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Home My WebLink About26 USDA 04-55 1001 Holleman Dr E({~ DEVELOPMENT PERMIT PERMIT NO. 04-55B Project: USDA COLllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: USDA Subdivision Block 1 Lot 1 DATE OF ISSUE: 02/01/05 OWNER: Curtis Investments c/o Chris Curtis 5641 Yale Blvd, Suite 100 Dallas, Texas 75206 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1001 Holleman Drive East DRAINAGE BASIN: Wolf Pen Creek VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7 .5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil, solvents, asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . 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 apply. oz-oL-os Owner/Agent/Contractor Date ~-~ DEVELOPMENT PERMIT PERMIT NO. 04-55A Project: USDA COlllGl ~TAHON FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: USDA Subdivision Block 1 Lot 1 DATE OF ISSUE: 09/28/04 OWNER: Curtis Investments c/o Chris Curtis 5641 Yale Blvd , Suite 100 Dallas, Texas 75206 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1001 Holleman Drive East DRAINAGE BASIN: Wolf Pen Creek VALID FOR 6 MONTHS CONTRACTOR: Clearing and Grading Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7 .5.E ., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to , paint, oil , solvents , asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . TCEQ PHASE II RULES IN EFFECT . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed eros ion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work . 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 facil ities . I hereby grant this perm it for development of an area outs ide the special flood hazard area . All development shall be in accordance w ith 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 app ly. oq -d-6 -uf Owner/ AgenUContractor · ~ ill.Ii i: .i •iiiij·J· llllliil.11.1 1.6.!L_t _••_.··:.t_T .••.. •_•_:eo:_} .. •o••_,_••·_i/_:•s"."·T·u·iA_ .• •_~ T_.•· .. •···-···e•••·••sE·.·· .• i:.•o·.· •_.•.·e•·•_•·•.·e"F·•· .. iA_.N.•··_-•·_e _ ••. _:-r_ 1.•·_NM···_ F_.·e···.·F.:N··.··.·~.t i_:•.r.b.·::·· .... F~ ...• i.~.··.-4" ... ·o'_··.:··.Mm. ·.····.~.···.•~_.••_··.:u .. _F_1 •~_,._ .• •_u····•.•.:•R•·•.·.···e••.·•:·.;i_•·s:_::_.!u•_?_·a::_ •. _.o··._·:_~_:.·•,•·_l1"s_•·••••.••,·••_6_!!' .. ·.·N••• .. ·.•1i_i_•••••• ··: :::·i.•· j::i!:! :::: .. Ji .. -:::::::========· . . . . . . 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F•~_·•.·,··G:_.u•p!R.··_• __ ••.• E¢s•_-_··.E .•..•. • .• :.:.•·-•.•·_ •. _·_.• .•. · :1:::1.:1 1:1:=: ::~:~:~:~:;.:.:-:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·'.·:·:·:·:·:·:·:·: .:·:::::·:::::::::::::::::::;:::::::::::::;:::::::;:;:;:;:::: :::::::::::::::::::::::::::: :.:·:·:·:·:·:·:·:·:·:···:·:·:·:·:·:·:·.·'.·:···:·:···:·:·:·:···:·=·=·=·=···:·:·:·:·:·:·:·:·:·: WATER LINE 1 624 2 40 3 4 4 1 5 6 2 7 8 1 LF Furnish and Install 8" PVC Water Main (AVl/INA C-900, Pressure Class 200) complete and in place for Dollars and __________ Cents per linear foot. LF Furnish and Install 18" Schedule 80 PVC Waterline Casing to include au necessary spacers, runners, end seals, & restraining joint pipe glands complete and in place for Dollars and Cents per linear foot. EA Furnish and Install 8" D.I., M.J. 45 deg Bend to include au necessary thrust blocking complete and in place for Dollars and __________ Cents per each. EA Furnish and Install 12"x8" D.I., M.J. Tee to include au necessary thrust blocking complete and in place for Dollars and __________ Cents per each. EA Furnish and Install Std. City of College Station Fire Hydrant w/appurtenances including all necessary tees , valves and blocking complete and in place for Dollars and Cents per each . EA Furnish and Install 8" Gate Valve and Valve Box complete and in place for Dollars and Cents per each . EA Furnish and Install 8" M.J. Plug to include all necessary thrust blocking complete and in place for _______________ Dollars and __________ Cents per each. EA Furnish and Install 12" M.J. Plug to include all necessary thrust blocking complete and in place for Dollars and __________ Cents per each. $27.00 $16,848 .00 $35 .00 $1 ,400.00 $300 .00 $1,200.00 $700.00 $700 .00 $2,500.00 $2,500.00 $800.00 $1,600.00 $225.00 $225.00 $300.00 $300.00 '. 9 10 624 11 450 12 13 266 14 7 EA Connect to existing 12" waterline complete and in place for Dollars and __________ Cents per each. LF Furnish and Install waterline Trench Safety (7' max depth) complete and in place for Dollars and Cents per linear foot. Furnish, Install, and Maintain Erosion & Sediment Control LF Devices (Silt Fence) complete and in place for Dollars and Cents per linear foot. Furnish, Install, and Maintain Traffic Control Devices complete LS and in place SY SY for Dollars and Cents per lump sum . Hot Mix Asphalt Concrete Pavement Replacement complete and in place for Dollars and Cents per square yard . Concrete Sidewalk Replacement complete and in place for and Dollars Cents per square yard . WATER LINE· SUB-TOTAL 1 ltems(1-14) 15%~~ENCY: --~a, OF t~''' TOTAL ESTIMATED C~· f*!~--~1~,~l r.f ?.t--···--.---·~ ~~ B. J. KLING ~ ................... -.lll••·---- $500.00 $1 .50 $2 .00 $5,000.00 $16.00 $27.00 / ~i\ ~ 24705 ~~~; , ~.~.:_.~G'lstt.~~j ·· ·) .J ~ ..... 'L "'\ N-S, ~ ••• ~ ·~:,r -v r ~' · \\,..tog.~;~\..~-..... ,~~<ii' $500.00 $936.00 $900.00 $5,000.00 $4,256.00 $189.00 $36,554.00 $5 483.10 $42,037.10 Item No. 1 2 3 4 5 6 7 8 9 TABLE 1. ESTIMATE OF PUBLIC INFRASTRUCTURE CONSTRUCTION COST PROPOSED UNITED STATES DEPARTMENT OF AGRICULTURE OFFICE BUILDING HOLLEMAN DRIVE NEAR DARTMOUTH STREET; COLLEGE STATION, TEXAS 17TH NOVEMBER 2004 Descrigtion Estimated Quanti~ Unit Unit Price PUBLIC WATER LINE {AND FIRE HYDRANT} Mo bi I ization -Dem obi I ization 1 EA $1 ,000 .00 Connection to Existing 8" Line-Excavation/Connection 1 EA $800 .00 8" x 6" MJ DIP Tee Fitting (for connection to "existing" 8") 1 EA $450 .00 6" Water PVC AWWA C-909 CL200 DR14-non-structural backfill 222 LF $30 .00 6" Gate Valve (with box) 1 EA $500 .00 Fire hydrant assembly (with valve and fittings) 1 EA $2 ,500 .00 6" Water PVC AWWA C-909 CL200 DR14-non-structural backfill 22 LF $30 .00 6"x 6" MJ DIP Tee With Spools (for Fire Line) 1 EA $400 .00 6"x 6 " -45 degree MJ DIP Elbow fitting (to FH Assembly) 1 EA $375 .00 TOT AL CONSTRUCTION ~~~~~-r~\ Contingency @ 15% TOTAL A-'~· * ··. \la { e*.· ·\u .t: .............. · ... ~ ,. M F CONLIN, JR 2 ················rJt···~ • 44481 ... ~ ·~tf.E~S.~~,:~ \~ ~~.!.... € a., \\l . ~~ \\V k'! \\ Page No . 1 of 1 Estimated Cost $1 ,000 .00 $800 .00 $450 .00 $6 ,660.00 $500 .00 $2 ,500 .00 $660 .00 $400 .00 $375 .00 $13,345.00 $2,001.75 $15,346.75 .. DRAINAGE REPORT FOR PROPOSED UNITED STATES DEPARTMENT OF AGRICULTURE OFFICE BUILDING HOLLEMAN DRIVE NEAR DARTMOUTH STREET COLLEGE STATION, TEXAS A~''· K..1t. • * •. 0 '**-·· \\'I. ~····················~· Z M F CO NLIN , JR ~ ~ ....•............... ~ ~j ~·. 4 448 1 .. ,:; 't\o;..// CE N S ~~. • ·~ \\: s8'o'NAL°€. ~ • fi,l<P<' \\ \ Senior Engineer Prepared for Curtis Investments, Ltd. 5641 Yale Boulevard, Suite I 00 Dallas , TX 75206 Submitted to City of College Station Development Services 1101 Texas Avenue College Station, Texas 77842 Prepared by CSC Engineering & Environmental Consultants , Inc . 3407 Tabor Road Bryan, Texas 77808 November 2004 William R. Cullen, P.E. Senior Engineer CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Study Proposed USDA O ffice Building: College Station, TX TABLE O F C O NTENTS Page 1.0 GENERAL DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT ............................. 1 2.0 DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT ................................................ 1 2.1 SITE LOCATION ............................................................................................................. l 2.2 EXISTING SITE CONDITIONS ...................................................................................... 1 2.3 PROPOSED SITE DEVELOPMENT SCHEME ............................................................... 2 3.0 LOCATION OF THE SITE WITHIN THE MAJOR DRAINAGE BASIN AND EXISTING DRAINAGE PATTERNS IN THE AREA OF THE SUBJECT SITE ....................... 3 4.0 SCOPE OF REPORT AND DRAINAGE DESIGN CRITERIA ................................................ .4 5.0 STORM WATER RUNOFF COMPUTATIONS ....................................................................... .4 5.1 USE OF THE RATIONAL FORMULA. .......................................................................... .4 5.2 RUNO FF COEFFICIENTS (C) ........................................................................................ 5 5.3 TIME OF CONCENTRATION (Tc) ................................................................................. 6 5.4 RAINFALL INTENSITY (I) ............................................................................................ 6 5.5 AREA OF SITE (A) .......................................................................................................... 7 5.6 STORM WATER RUNOFF QUANTITIES ...................................................................... 7 6 .0 STORM WATER DETENTION ................................................................................................ 8 6 .1 REQUIREMENT FOR STORMW ATER DETENTION ................................................... 8 6.2 FLOOD LEVELS WITH RESPECT TO THE EXISTING SIT E ....................................... 8 7.0 EROSION CONTROL MEASURES .......................................................................................... 9 7.1 GENERAL CONSIDERATIONS ..................................................................................... 9 8.0 CERTIFICATION ...................................................................................................................... 9 9.0 REFERENCES .......................................................................................................................... 10 LIST O F T AB LES Table 1. Summary of Determination of Runoff Coefficient (C) Values for Post-Development Condit io ns for Entire Site .................................................................................................. 5 Table 2. Computed Rainfall Intensity Values for Defined Storm Return Period ............................... 7 Table 3. Calculation of Pre-and Post-Development Storm Water Runoff Quantities Using the Rational Method ............................................................................................................... 7 II CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC . Report of Drainage Study Proposed USDA Office Building: Co llege Sta tion, TX Figure l. Figure 2. Figure 3. Figure 4. Figure 5. Figure 6. Figure 7 . Figure 8. LIST OF F IGURE S Vicinity Map Wolf Pen Creek Drainage Basin Aerial Photograph (2002) of Subject Site and Surrounding Area Pre-Development Site Conditions and Stormwater Runoff Flow Patterns Proposed Site Development Scheme (Post-Development Conditions), Site Grading Plan, and Surface Storm Water R unoff Flow Patterns FIRM Flood Plain Map of Area of Subject Property Types of Ground Cover Associated With Post-Development Scheme Plan and Profile of Site Stormwater Discharge Piping Showing Relative Elevations of 10-Year and 100-Year Flood ll1 CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Study Proposed USDA O ffi ce Building: College Sta tion, TX 1.0 GENERAL DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT This report documents the information used in the formulation of the storm water drainage system for the proposed United States Department of Agriculture (USDA) Office Building development being performed by Curtis Investments, LLC (Cl) in College Station, Texas. 2.0 DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT Information concerning the project was provided by Mr. Chris Curtis of CJ , the developer of the project, and by Mr. Tim Risley , AJA , with the project architects , Risley & Associates. 2.1 SITE LOCATION We understand that the proposed office building development will be situated on an existing undeveloped tract of land that extends over approximately 1.63 acres . The subject tract of land is part of a larger tract that will be developed by others at a later date. The subject tract is situated on the northern side of Holleman Drive, approximately 800 to 900 ft east of the intersection with Dartmouth Street (see Figure I -Vicinity Map in Appendix A ; all figures referenced in the report are in Appendix A). The site is situated within the Wolf Pen Creek Drainage Basin (Figure 2 -Wolf Pen Creek Drainage Area). The existing Post Oak Mall shopping center borders the subject property to the east, and the adjacent parent tract land to the north and west of the subject property consists of undeveloped wooded pastureland (see Figure 3 -Aerial Photograph (2002) of Subject Site and Surrounding Area). 2.2 EXISTING SITE CONDITIONS The subject tract itself is heavily wooded . There are scattered large trees and significant brush undergrowth present across the entire site (Figure 3). The subject site has a pronounced slope in a southerly direction toward Holleman Drive and the predominant direction of stormwater surface runoff flows follows the surface grade toward Holleman Drive (Figure 4 -Pre-Development Site Conditions and Storm water Runoff Flow Patterns.) Surface grades vary somewhat across the site but average approximately 2 percent. Wolf Pen Creek is situated on the southern side of Holleman Drive from the 1 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. Report of Drainage Study Proposed USDA O ffi ce Building; Coll ege Station, TX site, and there is a small, unnamed tributary drainage swale to Wolf Pen Creek approximately 400 ft west of the subject site. The unnamed drainage swale flows in a north to south direction through the previously referenced "parent" tract and crosses beneath Holleman Drive through two 36-inch-diameter culverts which tie-in to Wolf Pen Creek on the southern side of Holleman Drive. 2.3 PROPO SED SITE DEVE LOPMENT SCHEME The proposed development will consist of a single-story office building and associated paved driveway and parking areas as illustrated on Figure 5 -Proposed Site Development Scheme (Post- Development Conditions), Site Grading Plan , and Surface Storm Water Runoff Flow Patterns . CSC anticipates that the proposed office building structure will be situated in the south-central portion of the previously described property. We further anticipate that the proposed development will have two parking areas that will accommodate approximately a total of 54 parking spaces. One parking area for visitors will be situated on the south side of the building facing Holleman Drive, and the second parking area will be used for employees and will be located on the north side of the proposed building (Figure 5). We anticipate that the paved drive and parking areas associated with the new building will be constructed of a rigid pavement system with a Portland cement concrete (PCC) surface. Landscaping of the site will be pursued in the areas around the office building, in the islands and areas bordering the parking lots, and along the "streetscape" adjacent to Holleman Drive. It should be noted that some of the parking in front of the office building was eliminated in an attempt to preserve some of the existing trees along Holleman Drive. We anticipate that the proposed Department of Agriculture Building will be a single-story office building and will have a ground contact or footprint area of approximately 13 ,800 square feet. Although we are not aware of the structural framing system planned for the proposed building, we anticipate that the building will be a pre-engineered metal building with some light gauge steel stud walls that are non- load bearing. We also anticipate that the building will have a steel joist roof framing system and a standing seam metal panel roof system. We believe that the exterior of the structure will consist of a combination of masonry walls , such as bricks or stone, and wood siding, along with metal-framed glass window openings and combination wood and glass door openings. We also expect that the structural interior of the building will consist of non-load bearing wood frame or light gauge metal frame walls with drywall or gypsum panel covering. The finished floor slab elevation of the building will be approximately at El. 272 .3. The fin ished floor elevation will require some small volumes of fill to be added to the site in order to achieve final grades in the building pad area. We anticipate that the fill heights will vary from 0.5 ft in the northwestern 2 CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Stu dy Proposed USDA Office Building: Co llege Sta tion, TX portion of the building pad to approximately 2.5 ft in the southeastern corner of the pad. Finally, we do not anticipate that the building will have a basement or a storm shelter or other features that would require structural excavations at the site. We anticipate that the roadway system for the development will consist of a combination of one major private access drive along the western boundary of the property and secondary feeder lanes within the visitor and employee parking areas. The access drive is expected to have a Portland cement concrete (PCC) curb and gutter section with back-to-back curb widths of approximately 27 ft. The secondary feeder lanes are expected to be approximately 24 ft in width between the rows of parking spaces. We also anticipate that the feeder lanes and parking areas will also have rigid pavement sections composed of PCC. 3.0 LOCATION OF THE SITE WITHIN THE MAJOR DRAINAGE BASIN AND EXISTING DRAINAGE PATTERNS IN THE AREA OF THE SUBJECT SITE As previously discussed, the subject 1.63-acre site is located in the lower reach or bottom half of the Wolf Pen Creek drainage basin and is approximately 7,600 feet upstream from the point where Wolf Pen Creek flows into Carters Creek (see Figure 6 -FIRM Flood Plain Map of Area of Subjec t Property). The subject site is situated below the point where the three major tributaries of Wolf Pen Creek (Tributaries A, B and C on the FIRM map) join the major Wolf Pen Creek channel to the west of Dartmouth Street as illustrated on Figure 2. T here are no distinct drainage channels across the ex isting site. The major portion of current storm water runoff from the site appears to be by sheet-flow in a southerly or southeasterly direction toward Holleman Drive. The stormwater runoff is collected within the Holleman Drive pavement section where it is routed via the street gutters to existing storm sewer curb inlets. The stormwater collected in the curb inlets is discharged through a system of storm sewer pipes into Wolf Pen Creek, which is situated south of Holleman Drive. 3 CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Study P roposed USDA O ffi ce Building: College Sta tion, TX 4.0 SCOPE OF REPORT AND DRAINAGE DESIGN CRITERIA This report addresses the need for detention of drainage from the subject site following the planned development of the office building site. The site and proposed development were evaluated in accordance with the criteria outlined in the "Drainage Policy and Design Standards (DPDS)" manual of the City of College Station, Texas. The DPDS manual is undated but contains a chapter on "Flood Ha:zard Protection" that has a revision date of October l , 1990. This report also discusses general eros ion control measures. 5.0 STORM WATER RUNOFF COMPUTATIONS 5.1 USE OF THE RATIONAL FORMULA The Rational Formula was used to compute the volume of storm water runoff prior to and following the planned development. Calculations based upon the Rational Formula were employed to a ssess the quantity of storm water that must be detained to "offset" the increased runoff associated with the new development. The generalized grading plan for the proposed development and the patterns of post-development storm water runoff flows are illustrated on the accompanying Figure 5. Us e of the Rational Formula is reasonable for this project since the contributory area of runoff is less than 50 acres , a n area sometimes referenced in the literature as an upper limit for use of the Rational Formula. In addition, the s ubject site is located wi t hin a Secondary Drainage System and not within a Primary Drainage System. The Rational Formula is not recommended for use within a Primary Drainage Sy stem . Therefore, the Rational Formula was used to determine the peak discharge for both pr e-and post- development conditions. T he general equation for the Rational Formula is well know n: Q =CIA w here Q =discharge of storm water in units of cubic feet per second (cfs) C = coeffi cient that represents the average runoff characteristics of the land cover within th e drainage area of interest, i.e., the runoff coefficient, which is dimensionless I =rainfall intensity in units of inches per hour (in/hr), and 4 CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Study Proposed USDA Office Building: Coll ege Station, TX A = area of the site that contributes to the storm water runoff in units of acres The numbers for each of the values used to compute the storm water runoff at the subject site are discussed in the following sections. 5.2 RUNOFF COEFFICIENTS (C) The runoff coefficients or "C" values were computed for both pre-and post-development conditions. Coefficients for the different types of surface covers were determined from Table III -1 of the DPDS manual. The coefficient for the pre-development condition was determined based upon the land cover category listed in Tab le III-1 as a combination of "Natural Woodlands " and "Natural Grasslands " for slopes in the range of 1 % to 3 .5%. A range of C-values of 0 .18 to 0.25 is listed in the referenced table for the "Natural Woodlands" and a range of C-values of 0 .35 to 0.45 was given for "Natural Grasslands" for the cited topographic conditions. Accordingly, an average value of 0.4 was selected for use for pre- development cover of the entire 1.63-acre site . The post-development C-values were determined from the referenced table for the specific types of site cover associated with post-developed site conditions (Figure 7 -Types of Ground Cover Associated With Post-Development Scheme). The specific types of post-development cover materials illustrated in Figure 7 and the corresponding C-values from Table III-1 of the DPDS manual were used in the analysis listed in Table 1 to compute an average C-value for the post-developed site. In general , a C-value of 0 .9 was used for building roof and concrete covered pavements and sidewalks and a C-value of 0.5 was used for the landscaped or grassed areas. Table I. Summary of Determination of Runoff Coefficient (C) Values for Post-Development Conditions for Entire Site Type of Ground Cover Concrete (sidewalks, streets, etc .) Building roof Grassed or landscaped areas Summation Area of Coverage, Square Feet 28 ,742 15 ,098 27 ,235 71,045 5 Typical C-Values 0.90 0.90 0.50 Extended Multiplication of C-Values X Area 25 ,868 13 ,588 13 ,618 53,074 '• CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Report of Drainage Study Proposed USDA Office Building: College Station, TX ----~~~--~--~~~~~~~~~~~~~~~---- Transportation. The computed intensities calculated for storm events with "return periods " of 5, l 0, 25, 50, and 100 years are indicated in Table 2. Table 2. Computed Rainfall Intensity Values for Defined Storm Return Period Storm Return Period (Years) 5.5 AREA OF SITE (A) 5 10 25 50 100 Rainfall Intensity (Inches/Hour) ---'----- 7 .7 8 .6 9.9 I I. I 12.3 The area of the site used in the computation of storm water runoff is the original site area of 1.63 acres as indicated on Figure 4. 5.6 STORM WATER RUNOFF Q UANTITIES Storm water runoff quantities were calculated using the Rational Formu la. Runoff quantities were calculated for both pre-and post-development conditions for the I .63 -acre site for storm events with recurrence intervals of 5, 10, 25, 50 and 100 years . The rainfall intensities used in the computations were as discussed in Section 5.4. The results of the computations are presented in Table 3. Table 3. Calculation of Pre-and Post-Development Storm Water Runoff Quantities Using the Rational Method PRE-POST-DIFFERE NC E Storm Area_ Intensityc D EVELOPMENT D EVELOPME NT IN FLOWS Event (acres) (inches (year) /h r) Cp,/ Qp re Cpost 8 Qpost Qo (dlessb) (cfs (dlessh) (cfs) (cfs) 5 1.63 7 .7 0.40 5.0 0 .75 9.4 4.4 10 1.63 8.6 0.40 5.6 0.75 10.5 4.9 25 1.63 9 .9 0.40 6.5 0.75 12.1 5.6 50 1.63 11.1 0.40 7.2 0.75 13.6 6.4 100 1.63 12.3 0.40 8.0 0.75 15 .0 7.0 •Average values ofC were obtained from Table Ill-I of the DPDS Manual b dless = dimensionless c Values obtained from Table 2 of this report 7 I CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. Report of Drainage Study Pro posed U SD A O ffi ce Building: Co ll ege Sta ti on, TX 6.0 STORM WATER DETENTION 6.1 REQUIREMENT FOR STORMWATER DETENTION CSC has noted that the proposed site is relatively small and occupies an area of only 1.63-acres . In addition, a significant portion of the site will remain as natural woodland or landscaped areas following development. As can be seen from a review of Table 2 , approximately 38 percent of the site will still be landscaped. Also, we have noted that the facility is situated within the lower reach of the Wolf Pen Creek drainage basin. We also note that it is the policy of the City (as stated in the DPDS manual) "to encourage the rapid conveyance of stormwater through and out of the City within the primary [drainage] system." Since a significant percentage of the flows within the main Wolf Pen Creek channel in the vicinity of the subject site are derived from the contributory drainage areas of the three upstream tributaries of the creek (Tributaries A, B and C as illustrated in Figure 2 and 6), the time at which the peak flow will occur in the channel in the vicinity of the subject site is believed to be relatively Jong. Further we anticipate that the time at which peak flow will occur will certainly be in excess of the 10 minutes time of concentration that it takes for the flows from the subject site to enter the main creek channel Therefore, we believe that the flows from the subject site should be directed to the Wolf Pen Creek channel without delay, and therefore, detention of stormwater runoff on the subject site is not desirable. Consequently, no separate stormwater detention basin was included in the design of the stormwater drainage system for the proposed project. 6.2 FLOOD LEVELS WITH RESPECT TO THE EXISTING SITE The flood elevations for the 10-year and 100-year recurrence intervals were also studied with respect to the proposed site and planned drainage system. The flood elevations were determined from the recently revised (March 12, 2001) FIRM Map Number 48041C0144 C for the area. This document indicates a flood elevation of approximately EL. 363.3 for the 10-year event and an elevation of approximately EL. 364.9 for the 100-year event. The relationship of these flood levels to the planned drainage system discharge piping is illustrated on Figure 8 -Stormwater Discharge Pip e Plan and Profile. As can be seen from a review of Figure 8, the I 0-year flood level is essentially at the invert elevation of the upstream (first box upstream of discharge point) drainage junction box for the site stormwater drainage system and wi ll therefore not "back-up" into the drainage system for the proposed 8 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. Report of Drainage Stud y Proposed USDA Office Building: Co llege Station, TX development. The flood leve l for the I 00-year event wi ll extend into t he lower portion of the proposed site drainage system , but wi ll be below the finished grade elevation of the access roadway , below the gutter flow line elevations of the curb inlets, and below the tops of the junction boxes present in the lower portions of dra inage system. The 100-year flood elevations will not extend into the upper portions of the site drainage system. Therefore, there should be no above-ground backwater associated with the 100-year flood event with respect to the proposed developed site. The relatively steep grade (> I percent of the proposed stormwater discharge pipe for the site drainage system, Figure 8) will produce sufficient ve locities to remove sediments that may collect in the disc harge pipe due to flood backwaters. 7.0 E ROSI O N CONTROL MEA SURES 7.1 GENERAL C O NSIDERATIO NS The erosion control measures proposed at the site will consist of a combination of silt fences, hay bale barriers, and sedimentation traps. The locations of the proposed erosion control measures are depicted on Sheet C 11 of the submitted construction plans. 8.0 C E R T I F ICATION "I hereby certify that this drainage report for the 1.63-acre site of the proposed United States Department of Agriculture Office Building located on the northern side of Ho ll eman Drive and east of Dartmouth Street in College Station, Texas , was prepared under my supervision in accordance with the previsions of the City of College Station "Drainage Policy and Design Standards (1990)" for the owners thereof." ?n, ~ C<mQ:.~.~- M. Frederick Conlin, Jr., P.E.1 Registered Professional Engineer State of Texas P.E. Number 44481 9 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS , INC. Report of Drainage Study Proposed USDA Office Building: College Station, TX 9.0 REFERENCES Chow, Ven T., Maidment, David R ., and Mays, Larry W . 1988 . Applied Hydrology. McGraw-Hill Book Company. New York, NY. 1988 . City of College Station, Texas . 1990 . "Drainage Policy and Design Standards," part of the Stormwater Management Plan for the City of College Station. October, 1, 1990. Davis, Victor D., and Sorensen, Kenneth E. 1969. Handbook of Applied Hydraulics. McGraw-Hill Book Company . New York, NY. 1969 . Federal Emergency Management Agency. Flood Insurance Rate Map; Brazos County Texas and Incorporated Areas; Panel 144 of250. FIRM Map Number 48041C0144 C, Effective Date: July 2, 1992; Revised to Reflect LOMR: March 13, 2001. Hann, C. T., Barfield, B. J., and Hayes , C. J . 1994. Design Hydrology and Sedimentology for Small Catchments. Academic Press, Inc. San Diego, CA. 1994. Mason, John M. and Rhombrerg, Edward L. 1980. On-Site Detention. Prepared for Texas Engineering Extension Service, Texas A& M University. College Station, TX. 1980. Publication No. PWP : 03355-01. McCuen, Richard H. A Guide to Hydrologic Analysis Using SCS Methods. Prentice-Hall , Inc . Englewood Cliffs , NJ. 1982. United States Department of Agriculture. 1975 . Urban Hydrology for Small Watersheds. Technical Release No. 55. Engineering Division, Soils Conservation Service, U.S. Department of Agriculture. January 1975. Wanielista, Martin P . 1978 . Storm water Management Quantity and Quality. Ann Arbor Science. Ann Arbor , MI. 1978. Westaway , C.R. and Loomis, A. W. 1979. Cameron Hydraulic Data. (16th Edition). Ingersoll -Rand. Woodcliff Lake, NJ. 1979. 10 I c s c f .111:11u,,•r1111: c{ l .m·iro1111111nt11/ Co11s11/ta11ts, I n<. CURTIS INVESTMENTS, LLC VICINITY MAP USDA BUILDING COLLEGE STATION , TX PROJECT: TX USDA LOCATION : COLLEG E STATIO N TEXAS APPR : MFC REV . DATE : DRAWN BY: TOM SCALE : AS SHOWN DATE : 07 26 2004 FIGUR E NO .: .. l .ngi11eerini c( l .1wilonme11tal Co1u11//f/11H. Inc. CURTIS INVESTMENTS, LLC WOLFPEN CREEK DRAINAGE BASIN USDA BUILDING COLLEGE STATION , TX STATION TEXAS APPR : MFC REV . DAT E: DRAWN BY: TOM SCALE : AS SHOWN DATE: 07 26 2004 FIGURE NO .: 2 ·• llifil INFORMATION PRESENTED IN THIS DRAWING IS FOR INFORMATIONAL PURPOSES ONLY AND NOT INTENDED TO BE USED IN CONSTRUCTION . KEY : - - -PROPERTY LINE GROUND COVER b :~ ·· .. ;' ,j ~~~AP~Vl~~,742 FT2 f~'4 (OR 0.66 ACRES) BUILDING LAYOUT AREA = 15,098 FT2 (OR 0 .35 ACRES) I c s c J .11g111cen11~ & L.m·11011memal Consultallfs. Inc CURTIS INVESTMENTS, LLC HOLLEMAN DRIVE TYPES OF GROUND COVER ASSOCIATED WITH POS~DEVELOPMENTSCHEME COLLEGE STATION , TX PROJECT: TXUSDA LOCATION : COLLEGE STATION TEXAS APPR : MFC REV . DATE : DRAWN BY: TOM SCALE: AS SHOWN DATE : 07 26 2004 FIGURE NO.: 7 Engineering & Environmental Consultants, Inc. November 18 , 2004 Ms. Jennifer Reeves, Project Manager City of College Station Development Services 1101 Texas A venue South P. 0. Box 9960 College Station, Texas 77842 Re: Third Submittal of Revised Site Plan and Landscape Drawings and Construction Drawings for Proposed United States Department of Agriculture Office Building Holleman Drive near Dartmouth Road; College Station, Texas Incorporating Revisions in Response to Staff Review Comments No. 2 Case File #04-00500093 Dear Ms. Reeves: This letter transmits the revised site development documents outlined in your Memorandum dated September 2 , 2004 for the proposed United States Department of Agriculture Office Building planned to be located on Holleman Drive, east of the intersection with Dartmouth Road in College Station, Texas. The submitted site development documents includes the following six (6) separate items: (1) the revised site plan as prepared by CSC Engineering & Environmental Consultants, Inc.; (2) the revised landscape plan as originally prepared by the project architect, Tim Risley & Associates from Fort Smith, Arkansas (Risley) and later modified by CSC; (3) one complete set of the site development construction documents prepared by CSC which include the attached copies of the previously cited revised site and landscape plans; ( 4) a water demand report; (5) a drainage report; and (6) an engineering cost estimate for the domestic water line and fire line. A listing of the construction drawings presented in the accompanying Table 1 The submitted site plan, landscape plan, and construction drawings have all been revised to address the comments of the City of College Station staff as outlined in the previously referenced Memorandum. The staff comments were designated as "Staff Review Comments No. 2" and are summarized in Table 2, along with a description of how the responses to the comments were integrated into the previously referenced site plan, landscape plan, and construction documents. The presently submitted construction documents also reflect the changes discussed for the site plan and the landscape plan. 3407 Tabor Road Bryan , Texas 77808 Phone (979) 778-2810 Fax (979) 778-0820 ' ' ' Re-submittal of Revised Site and Landscape Plans and Submittal of Construction Documents Submittal No. 3 Based Upon Staff Review comments No. 2 Proposed United States Department of Agriculture Office Building; College Station, Texas Page2 Table 1. Listing of the Submitted Site Development Construction Drawings for the Proposed United States Department of Agriculture Office Building SHEET DRAWING REVISON DATE NO. TITLE NO. Cover Sheet C-1 General Notes 0 11/ 15/04 C-2 Site Plan 0 11/15 /04 C-3 Dimension Control 0 11/15/04 C-4 Grading and Drainage 0 11/15/04 C-5 Utility Plan (WL, SS , Electrical and Nat. Gas) 0 11/15 /04 C-6 Water Line Plan and Profile 0 11/15/04 C-7 Paving and Drainage D etails 0 11/ 15 /04 C-8 Paving and Drainage D etails 0 11/ 15/04 C-9 Water and Waste Water Details 0 11/15 /04 C-10 Water and Waste Water Details 0 11115/04 C-11 Erosion Control Plan 0 11115 /04 We sincer ely appreciate your assistance in facilitating this submittal. Please do not hesitate to call should any qu estions arise or if additional information is required . Kind e st regards , CSC Engineering & Environmental Consultants, Inc. M . Frederick Conlin, Jr. P .E ., JD Senior Engineer MFC :am via: Hand Delivery Attachme nts : (Listed in Body of Letter) CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Re-submittal of Revised Site and Landscape Plans and Submittal of Construction Drawings Submittal No. 3 Based Upon Staff Review comments No. 2 Proposed United States Department of Agriculture Office Building; College Station, Texas Page 3 Table 2 . Summary of COCS Staff Review Comments No . land Adjustments to Drawings and Report to Incorporate Comments C OMMENT ORIGINAL DESCRIPTIO N OF CHANGE T O DRAWING TO NUMBER C O MMENT INC ORPORATE COMMENT PLANNIN G l Landscaping note #7 is to address disturbed areas from construction to Done. Two notes were added to the General Landscape and assure that there will be an acceptable ground cover and not left as graded Irrigation System Notes on the Landscape Plan, Sheet L-1. raw dirt . As previously commented, please provide a note stating: "Provide Note 5 states that All Ground Areas Disturbed by a general note that all roof and ground-mounted mechanical equipment shall Construction Shall Be Sodded With Bermuda or St. be screened from view or isolated so as not to be visible from any public Augustine Grass. Note 7 states All roof and ground- right-of-way or residential district within 150 ' of the subject lot, measured mounted mechanical equipment shall be screened.from view from a point five feet above grade. Such screening shall be coordinated or isolated so as not to be visible from any public right-of- with the building architecture and scale to maintain a unified appearance .,. way or residential district within 150 ' of the subject lot, measured from a point jive feet above grade . Such screening shall be coordinated with the building architecture and scale to maintain a un(fted appearance . 2 Per my phone conversation with Rick Conlin (CSC Engineering) 08/26/04: Done -see sheets SP-1, C -2 and C -5 which sho'v that Please relocated the proposed fire hy drant located at the rear of the building relocated fire hydrant. and the relocated fire department to the corner between the parking space and the proposed bike rack. (Per connection . Steve Smith, Fire Marshall's Office). ..., FYI : The (F .D .C .) Fire Department Connection will need to be located on D one -see sheets SP-1 , C-2, and C -5 which show that .) the rear side of the building facing the back parking lot (Per Steve Smith, relocated fire department connection to the back of the Fire Marshall 's Office). building facing the back parking lot. 4 All paved areas must be curbed. It appears that the main drive isle that dead Done -see note on the Site Plan, Sheet SP-1 , and Sheet C-2 ends at the rear of the property is not showing curbing . where curbing is indicated at the end of the access road paving . CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC . Re-submittal of Revised Site and Landscape Plans and Submittal of Construction Documents Submittal No . 3 Based Upon Staff Review comments No. 2 Proposed United States Department of Agriculture Office Building; College Station, Texas Page4 Table 2. (Continued). Summary of COCS Staff Review Comments No. land Adjustments to Drawings to Incorporate Comments C OMMENT ORIGINAL DESCRIPTIO N OF CHANGE T O DRAWING T O INCORPORATE NU MB E R C OMMENT C OMMENT ENGINEERING l Site Plan cannot be stamped approved until the Final Plat is Understood . It is our believe the Kling Engineering & Surveying is filed . The offsite easement for the water line is still needed submitting the Final Plan and that the owner/developer is taking care of the in order to approve the construction plans required for the bonding requirement. Plat. The water line will need to be constructed on bonded before the Plat can be filed . 2 Add note that all ,\l·ater and seer construction to be in Done . See GENERAL PROJECT NOTES'.. Note B.l under City of College accordance with BCS Unified Design Guidelines and Station Standards on Sheet C-1 . specifications . The details you provided do not match current approved details. You can cop y and include our details or just provide the aforementioned note . (Contractor may prefer details be included .) ..., Please relocate water line to east side of existing sevver . D one -water line relocated to existing Public Utility Easement. .) There is not enough space between the building and the See Site Plan , Sheet SP-1 , Sheet C -2 , General Site Plan (Construction existing sewer line to allow for any give in placement of Drawings), Sheet C-5 , Utility Plan (W, SS G + E), and Sheet C-6 , Domestic water line. Water Line Plan and Profile . 4 Provide sealed engineer 's cost estimate for public (fire) line . Done . A cost estimate for installation of the domestic water line and fire line accompanies this submittal. 5 No development permits can be issued until Development Done . The Development Permit Application, along v.1ith the appropriate fees Pennit Application and fees and documents are submitted . and documents , have since been submitted by the general contractor for the prqject -JaCody Construction. 6 Provide water design report and drainage report . Done . Those reports accompany this submittal. ·' Re-submittal of Revised Site and Landscape Plans and Submittal of Construction Documents Submittal No. 3 Based Upon Staff Review comments No. 2 Proposed United States Department of Agriculture Office Building; College Station, Texas Page 5 Table 2 . (Continued). Summary of COCS StaffRevie'v Comments No. land Adjustments to Drawings to Incorporate Comments COMMENT ORIGINAL DESCRIPTION OF CHANGE TO DRAWING TO INC ORPO RATE NUMBER COMMENT COMMENT ENGINEERIN G 7 Filed copies of the joint access easement and private It is our understanding the Kling Engineering & Surveying is submitting the drainage easement will need to be provided prior to Site copies of the joint access easement and the private drainage easement to the Plan approval . owner/developer who will file the documents . 8 Minimum curb return radius for a commercial driveway is Corrected . A minimum curb return radius of 20 feet has been added to the 20 feet. driveway entrance location on Holleman Drive . See Sheet C -3 , Dimension Control Plan . 9 A drop manhole connection will be required for sanitary Understood . However, a different route is proposed for the sanitary sewer sewer service line if it is more than 30 inches higher than service line . The existing alignment between the building and the MH would the manhole invert . require crossing an area of existing trees that the developer is trying to preserve . There is concern that the excavation for the sanitary sewer line '"rill destroy the root system for the existing trees . Therefore, an alternate route parallel to the front face of the proposed building, as illustrated on Sheet C-2 and on Sheet C-5, Utility Plan (W, SS G + E), is proposed . The proposed alternate route would avoid the area of existing trees . Consequently, a drop manhole is no longer needed and a deep sewer connection (existing line is about 12 ft deep) detail has been added to Sheet C -10 , Water , Wastewater and General Details, as Detail 6, replacing the former MH detail. WATER DEMAND REPORT (FIRE FLOW ANALYSIS UNDER THE IFC 2000) For: United States Department of Agriculture (USDA) Prepared By: CSC Engineering & Environmental Consultants , Inc. November, 2004 CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Water Demand (Fire Flow Analysis) Report Proposed United States Department of Agriculture Office Building Holleman Driv e Near Dartmouth Street College Station Texas SU MMARY OF FIRE FLOW ANALYSIS (Co de A nalys is Per Inte rn ati ona l F ire Cod e 2000) I. GENERAL DESC RIPTION OF PRO JECT This report of fire flow analysis was prepared for the proposed United States Department of Agriculture (USDA) office building planned at a 1.63-acre site on the northern side of Holl eman Drive, approximately 800 to 900 feet east of the intersection with Dartmouth Street (see Figure 1 -Vicinity Map in Appendix A of this report). The proposed building is a single story-structure that classifies as a Building Type III B under the 2000 Edition of the International Fire Code (IFC). The bui lding will have an area of approximately 13 ,800 square feet and will be sprinkled . A schematic of the existing and proposed water lines in the vicinity of the proposed structure is illustrated on Figure 2 -Schematic of Existing and Proposed Water Lines in Appendix A. As can be seen from a review of F igure 2 , an 8-inch diameter water line with a fire hydrant is planned along the front or southern portion of the building adjacent to Holleman Drive and the visitor parking of the planned office building development. The fire hydrant will be within 100 ft of the building. In addition, a 6-inch diameter line that is perpendicular to the referenced 8-inch line is planned along the eastern side of the building with a fire hydrant in the rear. The rear fire hydrant wi ll be located within approximately 55 ft of the building. In addition, a fire department connection will be situated on the rear (north) face of the building facing the employee parking lot. The following sections of this report contain more deta il ed building and IFC information concern ing the project , as well as our determination of the fire flow demand for the proposed building. The concluding sections of the report present our calculations of the public water system conditions in response to the fire flow demand. Those calculations were based upon a specific fire hydrant flow test conducted by the City of College Station. In summary, the referenced calculations indicate that the proposed water system can supply the required fire flows at or above the required minimum residual pressures . l CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC . Water Demand (Fire Flow Analy sis) Report Proposed United States Department of Agriculture Office Building Holleman Drive Near Dartmouth Street College Station Texas II. BUILDING INFORMATION Buildin2 Type: IIIB Number of Stories: One (1) Buildin2 Fire Area: 13 ,800 square feet Building Use: Office Buildin2 Sprinkled: Yes III. CODE ANALYSIS -REQUIRED FIRE FLOWS AND DURATION Minimum Required Fire Flow and FIRE FLOW Flow Duration for Buildings (gallons per (Table B105.1 from IFC 2000) minute) For Building Type III B of 13 ,800 square feet size 2,500 Reduction in required fire flow of up to 50 percent because 1,250 building is sprinkleda (1,500)b Notes: FLOW DURATION (Hours) 2 2 a. The IFC 2000 perm its a reduction of up to 75 percent but the City of College Station Fire Department limits the reduction to 50 percent. b. Resulting fire flow (from sprinkler reduction) shall not be le ss that 1,500 gallons per minute (Section B 105 .2 of IFC 2000) IV. CODE ANALYSIS -NUMBER AND DISTRIBUTION OF FIRE HYDRANTS (Table Cl05.1 from IFC 2000) Fire Minimum Average Minimum Distance Flow Number Spacing from Any Point on Requirement of Between Street or Road (gallons per minute) Hydrants Hydrants Frontage to a (feet) Hydrant (feet) Fire Flow Requirement of 1 500 250 1,5 00 gpm (2 provided) ( <5 00 ft provided) ( < 250 ft provided) CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Water Demand (Fire Flow Analysis) Report Propos ed United States Department of Agriculture Office Building Holl eman Drive N ear Dartmouth Street Coll ege Station T exas V. CALCULATION OF FIRE FLOW REQUIRED AT 20 PSI RESIDUAL PRESSURE To calculate Fire F low required at 20 psi we used the following equations from the IFC ........ . Q, =29.83cd D 2 JP: and ( J 0.54 Q1 =Q, ~=~~ Where : Qr = residual flow at the pitot pressure Qr = F ire Flow cd = friction los s D = diameter of opening in inches PP = pitot pressure Pr = residual pressure P s = static pressure Equation No. 1 Equation No. 2 Values for the existing system that were used in the fire flow analysis were determined from a specific flow test conducted on the nearest existing fire hydrant (FH) to the site. The flow test was conducted by City of College Station personnel for the FH located on the south side of Holleman Drive in front of the Sears Service Center east of the subject property. The referenced Fire Hydrant Flow Test Report provided by Mr. Butch Willis of the City of College Station Water and Wastewater Division is presented in Appendix B of this report. The values used for the referenced equation area as follows ... Qr = residual flow at the pitot pressure -to be calculated Qr = Fire Flow -to be calculated cd =friction loss (usually 0 .9 for smooth 2 .5-in opening) D = diameter of opening in inches (2.5 in most cases) PP = pitot pressure -measured to be 90 psi Pr= residual pressure-measured to be 98 psi P s = static pressure -measured to be 102 psi CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC . CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Water Demand (Fire Flow Analysis) Report Proposed United States Department of Agriculture Office Building Holleman Drive N ear Dartmouth Street College Station Texas Calculate Residual Flow at the Pitot Pressure using Equation No . 1 Q,. = 29 .83 (0 .9) (2 .5 inches)2 (90 psi)05 Q ,. = 1,592 gpm, which compares fa v orably with the measured test value of 1,590 gpm. Calculate the available Fire Flow at 20 psi Residual Pressure from Equation No. 2 (Table 3) Q r = 1,592 gpm [(102 psi -20 psi)/(102 psi-98 psi)]054 Q r = 8, 134 gpm at the required residual pressure of 20 psi . Therefore, the available fire flow is well in excess of the required minimum flow of 1,500 gpm (from Table III). CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Water Demand (Fire Flow Analysis) Report Proposed United States Department of Agriculture Office Building Holleman Drive Near Dartmouth Street College Station Texas APPENDIX A FIGURES I c s c l .11gineeri11g cC l .m·ilmmN'l11ol Co11.511/ta11ts. Inc U.S. DEPARTMENT OF AGRICULTURE VICINITY MAP U.S. DEPARTMENT OF AGRICULTURE COLLEGE STATION , TEXAS PROJECT: TXUSDA LOCATION : COLLEGE STAT ION TEXAS APPR: MFC REV . DATE : DRAWN BY: TOM SCALE : AS SHOWN DATE : 07 26 2004 FIGURE NO .: .. ' . CSC ENGINEERING & ENVIRONMENTAL CONSULTANTS, INC. Water Demand (Fire Flow Analy sis) Report Propos ed Unit ed States Department of Agriculture Office Building Hollema n Drive N ear Dartmouth Street College Station T exas APPENDIXB FIRE HYDRANT FLOW TEST REPORT FROM THE CITY OF COLLEGE STATION WATER AND WASTEWATER DIVISION . . ' . ' (.;UL~tat,; STA'l' l UN l'Ut!, l.ITL. 1601 GRAHAM ROAD COLLEGE ST A TION TEXAS 77845 Date: 8 JULY 2004 Number pages including cover sheet - 1 Fax to: 778-0820 Attention: RICK CONL YN Company: CSC From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzel size: 2., inch Location: HOLLEMAN NEXT TO SEARS SERVICE CENTER Flow hydrant number: E-056 Pitot reading: 90 (GPM): 1590 Static hydrant number: E-052 Static PSI: 102 Residual PSI: 98 \QI 001 ·• DEVELOPMENT PERMIT FOR OFFICE USE ONLY Case No .DU -55 Date Submitted C\ ~ 0.t - MINIMUM SUBMITTAL REQUIREMENTS $200 .00 d evelopme nt permit fee . Draina ge and erosion contro l plan , with support ing Drainage Report two (2) copies each Noti ce of Int ent (N .0.1 .) if disturbed area is grea ter tha n 5 acres-~ N~ ; · Date of *Required Preapplication Conference: --------------------~ *(Required for areas of spec ial flood hazard) Lot 1, Block 1, USDA Subdivision, a 1.68 acre tract, Morgan Rector Survey, Abstract No. 46, as ~ecorded LEGAL DESCRIPTION at Vol. 6081, Pg. 127 APPLICANT'S INFORMATION (Primary Contact for the Proje ct): NameJacody, Inc. Attn: Wick McKeen Street Address 1 0770 State Hwy. 30 City College Station State __ T_X _____ _ Zip Code 77845 Fa x Number ( 979) 774-5693 PhoneNumber (979) 774-5613 PROPERTY OWNER 'S INFORMATION : Curtis Investments -College Station LLC Name Attn: Chris Curtis E-Mail ccurtis@curtisinvestmentsllc. StreetAddress 5641 Yale Blvd., Suite 100 City Dallas Phone Number ( 21 4) 368-5091 ARCHITECT OR ENGINEER 'S INFORMATION: CSC Engineering Name Attn· Rick Conlin Street Add re ss 3 4 o 7 Taylor Rd. TX com Zip Code 75206 Fa x Number ( 214) 368-6067 City Bryan State TX Zip Code 7780_8 ____ _ PhoneNumber (979) 778-2810 Fa x Number (979) 778-0820 Application is hereby made for the following development specific site/waterway alterations: ACKNOWLEDGMENTS: I, __ , design on§iRQQr/owner , hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Design Standards . C.... ... r--f>:S-.:Z:,v\f!Jt-"'"-1..Jf-.s-~ oller S+Jio,J,, l-~c_ --~K._,,..__' ~ fo Property Owner( s) ff / / /' -1. 11 I f-A~e: (..-.h()°j G"'f'"~-' I (/\f..>;cJ,e,J Development Pe rmit 07 /02 /03 1of 2 r . 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 Contractor CERTIFICATIONS: A. I, __ , certify that any nonresidential structure on or proposed to be on this site as part of this applicat ion is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm . OCf /z7/0 4- Date B . I, ---=-· 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 Flood Hazard Study and maps, as amended . Engineer Date 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 encroachments of floodways ·and of floodways fringes . flt~&~ . .,.fry. Engineer o'}/21/a4 • Date D . I , __ , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Date ~· ............ .' ... · .. . ,., ~·. 44481 ··~ ,,, o~J/ CE N S ~~-·, •""'~~-... \ '-'SStONA\_°f._~. 0 In accordance with Chapter 13 of the Code of Ordinances of the City of College Sta ~ures shall be taken to insure that debris from construction , eros ion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . Developmen t Permit 07 /02/03 2 of 2