs @ 0.17 hrs, Volume= 0.162 of Outflow - 2.83 cfs @ 0.38 hrs, Volume= 0.131 af, Atten= 64%, Lag= 12.6 min Primary = 2.83 cfs @ 0.38 hrs, Volume= 0.131 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.59' @ 0.38 hrs Surf.Area= 4,783 sf Storage= 4,416 cf Plug -Flow detention time=18.1 min calculated for 0.131 of (81 % of inflow) Center -of -Mass det. time=15.9 min ( 29.2 - 13.3 ) Page Volume Invert Avail.Storage Storage Description #1 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainage Pipe S= 0.0100 T 8,692 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=2.83 cfs @ 0.38 hrs HW=290.59' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 2.83 cfs @ 4.6 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 25-Year Duration=10 min, Inten=9.86 in/hr Prepared by {enter your company name here} Page 8 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /30/2012 Pond P1: Pond 1 Hydrograph Inflow Primary Inflow Area=1.113 ac Peak Elev=290.59' Storage=4,416 cf Time (hours) Pond P1: Pond 1 Stage -Area -Storage — Storage Storage (cubic -feet) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Prepared by (enter your company name here) Page 9 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 1.98" for 50-Year event Inflow = 8.79 cfs @ 0.17 hrs, Volume= 0.183 of Outflow = 3.11 cfs @ 0.38 hrs, Volume= 0.149 af, Atten= 65%, Lag= 12.8 min Primary = 3.11 cfs @ 0.38 hrs, Volume= 0.149 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.70' @ 0.38 hrs Surf.Area= 5,445 sf Storage= 5,020 cf Plug -Flow detention time=18.4 min calculated for 0.149 of (81 % of inflow) Center -of -Mass det. time=16.2 min ( 29.5 - 13.3 ) Volume_ Invert Avail.Storage Storage Description 91 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainage Pipe S= 0.0100 T 8,692 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=3.11 cfs @ 0.38 hrs HW=290.70' (Free Discharge) 1-'1=Custom Weir/Orifice (Weir Controls 3.11 cfs @ 4.7 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 50-Year Duration=10 min, Inten=11.15 in/hr Prepared by {enter your company name here} Page 10 HydroCAD®? 10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Hydrograph — Inflow Primary Inflow Area=1.113 ac Peak Elev=290.70' Storage=5,020 cf p Time (hours) Pond P1: Pond 1 Stage -Area -Storage — Storage Storage (cubic -feet) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 100-Year Duration=10 min, Inten=11,64 in/hr Prepared by {enter your company name here) Page 11 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1/30/2012 Pond P1: Pond 1 Inflow Area = 1.113 ac, Inflow Depth = 2.07" for 100-Year event Inflow = 9.18 cfs @ 0.17 hrs, Volume= 0.192 of Outflow = 3.21 cfs @ 0.38 hrs, Volume= 0.156 af, Atten= 65%, Lag= 12.9 min Primary = 3.21 cfs @ 0.38 hrs, Volume= 0.156 of Routing by Stor-Ind method, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs Peak Elev= 290.75' @ 0.38 hrs Surf.Area= 5,682 sf Storage= 5,255 cf Plug -Flow detention time=18.3 min calculated for 0.154 of (81% of inflow) Center -of -Mass det. time=16.3 min ( 29.6 - 13.3 ) Volume Invert Avail.Storage Storage Description #1 287.50' 8,625 cf Detention/Parking Lot (Prismatic) Listed below (Recalc) #2 287.91' 15 cf Junction Box (Prismatic) Listed below (Recalc) #3 287.85' 53 cf 12.0"D x 67.00'L 12" Drainage Pipe S= 0.0100 T 8,692 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.50 0 0 0 288.00 750 188 188 289.00 1,200 975 1,163 290.00 1,500 1,350 2,513 291.00 7,100 4,300 6,813 291.25 7,400 1,813 8,625 Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 287.91 6 0 0 290.35 6 15 15 Device Routing Invert Outlet Devices #1 Primary 287.50' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 3.75 Width (feet) 0.00 0.42 2.00 2.00 Primary OutFlow Max=3.21 cfs @ 0.38 hrs HW=290.75' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 3.21 cfs @ 4.7 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 1 Systek-Rational-020112 TX -Brazos County 100-Year Duration=10 min, Inten=11.64 in/hr Prepared by {enter your company name here} Page 12 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 1 /3012012 Pond P1: Pond 1 Hydrograph m v� w 9.18 cfs Inflow Area=1.113 ac Peak Elev=290.75' Storage=5,255 cf Time (hours) Pond P1: Pond 1 Stage -Area -Storage Storage (cubic -feet) — Inflow Primary — Storage