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HomeMy WebLinkAbout66 Development Permit 631 Pleasant Grove Baptist ChurchApr 26 99 04:55p ABEi 409-775-2874 ASll lit BROW/YE El'IGIJYEERIJYG, IJYC. E~neers and Consultants P.O. Box 10838, College Station, Texas 77842 409-694-2123 Fu: 409-694-3694 December 16, 1998 Jeff Tondre, E.l.T. Graduate Engineer City of College Station P.O. Box 9960 College Station, Texas 77842 Re.: Pleasant Grove Baptist Church Fellowship Hall Addition Drainage/Fire Flow Analysis Report ABEi No. 1012001 Dear Mr. Tondre: Post-It" Fax Note 7671 Co./Dept...,...., L _ vw . ~;/$_. Pho ne ~ 357'() This letter is being submitted to you as per your request for additional information regarding the above reference project. 1. The new fire hydrant at the intersection of Nevada Street and Carolina Street shall be constructed in accordance Appurtenance Sheet W.3/1 of the City of College Station Standard Specifications for Water and Sanitary Sewer Construction (SSWSSC). The hydrant shall be a Type 2 installation as per Detail 1-E. In lieu of the M.J. anchoring tee and 6" M.J. gate valve, the Contractor shall tap the existing 6" A.C. waterline with a tapping sleeve and valve in accordance with the City's SSWSSC. 2. The engineer's estimated construction cost for the installation of the new fire hydrant at this location is $3,000. If you have any other questions or need any additional information, please call. p. 1 REVIEWED FOR COMPLIANCE 1i-/!6/'fl ~(,,_tc__ DEVELOPMENT PERMIT PERMIT NO. 631 Pleasant Grove Baptist Church FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 7,8,9,10,11,19,20,21, & 22 McCulloch Subdivision OWNER: Pleasant Grove Baptist Church Rev. A.C . Clark DRAINAGE BASIN: Bee Creek SITE ADDRESS: 1216 Detroit Street TYPE OF DEVELOPMENT:This permit is valid for construction of fire hydrant and site work for building as per approved plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all distwbed 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 distwbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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. ~:r:6-Date I 1 1z(t7/rs Owner/ Agent Date Figure XU Development Permit City of College Station, Texas Site Legal Description: -------------------------- Site Owner: f)e~/ ~ ~;'tkd '!11::-0 . A~. Ch!l~K. Architect/ /I ~ / A Engineer: -~~--4}l....___.lf~R LJ~'""~lcJ~. __ Contractor: ~~~W:-=-~--'"'""""":UZ.'-----"'g---'-'_~~--'-W ___ _ Date Application Filed : P4~J' Address: (.=fA,,.,cs ~SJIM/ ) Telephone: {J'.22-~&t:J) Address: :l9Pf $ £p4 z.'(!'~ Telephone No : 77:)-SS" 'f/) Address : ///7 ~ J.&/ (S Telephone No : d f3 -77;9 Approved : ___________ _ Application is hereby made for the following development specific waterway alterations : 0 Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: ------------------------------ ACKNOWLEDGMENTS : I, ____________ __, design engineer/owner, hereby acknowledge or affirm that: The information and conclusion s contained in the above plans and supporting documents comply with the curre nt requirements o f the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of thi s permit application , l agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code . Property Owner(s) Contractor lM " Figure XU Continued CERTlFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the I 00 year storm . Engineer 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 al o r above the ba s e flood elevation est a b lished 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 -ca rrying 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 flood ways and of floodway fringes . Engineer Date 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. Engineer Date Conditions or comments as part of approval: ~~~~~~~~~~~~~~~~~~~~ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. 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. ASll lJt BROWNE ENGINEERING1 INC. Enerneers and Consultants P .O . Box 10838, College Station, Texas 77842 December 16 , 1998 Jeff Tondre, E.l.T. Graduate Engineer City of College Station P.O . Box 9960 College Station , Texas 77842 409-694-2123 Fax: 409-694-3694 Re.: Pleasant Grove Baptist Church Fellowship Hall Addition Drainage/Fire Flow Analysis Report ABEi No. 1012001 Dear Mr. Tondre: This letter is being submitted to you as per your request for additional information regarding the above reference project. 1. The new fire hydrant at the intersection of Nevada Street and Carolina Street shall be constructed in accordance Appurtenance Sheet W.3/1 of the City of College Station Standard Specifications for Water and Sanitary Sewer Construction (SSWSSC). The hydrant shall be a Type 2 installation as per Detail 1-E. In lieu of the M.J. anchoring tee and 6" M.J. gate valve , the Contractor shall tap the existing 6" A.C. waterline with a tapping sleeve and valve in accordance with the City's SSWSSC. 2. The engineer's estimated construction cost for the installation of the new fire hydrant at this location is $3,000. If you have any other questions or need any additional information , please call. C:\Olfice\PIOjects\1 012 -8-1 Construction\001 -Pleasant Grove Baptist OiurchlJ...etters \CS -Tondra1 -Letter.wpd REVIEWED FOR COMPLIANCE f 1-/16/q~ ~l~c__ DRAINAGE AND FIRE FLOW ANALYSIS REPORT FOR THE PLEASANT GROVE BAPTIST CHURCH FELLOWSHIP HALL ADDITION FOR BEAN CONSTRUCTION 1117 Todd Trail College Station, Texas 77845 REVIEWED FOF . CO~APLIANCE DEC 1 6 1998 PREPARED BY CCJ LLc\..At: ~ 1 A no"' ENGl4!~G ASll l!t BROWNE ENGINEERING, INC. P.O. BOX 10838, COLLEGE STATION, TEXAS 77842 409-694-2123 Fax: 409-694-3694 DATE December 1998 _s:etc::\, ---<E. OF T.1:-\\ •.t. ~' ••••••• ,i;;;J,, .! ' ""'co'···· .;."!'9.r I ;' .. ·· ~ ·· .... ~···· '/~~ ··•'1 ~.~::(.?.:!l. ...... e. ..... ::~.~ l J. DALE BROWNE, JR. ~ ~ ................................. , ~ . . ~ 't1\ 81890 /'$,: t1 o~,,~~G/ ~a<c-~··.:...<i;., ' '• sr~P .. •r~'-~ .... ir .. ·~~~: "" TABLE OF CONTENTS DRAINAGE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 GENERAL LOCATION AND DESCRIPTION ................................ 1 Location ....................................................... 1 Description of Proposed Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DRAINAGE BASINS AND SUB-BASINS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Primary Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Secondary Drainage-way Description ................................ 1 DRAINAGE DESIGN CRITERIA .......................................... 2 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . . . . . . . . 2 HYDROLOGICAL CRITERIA ............................................ 2 Design Rainfall and Intensity ....................................... 2 TABLE 1 . DESIGN RAINFALL ........................................ 2 Runoff Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Hydraulic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 TABLE 2 EFFECTS OF DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 FIRE FLOW ANALYSIS ................................................ 4 PROPOSED IMPROVEMENTS .......................................... 4 FIRE FLOW REQUIREMENTS .......................................... 4 Requirement #1 -Distance Requirement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Requirement #2 -Flow and Pressure Requirements . . . . . . . . . . . . . . . . . . . . . 4 Building Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Fire Flow Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Flow Rate Factors ............................................... 5 Exposure Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Final Fire Flow Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 DESIGN ............................................................ 5 Computer Modeling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 CONCLUSION ....................................................... 6 ATTACHMENT #1 GENERAL LOCATION/DRAINAGE MAP ATTACHMENT #2 F.l.R.M. MAP ATTACHMENT #3 DRAINAGE CALCULATIONS ATTACHMENT #4 REQUIRED FIRE FLOW CALCULATIONS ATTACHMENT #5 CYBERNET MODEL ATTACHMENT #6 CALIBRATION DATA/RESULTS ATTACHMENT #7 FIRE FLOW CALCULATIONS II DRAINAGE ANALYSIS GENERAL LOCATION AND DESCRIPTION Location The Pleasant Grove Baptist Church (PGBC) is located at 1216 Detroit Street in College Station . PGBC proposes to construct a new Fellowship Hall (Phase 1) and parking lot (Phase 2) adjacent to their existing church building . At this time , only the Fellowship Hall (Phase 1) will be constructed . The parking lot improvements (Phase 2) will be completed in the future . Phase 2 improvements are not addressed as part of this report . Attachment #1 -General Location Map/Drainage shows the general location of the proposed addition to the PGBC site . The property owned by PGBC is between Detroit Street to the east, Carolina Street to the west , and Nevada Street to the south . The land adjacent to the north end of the site consists of residential structures . Description of Proposed Construction The proposed project will involve the construction of the Fellowship Hall Addition which is approximately 1,970 sq . ft. All of the drainage from the site will be discharged to the streets and then be transported to an inlet box at the intersection of Detroit Street and Nevada Street. DRAINAGE BASINS AND SUB-BASINS Primary Basin Description The property is located within the Basin Reference Number 5 of the Carter Creek drainage basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (DPDS ). The "Flood Insurance Rate Map" produced by FEMA, Map Number 48041 C0144 C, effective date July 2, 1992, illustrates that the property lies within "Flood Zone X" (refer to Attachment #2 .) Secondary Drainage-way Description Attachment #1 shows that the runoff from the proposed structure will be discharged directly into Carolina Street , Detroit Street , or Nevada Street. No runoff from this site will travel through or across any other properties prior to being discharged into the streets . Once in the street , the runoff is transported to an inlet box at the intersection of Detroit Street and Nevada Street. The flow is then conveyed to the Bee Creek Tributary "B" through storm sewers and drainage ditches . 1 DRAINAGE DESIGN CRITERIA Development Criteria Reference and Constraints No prior reports or investigations were reviewed fo r th is site . Since no other reports were reviewed , this report looks at the impact the proposed structure will have on the primary and secondary drainage-ways. The existing site where the proposed building will be constructed currently consists of an existing building , sidewalks , asphalt parking area, and lawn area. As stated previously , the runoff from the site is discharged into the streets adjacent to the property. After complet ion of the building , the runoff from the building will follow the same pre-developed drainage path . HYDROLOGICAL CRITERIA Design Rainfall and Intensity The design rainfall and intensity for the proposed structure was taken in accordance with Figure 111-1 of the DPDC . The following table shows the design rainfalls and intensity used in runoff calculations : Runoff Calculation Method TABLE 1 DESIGN RAINFALL Storm Return Int ensity Period (inch es/hour) (years) 2 5.9 5 7 .2 10 8 .1 25 9 .3 50 1 0 .5 100 1 1.0 Runoff for this drainage area was calculated based on the "Rational Formula ." The entire drainage area for the site is 1.02 acres . Of this area , 0 .22 acres represents impervious areas (i.e . pavement, buildings, concrete , etc.) and the remaining 0.80 acres is made up 2 of pervious areas (primarily lawns and grassy areas). The new building and sidewalks will contribute 0 .07 acres to the existing impervious area within the drainage area. Runoff coefficients and time of concentration were determined for the existing and proposed conditions . The weighted runoff coefficients for pre-development and post- development were determined to be 0.469 and 0 .506, respectively . The time of concentration was determined to be 7 . 7 minutes under both development conditions. Based on the DPDS , the time of concentration need not be taken less than 10 minutes ; therefore , the time of concentration used in calculations was 10 minutes . Hydraulic Criteria Calculations show that the development of this site will have no detrimental effects on the downstream drainage-ways or structures (refer to Attachment #3 -Drainage Calculations). Table 2 summarizes the drainage calculations and illustrates the effect of constructing the Fellowship Hall. TABLE 2 EFFECTS OF DEVELOPMENT Storm Pre-Runoff Post-Runoff R unoff Percent Period (cfs) (cfs) Inc rease Change (Yr) (cfs) (%) 2 3 .02 3 .27 0 .25 8 .1 5 3 .68 3 .97 0 .29 8 .1 10 4 .13 4.46 0 .33 8 .1 25 4 .71 5 .09 0 .38 8 .1 50 5 .33 5 .76 0 .43 8 .1 100 5 .56 6.01 0 .45 8 .1 CONCLUSION The increase in runoff that will be created by the construction of the Fellowship Hall will be less than 0 .5 c .f .s . The information that is presented in this report illustrates that the increase in runoff from this site will have an insignificant impact on the downstream primary and secondary drainage systems . Therefore, no drainage/detention facilities will be required due to the construction of the proposed building . 3 FIRE FLOW ANALYSIS PROPOSED IMPROVEMENTS As stated previously, the PGBC is located at the intersection of Detroit Street and Nevada Street in College Station. Fire hydrants are in the area , but are only within approximately 400 to 500 feet from the existing and proposed structures . The installation of a new fire hydrant at the intersection of Carolina Street and Nevada Street will be required to meet the City codes . The proposed fire hydrant will be connected to an existing 6"0 water line that is located in Nevada street. FIRE FLOW REQUIREMENTS Requirement #1 -Distance Requirement Based on the College Station's Fire Prevention Division -Construction and Development Guide, a fire hydrant must be located so that "no part of any structure is more than 300 feet from the hydrant as measured along the right-of-way or a public street or along an approved fire lane as the fire hose is laid off the fire truck." The installation of a fire hydrant at the intersection of Carolina Street and Nevada Street allows the existing and proposed structures on this site to be within 300 feet of the hydrant. Requirement #2 -Flow and Pressure Requirements Under fire flow conditions, the new fire hydrant must be capable of supplying the required fire flow without lowering the distribution system pressure below 20 p.s. i. The required fire flow is determined using the City's fire flow equation: where : F = 18(C)(A)0 ·5 F = Required Flow (g.p .m.) C = Coefficient related to type of construction A= Building Area (square feet) Construction Type Coefficient Based on information provided by Bean Construction , wood frame construction will be used for the proposed building. The coefficient for this type of construction is 1.5 . Building Area The total square footage of the existing and proposed structures on this site will be approximately 4 ,680 square feet. This combined square footage was used in the fire flow calculations due to the close proximity of the two buildings . 4 Fire Flow Required Based on the above information and rounding the required flow to the nearest 250 g.p.m., the initial fire flow required is 1,750 g.p.m . (refer to Attachment #4 -Required Fire Flow Calculations) Flow Rate Factors The required flow rate can be reduced or increased depending on occupancy types. The occupancies of the proposed building are considered a low fire hazard risk and the building will not be equipped with a fire sprinkler system . Therefore, the initial fire flow may be reduced by 25%. Exposure Protection Fire risk increases with the location of existing and proposed structures that will be located near the proposed building . Attachment #4 shows the separation distances for all sides of the proposed building . The required fire flow will be increased by 60% due to the buildings separation distances. Final Fire Flow Required Based on the above information, the final fire flow required for the existing and proposed structures will be 2,000 g.p.m . DESIGN As stated previously, the installation of a new fire hydrant to the existing 6"0 AC water line that is located in Nevada Street will satisfy Requirement #1 . In order to meet Requirement #2, the water distribution system must be analyzed to determine if the required fire flow can be met while maintaining a 20 p.s.i. residual on the system . Computer Modeling A portion of the water distribution system was entered into "Cybernet", a computer modeling program. Refer to Attachment #5 -Cybernet Model for the layout of the water distribution system. The system was first calibrated based on the fire flow data provided by the City of College Station's Public Utilities Department. Attachment #6 -Calibration Data/Results shows the flow test report provided by the City and the results of the calibration runs . After the model was calibrated, the required fire flow was placed on the proposed fire hydrant and the model was ran . The new hydrant will be capable of providing 2,000 g .p .m. while maintaining a residual pressure of 41 p .s .i., which is the minimum pressure throughout the distribution system. The results also show that velocities during fire flow conditions will be within acceptable ranges . The results of this simulation are found in 5 Attachment #7 -Fire Flow Calculations . CONCLUSION Under existing conditions , the existing water distribution system within the neighborhood should be capable of supplying the 2 ,000 g .p .m. fire flow demand while mainta i ning a 20 p .s. i. residual throughout the distribution system . The new fire hydrant that will be installed at the intersection of Carolina Street and Nevada Street will provide the fire protection that is required for the new and existing buildings on this site. 6 ATIACHMENT #1 GENERAL LOCATION/DRAINAGE MAP ATTACHMENT #2 F.l.R.M. Map '\ ~SCALE : ~ ZONE X APPROXIMATE LOCA 110N Of THE/ FELLOWSHIP HALL AOOfllON COPIED FROM FIRM MAP NUMBER 48041C0144 C EFFECTIVE DATE: JULY 2, 1992 ATTACHMENT #2 F.l.R.M. MAP ASH lit BROWIY.B .BIYGIIY.B.BRIIYQ, llYC. Engincc:rs and Consultants P.O. Box 10838, Co ll ege Station, Texas 77 84 2 409-694 -2123 Fax : 409-694-3694 ATTACHMENT #3 DRAINAGE CALCULATIONS PLEASANT GROVE BAPTIST CHURCH RATIONAL DRAINAGE CALCULATIONS Undeveloped and Developed Conditions By : JOB DRAINAGE AREA TYPES Impervious Areas -Buildings, Sidewalks , etc . Pervious Areas -Lawn , etc. lTime of Concentratioo :l 10 .0 min. Storm BRAZOS COUNTY Period b d e (Year) 2 65 8.0 0.806 5 76 8.5 0.785 10 80 8.5 0 .763 25 89 8.5 0.754 December 1998 ABEi No . 1012001 UNDEVELOPED Area Runoff Coefficient (acres) 0.22 0.90 0.80 0.35 Total : 1.02 0.469 Intensity Undeveloped Developed Runoff #1 Runoff #1 (in/hr) (cfs) (cfs) 6.3 3.02 3.27 7.7 3.68 3.97 8.6 4.13 4.46 9.9 4 .71 5.09 DEVELOPED Area Runoff . Coefficient (acres) 0.29 0.90 0.73 0 .35 1.02 0.506 Increase % Delta (cfs) 0.24 8.1 0.30 8.1 0.33 8.1 0.38 8.1 ATTACHMENT #4 REQUIRED FIRE FLOW CALCULATIONS PLEASANT GROVE BAPTIST CHURCH FIRE FLOW REQUIREMENTS December 1998 ABEi No. 1012001 Building Size: 4,680 s.f. (existing and proposed buildings) Formula for calculating required flow: Therefore; F = 18(C)(A)°-5 where : F = Required Flow (g .p .m.) C = Coefficient related to type of construction (Wood Frame Construction) A = Building Area c 1.5 A (sf) 4,680 Required Flow (g.p.m .) 1,847 Round to nearest 250 g.p.m., therefore; Rounded Flow Required: 1,750 g.p.m. Flow Rate Factors : Factor Increase/ Decrease Occupancy Reduction : Low -25o/o Risk Occupancy Automatic Sprinkler Reduction: NA Total Reduction: -25°/o Adjusted Flow Required : Adjusted Flow Required: 1,313 g.p.m. Separation Factors: Side of Description Distance Building North Property Line 10' East Street 40'+ South Street and Undeveloped land 101'+ West Street 40'+ TOTAL: Total increase due to separation distances: 2 , 100 g.p.m. Increase 25% 15% 5°/o 15% 60°/o Round to nearest 250 g .p .m.; therefore, required fire flow for the new fire hydrant is : REQUIRED FIRE FLOW = 2.000 g.p.m. ATTACHMENT #5 CYBERNET MODEL Scenario: Base .-: ___ / ~- "~ ~L__;' ~~~=====::-~-===--/~~~--=-=::::.i~ --~ Title : Pleasant Grove Baptist Church Project Engineer: J . Dale Browne, Jr., P.E . c:\ ... \haestad\cytw\projects\1012CX)1 -pgbc .wcd Ash & Browne Engineering, Inc. Cybernet v3.1 [071 b) 12rna3 03:28:09 PM © Haestad Methods, Inc . 37 Brooksid e Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 ATTACHMENT #6 CALIBRATION DATA/RESULTS Flow Test Report Date -'-'I '1 ....... -_<1...:----=-9 ..;;_e _Time q; 5f.o @-P.M. --------- Test made by : Location : Purpose of test : FJow\~t Representative : Witness: Flow hydrant number: K-0 5 7 Nozzle size_:_d_. 5_D __ _ 50 G.P.M.: q15 ------Pitot reading : Static hydrant number : K-C b 0 Static : Sq P.S.I . -----Residual: _J...&.....:.4 __ P .S .I. Remar1cs : 5/g k-057 ------------------------------------------------ ------------------- Node Elevation Label (ft) PROPOSED FH 312 .10 J-2 305.40 J-3 310.80 FH K-060 316.80 J-5 306.30 FH K-063 309.10 J-7 306.10 J-8 309.10 J-9 306.10 FH K-057 315 .00 J-11 321.90 J-12 318 .70 J-13 314 .00 J-14 310 .00 J-15 304 .00 J-16 302 .00 J-17 299.10 J-18 302.00 FH K-062 313.00 Scenario: Calibration -975 gpm FH K-057 Steady State Analysis Junction Report Demand Demand Calculated Calculated Pressure Type (gpm) Demand Hydraulic (psi) (gpm) Grade (ft) Demand 0 .00 0 .00 484.67 74.62 Demand 0 .00 0 .00 483.52 77.03 Demand 0 .00 0 .00 486.51 75.98 Demand 0 .00 0 .00 486.49 73.38 Demand 0 .00 0.00 486.30 77.84 Demand 0 .00 0 .00 485.96 76.48 Demand . 0 .00 0.00 484.80 77.28 Demand 0 .00 0 .00 486.39 76.67 Demand 0 .00 0 .00 478.94 74.74 Demand 975.00 975.00 474.68 69.05 Demand 0.00 0 .00 492.15 73.62 Demand 0.00 0 .00 492.14 75.00 Demand 0 .00 0 .00 492.18 77.05 Demand 0 .00 0 .00 492.22 78.80 Demand 0 .00 0 .00 492.28 81.42 Demand 0 .00 0 .00 492.30 82.29 Demand 0 .00 0 .00 486.66 81 .11 Demand 0 .00 0.00 486.68 79.86 Demand 0 .00 0.00 486.31 74.95 Title : Pleasant Grove Baptist Church Project Engineer: J . Dale Browne, Jr., P.E . c :\ ... \haestad\cytw\projects\ 1012CXl1 -pgbc . wed Ash & Browne Engineering, Inc. Cybernet v3 .1 [071 b] 12110198 CX3 :53:a5 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 k-060 Flow Test Report Date / :A-9-q 6 Time J 0 ~ I S 0 -P .M . Test made by: -rB"P\'('f\"ows~·, Location : ) / 4 l\ \)Q.--\ CO iJ Purpose of test : __ F'---'-\ .... o ..... w..___~ ....... ~ ..... -.;i...___ ______________ _ Representative : c ;1 y o\ c 'S. Witness : .... J3~'\?s;'"'-=\...:..e..;,,;,<_S_t;)'('-=----------------~- Flow hydrant number. k-ObO Nozzle size: Q ~ 50 Pitot reading: b 0 G .P .M . : J 0 4 0 Static hydrant number : K-G ~ Static: 'B to P.S.I. Res idual: ( Y P.S.I . . '. ~ . .. . •.i'• '.,./: • ,1_ I •; .. ·· .. - ------------ Scenario : Calibrati on -1 ,040 gpm FH K-060 Steady State Analysis Junction Report Node Elevation Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Deman d Hydraulic (psi) (gpm) Grad e (ft) PROPO SED FH 312.10 Demand 0 .00 0 .00 481 .14 73.10 J-2 305.40 Dema nd 0 .00 0 .00 481 .15 76.00 J-3 310.80 Deman d 0 .00 0 .00 477.81 72.22 FH K-060 316.80 Demand 1 ,040.00 1 ,040.00 476.34 68.99 J-5 306.30 Demand 0 .00 0 .00 478.66 74.53 FH K-063 309.10 Demand 0 .00 0 .00 481 .13 74.39 J-7 306.10 Demand 0 .00 0 .00 481 .14 75.69 J-8 309.10 Demand 0 .00 0 .00 477.48 72.8 1 J-9 306.10 Demand 0 .00 0 .00 482.79 76.40 FH K-0 57 315.00 Demand 0.00 0 .00 484.31 73.21 J-11 321 .90 Demand 0.00 0 .00 491.42 73.31 J-12 318.70 Demand 0 .00 0 .00 491 .36 74.67 J-13 314.00 Demand 0 .00 0 .00 491 .40 76.72 J-14 310.00 Demand 0.00 0.00 491 .44 78.46 J-15 304.00 Demand 0.00 0 .00 491 .51 81 .0 8 J-16 302.00 Deman d 0 .00 0 .00 491 .53 81 .96 J-17 299.10 Demand 0 .00 0 .00 482.20 79.18 J-18 302.00 Demand 0 .00 0 .00 482.24 77.94 FH K-062 313.00 Demand 0 .00 0 .00 478.50 71.57 Title : Pleasant Grove Baptist Church Project Engineer: J. Dale Browne , Jr., P .E . c:\ ... \haestad\cytw\projects\ 1012CXJ1 -pgbc.wcd As h & B r owne E n gin eerin g, Inc. Cybernet v3 .1 [071b) 1211 Ol96 03:53:54 PM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 Flow Test Report Date Time __ 1;....._0_~_1 o __ @-P.M. Test made by: TB B•f\npw.s.k: Location : \ I~ 3 f1 \ f\ b BM£\ Purpose of test: _f'---'-\=o-=-w:::::...._-"f;...l......!O:es=;T..;._ ______________ _ Representative : C ·, :\ ,1 o .\ (_ S, I WMess: ?:>-=-:·~~~~~e~r~~~~~--------------,-- Flow hydrant number. k-'=1d.. Nozzle size: Q . So Pilot reading: ~ 0 G.P.M.: ----=-----1040 Static hydrant number: }~-b 0 Static: <BY P.S.I. Residual : J 0 P .S.I. Scenario: Calibration -1,040 gpm FH K-062 Steady State Analysis Junction Report Node Elevation Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Demand Hydraulic (psi) (gpm) Grade (ft) PROPOSED FH 312.10 Demand 0 .00 0 .00 479.81 72.52 J-2 305.40 Demand 0.00 0 .00 480.65 75.79 J-3 310.80 Demand 0 .00 0 .00 480.23 73.27 FH K-060 316.80 Demand 0 .00 0 .00 479.43 70.33 J-5 306.30 Demand 0 .00 0 .00 470.57 71 .04 FH K-063 309.10 Demand 0 .00 0 .00 478.91 73.43 J-7 306.10 Demand 0 .00 0.00 479.71 75.07 J-8 309.10 Demand 0 .00 0.00 474.79 71 .65 J-9 306.10 Demand 0 .00 0 .00 482.44 76.26 FH K-057 315.00 Demand 0 .00 0.00 484.11 73.13 J-11 321.90 Demand 0.00 0 .00 491 .90 73.51 J-12 318.70 Demand 0.00 0.00 491.85 74.87 J-13 314.00 Demand 0 .00 0 .00 491 .88 76.92 J-14 310.00 Demand 0.00 0.00 491.92 78.67 J-15 304.00 Demand 0 .00 0 .00 491 .97 81 .29 J -16 302.00 Demand 0 .00 0 .00 492.00 82.16 J-17 299.10 Demand 0 .00 0 .00 480.16 78.30 J-18 302.00 Demand 0 .00 0 .00 480.20 77.06 FH K-062 313.00 Demand 1 ,040.00 1,040.00 470.05 67.91 Title : Pleasant Grove Baptist Church Project Engineer : J . Dale Browne , Jr., P.E. c :\ ... \haestad\cytw\projects\1012CXl1 -pgbc.wcd Ash & Browne Engineering, Inc. Cybemet v3 .1 [071 b] 12/10/98 03:54:19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 Flow Test Report Date Time ---=-1-""-Q-~ ...;;;;;_~:-..;;;;5~-~ -P.M. Test made by: lBBtP;nowSk\ Location : I~~} P~oe n\ X Purpose of test : _J_F_..l~o:..lolw~l..!-..... ...::-e.~>:....:...t ______________ _ Representative : C ;±,, o~ C.S I Witness: _...:E'--ltl~g;::.i::\u=-=So=nL..:-______________ ...,._ Flow hydrant number: k-0 '2 S Nozzle size_:"---=g_::;...;._, S~O ___ _ Pitot reading: "0 G.P .M.: I OYo Static hydrant number : ls-0 b ~ Static: <B b P.S.I. Residual : J-a . P.S .I. Remar1<s : ------------------------------------------------------- .:• ~ : .. :\;I•··. ·. ~( _.:.·. · .. ::1.: .\· ~· .·; ~ ·}~~F ., ·":"'.l ;. ~ ....... ·',' '· Scenario: Calibration -1,040 gpm FH K-063 Steady State Analysis Junction Report Node Elevation Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Demand Hydraulic (psi) (gpm) Grade (ft) PROPOSED FH 312.10 Demand 0 .00 0 .00 478.24 71 .85 J-2 305.40 Demand 0 .00 0 .00 481.43 76.12 J-3 310.80 Demand 0 .00 0 .00 482.41 74.21 FH K-060 316.80 Demand 0 .00 0 .00 482.15 71 .50 J-5 306.30 Demand 0 .00 0 .00 479.04 74.70 FH K-063 309.10 Demand 1,040.00 1 ,040.00 474.34 71.45 J-7 306.10 Demand 0 .00 0 .00 477.87 74.28 J-8 309.10 Demand 0 .00 0 .00 480.64 74.18 J-9 306.10 Demand 0 .00 0 .00 483.23 76.60 FH K-057 315.00 Demand 0 .00 0 .00 484.91 73.47 J-11 321 .90 Demand 0 .00 0 .00 492.77 73.89 J-12 318.70 Demand 0 .00 0 .00 492.72 75.25 J-13 314.00 Demand 0 .00 0.00 492.75 77.30 J-14 310.00 Demand 0 .00 0 .00 492.77 79.04 J-15 304.00 Demand 0 .00 0 .00 492.82 81 .65 J-16 302.00 Demand 0 .00 0 .00 492.84 82.53 J-17 299.10 Demand 0 .00 0 .00 475.96 76.48 J-18 302.00 Demand 0 .00 0 .00 476.01 75.25 FH K-062 313.00 Demand 0 .00 0 .00 479.26 71 .90 Title: Pleasant Grove Baptist Church Project Engineer: J . Dale Browne, Jr., P .E . c :\ ... \haestad\cytw\projects\1012CXJ1 -pgbc .wcd Ash & Browne Engineering, Inc. 12/10190 03:54:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA Cybernet v3.1 [071b) (203) 755-1666 Page 1 of 1 ATTACHMENT #7 FIRE FLOW CALCULATIONS Scenario: 2,000 gpm Fire Flow Condition Steady State Analysis Junction Report Node Elevation Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Demand Hydraulic (psi) (gpm) Grade (ft) PROPOSED FH 312.10 Demand 2,000.00 2,000.00 405.98 40.60 J-2 305.40 Demand 0.00 0.00 422.11 50.47 J-3 310.80 Demand 0 .00 0.00 431.06 52.00 FH K-060 316.80 Demand 0.00 0 .00 430.69 49.25 J-5 306.30 Demand 0 .00 0.00 426.55 52.00 FH K-063 309.10 Demand 0 .00 0.00 420.17 48.03 J-7 306.10 Demand 0 .00 0 .00 407.47 43.84 J-8 309.10 Demand 0 .00 0 .00 428.58 51 .67 J-9 306.10 Demand 0 .00 0.00 428.64 52.99 FH K-057 315.00 Demand 0 .00 0.00 434.73 51 .77 J-11 321 .90 Demand 0.00 0 .00 463.22 61.11 J-12 318.70 Demand 0.00 0.00 463.17 62.47 J-13 314.00 Demand 0.00 0.00 463.40 64.60 J-14 310.00 Demand 0.00 0.00 463.62 66.43 J-15 304.00 Demand 0 .00 0.00 463.95 69.17 J-16 302.00 Demand 0 .00 0 .00 464.09 70.09 J-17 299.10 Demand 0 .00 0 .00 425.85 54 .81 J-18 302.00 Demand 0 .00 0 .00 425.98 53.61 FH K-062 313.00 Demand 0 .00 0 .00 426.83 49.22 Title : Pleasant Grove Baptist Church c :\ ... \haestad\cytwlprojects\ 1012C01 -pgbc. wed Ash & Browne Engineering, Inc. Project Engineer: J. Dale Browne , Jr., P .E . Cybernet v3.1 [071 b) 12/10/98 03:55:53 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 Link Length Label (ft) P-1 221 .00 P-2 597.00 P-12 249.00 P-3 36.00 P-9 209.00 P-5 597 .00 P-7 235.00 P-24 285.00 P-8 26.00 P-11 600.00 P-34 204.00 P-13 232.00 P-14 1,086.00 P-15 242.00 P-32 43.00 P-16 247.00 P-30 716.00 P-17 247.00 P-1 8 319.00 P-23 709.00 P-19 113.00 P-21 49.00 P-22 1.00 P-25 645.00 P-28 64.00 P-26 678.00 P-29 1 .00 P-33 1 .00 P-35 33.00 Scenario: 2,000 gpm Fire Flow Condition Steady State Analysis Pipe Report Diameter Material Roughness Current Start End Headless (in) Status Calculated Calculated (ft) Hydraulic Hydraulic Grade Grade (ft) (ft) 6 Asbestos Cement 140.0 Open 405.98 422.11 16.13 6 Asbestos Cement 140.0 Open 422.11 431 .06 8 .95 6 Asbestos Cement 140.0 Open 422.11 428.64 6 .53 6 Asbestos Cement 140.0 Open 431 .06 430.69 0 .36 6 Asbestos Cement 140.0 Open 430.69 428.58 2 .11 6 Asbestos Cement 140.0 Open 426.55 420.17 6 .38 6 Asbestos Cement 140.0 Open 420.17 407.47 12.70 6 Asbestos Cement 140.0 Open 420.17 425.85 5 .68 6 Asbestos Cement 140.0 Open 407.47 405.98 1.50 2 Galvanized iron 110.0 Open 407.47 428.58 21 .11 6 Asbestos Cement 140.0 Open 428.58 426.83 1.75 6 Asbestos Cement 140.0 Open 428.64 434.73 6.09 6 Asbestos Cement 140.0 Open 434.73 463.22 28.49 12 Cast iron 130.0 Open 463.22 463.17 0.05 12 Cast iron 130.0 Open 463.22 463.30 0 .08 12 Cast iron 130.0 Open 463.17 463.40 0 .23 6 Asbestos Cement 140.0 Open 463.17 431 .06 32.11 12 Cast iron 130.0 Open 463.40 463.62 0.23 12 Cast iron 130.0 Open 463.62 463.95 0 .33 2 Galvanized iron 120.0 Open 463.62 426.55 37.07 12 Cast iron 130.0 Open 463.95 464.09 0 .13 12 Cast iron 130.0 Open 464.09 464.14 0 .06 48 PVC 150.0 Open 302.00 302.00 0.00 6 Asbestos Cement 140.0 Open 425.85 425.98 0 .13 6 Asbestos Cement 140.0 Open 425.85 426.94 1.09 2 Galvanized iron 120.0 Open 425.98 463.95 37.97 48 PVC 150.0 Open 299.10 299.1 0 0 .00 48 PVC 150.0 Open 321 .90 321 .90 0 .00 6 Asbestos Cement 140.0 Open 426.83 426.55 0.28 Friction Discharge Velocity Slope (gpm) (ft/s) (ft/1 OOOft) 73.00 -1,064.27 12.08 14.99 -452.23 5 .13 26.23 -612.05 6 .94 10.11 365.67 4 .15 10.12 365.67 4 .15 10.68 376.63 4 .27 54.02 904.45 10.26 19.95 -527.81 5 .99 57 .53 935.73 10.62 35.18 -31 .28 3.19 8 .57 334.39 3.79 26.23 -612.05 6.94 26.23 -612.05 6.94 0 .19 244.75 0 .69 1.92 -856.80 2.43 0 .91 -573.14 1 .63 44.85 817.89 9 .28 0 .91 -573 .14 1 .63 1 .04 -615.39 1 .75 52.29 42.25 4 .31 1.18 -659.23 1 .87 1 .18 -659.23 1.87 0.00 -659.23 0 .12 0 .20 -43.84 0 .50 16.99 -483 .97 5.49 56.00 -43.84 4 .48 0.00 -483.97 0 .09 0 .00 -856.80 0 .15 8 .57 334.39 3 .79 Title: Pleasant Grove Baptis t Church Project Engineer: J . Dale Browne , Jr., P .E . c :\ ... \haestad\cytw\projects\10120'.)1 -pgbc.w c d Ash & Browne Engineering, Inc. Cybernet v3.1 (071 b) 12/10J96 03:57:03 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 of 1 ASll lit BROWNE ENGINEERING, INC. En gineers and Consultants P.O. Box 10838, College Station, Texas 77842 December 11 , 1998 Shirley J. Volk Development Coordinator C ity of College Station P.O . Box 9960 College Station , Texas 77842 409-694-2123 Fax: 409-694-3694 Re .: Pleasant Grove Baptist Church Fellowship Hall Addition Drainage/Fire Flow Analysis Report ABEi No . 1012001 Dear Ms . Volk : Please find attached three copies of the Drainage/Fire Flow Analysis Report fo r the above referenced project. These are being submitted to you for review , comment , and approval. Bubba Bean w ith Bean Construction has indicated that supplies have been delivered to the site and subcontractors are ready to begin construction . Mr. Bean cannot acquire a building perm it unti l this report has been approved . We respectfully request that the approval of th is report be expedited so construction can begin as soon as possible. I appreciate your utmost attention regarding this matter. Once the report is approved , please keep one copy for the City 's files and the two remain approved copies are for our files and Mr. Bean . If you will call me when the report is approved, I will come by to pick them up . If you have any questions or need any additional information , please call. Sincerely, ASH & BROWNE ENGINEERING , INC . fM~~ J . Dale Browne , Jr., P.E. Attachments C:\Office\Proj ects\1012 -Bean Construction\001 -Pleasant Grove Baptist Church\letters\CS-Volk1 -Letter.wpd