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HomeMy WebLinkAboutForcemain Lift Station Study%W Force Main & Lift Station Study FOR Creek Meadows Subdivision Castlegate 2 Subdivision Brazos County, Texas July 21, 2013 Prepared For: Creek Meadow Parlpera, L.P. Go Oldham Goodwin Group, LLC 2800 South Texas Avenue, Suite 401 Bryan, TX 77802 Prepared Br: RME Consulting Engineers Texas Firm Registration No. F-0695 P.O. Box 9253 College Station, TX 71845 RME No. 260- M71 • Force Main & Lift Station Study FOR Creek Meadows Subdivision Castlegate 2 Subdivision Brazos County, Texas July 21, 2013 • ti Prepared For Creek Meadow Farmers, L.P. do Oldham Goodwin Group, LLC 28W South Term Avenue, Suite 401 Bry0 t, TX 71802 Prepared By, RME CousulRng Engineers Texas Firm Registration No. F4695 P.O. Box 9253 College Station, TX 77845 RME No. 260 - 0471 %ew Force Main & Lift Station Study Creek Meadows Subdivision & Castlegate 2 Subdivision Brazos County, Texas TABLEOFCONTENrS: PAGE 1.0 General Information _-- _.------- ._ , ..._._---- --_... I 1.1 SwpeofRNon.................................................... .............. ....... .......................... ..................... 1 1.2 Slmmd GamaOaetim.....................................................................................................2 13 Ilevrlpduu of Ekisdvg Sm'vmy Sewn CoMidom.__.............._........._._. .............. _.............. ... _..... 2 U Saa11Yy Sewer Flow .. _3 2.1 Samdtwy wa'11mmb....................................................................................................3 2.2 OudmHCpaedy................................... __.............. ................. _..... _.................... _............ .._...... 4 33 OeveloPmem T®io8.....................................................................................................4 10 Wa Station paixo ..._ _�.. ._�5 3.fv ............ ._....... _............. .............. ... 3.2 WdWgeCaFWq.._.................................... ....... ... ...................................................6 3.3 PmmgRmpxnmenb........__..._.._.._,_............._..._....__........._...._.....__........__ ................. 34 ..... ..... ........... ...... ....... ___ ....... ___ .......... ................ . ................................ 7 ATTACHMENTS Secdoo 1.0 Schemade Phase Layouts (Phm 1-3) Caek McWow Preliminary Plel cmdegue 2 Prelimiwvy PW L Sxdon20 Canlegme Sewer Smice Area Map Sanitmy Sewer Lim "S I" PlanNtofile Ssduo 30 Lift Swim Details sysmm&rt oamanm Cmea 26o,M71 Fvcnmm-Ld Salim Study-RevI page -I Force Main & Lift Station Study Creek Meadows Subdivision & Castlegate 2 Subdivision Brazos County, Texas 1.0 GENERAL INFORMATION L-I Scope of Report. - This report addresses the sanitary sewer improvements, for the master planned Creek Meadows subdivision, which was originally submitted and accepted by the City of College Station (CoCS) (dated 11/6/06). The purpose of this study is to evaluate (1) new outfall capacities and update expected sanitary sewer demands (ultimate build -out of Creek Meadows, contributing areas of Castlegate 2, and Wellborn Areas), and (2) evaluate the existing lift station pumping, wet well storage, and forcemain piping conditions ALL while planning anticipated phased improvements of this lift station system. The ultimate desire, illustrated in this design report, is generally as follows: (1) Increase the service capacity of the Creek Meadows Lift Station (CMLS) to, or above, the total "cumulative" anticipated sewer peak flows; (2) Illustrate design possibilities that may exist so that the future Castlegate 2 Lift Station (CG2LS) pumping demands can be achieved; (3) Not to overwhelm the outfall capacity of the existing and proposed collections systems within the Castlegate and Castlegate 2 developments. Phase improvements of the CMLS are described as follows and are in further detailed within the body of this report. Schematic Phase Lam, illustrating graphically these improvements are contained within the "Attachment — Section 1.0" portion of the report. • Phase One: Extension of 12" Gravity Sewer Trunk Line and Force Main within in the Castlegate 2 subdivision + impeller changes for the CMLS existing Pumps; • Phase Two: Upgrade pumps and controls for the CMLS; • Phase Three: Addition of 8" forcemain (parallel to existing 6" forcemain), from CMLS to terminus of Phase One forcemain improvements + reconnection of existing 6" force main + addition of third pump; The proposed development's sanitary sewer improvements are analyzed in accordance with the criteria outlined in the "B/CS Unified Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College Station (CoCS) and Chapter 217 of the Texas Commission on Environmental Quality (TCEQ) Rules & Regulations with the following exceptions. These exceptions are also outlined in the appropriate sections and may be further detailed and/or discussed. • Receiving Collection System: The existing Castlegate sanitary sewer trunk line will be adequate to receive both the ultimate build -out of the Creek Meadows 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 1 subdivision and the Castlegate 2 development. Also, the existing 8" sanitary ► sewer line (current terminus point for the CMLS) can still receive 315 gpm while the existing/proposed 12" sanitary sewer line (trunk line within Castlegate 2) can receive a total of 1000 gpm; • Peaking Factor: 3.0 will be an acceptable pecking factor used for the lift station system capacities and the receiving collection system; • Roughness Coefficient: A "C" value of 130 can be utilized for the forcemain design; 1.2 Site and Genera[ Location: Creek Meadows Subdivision: This subdivision has access to Greens Prairie Road West, near its north property line, and is bisected by Greens Prairie Trail through its southern third. Adjacent existing developments generally consist of the Estates of Royder Ridge to the west, Tumberry Place and Benjamin Graham subdivisions to the north, Woodlake to the southeast, and Wellborn Oaks to the east. Originally all of these subdivisions were located in the College Station E.T.J. However, since the time of the original report much of these developments have been annexed by the CoCS. Currently sewer services, for these ETJ subdivisions, are still being provided by on -site sewerage facilities (OSSF's) on an individual bases. The Creek Meadows subdivision is further illustrated on the attached Creek Meadow Preliminary Plat, which is contained within the "Attachment — Section 1.0" portion of the report. Castlegate 2 Subdivision: This subdivision has access to Greens Prairie Road West, along its south property line, and abuts the terminus of Victoria Avenue along its east boundary limit. Adjacent existing developments generally consist of the Castlegate subdivision, to the east, and Sweetwater Forest to the east. Castlegate 2 subdivision is further illustrated on the attached Castlegate 2 Preliminary, Plat, which is contained within the "Attachment — Section 1.0" portion of the report and was supplied by Phillips Engineering (email dated 5/22/12). 1.3 Description of Existing Sanitary Sewer Conditions: Both developments (Creek Meadows & Castlegate 2) are currently partially developed. The existing lift station system, for Creek Meadows, has a pumping capacity limit of 315 gpm which is governed by the capacity limitation of the current receiving system. This existing receiving system is the terminus of an 8" sanitary sewer line located near the southwest corner of Section 6 of the Castlegate subdivision. A 12" gravity sewer trunk line, which will be a new additional terminus point for the Creek Meadows Lift Station (CMLS) and the singular discharge point for the Castlegate 2 Lift Station (CG2LS). Currently this 12" gravity sewer trunk line terminates along the northern line of Section 201 of Castlegate 2. Included in the proposed current improvements will be the extension of approximately 1,270 linear feet, of 12" sanitary sewer trunk line, to the future intersection of Goodrich Court and Etonbury Avenue (located within the Castlegate 2 subdivision). 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 2 Creek Meadows & Castlegate 2 Subdivision Force Main & Lift Station Study 2.0 SANITARY SEWER FLOW RME Consulting Engineers July 21, 2013 2.1 Sanitary Sewer Demands: The sanitary sewer requirements, for all developments, were derived by implementation of Method 2 — "Land Use Determination" from the UTSDS. Lot totals, for the Creek Meadows Subdivision, are based on the latest approved Preliminary Plat (see "Attachment — Section 1.0" portion of report) with considerations being made for various replats that have occurred since this document. A Castlegate Sewer Service Area Map (see "Attachment — Section 2.0" portion of report) was developed for the CG2LS, Castlegate 2, and contributing areas of the original Castlegate subdivision which all contribute flows to the existing/proposed 12" sanitary sewer trunk line. These service areas are based upon the latest Preliminary Plan supplied by Phillips Engineering and the Mitchell & Morgan Creek Meadow Lift Station Regional Sewer Study (dated May 2010) herein call M&M Study. Resulting sanitary sewer flow values were calculated and the results are summarized in Table #1 — "Sanitary Sewer Flows" shown below. Assumptions for these calculated sanitary sewer flow values are reported under Table #1. Other accounts for sanitary sewer flows or demands are as noted below: 1) No commercial uses (proposed within Creek Meadows subdivision or adjacent CSISD schools) are factored into the sanitary sewer flows. It has been illustrated, in the M&M Study, that commercial developments have a negligible effect on the peak flows generated by residential areas (residential area peak's occur prior to 8:00 AM while commercial development is sporadic through -out the work day); 2) The City of College Station (CoCS) has analyzed the recently annexed Wellborn area and has calculated a contributing peak demand of 356 gpm (email from Stephen A Maldonado, Jr., P.E. — Public Utility Engineer dated 1/24/13); TABLE #1- SANITARY SEWER FLOWS Average ADF 2-Hour Peak Flow Daily Flow PF=3.0 PF=3.0 Development (gpd/cap) D.U. (gpm) (cfs) (gpm) (cfs) Creek Meadows 100 1,085 201 0.45 604 1.34 Castlegate 2 (Lift Station) 100 91 17 0.04 51 0.11 Castlegate 2 (Gravity) 100 552 102 0.23 307 0.68 Castlegate Area 100 159 29 0.07 88 0.20 Flow Determination Assumptions: 1) Residential density is at 2.67 capita/Dwelling Unit (D.U.); 2) Average Daily flows, for each use, were assigned per Table III"Average Wastewater Generations" per the UTSDS; 3) A Peaking Factor of 3.0 will be acceptable by the CoCS (email dated 1/24/13); Utilizing the flow data in Table #1 the required Firm Pumping Capacity of the CMLS will be 960 gpm. 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 3 Creek Meadows & Castlegate 2 Subdivision Force Main & Lift Station Study RME Consulting Engineers July 21, 2013 2.2 Outfall Capacity: - EXISTING: As discussed in Section 1.3 of this report the current outfall, for the Creek Meadows Lift Station (CMLS), can receive 315 gpm from the existing lift station (8" sanitary sewer line located near the southwest corner of Section 6 of the Castlegate subdivision). PROPOSED: The existing and proposed 12" sanitary sewer trunk line, servicing Castlegate 2, has been laid at a minimum TCEQ slope of 0.20% slope. This equates to a capacity of approximately 775 gpm for the 12" line (n=0.012). With the additional connection to this 12" sanitary sewer trunk line, the capacity availability, for the CMLS, is computed as follows. The proposed drawings for the 12" sanitary sewer trunk line are further illustrated on the attached Sanitary Sewer Liiie S l : Plan/Profile, which are contained within the "Attachment — Section 2.0" portion of the report. 12" Sanitary Sewer Trunk Line (Capacity = 775 gpm) (t) Firm Pumping Rate (Castlegate 2) 51 gpm (2) Castlegate 2 (Gravity) 102 gpm (2) Castlegate Area 29 gpm Available 12" Capacity (775 — 102 — 29) = 644 gpm Existing 8" Capacity: 315 gpm (3) TOTAL AVAILABLE CAPACITY for CMLS: 959 GPM Assumption Notes: (1) The CMLS and the CG2LS will need to be controlled so that only one system can pump at a time in order not to exceed the receiving capacity of the 12" Sanitary Sewer Trunk Line; (2) In order for there to be sufficient capacity in the 12" Sanitary Sewer Trunk Line the Castlegate 2 & Castlegate Area where modeled at Average Daily Flows; (3) Per letter (dated 7/31/12) from Alan Gibbs, P.E. — City Engineer the city has modeled and confirmed that the downstream sewer trunk lines are adequate for the build -outs of the Creek Meadow and Castlegate 2 subdivisions in conjunction with the contributing Wellborn Area; As illustrated the available outfall capacity of the 12" sanitary sewer trunk line is 644 gpm + 315 gpm at the existing 8" discharege point with a total of 959 gpm. Therefore, the ultimate DUMiniz capacity of the CMLS with a Firm Pumn Rate of 960 enm can be achieved. Also, it should be noted that the capacity of lines downstream of the Castlegate 12" sanitary sewer line where not studied per CoCS letter (Alan Gibbs — 7/31/12). 2.3 Development Timing: As discussed in Section 1.0 of this report the CMLS system will be improved in three (3) phases. The contributing flows from the Wellborn community area will not be "individually" analyzed, but rather be considered a part of the Creek Meadows lift station flow and computed in all applicable calculations. Flow contributions, per sewer service area and phase, are anticipated as follows in Table #2. 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 4 0 A Creek Meadows & Castlegate 2 Subdivision Force Main & Lift Station Study RME Consulting Engineers July 21, 2013 TABLE 42 - FLOW CONTRIBUTIONS CMLS Firm Contributing Flow Pumping Creek Wellborn Capacity Meadow Area PHASE (gpm) (gpm) (gpm) 1 405 360 45 2 505 410 95 3 960 604 356 Design Notes: The existing 6" forcemain, discharging flow to the 8" sanitary sewer line of CG, Section 6, will need to be reconnected at Phase 3 so that the 12" sanitary sewer line is not surcharged; It is uncertain when development will occur, within the Castlegate 2 subdivision, to require the construction of the CG2LS. However, it is anticipated that these improvements will occur toward the end (final Phase 3) of its subdivision development. Therefore, where applicable, the following two (2) scenarios will be analyzed, and are as follows, as a part of Phase 3. Scenario #1 (S1) — Creek Meadows lift station off; Scenario #2 (S2) — Castlegate 2 lift station only; 3.0 LIFT STATION DESIGN 3.1 General Information, Methodology & Design Criteria: Using the existing lift station layout, design conditions, expected flows from Table #1, the Creek Meadows Lift Station (CMLS) was analyzed for compliance and future phasing anticipated improvements. The applicable design criteria, from the TCEQ — Chapter 217, are briefly listed below: 1. §217.60(b)(7) — Minimum pump cycle time based on horsepower requirements; 2. §217.61— Lift Station Pumps: (c) — Lift Station Pumping Capacity; (d)(3) — Friction Coefficient; (d)(4) — System Curves; (e)(2) — Total number of pumps; 3. §217.63(d)(1) — Retention Capacity (Emergency Provision); 4. §217.64(b) — Material for Force Main Pipes; 5. §217.67 — Force Main Design: (a) — Velocities; (c) — Water Hammer; (d) — Connection to Gravity Main; (h) — Valves; peak flow and pump 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 5 Creek Meadows & Castlegate 2 Subdivision Force Main & Lift Station Study RME Consulting Engineers July 21, 2013 3.2 Wet Well Storage Capacity: The existing CMLS wet well is a 12-foot in diameter with a minimum elevation of 271.00' and a maximum storage elevation of 290.33'. Further details of the original CMLS wet well, and operation system, are illustrated on the Lift Station Details sheet contained in the "Attachment — Section 3.0" portion of this report. The lift station facility was also designed to accommodate a secondary wet well for additional storage. Therefore, storage capacity for emergency provisions would be as follows: Existing Wet Well = 16,352 gallons; Available line storage (from Creek Meadows collection system) — 12,600 gallons; The minimum twenty -minute (20 min.) storage time will be utilized, per TCEQ §217.63(d)(1), for all calculated storage requirements. Currently, the wet well + available line storage has a storage capability of a calculated peak inflow of 1,448 gpm during a complete loss of power. This exceeds the required Firm Pumping Capacity of 960 gpm for the CMLS. 3.3 Pumping Requirements: As discussed in Section 2.1 the required Firm Pumping Capacity of the CMLS will be 960 gpm. In order to accommodate this required pumping capacity system curves where develop for each of the three (3) phases (discussed in Section 1.0). System Curves where developed for these pump scenarios, and phases, and utilized a friction coefficient of C=130 (approved via email dated 1/24/13). These System & Performance Curved are 11W contained within the "Attachment — Section 3.0" portion of the report. PHASE ONE: • Two Existing Flygt Pumps (NP-3153) and replace existing impellers to Model #274; • Duty Point — 405 gpm at 120' TDH; • Pump efficiency at approximately 61.2%; PHASE TWO: • Replace existing pumps with two Flygt NP-3171/275 impellers; • Upgrade motor starters and breakers in existing control panel(s) to handle larger moters; • Upgrade electrical service fee (as required); • Duty Point — 505 gpm at 155' TDH; • Pump efficiency at approximately 62.8%; PHASE THREE: • Install third Flygt NP-3171/277 impeller and appurtenances; • Replace impellers on existing two pumps to Model #277; • Add motor starter, breaker, run time meter, seal fail relay and pilot lights to control panel for third pump; • Duty Point — 1050 gpm at 120' TDH: Accomplished with two (2) pumps pumping. The system will cycle/alternate thru the three pumps; 260-0471 Forcemain-Lift Station Study -Rev 1 Page - 6 creek Mudmvs A cu0egak 2 SUMinvan RME Consulting Eneineess Force Mais& Im Station Study July 21, 2013 • Pomp efficiency at approximately 62.8%(one pump) and appmximstsly 54.6% etfictency(lwo pumps); Below in Table #3 are the Cycle Times during Manage Daily Flows (ADF) and Peak Now (PF) for each `phase" of the CMLS improvements. Per Table CA of §219.60(b)(7) the minimum pump cycle time of 6 minutes is required for this system. This cycle time is analyzed with the "pump -on" and "pump -off elevations becoming roughly the some as the original design (Pump -on = 273.00' & Pump -off = 2]I.00'). The pump "on" elevation may need mimr adjusmnems, per phase, to obtain a more desrtMe Pimp cycle time. TABLE 93 - PUMP CYCLE TIMES Fam Pump Cycle Time RampiNs Calwhy. ADF Peak Flow PHASE ( ta(min) (min) 405 104.6 382 2 505 3.7 30.3 1,050 26 20.6 3.4 Force Maio Evuioanon: VELOCITIES: i The TCEQ ¢217.69(a) (2) requites that a miimnu t velocity of3.0 fps be met in a duplex pump system with one (I) pump In operation. When a pump station has three (3) pumps, or more, then the minimum velocity as the force main can be 2.0 fps (with the smallest pump w operation). Therefore the following velocities are reported below in Table #4— 'Force Maw Veleaities" so that these nummum and maximum velocities can be verified m each segment of the face main system fu CMLS. TABLE" FORCE MAIN VELOCITIES Pipe Size Rap Hah Velmiy PheeeScmano C ) (PM) (fps) Uw 6 405 Can mat 8 405 259 10 405 L66 rtv 6 505 574 rwv 8 505 3M lime°' 10 505 207 260447I Forcemain-Lift Spoon Study -lbw 1 PW-9 CYeek Meadows A Camegate 25uMinsioo RME Comming Eoglama Fame Main A Lift Station SNdy fuly2l, 201J TABLE 44 FORCE MAIs VELOCITIES Pipe Sim HKIVI Pormisore veloeiry Phase/Soemtio (i) (Plan (fps) 6 503 5.72 ohm/Sim 6 315 3.58 nnv/Mm a 547 3.50 na,,/Slm 8 735 4.70 "lm 10 735 3.01 0 51 021 Dissigallows (1) A venture will be mgwmd f velocities being lose the 3.0 fps, The Ilw aim is denied on fort flow requirements same pmhroiWg Pumping hwde man eassading limit: of naming abiNiey (2) Plown sued veli regional an for the segment of line downstream ofCmtbgate2 (3) Flowsand cosen velocities mpaMd me for ua segment of the cUseon opsoeem of 0m ('lows mo 2 wnmmOn potntsued a Ne the segment t of 8 b connection ponq (4) Flows and estimation 2erota are a the segment of 8s Imo attention of Ne Comma:flegalas ill beclpgume or end to Ne CastbelNe 21 lse 10fpskline; (s) A wlance will be requtre m me d tons being less line 3.0 flta. However onnames is in Operators; &velocity uhievM6.Nis m®oem of line wF dk Gdlb avnem is m pPes�on; ` WATER HAMMER & PRESSURE: The TCEQ §219.69(0) requires flat a foreemain with a velocity greater than 6.0 fps be designed to marage pressure and that the working strength of the forcemeat not be exceeded due so water hammer. As reported above in Table 44 there is rot a Phi se/Scenano wheat the 6.0 fps threshold will be surpassed. kw As required in the UTSDS the pressure in a force main shall not exceed IC of Joe rruximum working Pressure of the piping. The minimum working pressure of any type of force main is 160 Psi. Theref the rtaxanury allowable pressure is 80 psi (I8Y MIT). As noted previously in Section 3.3 none of the "duty points" for the pumping capacities will exceed this allowable pressure (maximum design =155' TDII). CONNECTION TO GRAVITY MAIN: Per me City Engineer, Alan Gibbs, P.E. (letter dated ]/31/12), the exiting Castlegate sanitary aewet trust line will be adequate to receive both the ultimate build -out of [he Creek Meadows subdivision and the Castlegim 2 development in conjlamtion with the contributing areas ofthe Wellborn community. 260L471 FmosmaimLift SnHon Study-gev l Page-8 SECTION 1.0 GENERAL INFORMATION M.H. #1 CASTLEGATE—SEC. 6 F/L-319.0' M.H. #2 CASTLEGATE 2 F/L-312.0' 10" — 1820' DISCHARGE=405 gpm JUNCTION ELEV-302.0' T 4" — 120' FUTURE CG2LS DISCHARGE=O gpm 8" — 370' H N W O Of W N Z W W C� ao �t 0 N I ED X W GATE VALVE (CLOSED) JUNCTION ELEV-300.0' co x CMLS w � BOTTOM^-271.0' PUMPS: NP 3153-274 Q=405 gpm ® 120' TDH { SCHEMATIC PHASE LAYOUT REV: SHEET NO. E PHASE ONE DATE: 7/21/13 FILE: 0471 X1 RA 1 of 3 , CREEK MEADOWS—CASTLEGATE 2 SCALE: I"=175' 7h47EAFFIARK, STE PntiT FORCEMAIN & LIFT STATION SHEET TITLE CEBOX9252<1784W OFFICE BOX 9253 Cot1.rGE STAnON, TX 77942 r.mA[L: enilfarmcmgLnm.cami COLLEGE STATION, BRAZOS COUNTY, TX DRAWN BY: RAM X-01 OFF+FAX: 4Q ojTi6"7G4 260 — 0471 CHK BY: PAM �r M.H. #1 CASTLEGATE—SEC. 6 F/L-319.0' M.H. #2 CASTLEGATE 2 F/L-312.0' 10" — 1820' DISCHARGE=505 gpm JUNCTION ELEV-302.0' 4" — 120'—� FUTURE CG21-S DISCHARGE=O gpm 8" — 370' F— (Al W 3 Q O w W_ Q a- 07 Z W W C� 00 0 N I (O X W GATE VALVE ow— (CLOSED) -mowJUNCTION �ELEV-300.0 ' co X CMLS ``' �--8070-271.0' PUMPS: NP 3171-275 Q=505 gpm ® 155' TDH SCHEMATIC PHASE LAYOUT REV-. SHEET NO. PHASE TWO DATE: FILE: 7/21/13 0471X1RA 2 OF 3 , CREEK MEADOWS-CASTLEGATE 2 scALE: 1'=175' Ar POSTOTMEBOXE2sz�7saw FORCEMAIN & LIFT STATION SHEET TITLE CfU OFFICE Box 9253 STATION, Tx naaz COLLEGE STATION, BRAZOS COUNTY, TX DRAWN BY: RAM X-021 ��MAR: rixd(grmcWnoer.�.om T-MA[L: o}i;'r.ak 14,417,6"704 260 — 0471 CHK BY. f;%m 4loK M.H. #1 CASTLEGATE-SEC. 6 F/L-319.0' a- DISCHARGE=315 gpm r W 3 M.H. #2 CASTLEGATE 2 p� F/L-312.0' 00 W O 10" - 1820' �_ N I DISCHARGE=735 gpm CL lo Z w W w _GATE VALVE 0 (OPEN) JUNCTION AL- 370' JUNCTION ELEV-302.0' —� rEl. FV-300.0' 4" - 120' or FUTURE CG21-S o 0 ro PR. 8" FORCE MAIN rn `n `n rn CONNECTED TO BOTH 6" & 89' - II oo _ co o jl al x or CMLS w �—BOTTOM-271.0' PUMPS: NP 3171-277 Q=1050 gpm ® 120' TDH SCHEMATIC PHASE LAYOUT REV: SHEET NO. PHASE THREE /13 FlLE: 0471 X1 RA 3 of 3 CREEK MEADOWS—CASTLEGATE 2 SCALE: 1--175' 1+`07EASTnAK Nt Kr OFFICE BOX 9253 FORCEMAIN & LIFT STATION SHEET TITLE CoLLr•Ae srarioiv, rx 77842 EMAIL: ci►dinrmcnvo<+ COLLEGE STATION, BRAZOS COUNTY, TX DRAWN BY: RAM X-03 orr } xx ay^91 'na-Flan 1 260 — 0471 1 CHK BY: RA U 1. RIGHT-CF-WAY DEDICATION ON THE SOUTH SIDE OF GREENS PRAIRIE ROAD NEST TOTALS 0.354 ACRE (15.416 SO.FT.). / / / wAt py W ppeTr. 300.73' k xATTAM AL Ruak / - 1A. N 43' 06 &r E N 42' 39' 06" E - 496.70' 2. RIGHT-OF-WAY DEDICATION ON THE NORTH SIDE OF GREENS PRAIRIE ' \ v�/T ' ROAD NEST TOTALS 0.322 ACRE (14.021 SO.FT.). / OCNAI➢ k MARIHA fl019ER` �.�• / / Y--- - -_ _ I " �. -- _- --- r--t 1 AG %'x I J / / /J/r11 r P AUCG&V6$ Aon.+lIBM 1] g 14 iB O do ly m / s•PPWmv / / N 03' 3,V 22•IE e r O l r I I r O�1� / lll���\ y� .m.. WA W SCOff Mxb. WA110� WE EWOT / / / I �m / N.� P�lv .7 r. . /SHERNAN M%M MILL" 00SAWE Hu011N wAIHON GRAYS ,TCMW ALLEN CHMIMRS LONEmSTAA GAS CO. 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BOX 269 COLLEGEPHONE- (979) 268A 31957641 SHEET 2 OF 4 PRELIMINARY PLAT NOT FOR RECORD CREEK OF SUBDIVISION 214.862 ACRES SAMUEL DAMDSON SURVEY, A 13 JESSE BLEDSOE SURVEY A-71 COLLEGE STATION, BRAZOS COUNTY TEXAS SURVEYED: MAY 23, 2006 1 1 O �1 ft I '7 eR E B ,1 €J I ^�E ' I , • UAe a) Na J � IY(/tjlNeeY3 .1 RNT IMECRMAECx CR/EFNMo.00CuxiiR >b mMTxWEfT PKW CCULE" SCAROK rx 91I, ty1a7 = IAL OhN414t4 NVAE 0 Ina RLE15BPP]B WSMATEDMTE; 00 1391 SEAhIIST LANE Q7945> POST OFMCB BOX U53 COLLEGE STATION, TEXAS 77842 EMAIL: civil®neen8ineer,com OFFICE-(979)690.0329 FAX-(979)69OEO329 RnRe10N&loxs: 12/10/47; E REVISIONS: 12/3/0I nRAWHei:".a. CHMD BY RAM. Rnn SOON: N/A RME N CLIENTT NO. 202 LP. 1� 1 �b Da .R�Fy I :' /\va" M zmr mw 1 .�p4"k0 OA / JE\ „r °ADO?,©aI©�O"A�p'R��a O u k, ,. r.. ew M -I-�,���=r/.I,�' •] - �".e'Q a +Z // r"°' x,. _ � ,. 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BULL B.S.L BUILDING SETBACK LINE I— — LO I LOT NUMBER SHEET KEY BLOCK NUMBER A COMMON AREA HA COLOR LEGEND Em PJBUCCRRO.X COMMON AREA - COMMON AREA - DEDICABCN GREEN SPACE ALLEY (MAINTAINED (MAINTAINED BY HOA) BY HOA) `I x " W �yy / -K I 15 Al' 3 I 4 - c 4, \ O`aay.• Y a ,. ,9 Fri` +eL� �O�� I � g �p SURVEYED BY: KERR SURVEYING, LLC p y \ OWpW00! I 505 CHURCH S STREET, P.O. B77 269 41 \ & SE TB �p1 I/\ JJ COLLEGE STATION, TEAS 77841 ram'(7.5 ACRES�S, m 8 PHONE (979) 268-3195 " — SHEET 3 OF 4 PRELIMINARY RE PLAT w NOT FOR RECORD / GF REEK MEADOWS SUBDIVISION I i ® 3d 274.662 ACRES SAMUEL DAVIDSONSURVEY, 13 JESSE LEDSOE SURVEY, -7 COLLEGE STATION. BRAZOS COUNTY. TEXAS SURVEYED: MAY 23. 2006 W O O �p EREiN NFAE]WS MRiNGe. LP. .i T°EE CMMw N eerrxwn PNwr '- e I l wucOE ninon, rx ne40 (D .k o o I� o ME 'R1 Ie70 09 -49w ,y R.N U: wP. 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B.S.L BUILDING SETBACK UNE — LOT NUMBER SHEET KEY BLOCK NUMBER COMMON AREA HATCH/COLOR LGENO � 0 � PUBLIC R.O.W. COMMON AREA - COMMON AREA - DEDICATON GREEN SPACE ALLEY (MAINTAINED (MAINTAINED BY HOA) BY PDA) %O r�o Q os moo' /6, IE 10©� ®� S 0 \/ \. / F a as R a \ \ R I /. 13 < /�,\ 12 -18 \ 'B' ro s \ vy 31 i ®B f o\ \ \ Q \ :eOg \ /fy ppI,S w /fD W 1 O 1 .S'S L7^.. ♦ .�; v� �v .& v KB'° V /� /v�x� Is'�wt 1 s 1 ♦ \ S' Q i 8 r I� 1' a I O •� � `.` ♦. '�N . � c'A \ \ 10` .m.m I ♦ O/ ,PAP .rb A- \ / �- LB a x `� \ 4 f KYw�e \ � l \�\�� IR \ $ \` ;�O ♦ O1 / \\♦CA ,o�' � / .. �+0 �g n \ \ O \ .�/ p \ o �W \\ . \\ ,e \\ \ O° .( ri vasPO _ S , :I II \\\\wOO; ' I iR ♦a'� `\ \x •� 'f O ,:\ ♦ \" / to a x \v. 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BOX 269 \�t6y_ © COLLEGEPHONEY (979) 288ATIO A 3195841 \ H \ •'a , •" 's ♦ a a `�♦ d \ SRM # O� �4 e PH SE ON O F' \ l� 1 O .8 4 ♦ +nay©O v' \ / ♦O \ N ,'/ ./ x m ( \ \ s O `.y\^,` e \ +Y�'t ;, `��\ �, s ,a '° �\ ,� " O�/ P8 :� / N I p,� �l ;,;' SHEET 4 OF 4 cT /1 i /\ \ Qe �.y� q9 O ,a i \b, \ lo. \ I1 - 47 cow I a p µ; 4PO \ 0..�- 0;> �. ° %yam ��g,l o R 1. o ,F PRELIMINARY ♦ I6 ♦ \ \ [I PRlvnre PaRK / ' , e� EI(18.80 ACRES) `\\' I•g i R Rg I ` O / l\ 'RQ `i:i 'd 1 O I O II O U�REreunDH/oErcxnorv� O ®le yPs o \ \ ,] fi o��v, I , \ '� R o a F PLAT 9/\ �Itch . .y `°l o' z_� ,zWi", Yt I A OA>ux ory /�^s \\ :ea ,e A--�' 2 4' '.+' II PoxD ys e \ \'( 1 I' ��' \\ ` / /aN \ \ \ �atl"* + . © 1 7 O 18 x 1 y` O � III ss .. O 5 r� ® NOT FOR RECORD 'u s 2 i \ ° 5 K �a / P `� \ Qj 1 xOF ,—;z� /a® T/ 5...1 SE--�Q4 CREEK MEADOWS I \ o O �t \© .+ �'I r—�'\ a /' e .� ® I' Q 3 _ 5 'C® , AJ �� ®,, 3 B1 a� \; o R goo r °o SUBDIVISION Y' ,/ R, p4F © \� ®u�. %gip p Peie� Es)i \ �O �� - _ . 'w 214.862 ACRES L__,z 1-__ _ _ ______ ____ __ ' _______J •L--_-_-_SAMUEL DAVIDSON SURVEY. A-13 JESSE BLEDSTATION, BE SURVEY, COUNTY. $ 42 2 1 — 258 .88 Y u' v euc COLLEGE EYED: BRAY COUNTY, TEXAS6 Wa.r B xIX' SURVEYED: MAY 23, 2006 ,Do YR. FLDCUPLAiry THE 100 YEAR FLOOD PIAIN AS DEPICTED x^•"""""' ( O I AS DUMMIN01 BY ORRK NEMOM PARTNER°. LP. MARY A WANDA D. NRNER I Lu+.'G,I xort PQ Nwr //ee "no Q,Rnea ORNNAOE mo ON THIS DRAIWNG IS BASED ON A DRAINAGE Pn..iO=� a. I W SOVINWEST PKWY EATT STUDY PREPARED FOR THE CITY OF COLLEGE (=max .wo, I ll /.l R7117 �12@1 5fl Of VII� cauOE sr+,nax. Tx >n,a ANY WA, AND IS NOT ADOPTED BY F.E.M.A. IN 0 0 L�f��,(L�L� L5� IJ (J L7�.1 NJL�j p on, n° eehwa ANY WAY. (VOL. 410E PG. 417) 0 SUBMITTED DDAW PxB SCALE: 1..,OD' ROYDER ROAD ''All QW} ID } BIIBNTED DATE: DDTCBE01 ,IO V/08 PRESCRIPTIVE VARIABLE WIDTH R.O.W. I I J 5 W RMFJNS: IR/,o/oT; a/H/oa lo/2o/ae: PROPOSED B0' R.O.W ) POS GOMCE LANE </7R45> DRAWN M.IR 3. 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SERVICE AREA MAP rim. oa7Ixi Na of CREEK MEADOWS—CASTLEGATE 2 scn�e Nts. m=' ""°`,o:02" FORCEMAIN & LIFT STATION sHccT nn_c nA� =Pz COLLEGE STATION, BWOS COONIY, T% oxnwu er: uu X_01 e.� I fiOD ansrtMAnXpR., srB. xi2mF4m P,r OFFICEBOX9353 OLLEOESTATION,TEXAST18i2 Iran: �rouCymmelR=Q.�n OFFICE - (979) 76107M PAX-(9T9)TM4-0104 TE%AS£IRMREOISTRATION No, F<69' SURVEYOR MERR 9URJEYIW ET 505 CHURCH ..TX LDLIFLf SiAigN. 1%. ]]w., OFF: (Bi0) 2L0-JIBS fW (0A) E01-M. 00 Qo U) W aal ZIyM� �v' GTE LE9LRIPIION c=i SUBSTANTIALLYMH ISSUED OR CONSTRUCTION 7/22/13 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET k SHOULD NOT BE USED FOR ib CONSTRUCTON. q SS544.... 11 ON 4 s�' SANITARY SEWER LINE "51" — PLA�VIEW — STA, 0+00 to STA, 8+40 SCALE: , .30 'N^ tq N + V W0� sm �Q V. ZZ PI AN NOJIES,,1iyd'N Ua1ScW{ N o 0 M 0 ± � C Uj aN NLLI U LL W Z ,MT INFOPu CREEK MEADOWS PARTNERS, L.P. c/o OIAHMI GOODMIN GROUP, = 0 SOUTH TEXAS AVENUE SUITE 401 BRYAN, TX 77802 EMAIL, CNIe.1h9E"OolERampooNYmo m i11FRIME G7151R-I 9LNE: A4 NMED wMu Gic 1/v/Is 303 DRAWN W. R.A.M. CHMKEO ft. RAM. FIEW SOOKI N A PADM, A FINE CONSULTING ENGINEERS CLIENT NO. PROJECT NO. 260 — 0471 SANITARY SEWER LINE "S1" — PROEM, MEW — STA, 0+00 to STA, 8+40 smoi V R T 7°=3Q BHEET 4 OF B UR: T�J R IN I - - - - I I I I I A I su wool � / � I E%rsnxc M1,xXDlE Fh 1a• I}3m,as' 1 ih r (1 .w2e3' R � I CALL BBPORH YOU 070 I I I I I I I p i I ___ — �� TENS aIB G4u. srsml '�. mwn nDwef ®Sm nYml �®IIwMUWYunMMmwulna • WW � �� / �'W�mM,lYmi.aY�mmva,vmwlr yy�w �� \w \ w'WYMIIC YM1YIY OYWMN[@M/EXwR. STA 0+20.00: SANITARY � e-e s-a SEWER LINE °51° 51— sr REMOVE PLUG B TIE INTO EXISWNO SEMFR __ _ _ _ -6� r I I L 9•�' M-� �w-4 w-a —w-4w-�— m Y R I I � 12° PVC (SOT-26, 0303{) SANITARY SEVER LINE 'SP I I I I I I I I I I I I I I / m I 1 Ik 1 1 / STA 8+54.26: SANITARY SEWER LINE "51° 7 I VARIABLE MH y3 - {'0 PROP MANHOLE w/32^w RIM YADTH P.U.E. @COVER STA 3+p.TB: SANITARY BEWFA UNE "Si° 1 4 ANG. RT.=180'00'00" (S1) RIM hx COVER DROP MANHOLE w/3x"0 I ANC. RT.=2]OY90'00" (6^ STUB w/bROP) I pNO. RT.=1BOT10'00" (51) I I\ I MG. RT.=2]0.00'00" (B" 81110 w/DROP) 1 I I 12° PVC (SDT12" PVC (SOT-26, 0303{) SANITARYSESANITARY SEVER LINE °Si° r i ' IR ______ ___ ___________ I Ef—ST EF—SI—Sf—S! SF—Si—ST 8F—Si Sf—Sf—sf 9T—ff—Sl ST—SF R r I STA 2+21.56; MH 1 - R MANHOLE IS L.F. OF 8" PVC (SOT-2B, K d LTHI 12" PVC (SOT-28, OJOJ4) 03034) SANITARY SEWIIt I - SANITARY SEVER UNE 'S1" UNE °81" O 3.00E SLOPE k 1B LF, OF B" PVC (BAR-28, G - —�- D3034) SANITARY SEWER �' - LINE ^S1" • 2.801E SLOPE k I SANITARY SEWER UNE °51^ 4'0 STANDARD w/3x"a RIM k ANG. RT.=BO'00'00' COVER (SI) I G Pl. G G G R 327 tl ,00 f > d 327 ��31 324b 0 u. � N.Z+w + N,�.- nZY3 ♦pI + iN N „.mow µZY[ p 324 - ry�LLi I� F Eliisndc a ch ar was sEwm --_ G'�iscR-. c/M1 av sA s�Ex¢n _- 31 � - 1. REFER TO 9HEE19 CN-DI k EN-D2 i0P CDNs1PUCTCN NOBS AND SPECIAL 9PECGIGnONS R. PETER TO CETNL MEET NO-01 FOR NIXFLLAXEOUS UnIIT' DETNIS AND O/CS STANDARD OFTARS SHEETS F0.9 UMItt TIE EN19nN0 UTLITY UNR SHUNN qIE M AN APPRO%MALE WAY d,LTI TIET APE 9ASE0 WCN UTUtt VMS, MEETND(S) MTI 1XE UTI1iY CgAPANIFS, AND AB01E CPWND UTLIN FEATIRE9. AS 9HOYM. - - O 31 Gl 315 _ - 315 rr - 312 � 1x SANITARY - 'S1 - - - --- - — - _ 12" PVC EDR-xB. OJ034� - SANITARY SEWER LINE "51 _ —_ n^r. LV/A -- - - - - 21 n J G - - - SANITARY(SEWER UNE 41' - - - 12" PVC PVC (SpR-28, SEVER D30J4�SANITARY UNE "S1 (SDR-26, D3034� SEWER UN 309 +0.20 — 3O6 B20. LF OF ON-S UCNRAL 8 CK w 308 1�- G 4 F'G1, 4\I�i LL ym�-300JEIIJJEll LL LL LL Fm LLLL L. 4 N4 LL L\.LL LL 0 00 1 00 2 00 3 00 4+00 5+00 6+00 7+00 8+0 Y <'ITBW OFF1 BOX923TR.292 T OFFICE BO%925) OLL50F STATION. TFXA6T9842 clvilL�mntlioea.4om OFFICR-(W9)T64ATV4 AX-(9I9)T64-0T04 TEXAS F@M REGISTRATION No. F46T XI lU NE NERR 9VRrEY1NE, llC 505 CHURCN 5 EST COLLEGE SPATON, U ]]641 CAP. 9iB) 2N-]195DO F W� Wat JR J WI MBE EESCRIPPON sucoMr�Tel.Y Q g ISSUED FOR CONSTRUCTION 7122113 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED B( THIS SET k SHOULD NOT BE USED FOR CONSTRUCTION. aT i 4E EF A CALF eh 4A4M1 •S• hBBAI SANITARY SEWER LINE "S1" — PLAN VIEW — STA. 8+40 to STA. 17+10 SCALE: 1--aw N w 0 1. -02 N+ QW LJ Z� F!�y• 05ZZZ 8 oo O 1�r S ON 'ya 318 W " e 0 m (7) o u 0 o g + �+ �Z� � ~00 F Z Q F„ NN W� �d N W� U W5 Z x ULLEM NFORMATON Q CREEK MEADOWS PARTNERS, L.P. V. OLDHAM GDOONIN GROUP, 11L 2SOO SOUTH TEXAS AVENUE OF SUITE 401 BRYAN. TX P802 FA 307.&V FMUL ChdE.To EOEldh., dwlD.cSm FlI£NWE .USIA-1 6GIP A4 NOIEO WEE. I/U/I] NBNRRD ERAWN BY: RPM. st CHECKED RY: RA.Mi NEIO BOq(N A PAGESN A RME CONSULTING ENGINEERS CLIENT NO. PROJECT NO, 260 - 0471 "S7" PROFILE VIEW - STA. 8+40 to STA. 17+10 Sm02 SANITARY SEWER LINE - HORZ: t'-Sq' $HEFT 5 OF B MERM 1'=J w-e—w e M ' (:AId. BHPORB YOU DIO i �\ I � IaXAR N6 CALL 8Y81FY \ / l ! BLOCK 12 ,mid) I i � I IN,Ise�ro15�'' I I a Be .9 I 19 I M I I STA 10+06.28: SANITARY SEWER LINE "51' STA 12+80:26: SANITARY SEWER UNE "51" 2 3 MH - 4'w pECpWNC MANHOLE w/32"M 6 % / o 8 I B MH /4 - 4'0 STANDARD MANHOLE w/32"0 RIM :LOVER IT8 RIM h COVER I ANG. RT.=iB0'00'00" (St) ANG. RT..19oroD'DD^ (FM1) I I ANG. RT.=270tl0'00' (8" STUB) MIG. RL�2TOro0'00' (e' SNB) , � + � � , BLOCK 1 S , I 16+18.83: 2-10" FORCEMAIN 'FMt" MJ 11.26' BENDS I I 72' PVC (SDK-26, OS034) I I I 12" PVC (MR-26, 03034) 'S1' p-2241C FORCEMAIN Ni. SANITARY SEWER LINE 'S1' � tl \ SANITARY SEWER UN KI ID el—bT-3l—SF—ef—af k 'o, d VARIABLE � 26' P.U.E. I8 LF. OF e' PVC (S0R-28. W101H P.U.E. - - 18 L.F. Oi 6" PVC SDR-28, - - — - ✓n— - - — - - — - - — - - - 03034) SANITARY SEWER - - - — 030JL) SANITARY SEWER UNE "S1" O O.BOS SLOPE § LINE "S1" O 0.80i SLOPE h PLuc R FH —eC—ef—ft—fl-8f-9f —Sf—aT-9f ST—Si—aT—F— of ST—ST T—A A—F—Sf—al—eC-9f R—Sf—SI— al—Sf aT-8T-51 wF— w wY W e w-a w e ws w e w e w-e—w e- ---------- --- BLOCI 31 ;BLOCK 30 LOCI 29 16 16 6 I B I I 327 327 324 jY S s 324 CON6M�UCRPWOXOIE3 AND BECIAL BPECIFlECATONS.� 321 F N _ � 1N - - - - - MISCF1lANREFER MO-0 W6 UPUT/ [iINLE SMATB/C6 6PN0MD OEiNIa 91EEi6 Fdi UP4T! CWSIRUCT014. J. TIE EASING UPUiY LWES SXOWN ARE IN AN APPROtlNAi WAY MLYI MET IAE BASED UPON UTILITY NAPE, NLETNUB) W11H IRE UiNT} _ - 3Z1 - - - .. , 318 ODELL LNA - _ EM6PNG- CAL0.=5AN. - - - - LgMs AN�IEi15, AND ABOK GROUND UTUiY FEATURES. 315 CENTER OF 1B L.F. OF 12" PVC- (SDR 28, D-2247) w/12„ GABKETED SEVER a 8' slo sj�ai tiTUR[ wniEeBur c 20-kF. OF sr�`"A�unzeD -__ ... _- , � - _ — •_, - - -- • • . - _. - - -.- _ _ WyAIN. — 315 - - — _ w CA_OF F0- 312PI�PECaiowcJli cR ssnc ---- - OJOJ4) _ _ _ - - - _- _ - _ D-22L1 FORCEMAIN 'FM1" .. , ---• — 312 — 12' PVC (SDK-26, SANITARY EWER UNE "SI" — RTs REL (1.6') w/NINIMUM RADIUS OF 14G0' p/ O.20N. 306 -S1TRU NRAL EACH - _ ILL _ - � _ 12' PVC SOR-26 D3034 LINE 'S1' _ AL BACKFlL - - � - -- ON --� sE STRUCTURAL , utaT BACKFlLL ---- - F/t.]D>.T �- �� - 3O6 SANITARY SEWER N-STRUCiU 303 N 50.00 n MOM 1�4.4LL I10 O'DI WI m CI LL rp- N Cf Li LL l44 hA _ - - � SiA tateD- - - - 303 ~LL - - ,RoD b 4 O OO � 9+00 10+00 11LL 00 12+00 13+00 14 00 15 00 16+00 17+ 0 10 I 1 LOC4+00 w s-e s-e Z2VP.U.E-21 tl-2211' -ORCEM a R -ST-BF�lF-R-9f-6f-Si 8F- W r----------------- �LOCK 28 --- -M�-M--9-M M -M-9-M _ STOPS / CAfLH13F((1RHYOU DIO H SYSTEM D S p. 2S+48.15: FORCM0.IN °FMf° I ' BLOCK, 400-2 -4 11 ux we mYYmmx nIRBN5uIH'INI I b 49' BEND$ 2-10' (Mr I mn momu�aly®Fm`wv nm�crm.v1H�'auii'.m}w"0ANAIN 11 TLFA. ?OF DSTEEL (3/B" sOwF.w ] _ d ! I 12 1 1 18"5461 ENCASEMENT WALL ORKNS,SCI. 235) LOOKING1JOINT CARRIER IVE [THI 15 14 13 w/CASING SPACERS $ ENO SEALS 10" PVC (SOR-2B, I D-2241) iORCMAIN "M1" I •• A I I I I 22+81 02: FORCMAIN " M1" I I R-53CDO'24 _ _ MATCHLINE - - 25' P.V.E. _ _ - STA" 25+80 (SEE SHEET S-04) __ _ _ SF�A�ST�n—R.�4 -b— ___ _ ____ —ST =sr= 51 =sr-6i—ST= sr—ST—F sr —sr —Si —a —sr sr—s 'i----- ___ 9 W B W! W e X X- W 9 •-� --'j F _ I r I� I !BLOCK 27--- ?n 16 - �P.Nni6eXs1AeW 11YJ -.. -_-�� 324 - - - - - - 324 - 321 - - - - - - - - - PLAN NOTES: ,. ROPER i0 9NEEl3 GN-01 k DN-02 FOR - - CPVSTRUOMON NOTES AND SPECIAL SK,gCA'DONs AFORRD - 2 ANEW 'D GDETA SANE! W STANDARD OETAEWNEWS PDA U UN CO SANDTR W/C9 SLANOARO onAlts SHEETS FaR Unutt CONSTRucnM. ]. TIE EXISPHO Unutt LINES SHOMN ME IN AN AvvROXIWAIE wnv Mn txn ARE ansEn uoax _ UTILITY FAIXE MRS. MSEVNG(s) MLH THE Una -_ ., N D AWONE GROUND unury FEAID As SNDWM. _ - -- _ - _ - - _ _-- - •• - _ - •.- - ' ' ` - - - - - - _ - - 321 - - - - - - - - - ST0. 25+81 to STA. 28+L CAS EM NT "M1" 53 LF. OF 18' S1EEL ENCASEMENT (3 B° WALL TH CKNE55) $ 53 LF. OF 10" PVC CERTA-LOK (DR 1& CL 235) LOCKING JOINT CARRIER PIPE w/CASING SPACERS $ END - SEALS _ - - - . O G Go M 0 _- - •_•- -.. _" _ - - CT 2-JOIN OF - PIPE ALONG BARREL - - (RADIUS 0 ISOW _ - - - - •� - - - •� p 318 o 318 - - - - - - - - - - - - - - - - - - - _ - - - _ -- - - _ _ -- _ •- --- _ TO - --- - TURE BURY 315 312 315 _- 1�'�1 FUTURE fU 1UR PHOR - - R: EMST G DROUND __ ..Gn Af..GRGENAW - 18+77 to STA. 18+95: OF JOINT OF PIPE FUTURE WATER LINE ._..- DEFLECT 2-JOINTS OF PIPE ALONG BARREL (2.3') w/MINIMUM RADIUS OF 900' _ DEFl.ECT 1-JOINT OF PIPE ALONG BARREL (O39 w/MINIMUM RAOluS OF 2000' No -�— � -. - - - _ _ _ - - • •- _ _ _ - _ - ... - - _ ' '.' - :- ' _.. _ _ -. - -20 L CMENTSABIUZED • . OF-- - STA. - CENTER ON CROSSING �- - ,� 31 2 _ DEFLECT 2-JOINTS PIPE ALONG (2.31 RADI OF BARREL W/MINIMUM S OF BOO' _ - - - - _.- -- _ - - _. _.. _ - - - 309 _ - - C SOP-28,- FORCEMAIN 'M1-- - - _ - - - _ - - 309 10 P - - — _ - D-2241 - - - - _ _ - - - - - 306 BF]x WJT9 • - _ - _ �- p �/ 52% - r _ �- -- - - .� .� - __ - - -.- �. - _ 7 ,+exJ. _ srA xs.o0 Fn-XNN• . �. _ `\ TA 2B+IG . _� �-�--- - - - - 2 OF 03 303 _ - - SIAO).9B /L. 06$8+50 A- 1 BB STA, IB+ STA. Fh=] 2 9+ s.e _ - A. "I Fa=]D A. 19+a AD „' - - AG-LF. 300 -1 NON-Sl F .7A' - - STRUCTURAL f OF . ACKFlLL - - - - - - - -- 829:00 �OF NON- 3TRUC7URAILIBACKFUL -_ - - - - --- - 00 LOOG. WCIUK" MIRLL - - DO 18+00 19+00 20+00 21+00 22+00 23+00 241nn 25 00 �l►Wt1i�"�7a9Ya3�IC1�7o�Gi�liL �7L�J'r�•7r_w�iai•Jac•J��s�ts� i• IR -GE SiAnaN, T% T)Bn N-0195 W9)9T9) 2691-8004 12KI DAM I DESCMPTION SUBSTANTIALLY COMPLETE ISSUED FOR THIS SET & SHOULD HOT I O N W wN ZJN Q Lu �� UaL'L W$ O 0 7 ., g��( O m co (n }O LL O � ON^ �4ZI..L R + �+ N F� W _ F- 0 F (n N W UO w� x ci FNT aNMATwu cQ f CRFEK MEADOWS PARTNEPS, LP. 9/RDD NIM'I1T41� FD1'WlC 1�KN(I� RME CONSULTING ENGINEERS CLIENT 40. PROJECT No. 260 - 0471 Sm03 SHEET 6 OF 8 MATCHLINE STA. 33+60 _ _ _ --------- CAM BEFORE YOU DIG TACAE pxe cALL srslwl i i i i i_---- ecft>c^600-E45N-1546 "AA Y 'it sa1Ww>a mw4.ui® r�Wwwmoil`vws'in I / m I I I I I I I I 00 1 8" PVC (SDR-26, D-2241) + i FOR AN "FNI" I Lo N i 10.00, L—r (n tl I/ OI I I W I 20' P.V.E. I I Z W J) INYE 41 I I J ST . 30+89.46: FORCEAI (M FM1 I_ ( I-11-8" (MJ) REDUCER I Q I 1-B" (MJ) 45' BEND I' I i .L ((MJ) GATE VALVE & BOX I 10" PVC (MR-26, 1-MJJ GATE VALVE BO% C (V I I I I I D-2241) FORCEMAIN "FM1' 1M 4' 1-8" CHECK VALVE (3'x3' VAULT) I 18 L.F. OF {° PVC (SDR-26, D2241)--- 1-4" MJ PLUG I I -- 6-s 6-s-- 6-6 ws_-- 6-s 6-c 6-6 6-s 6 6-6 P-s S G_s--_•_ I4's I � I 20' P.V.E. '. T•�,fY I I � • W •D r •, S A. 3 151.31 FORCEMMI I "FIJI" RE TO EXIST. FORCEIAMN 2-8' (MJ) 45- BENDS GATE VALVE & BOX II I 1-8"x 6` (MJ) REDUCER II i� '`A t It �� ) STA. b3+59 STA 3 FORCEMAIN "FM1" / 80 LF. OF ROADRE (MY) BOY) w/ 95 L.F. 18" (M -Tr-� ENCASEMENT (3/8" WALL ) & 95 II Lf.STEELO 18ICKNE535 Lf. 8' PVC CFATA-LOX (DR 78, CL 235) IN JOINT CARRIER PIPE w/CASING SPACERS & END SE ENO SEALS I % ,.. C'E SEMINOLE I j AUTIONII PIPELINE CO. - UNDERGROUND 4' STEEL CAS LINE - EXERCISE EXTREME CAUTON FOR ALL E%CAVANION NEAR THIS GAS I LINE ; SEE CA41 COMPANY NOTES 318 - - mm-= - _ -< 318 FUTURE- ETONB 31 I� ICV y p LL 3 W i '> o. 6 Q _ _ _ - - _ - — m 23 Q K315 - - — PL<N N0 Ec 1 RE.FRUCI TO SHEETS ON M F DN Oa FOR WNSMUCTCN NOES qHD 9'EgAL SPEGFIGTIONS Y REFER TO DETAIL SHEET MD 01 FOR MISCELLANEOUS UTUIY DETNLS AND S/CS STANDARD DETMS SHEETS FOR UTLIT, CONSTRUCTION l n1E E%16nNC Un11T! UNE6 SHONN ARE IN AN xPPRN]MA1E WAY d1LN 1XEY ARE EASED UPON UOUTY MAss, MEERN S) WIN IRE UMu COMPANIES AND AROK ND UTUTY FEATURES, AS SHOYM. - - _ m - 312 -- - 2 CEMEN _ - - - - _ _ _ _ AD 6 '; 1 J o^. 1 -^ _ d-• -� N -- I.-� 312 09 \' LF OF STABILIZED - -- __ _- -- _ - 3O9 - - - - - _ STA 26+12 to STA. 26+30: CENTER FUTOF JOINT OF LINE GROSSING _ FLECT 2-J01 PIPE ALONG BARREL (1.P) w/MINIMUM US R OF 1200' �` - w CA OF FDPCEMAIN - - -- - to STA. 34+54: PORTMAIN FM1"Ll STA. OF ROADOF 18" 60 LF. OF ROAD BORE (DRY) w/ 85 IF. STEEL ENCASEMENT (3/8" WALL THICKNESS) 18, OI & 85 F. OF 8" PVC CERTA-LOK (DR 78, CL B LOCKING JOINT CARRIER PIPE w/CASING SPACERS & END SEAL - - - - - - -- - - - - -- - - - - - - NS PRAIRIE - - „y 3O3 •� _ \_ TS OF _ - 10' D-2241) - 6, "FMI" - -- _ - -- - A. 06' 03 -- - -- - - - -- -- - - '- ]9 a' -_ .. - - DEFLECT 2-JOINTS PIPE ALONG BARREL (2.ST w/MINIMU - - - - - -. - �� PVC SDR- FORCEMAIN - 0-2241) ,, - - - DEIK - PIPE ALONG RA5 --.__ RDIUS�BOO 2-JOIBAS OF BARREL U5 Of 11200' _ -- -Iwp.. APA Iw JLD AYEN - - — F CEMAISOR-26. - 5_LA. -A-Roa.- _ - - — - a nn - 300 STA ap+ iAq]3 - 297 IJba .SV + 6TA ,7T - 97 -- - 35.10 L.F. OF 1744.00 LT: ANON-S UCTURAL B CKFlLL P -ap .D33.45 A 3J - - -1 2N94 N4 N Ae VILL 26+0 27+00 28+00 29 00 30+00 31+00 32+00 33+00 34+00 HORZ: 1"=30' GE SYMON, ,x 77641 (970) 206-310 (on) 691-e9w III DATE I DESCRIP M SUBSTANTIALLY COMPLETE ISSUED FOR CONSTRUCTION 7/22113 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED WY THIS SET & SHOULD NOT BE USED FOR . JW� Zw ��N 12 y F 's J0 aSZ Q LL'a.JT W00 U ti 0 Nln 0JdO �N Q�� 1° Qa WQ— is Q� N wI W O UW TX 77802 WENT NO. PROJECT NO. 260 — 0471 Sm04 SHEET 7 OF 8 L ` SECTION 3.0 LIFT STATION DESIGN .l DROF /lr HANI . 11 A WEATHER HEAD INTERDEPENDENT UGHT SOURCE (DIRECT POWER FROM BTU) METER POLE (AS APPROVED BY BTU) METER 2 MAIN DISCONNECT CIRCUIT BREAKER NEMA !% 120V SERWCE PLUG k WEATHER-PROOF BOX p 3/4" COPPERDLAD GRWND ROD (8' LONG) 1. 6' FLYCT BALL CHECK VALVE (TYPE 508]) 2. 6" GATE VALVE 3. 5" x 4" REDUCING SO- BEND 4. 12" x 12' TEE 5. 6' 45' SEND 6. 6' x 6' FLANCED WYE ]. 6' N 4" SPOOL 8. 6' GATE VALVE G. 6" TAPPED FLANGE w/6' MALE CAM-LCQ< FITTING h CAP 10. 6" SO' SEND 11. 6' 45' (NJ) SEND 12. 6" x 6" (MJ) WYE 13. TYPICAL FLOAT BALL 10. FLYGT PUMP MODEL NP-3153 w/#276 IMPELLER (155 mm DIA.) (315 GPM • 110' TON) w �� WE A J- im. 10. PANEL PRONUtU OT VAG NHL GONIRACTDR SHALL PROVIDE A 36"xM" CLEAR SPACE FOR THE MOUNTING OF THIS PANEL. ALSO ME CONTRACTOR SHALL SUPPLY TWO-2" CONDUITS FROM THIS PANEL THAT EXTEND TO THE GATE (CAPPED ABOVE GROUND), POST OFFICE BOX9252 CCLLECE STATTON. TEXAS T)842 EMA6.: nbo0(}anelxw.. OFFICE-(9T9)MM329 FAX -(9)9)69pLI29 CELL-(P9)2194l" BUAV&YOA VANNM A AMOC., WIC. 105 dom MATH RL'A.. SIE im M . T% 75ME . (am) 582-"20 SURVEYOR MR SIIIMtlNO. LLC 505 CHURCH SINT CIXIEOE STATON. ]% ]]841 OFF: 9]B) 268-31" FAx: p]p) 891-Sp04 A15/_4/07 - ELEVATED INFLUENT LINE TO 272.00- SUBSTANTIALLY COMPLETE ISSUED FOR CONSTRUCTION 12111/06 CONSTRUCTION DRAWINGS ISSUED PRIOR TO THIS DATE ARE REPLACED BY THIS SET k SHOULD NOT Z O a 0 JCoo Lu New Q Co >>O o V)Wa W O �-'s- a aaw Tn wwEn m .I W O XIX U Q cn N Z O L.P. I GVL — VLOO LS=02 SHEET 8 OF 9 250 200 50 Phase 1 --------- ----- - 0 100 200 300 400 Flow 500 600 700 800 • NP3153 274 System Curve PHK.9E 1 E • �® w_ww"Wo Nowmmmmmmmmmmmmm mmomm . �iiiiiiii�iiiiiiiii 0 _____ ___________ _ 1�D ~� .~,= * System Curve I�WtA t i a ,.. !■■■■■■■■■■■■■■■■■. _mo.■_.-,■■■■■■■ ..■■■■■■■■■_..�. .■■■■■■■■■■ ....,, . o 250 150 100 50 03 r -4 44 0 200 400 600 800 1000 1200 1400 1600 1800 C120 System to MH #2 C120 System to MH #1 NP-3171/277 2 Pumps System curves based on partial flow through branch force mains FkME 3 li • y� �® a ■son ■■■■■soon ■■■ ■■■■■■■■■■■■■■■: „■■\a\■■■■■ ■\\■■■■■■ ■■■■■,: MEN ■■ ■■■■\'�M■■■ MEN ■■ ■■■■■■o►\■ MEN ■II ■■I ■■■■■�\■III■,., MOM M�■■%M_■■■M■\'• II■■!■E■■■�► ■ NMEMEM■■■■■■■ m4■■■■■■■■ ■ 0 19 Total Flow (9Pm1 0 6" FM . Flaw 70It 0.00 3" FM 6"FM 8" FM I9W 53]0 Velocity ,Velocity s ' •' We 0.00 0.00 0.00 6" FM 53]0 fl Head Lass (k)' 0.00 8" FM 5370 k Head Loss do 000 4 Station Oillerenc Pipe Head Loss (0) Est Flow 2046 kfi" FM (9Pm) 2p48 k Head t�s (It) fi" FM Velocity (ms) Total Friction Lass (It) Total Static Head (k) Total Oynamlc Head (fi) 1 0.00 OSO 0.00 0.00 000 48.Oo 48.00 100 32.88 6].12 033 0.40 0.63 0.63 0.00 0.19 31.50 0.20 0.30 102 48.00 49.02 200 65.]5 134.25 067 0.79 2.29 2.29 0.00 0.68 63.00 0.80 0,60 3.]] 48.00 51.]] 300 98.63 201.3] 1.00 1.19 4.84 4.84 0.00 1.44 94.50 1.70 1.00 7.99 4600 55.99 400 131.50 268.50 1.33 1.58 8.25 8.25 OLD 2.46 126.00 2.90 1.30 13.61 48.00 61.61 M 16439 tKISAI 1.67 1.98 12.46 12.46 0.00 3.72 157.50 4.40 1,60 20.58 48.00 68.58 600 19].25 402.]5 2.00 2.37 17.46 17.46 000 5.21 189.00 6.20 1.90 28.87 48.00 76.87 ]00 230.13 469.8] 2.33 2]] 23.22 2322 0.00 6.93 220.50 8.30 2,20 3" 4800 85.45 800 263.02 536.98 2.66 3.161 29.73 29.73 0.00 8.87 252,00 IOA-01-2,601 49.20 48.001 9710 900 29538 604.12 3.00 3.56 36.97 36.97 0.00 11.03 283.50 13.20 2.90 fi 48.00 101 1000 328,77 67123 3.33 3.95 "93 44.93 0.00 13.40 315.00 16.10 3.20 74.0 48.00 122,43 1,100 36163 ]38,3] 3.66 4.35 53,59 53.59 0.00 15.98 346.50 19.20 350 88.71 48.00 136.]] 1,200 39452 805.48 4.00 4.74 62.95 62.95 0.00 18.77 378.00 22.50 3,80 104.22 48.00 152.22 1,300 427.39 872.61 4.33 5.14 73.00 73.00 0.00 21.]] 409.50 26.10 4.20 120.87 48.00 168.97 1,100 4fi02fi 939)4 4.66 5.53 83.72 83.]2 0.00 24.97 441.00 29.90 4.50 138.59 48.00 186.59 1,500 493.13 101 5.001 5.93 95,12 95.12 0.001 28.37 472.50 34.00 4.80 15].9 48.00 205A9 Me 42 TaYI Flow (9pm) a 8' FM 8"FM 8" FM Flow 53J0 f[ JO It F/d7p VabcOy Velocity Head (iVs Loss (8) 0.00 0.00 0.00 0.00 0.00 53J0 ft Head Loss (t) 0.00 4" Station Diilelenc, Pipe Hem Loss (fi) 0.00 0.00 Est Flow 2190 R 8" FM (9Pm) 8' FM 2190It Head Less (0 8" FM Velocity (Ne) Total Friction Lass dt) Total Stao Head lft) Total Dmamk Head (tl) 0.00 0.00 0.00 0.00 41.00 41.00 100 32,88 87.12 0.33 0.40 0,63 0.63 0.00 0.19 68.50 0.30 0.40 1.12 41.00 42.12 200 65,75 134.25 0.67 0.79 2,29 2.29 0.00 0.68 137.00 1.00 0.80 3.97 41.00 44.97 300 96.63 201.3J 1.00 1.19 484 4.84 0.00 1.44 205.50 2.10 1.20 8.39 41.00 49.39 40a 131.50 258.50 1.33 1.58 6.25 8.25 0.00 2.46 2]400 3.50 1.60 14.21 4100 55.21 500 164.39 335.61 1.67 1.98 12A6 12.46 0.00 3.72 342.50 5.30 200 21.45 41.00 62.48 600 19J.25 402.75 2.00 2.37 17.46 17.46 0.00 5.21 411.00 7.40 1.90 30.07 41.00 71.07 TOO 230.13 469.87 2.33 2.77 23.22 23,22 0.00 6.0 479.50 990 2.80 39.0 41.00 80.95 Me 263.02 536.88 2,661 3.161 29.73 29.ni 0.00 8.87 548.001 12.60 3.20 51.20 41.00 92.20 295.86 604.12 3,00 16 36.97 36.97 0.00 11.03 616.50 15.J0 3fi0 63.J0 41,00 104.T0 328.77 6J1.23 3.33 3.95 44.93 44.93 0.00 13A0 685.00 19.00 4.00 ]Z32 41.00 118.32 361.63 J38.3J 3.66 4.35 53.59 53.59 0.00 15.98 J53.50 22.J0 440 92.27 41.00 133.27 ji�m 394.52 605.48 4.00 4.74 62,95 52.95 0.00 18.11 822.00 26]0 480 100.42 41.00 149.42 427.39 6J2.61 4.33 5.14 73,00 73.00 0.00 21.T] 590.50 30.90 530 125.66 41.00 166.66 460.26 939.J4 4.66 5.53 83.72 83.72 0.00 24.97 959.00 35.50 5.70 144.19 41.00 185.19 493.13 1,006.87 5.00 5.931 95.121 95,121 0.00 28.3] 102T.50 40.30 6.10 163.J9 41.no 204.J9