Loading...
HomeMy WebLinkAboutWater Demand Report-.. ,-.... ~ -.. WATER DEMAND REPORT .PROPOSED AMERISUITES HOTEL 1100 EAST UNIVERSITY DRIVE COLLEGE STATION, TEXAS Prepared for Kyle Legends I, LP 7502 Greenville Avenue, Suite 500 Dallas, Texas 75231 Prepared by CSC Engineering & Environmental Consultants, Inc. 3407 Tabor Road ~~~­,.,:::-'~€.OF r~\\ ~~"\~·······~~·,-· I'•··· * ···*'I. lt.1!: •••••••••••••• ·.t.~ ~ M F CONLIN, JR. 1.j~···················· • 44481 .:~ { <>• ,,~ • !.c:: ~ ~. ~ ~'! '\\\f'ONi\p ~ Bryan, Texas 77808 (979) 778-2810 June 7, 2004 m.~~. M. FrederiCkCOilliJ1 Senior Project Engineer CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC . Water Demand Report AmeriSuites Hotel; College Station, Texas I. INTRODUCTION A. General This report presents a description of the proposed water line utility to be constructed to serve the planned structure that represent the proposed AmeriSuites Hotel development and a description of the calculations used to size the proposed utility line. The proposed development will be located on the south side of East University Drive approximately 360 west of the intersection of University Drive and Lincoln Drive in College Station, Texas. The physical address of the facility is 1100 East University Drive. A general vicinity map illustrating the location of the site within the City of College Station is presented on Figure 1 in Attachment A to this report. As previously indicated, this report presents the design computations performed to determine the required size of the proposed public water lines to support the proposed development. More specifically, the report presents the flow rates, pressure, and velocity computations used to size the proposed water lines. The report also discusses the criteria used in the design. The computations were performed in accordance with the procedures outlined in the Domestic Water Chapter of the Cities of Bryan/College Station Uniform Design Guidelines, Effective August 4, 2000; Revised 2003 (hereinafter Uniform Design Guideline Manual or UDG) and applicable regulations of the Texas Commission on Environmental Quality (hereinafter TCEQ regulations). B. Project Description Information concerning the project was provided by Mr. Tom Kirkland of Kyle Legends, the project developer, and layout information developed by CSC in conjunction with Arkitex Studio, Inc. The site of the proposed hotel is a 2.40-acre tract. The site is roughly square shaped with approximate average dimensions of 280 ft by 385 ft. The site borders University Drive to the north, the existing McAlister's Deli and Quality Suites properties to the west, and undeveloped properties of the Wheeler Estate to the south and east. We understand that the proposed new building will be a four-story structure and will have footprint or ground floor or plan area of approximately 15,967 square feet. The building will have approximately 91 units. We anticipate that the proposed new development scheme will include paved parking and drive areas around the hotel that will accommodate approximately 99 parking spaces. CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC . Water Demand Report AmeriSuites Hotel; College Station, Texas No specific details are currently available concerning the type of structural systems planned for the proposed building. However, we anticipate that the superstructure system will consist of load bearing concrete masonry unit walls with a metal or wooded roof truss system. We also anticipate that maximum bearing wall loads will be in the range of 3 to 5 kips per linear foot of wall. We believe that the exterior face or "skin" of the building will consist of a combination of masonry walls, such as brick, stone, and EFIS. These structural loads will be transmitted to the foundation soils through a heavily reinforced- stiffened slab foundation system. We anticipate that the traffic for the proposed parking areas and collector roadways will consist of passenger vehicles with an occasional light truck. We also anticipate that the parking area will be a rigid pavement system with a Portland Cement Concrete (PCC) surface course. Portions of the site are located in low lying areas and a significant amount of earthwork will be required to achieve final design grades for the development. We estimate that depths of fill will range from approximately 0.5 to 8 feet in thickness. Unfortunately, due to the variations in the existing grades across the site, fill depths may vary across the length of the proposed suites building. These variations in grade and fill depths are addressed in subsequent sections of this report. In addition, it is anticipated that a retaining wall will be required along the southern portion of the parking area near a tributary to Burton Creek to achieve final design grades in this area. I. SUMMARY OF FIRE FLOW ANALYSIS FOR PROPOSED STRUCTURE (PER INTERNATIONAL FIRE CODE (IFC) 2000) A. Building Information Information concerning the building was provided by the project architect, Mr. Mike Record, AJA, of Arkitex Studio and is summarized in the following table. Table 1. Summary of Building Information Buildine Tvpe: IIB Number of Stories: Four(4) Buildine Fire Area: ~68,000 square feet Buildine Use: Hotel Buildin2 Sprinkled: Yes 2 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS , INC . Water Demand Report AmeriSuites Hotel; College Station, Texas B. Code Analysis -Required Fire Flows and Duration Information from the IFC 2000 concerning the fire flow requirement for the project building is presented in the following table. Table 2. Summary of Fire Flow and Duration Requirements for Proposed Structure Minimum Required Fire Flow and Flow Duration for Buildings (Table B105.1 from IFC 2000) For Building Type II B of ~68,000 square feet size Reduction in required fire flow of up to 50 percent due to sprinkling of bui Id ing Fire Flow (gallons per minute) 5,500 2,750 Flow Duration (Hours) 2 2 C. Code Analysis -Number and Distribution of Fire Hydrants ((Table C105.1 of IFC 2000) The number of fire hydrants and the flow per fire hydrant required for the proposed building is presented in the following table. Table 3. Summary of Required Fire Flows Per Hydrant Fire Flow Requirement (gallons per minute) Total Fire Flow Requirement of2,750 gpm Minimum Number of Hydrants 2 (Fire flow of 1,375 gpm per hydrant) Average Spacing Between Hydrants (feet) 500 II. EXISTING AND PROPOSED PUBLIC WATER LINES Minimum Distance from Any Point on Street or Road Frontage to a Hydrant (feet) 250 A. Existing System Configuration Construction Standards for Public Water Lines The configuration and size of the existing public water distribution system in the vicinity of the hotel is illustrated on Figure 2. As can be seen from a review of Figure 2, the nearest water lines to the proposed site consist of the 8-inch diameter line in the apartment complex to the southwest of the site and the 16-inch water line stub-out on the western side of Lincoln Drive, immediately southwest of the intersection of University Drive. 3 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS , INC. Water Demand Report AmeriSuites Hotel; College Station, Texas B. Proposed System Configuration Although the nearest existing water line is the 8-inch looped line in the apartment complex on the southwestern side of the proposed hotel development, our analysis of the record drawings for that line indicate there could be some problems in connecting to the line. The existing water line is reportedly constructed of asbestos cement pipe and is relatively old and brittle. Therefore, connection to the piping could comprise the structural integrity of one or more segments of existing pipe and necessitate replacement of a portion of the existing line. Replacement of any existing line would be complicated by the fact that the existing line is under the existing roadway paving of the apartment complex. Tying in to the existing line and possible replacement of any of the existing piping would require removal and replacement of existing sections of pavement within the apartment complex. Finally, the connection would have to be a "cold" connection with a new tee fitting being inserted into the existing line and would require shutting down water service to the apartment complex while the connection was being made. Therefore, it was detennined that the simpler connection point to the existing water line would be the 16-inch stub-out line near the southwestern corner of the intersection of University Drive and Lincoln Drive, as illustrated by the proposed and existing water line layout in Figure 3. This proposed connection is on the western side of Lincoln Drive and it will not be necessary to bore under Lincoln Drive to establish a connection with the existing water line. The water line that would provide service to the hotel project would initially consist of a 12-inch line connection to the existing 16- inch stub-out line. The connection to the existing lien would be established by removing the existing blow-off value and mechanical joint plug on the existing stub-out and installing a 16-inch by 12-inch reducer fitting on the existing line, followed by a 12-inch valve. The 12-inch line would then be routed for a distance of approximately 360 ft from the tie-in point to the hotel property within an existing 20-ft-wide public utility easement (PUE). Once on the hotel property the proposed water line would be reduced with a 12-inch by 8-inch tee fitting to an 8-inch diameter line. The 8-inch diameter line would be routed along the eastern side of the site before turning westward to terminate near the center of the proposed building. The proposed 310 linear feet of 8-inch water line will be located within a proposed 10-foot wide water utility easement that is parallel to the proposed private drive around the hotel. Two proposed fire hydrants will be located on the new water line. The first hydrant will be located near the proposed eastern entrance of the development and a second fire hydrant will be located in the rear of the building. The proposed fire hydrants will be approximately 3 ft behind the back of the curb of the proposed private roadway. 4 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC . Water Demand Report AmeriSuites Hotel; College Station, Texas The proposed water lines will provide both fire protection and domestic water as well as landscape irrigation water service. Related plan and profile sheets for the proposed water lines are also provided in the separate set of construction drawings and present more detailed information concerning the public water lines. C. Construction Standards for Public Water Lines The proposed water lines will be constructed in accordance with the joint specifications for Bryan and College Station. More specifically, the entire length of the proposed 12-inch and 8-inch water line will consist of PVC A WW A C909 Cl 200 DR 14 pipe. The proposed public water lines will be constructed with a minimum of 4 feet of cover as specified in the previously referenced UDG. The trenches will be backfilled with compacted soils in all landscaped areas not proposed for development and with cement-stabilized material or compacted native soils with a chemically-stabilized subgrade layer in areas of roadway crossings. ill. COMPUTEDWATERDEMANDS A. Design Flow Demands and System Design Criteria for Proposed Public Water Lines The planned uses of water for the proposed condominium development include domestic water for the buildings, irrigation water for landscape areas, and fire fighting demands. 1. Domestic Water Use The average and peak water demands were calculated in accordance with the UDG . More specifically, the average design flows for domestic water use for the planned building was determined by the plumbing engineers (Brazos Valley Engineering, Inc.) using the UDG to be approximately 6 gallons per minute (gpm). The Peak Hourly Flow was determined in accordance with the procedures outlined on page 4 of the previously referenced B/CS UDG as follows: Peak Hourly Flow= Average Daily Flow* 1.5 * 3.0, or the Average Daily Flow* 4.5. The Peak Hourly Flow was thus calculated to be approximately 27 gpm (6 gpm * 4.5). 2. Irrigation Water Use Irrigation flow demands are not known at the present time, but are expected to be relatively small and can be considered to be included in the domestic water flows. 5 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC . Water Demand Report AmeriSuites Hotel; College Station, Texas 3. Fire Flows The fire flows were computed using the IFC 2000 as previously discussed and as outlined in Tables 1, 2, and 3. The UDG indicates that the fire flow for commercial areas may be split between two adjacent fire hydrants that are within 600 ft of each other. Therefore, the computed required fire flow of 2,750 gpm was divided between the two hydrants to result in a fire demand flow of 1,375 gpm for each hydrant. The "Fire Flow System Design Criteria" listed on page 5 of the referenced chapter of the UDG indicates that the following criteria should be employed in sizing the proposed water line: 1. Under normal flow conditions the residual pressures in the area serviced by the proposed system must meet TCEQ requirements and at all times provide a minimum static pressure of 35 pounds per square inch (psi). 2. Under fire flow conditions the system must provide the required fire flow at the most hydraulically remote pairings of two (2) adjacent fire hydrants in the area of the system improvement in addition to the peak hourly flow. A residual pressure of no less than 20 psi is required. 3. The proposed system must have water flows at maximum velocities of 12 feet per second (fps) during fire flow conditions in both existing and proposed mains. 4. Finally, the proposed system must conform to any area-wide master plan, including over- sizing for future development. The sizing of the water line pipes was primarily based upon the minimum pressures required under conditions of normal flow (35 psi) and conditions of combined fire flow and normal flow (20 psi) at the existing or proposed fire hydrant locations. Flow velocities under normal and combined fire flow and normal flow conditions were also checked. Since the irrigation demand is relatively small in comparison, it was not considered in the analysis. IV. WATER SYSTEM AND DEMAND ANALYSIS A. Pipe System Flow Characteristics -Pipe System Analysis and Flow Characteristics 1. Analytical Procedures As permitted by the UDG, a water distribution computer model was utilized to determine the pressure and flow requirements for the proposed water line improvements. The computer model utilized was the WaterCAD Pressure Network Analysis Software developed by Haestad Methods (hereinafter WaterCAD). 6 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS , INC. Water Demand Report AmeriSuites Hotel; College Station, Texas The system modeled in WaterCAD conforms to the previously assumed configurations which are outlined in Figure 3 in Attachment A. As explained in more detail in the following section of this report, Figure 3 represents the system configuration with fire flows of 1,375 gpm from the proposed fire hydrants at the subject site. B. Water System Layout As permitted by the Design Guidance Manual, the water distribution piping was sized to meet all of the stated requirements using a Hardy-Cross based analysis method. As previously indicated, the water distribution computer model selected to determine the pressure and flow requirements for the proposed water line improvements was the WaterCAD Pressure Network Analysis Software developed by Haestad Methods (hereinafter WaterCAD). The system modeled in WaterCAD conforms to the previously assumed configurations and is shown in the previously referenced Figure 3 in Attachment A. Approximate pipe distances, elevations, and other information used in the analysis are also listed in the model input values which are presented as part of the results of the modeling analysis in Attachment B. 1. Description of Modeled Fire Flow The modeled fire flow scenario for the proposed building represents a splitting of the fire flow between the two existing hydrants whose locations are indicated by the symbols PHOOl (or J-4) and PH002 (or J-6) on Figure 3. The model was run assuming that there would be sufficient water flow and pressure available for the fire demands at the tie-in point of the proposed lines with the existing 16-inch-diameter water line along the eastern side of Lincoln Drive. Static and residual flow pressures in the main lines were determined from fire hydrant flow tests conducted by personnel from the Water and Wastewater Department of the City of College Station. The hydrant flow tests were performed for two (2) of the existing fire hydrants along University Drive (Fire Hydrant Numbers C-061 and C-075; see Figure 3). The results of the test were used to determine both the static and residual pressures in the existing water supply line that would be used in the analysis. The results of the fire flow analyses are presented in Attachment C. As can be seen from a review of the fire hydrant flow test data in Appendix C, a static water pressure of 102 pounds per square inch (psi) was determined to be a reasonably "normal" value for the 7 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS , INC. Water Demand Report AmeriSuites Hotel; College Station, Texas existing water system near the point of connection. This "supply" pressure was simulated in the model as a reservoir as recommended by the creators of the model. The pipe network modeling of the proposed water lines was performed to determine flows, velocities, and residual pressures which could be expected for the design fire flow at locations in the proposed pipe system corresponding to the outlined scenario. As previously indicated, the total fire flow used in the analysis was the 2,750 gpm value split between two hydrants. The fire flow was assumed to be present for a three-hour period, and the model was run using an extended period analysis. A maximum daily flow under "normal" conditions of approximately 27 gpm for the development, as previously calculated, was also added to the fire flows to determine the total flows to be used in the analysis. Therefore the combined fire and maximum normal flows were approximately 2, 779 gpm. Other system evaluation criteria were the previously specified minimum 20 psi residual pressure at the hydrant locations and a maximum velocity of 12 feet per second (fps) during fire flow conditions. C. Discussion of Results of Analyses Results. The results of the modeling efforts using WaterCAD are indicated on the modeling program input and output sheets that are presented in Attachment B of this report. Presented first in Attachment B under General Water System Analysis Data are four pages labeled as follows: (1) "Pump Report"; (2) Detailed Report for Pump: PMP-1; (3) Detailed Report for Pump: PMP-2; and (4) "Reservoir Report". These four pages present some of the basic input information for the system used in the analysis. Following the General Water System Analysis Data are the results for the modeled scenario. The basic output information, such as demands and pressures at various junctions with the modeled network, is present in the "Junction Report." Note that Junction J-4 represents the fire hydrant near the proposed eastern entrance of the hotel and Junction J-6 represents the proposed fire hydrant in the rear of the proposed building. Following the junction reports is the "Pipe Report" that includes information for each pipe, including diameter and velocity. An examination of the modeling results indicates that the flows, pressures, and velocities for the proposed network under full fire flow conditions are all generally within the previously discussed design criteria values. The residual pressure at the proposed fire hydrant location near the eastern entrance to the site (Junction J-4) under conditions of combined fire and normal flows is approximately 91 .9 psi. Similarly, the residual pressure determined for the hydrant in the rear of the building (Junction J-6) under combined fire and normal flow conditions is approximately 91.21 psi. Both of these calculated residual 8 CSC ENGINEERING & ENVIRONMENT AL CONSULTANTS, INC. Water Demand Report AmeriSuites Hotel; College Station, Texas pressures under combined fire and normal flow conditions are well above the accepted m1mmum residential pressure value of 20 psi or the desired pressure of 30 psi. The Pipe Report indicates that the velocities in the proposed or existing pipes do not exceed 9 fps and are below the 12 fps maximum velocity. D. Conclusions Based upon the previously discussed analysis and design criteria, we believe that the proposed public water lines will function adequately for the proposed project. 9 Appendix B FIRE-FLOW REQUIREMENTS FOR BUILDINGS SECTION 8101 GENERAL BlOl.1 Scope. The procedure for determining fire-flow re- quirements for buildings or portions of buildings hereafter con- structed shall be in accordance with this appendix. This appendix does not apply to structures other than buildings. SECTION 8102 DEFINITIONS B102.1 Definitions. For the purpose of this appendix, certain terms are defined as follows: FIRE AREA. The floor area, in square feet, used to determine the required fire flow. FIRE FLOW. The flow rate of a water supply, measured at 20 pounds per square inch (psi) (138 kPa) residual pressure, that is available for fire fighting. SECTION 8103 MODIFICATIONS B103.1 Decreases. The fire chief is authorized to reduce the fire-flow requirements for isolated buildings or a group of buildings in rural areas or small communities where the devel- opment of full fire-flow requirements is impractical. B103.2 Increases. The fire chief is authorized to increase the fire-flow requirements where conditions indicate an unusual susceptibility to group fires or conflagrations. An increase shall not be more than twice that required for the building under con- sideration. B103.3 Areas without water supply systems. For informa- tion regarding water supplies for fire-fighting purposes in rural and suburban areas in which adequate and reliable water supply systems do not exist, the code official is authorized to utilize NFPA 1142 or the IFCI Urban Wild/and Interface Code. SECTION 8104 FIRE AREA B104.1 General. The fire area shall be the total floor area of all floor levels within the exterior walls, and under the horizontal projections of the roof of a building used to protect storage or use areas, except as modified in Sections B 104.2andB104.3. B 104.2 Area separation. Portions of buildings which are sepa- rated by fire walls without openings constructed in accordance with the International Building Code are allowed to be consid- ered as separate fire areas. 2000 INTERNATIONAL FIRE CODE® B104.3 Type IA and Type IB construction. The fire area of buildings constructed of Type IA and Type IB construction shall be the area of the three largest successive floors. Exception: Fire area for open parking garages shall be de- termined by the area of the largest floor. SECTION 8105 FIRE-FLOW REQUIREMENTS FOR BUILDINGS BlOS.1 One-and two-family dwellings. The minimum fire flow requirements for one-and two-family dwellings having a fire area which does not exceed 3,600 square feet (344 m2) shall be 1,000 gallons per minute (3785 Umin). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344 m2) shall not be less than that specified in Table B105.l. Exception: A reduction in required fire flow of 50 percent, ~s approved~ is allowed where the building is equipped throughout with an approved automatic sprinkler system in accordance with Chapter 9 of the International Fire Code. BlOS.2 Buildings other than one-and two-family dwellings. The minimum fire flow and flow duration for buildings other than one-and two-family dwellings shall be as specified in Ta- ble B105.l. , ..06% Us~ Exception: A reduction in reguired fire flow of up to 75 p~­ cent, as approved, is allowed when the building 1s provided with an a roved automatic sprinkler system installed in ac- cordance wit Section 903.3 .. or903.3. l.2 of the nterna- tional Fire Code .. The resulting fire flow shall not e ess than 1,500 gallons per minute (5678 Umin.). NFPA IFCI SECTION 8106 REFERENCED STANDARDS 1142 UWIC Standard on Water Supplies for Suburban and Rural Fire Fighting Urban Wildland Interface Code B 103.3 B103.3 357 APPENDIX B FIRE-FLOW REQUIREMENTS FOR BUILDINGS TABLE B105.1 MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS FIRE AREA (square feet) FIRE FLOW FLOW Type IA and IB" Type llA and lllA" Type IV and V-A a Type 118 and 1110• Type v-e• (gallons per minute)b DURATION (hours) 0-22,700 0-12,700 0-8,200 0-5,900 0-3,600 1,500 22,701 -30,200 12,701-17,000 8,201 -10,900 5,901-7,900 3,601-4,800 1,750 30,201 -38,700 17,001 -21 ,800 10,901-12,900 7,901-9,800 4,801-6,200 2,000 2 38,701-48,300 21 ,801-24,200 12,901-I 7,400 9,801-12,600 6,201-7,700 2,250 48,30 I-59 ,000 24,201-33,200 17,40I-2I,300 I2,60I-I5,400 7,701-9,400 2,500 59,001-70,900 33,20I-39,700 2I,30I-25,500 I5,401-I8,400 9,40I-I l,300 2,75.0 70,901-83, 700 39,70I-47,IOO 25,501-30,IOO I8,40I-2I,800 I I,30I-I3,400 3,000 83,70I-97,700 47,101-54,900 30,IOI-35 ,200 21,80 I-25,900 13,40I -I5,600 3,250 3 97,701-I I2,700 54,901-63,400 35,20I-40,600 25,901-29,300 I5,601-18,000 3,500 112,701-I28,700 63,40I-72,400 40,60I -46,400 29,30I-33,500 I8,001-20,600 3,750 I28,70I-I45,900 72,401-82, I 00 46,40I-52,500 33,501-37,900 20,601-23,300 4,000 I45,901-I64,200 82, 10 I-92,400 52,50I-59,IOO 37,901-42,700 23,30I-26,300 4,250 164,20 I-I 83,400 92,401-103,IOO 59,lOI-66,000 42,701-47,700 26,301 -29,300 4,500 183,401-203,700 103, IOI -I 14,600 66,00I-73,300 47,701-53,000 29,301-32,600 4,750 \ 203,701-225,200 I I4,601-126,700 73,30I-8I,100 53,00I-58,600 32,601-36,000 5,000 225,201-247,700 I26,701-139,400 8I,10I-89,200 58,601-65,400 36,001-39,600 5,250 247,70I-271 ,200 139,40I-I52,600 89 ,20I-97,700 65,40 I-70,600 39,601-43,400 5,500 '\:<i::,, ACed.,b !:P ~ c 27I,20I-295,900 152,60I-166,500 97 ,701-106,500 70,60 I-77,000 43,401-47,400 5,750 c 2., '?~6 3t ~ 295 ,90 I -Greater I 66,50 I-Greater I06,501-I 15,800 77,001-83,700 47 ,40I-5 I ,500 6,000 4 --I 15,80I-I25,500 83,701-90,600 51 ,501-55,700 6,250 --l 25,50I-I 35,500 90,60 I-97,900 55,701-60,200 6,500 --135,501-I45,800 97,901-106,800 60,201-64,800 6,750 --I45,801-I56,700 106,80I-I 13,200 64,801-69 ,600 7,000 --I56,701-I67,900 I 13,201-I21 ,300 69,601-74,600 7,250 --I67,901-I79,400 121,301-129,600 74,601-79,800 7,500 --l 79,40I-I 9 I ,400 I29,60I-I38,300 79,801-85,IOO 7,750 --I 9 I ,40 I-Greater 138,301-Greater 85,IOI-Greater 8,000 For SI: I square foot= 0.0929 m2, I gallon per minute= 3.785 Um, I pound per square inch= 6.895 kPa. a. Types of construction are based on the International Building Code. b. Measured at 20 psi. 358 2000 INTERNATIONAL FIRE CODE® CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. ATTACHMENT A FIGURES Figure I -Site Vicinity Map Figure 2 -Existing Water System Configuration Figure 3 -Proposed Existing Water System Configuration and System Element Designations I c s c Enrl Rudder Golf Course E11gi11cering & Em•ir.>nmmtul Consulrams. Inc. Prepared For: KYLE LEGENDS I, LP ' ·, VICINITY MAP AMERISUITES HOTEL PROJECT: AMERISUITES HOTEL LOCATION: COLLEGE STATION , TEXAS APPR: MFC REV. DATE: '--' ···-..... DRAWN BY: JBF SCALE: AS SHOWN DATE: 06/07/04 FIGURE NO.: 1 · ..... _ ······• CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. ATTACHMENT B Pipe Network Computer Analysis Results CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. General Water System Analysis Data Label Elevatior Centro Intake Oischarge (ft) Status Pump Pump Grade Grade (ft) (ft) PMP-1 284.00 On 284.00 513.35 PMP-< 282.00 On 280.00 513.29 bischarge (gpm) 1,768.73 1,035.27 Scenario: Base Steady State Analysis Pump Report Pump Calculated Head Water (ft) Power (Hp) 229.35 102.42 233.29 60.98 ... \amerisuites\dwg\watercad\watercad solution.vtl::i!C Engineering & Environmental Consultants, Inc 06105104 12:38:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA WaterCAD v6.0 [6.0103a) +1-203-755-1666 Page 1 of 1 Detailed Report for Pump: PMP-1 Scenario Summary Scenario Base Active Topology Alternative Base-Active Topology Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Global Adjustments Summary demandsCollection Geometric Summary x y Elevation Pump Definition Summary Pump Definition Initial Status <None> 4, 155, 132.27 ft 2,826,829.05 ft 284.00 ft Roughness Upstream Pipe Downstream Pipe Pump Definition -C-062 <None> P-2 P-3 Initial Pump Status On Initial Relative Speed Facto1 1.00 Calculated Results Summary Time Control lntakeDischargEDischargePump RelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On ~84.00 513.35 1,768.73 ~.35 1.00 102.42 Pump Head Curve PMP-1 (Relative Speed Factor= 1.00) 250.0 200.0 1j 150.0 cc ,,...... (!) !E, I 100.0 50.0 0.0 0 .0 --------........... ~ 4000.0 ,.......... "' "' 8000.0 Discharge (gpm) ~ """, 12000.0 ... lamerisuites\dwg\watercad\watercad solution.11108C Engineering & Environmental Consultants, Inc 06/05/04 12:47:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA WaterCAD v6.0 [6.0103a] +1 -203-755-1666 Page 1 of 1 Detailed Report for Pump: PMP-2 Scenario Summary Scenario Base Active Topology Alternative Base-Active Topology Physical Alternative Demand Alternative Initial Settings Alternative Operational Alternative Age Alternative Constituent Alternative Trace Alternative Fire Flow Alternative Capital Cost Alternative Energy Cost Alternative User Data Alternative Base-Physical Base-Demand Base-Initial Settings Base-Operational Base-Age Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Base-Capital Cost Base-Energy Cost Base-User Data Global Adjustments Summary demandsCollection Geometric Summary x y Elevation Pump Definition Summary Pump Definition Initial Status Initial Pump Status <None> 4, 155,098.09 ft 2,826,740.86 ft 282.00 ft Roughness Upstream Pipe Downstream Pipe Pump Definition -C-062 On Initial Relative Speed Facto1 Calculated Results Summary Time Control lntakeDischargEDischarge Pump RelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power ~ ~ (~ 0.00 On !80.00 513.29 1,035.27 !33.29 1.00 60.98 Pump Head Curve <None> P-7 P-6 1.00 PMP-2 (Relative Speed Factor= 1.00) 250.0 ··················· , ................... , ............................. ,. ...................... , ............................. , ............................... , ........... . 'O 150.0 1····················· +·········· .................. ; .............................. f ............. ~-.::.-··+··········· .. ······ ...... f ............................ j ........................ ; <ll,..... Q) ¢:: I..._..100.0 1 ····••··••·••••••• , ••.••••••..•.••••• , ........................... , .•••••••..••••••.•..•. , ••....•••••.•.. -, .............................. , .......••.• , o.o ~~~~~~~~~~~~~~~~~~~~~~~~---~~ 0 .0 4000.0 8000.0 Discharge (gpm) 12000.0 ... \amerisuites\dwg\watercad\watercad solution.ll'.08C Engineering & Environmental Consultants, Inc 06/05/04 12:48:17 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA WaterCAD v6.0 (6.0103a) +1-203-755-1666 Page 1 of1 Label Elevation Zone (ft). R-1 284.00 Zone R-2 280.00 Zone Inflow (gpm) 1,768.73 1,035.27 Calculated ~ydraulic GradE (ft) 284.00 280.00 Scenario: Base Steady State Analysis Reservoir Report ... \amerisuites\dwg\watercad\watercad solution.IJG:ile Engineering & Environmental Consultants, Inc 06105104 12:39:48 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA WaterCAD v6.0 [6.0103a) +1 -203-755-1666 Page 1 of 1 Project: Date: En ineer: AmeriSuites 1-Jun-04 MFC Design Pressure C-045 (psi)= Design Pressure C-062 (psi)= Design Pressure B-028 (psi)= 95 Must be between Static Pressure and Residual Pressure 101 Must be between Static Pressure and Residual Pressure 92 Must be between Static Pressure and Residual Pressure From Test Flows m Pitot Reading Pitot Reading Residual Hydrant (psi) (gpm) Static (psi) (psi) C-045 65 1350 98 92 C-062 80 1500 102 100 B-028 75 1455 95 88 3 point curve method 1st point is generated meauring the static pressure at the hydrant when flow is equal to zero Hydrant Q (gpm) Static (psi) Static (ft) C-045 0 98 226.38 C-062 0 102 235.62 B-028 0 95 219.45 2nd point is generated by choosing a pressure and solving for the flow Flow Hydrant C-045 C-062 B-028 Q(gpm) Pitot Reading Pitot Reading (ft) 928.49 95 219.45 1031.66 101 233.31 920.78 92 212.52 3rd point is generated by measuring the flow (Q) at the residual pressure of the hydrant Flow Hydrant C-045 Q (gpm) Residual (psi) Residual (ft) 1350 92 212.52 C-062 1500 100 231 8-028 1455 88 203.28 Summary Table Hydrant Pressure (ft) Q(gpm) C-045 226.38 C-045 219.45 C-045 212 .52 0 928.49 1350 Hydrant Pressure (ft) Q(gpm) C-062 235.62 C-062 233.31 C-062 231 0 1031 .66 1500 Hydrant Pressure (ft) Q(gpm) 8-028 219.45 8-028 212 .52 8-028 203.28 0 920.78 1455 Hydrant Pressure (ft) Q(gpm) 1600 1400 1200 1000 800 600 400 200 0 \ 150 170 190 210 " \ \ I ' \ \ \ \ -- 230 250 --.--Hydrant1 -Hydrant2 Hydrant3 ~Hydrant4 CSC ENGINEERING & ENVIRONMENT AL CONSULTANTS, INC. Water System Analysis for Fire Flows Label Elevation Pressure (ft) (psi) J-1 284.00 99.21 J-2 284.00 99.19 J-3 283.00 99.63 J-4 296.00 91.87 J-5 290.00 92.76 J-6 292.00 91.21 J-7 292.00 91 .21 Scenario: Base Steady State Analysis Junction Report Demand Calculated Type (Calculated) Hydraulic Grade (gpm) (ft) 0.00 513.30 Demand 0.00 513.26 Demand 0.00 513.28 Demand 1,402.00 508.35 Demand 0.00 504.39 Demand 1,402.00 502.82 Demand 0.00 502.82 Demand ... \amerisuites\dwg\watercad\watercad solution.YWi!C Engineering & Environmental Consultants, Inc 06105104 12:10:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Base Flow Pattern (gpm) 0.00 Fixed 0.00 Fixed 0.00 Fixed 1,402.00 Fixed 0.00 Fixed 1,402.00 Fixed 0.00 Fixed WaterCAD v6.0 (6.0103a) +1-203-755-1666 Page 1 of 1 Label Length Diameter Material (ft) (in) P-2 22.00 48.0 PVC P-3 31 .00 16.0 PVC P-4 28.00 16.0 PVC P-5 31 .00 16.0 PVC P-6 26.00 16.0 PVC P-7 50.00 48.0 PVC P-8 374.00 12.0 PVC P-9 151 .00 8.0 PVC P-11 60.00 8.0 PVC P-12 86.00 8.0 PVC Scenario: Base Steady State Analysis Pipe Report Discharge Velocity Upstream Structure (gpm) (ft/s) Hydraulic Grade (ft) -1,768.73 0.31 284.00 -1,768.73 2.82 513.30 -1,768.73 2.82 513.26 -1 ,035.27 1.65 513.26 -1,035.27 1.65 513.28 -1 ,035.27 0.18 280.00 2,804.00 7.95 513.26 1,402.00 8.95 508.35 1,402.00 8.95 504.39 0.00 0.00 502.82 Downstream Structure Pressure Hydraulic Grade Pipe (ft) Head loss (ft) 284.00 0.00 513.35 0.06 513.30 0.04 513.28 0.02 513.29 0.02 280.00 0.00 508.35 4.91 504.39 3.96 502.82 1.57 502.82 0.00 ... \amerisuitesldwg\watercad\watercad solution.vWllC Engineering & Environmental Consultants, Inc WaterCAD v6.0 (6.0103a] 06105104 12:10:02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 CSC ENGINEERING & ENVIRONMENT AL CONSULT ANTS, INC. ATTACHMENT C Fire Hydrant Flow Test Report From the City of College Station Water and Wastewater Division 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 FLOW TEST REPORT Nozzel size: 2.5 inch Location: LINCOLN AT UNIVERSITY Flow hydrant number: C-061 Pitot reading: 80 (GPM): 1500 Static hydrant number: C-062 Static PSI: 102 Residual PSI: 100 NOTE: TEST RUN 30 APRIL 2004 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 FLOW TEST REPORT Nozzel size: 2.S inch Location: 1000 UNIVERSITY Flow hydrant number: C-075 Pitot reading: 65 (GPrvi): 1350 Static hydrant number: C-045 Static PSI: 98 Residual PSI: 92 NOTE: TEST RUN 30 APJUL 2004