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HomeMy WebLinkAboutSanitary Sewer Report 054 0 A Design Report Proposed Sanitary Sewer Line Improvements for Meadowcreek Subdivision Phase 1 Brazos County, Texas January 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764 -7743 ��'� °F r EN O *• 1 GINGER L. ! URSO y • •• 89503 ed 0 l t'3,1 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Meadowcreek Subdivision — Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 2,836 feet of sanitary sewer line. The sewer lines will service Phase 1 of the proposed development, as well as the future development of the adjacent parcels of land to the northeast and the southwest of this development. The proposed sewer lines will gravity drain to the proposed private sanitary sewer plant to be constructed at the southeastern portion of the property. 2.0 SANITARY SEWER - Design Flow and Pipe Size Calculations The proposed sewer lines are to be constructed of 6 ", 8" and 10" diameter SDR -26, PVC pipe which meets the requirements of ASTM- D3034. The proposed manholes are 4' diameter manholes, and vary from 8' to 12' in depth, with sewer line slopes ranging from 0.60% to 2.04 %. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ) and the City of College Station Design Manual. The minimum allowable slopes for 6 ", 8" and 10" pipe per TCEQ requirements are 0.50 %, 0.33% and 0.25 %, respectively. The minimum allowable slopes per the Bryan/College Station Design Guidelines for 6 ", 8" and 10" pipe are 0.8 %, 0.4% and 0.3 %, respectively. All construction shall meet the current Bryan/College Station Design Guideline Manual and the current Typical Specifications and Details for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4.0, which results in the peak hourly flow. For the adjacent tracts of land, a density of 4 dwelling units per acre was used. For our calculations, 15 acres was used for the Sauer tract northeast of the property, and 125 acres was used for the Caldwell tract southwest of the property. The velocities for the lines were calculated using Manning's Equation (n= 0.013). According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer lines will provide sufficient capacity for the anticipated wastewater flows generated by this phase of development and the future development of the adjacent tracts to the northeast and southwest of this project. Meadowcreek Subdivision - Phase 1 - Sewer Line Flow Data Manhole No. of Units From Cumulative Average Percent 50% Full Z Size Length Slope D ail Flow Peak Flow F ull F low Velocity 0 Number Dwelling unit Merging Dwelling y y c i From To (in) (ft) ( %) Services Lines units (gpm) (cfs) (cfs) (%) (cfs) (fps) y 2 Lift Station 10 157.4 0.60 0 * 150 Future) 897 186.85 0.4162 1.6648 80.3 0.8486 3.1 CO1 7 8 87.5 2.04 4 - 4 0.83 0.0019 0.0074 4.7 0.8630 4.9 7 6 8 491.0 0.90 20 - 24 5.00 0.0111 0.0445 13.5 0.5732 3.3 N 6 5 8 476.0 1.00 16 - 40 8.33 0.0186 0.0742 16.8 0.6042 3.5 N 5 4 8 495.0 0.65 18 60 (Future) 118 24.58 0.0548 0.2190 32.2 0.4871 2.8 4 3 8 457.0 1.88 20 - 138 28.75 0.0640 0.2561 26.6 0.8284 4.7 3 2 8 351.0 1.00 0 12 (S -3) 150 31.25 0.0696 0.2784 32.6 0.6042 3.5 co 8 3 6 220.0 0.80 12 - 12 2.50 0.0056 0.0223 14.4 0.2509 2.6 Future Adjacent 8 100.8 0.80 60 - 60 12.50 0.0278 0.1114 21.7 0.5404 3.1 I Development n = 0.013 * Sum of 247 future lots (Phases 2 -4) and 500 Dwelling Units (DU) from 125 acres of adjacent future development at an estimated 4 DU's per acre. Design Report Proposed Sanitary Sewer Line Improvements for Meadowcreek Subdivision Phase 1 Brazos County, Texas January 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764 -7743 s'q*• I GINGER L. URSO 89503 • ' , l' N s <lir, 0 l 1t3( f° 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Meadowcreek Subdivision — Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 2,836 feet of sanitary sewer line. The sewer lines will service Phase 1 of the proposed development, as well as the future development of the adjacent parcels of land to the northeast and the southwest of this development. The proposed sewer lines will gravity drain to the proposed private sanitary sewer plant to be constructed at the southeastern portion of the property. 2.0 SANITARY SEWER - Design Flow and Pipe Size Calculations The proposed sewer lines are to be constructed of 6 ", 8" and 10" diameter SDR -26, PVC pipe which meets the requirements of ASTM- D3034. The proposed manholes are 4' diameter manholes, and vary from 8' to 12' in depth, with sewer line slopes ranging from 0.60% to 2.04 %. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ) and the City of College Station Design Manual. The minimum allowable slopes for 6 ", 8" and 10" pipe per TCEQ requirements are 0.50 %, 0.33% and 0.25 %, respectively. The minimum allowable slopes per the Bryan/College Station Design Guidelines for 6 ", 8" and 10" pipe are 0.8 %, 0.4% and 0.3 %, respectively. All construction shall meet the current Bryan/College Station Design Guideline Manual and the current Typical Specifications and Details for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4.0, which results in the peak hourly flow. For the adjacent tracts of land, a density of 4 dwelling units per acre was used. For our calculations, 15 acres was used for the Sauer tract northeast of the property, and 125 acres was used for the Caldwell tract southwest of the property. The velocities for the lines were calculated using Manning's Equation (n= 0.013). According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer lines will provide sufficient capacity for the anticipated wastewater flows generated by this phase of development and the future development of the adjacent tracts to the northeast and southwest of this project. Meadowcreek Subdivision - Phase 1 - Sewer Line Flow Data Manhole No. of Units From Cumulative Average Percent 50% Full Z Size Length Slope Peak Flow - d Number Dwelling Unit Merging Dwelling Daily Flow Full Flow Velocity c :_I From To (in) (ft) ( %) Services Lines Units (gpm) (cfs) (cfs) ( %) (cfs) (fps) ' 2 Lift Statio 10 157 0 0 •7 50 47 (S (Futu re 897 186.85 0.4162 1.6648 80.3 0.8486 3.1 CO1 7 8 87.5 2.04 4 - 4 0.83 0.0019 0.0074 4.7 0.8630 4.9 7 6 8 491.0 0.90 20 - 24 5.00 0.0111 0.0445 13.5 0.5732 3.3 N 6 5 8 476.0 1.00 16 - 40 8.33 0.0186 0.0742 16.8 0.6042 3.5 N 5 4 8 495.0 0.65 18 60 (Future) 118 24.58 0.0548 0.2190 32.2 0.4871 2.8 4 3 8 457.0 1.88 20 - 138 28.75 0.0640 0.2561 26.6 0.8284 4.7 3 2 8 351.0 1.00 0 12 (S -3) 150 31.25 0.0696 0.2784 32.6 0.6042 3.5 N 8 3 6 220.0 0.80 12 - 12 2.50 0.0056 0.0223 14.4 0.2509 2.6 I Future Adjacent 8 100.8 0.80 60 - 60 12.50 0.0278 0.1114 21.7 0.5404 3.1 cn Development n = 0.013 ' Sum of 247 future lots (Phases 2 -4) and 500 Dwelling Units (DU) from 125 acres of adjacent future development at an estimated 4 DU's per acre. 1 r I ✓ f L, � �1 4 `7 . C > L1 Design Report Proposed Sanitary Sewer Line Improvements for Meadowcreek Subdivision Phase 1 Brazos County, Texas March 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 $: (979) 764 -7743 t wo4 . s Si t t .1t• 1141141M1 �r • GINGER L 1J O *Egli !it , ,; 1 t�, S 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Meadowcreek Subdivision — Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 2,836 feet of sanitary sewer line. The sewer lines will service Phase 1 of the proposed development, as well as the future development of the adjacent parcels of land to the northeast and the southwest of this development. The proposed sewer lines will gravity drain to the proposed private sanitary sewer plant to be constructed at the southeastern portion of the property. 2.0 SANITARY SEWER - Design Flow and Pipe Size Calculations The proposed sewer lines are to be constructed of 6 ", 8" and 10" diameter SDR -26, PVC pipe which meets the requirements of ASTM- D3034. The proposed manholes are 4' diameter manholes, and vary from 8' to 12' in depth, with sewer line slopes ranging from 0.60% to 2.04 %. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ) and the City of College Station Design Manual. The minimum allowable slopes for 6 ", 8" and 10" pipe per TCEQ requirements are 0.50 %, 0.33% and 0.25 %, respectively. The minimum allowable slopes per the Bryan/College Station Design Guidelines for 6 ", 8" and 10" pipe are 0.8 %, 0.4% and 0.3 %, respectively. All construction shall meet the current Bryan/College Station Design Guideline Manual and the current Typical Specifications and Details for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4.0, which results in the peak hourly flow. For the adjacent tracts of land, a density of 4 dwelling units per acre was used. For our calculations, 15 acres was used for the Sauer tract northeast of the property, and 125 acres was used for the Caldwell tract southwest of the property. The velocities for the lines were calculated using Manning's Equation (n= 0.013). According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer lines will provide sufficient capacity for the anticipated wastewater flows generated by this phase of development and the future development of the adjacent tracts to the northeast and southwest of this project. Meadowcreek Subdivision - Phase 1 - Sewer Line Flow Data ° Manhole No. of Units From cumulative Average Percent 50% Full Z Size Length Slope Peak Flow m Number Dwelling Unit Merging Dwelling Daily Flow Full Flow Velocity From To (in) (ft) ( %) Services Lines units (gpm) (cfs) (cfs) ( %) (cfs) (fps) 2 Lift Station 10 157.4 0.60 0 50 (S -2), 897 186.85 0.4162 1.6648 80.3 0.8486 3.1 v) '747 (Future) CO1 7 8 87.5 2.04 4 - 4 0.83 0.0019 0.0074 4.7 0.8630 4.9 7 6 8 491.0 0.90 20 - 24 5.00 0.0111 0.0445 13.5 0.5732 3.3 N 6 5 8 476.0 1.00 16 - 40 8.33 0.0186 0.0742 16.8 0.6042 3.5 N 5 4 8 495.0 0.65 18 60 (Future) 118 24.58 0.0548 0.2190 32.2 0.4871 2.8 4 3 8 457.0 1.88 20 - 138 28.75 0.0640 0.2561 26.6 0.8284 4.7 3 2 8 351.0 1.00 0 12 (S -3) 150 31.25 0.0696 0.2784 32.6 0.6042 3.5 col 8 3 6 220.0 0.80 12 - 12 2.50 0.0056 0.0223 14.4 0.2509 2.6 Future Adjacent 8 100.8 0.80 60 - 60 12.50 0.0278 0.1114 21.7 0.5404 3.1 N Development - - - _ n = 0.013 Sum of 247 future lots (Phases 2 -4) and 500 Dwelling Units (DU) from 125 acres of adjacent future development at an estimated 4 DU's per acre. • Design Report Proposed Sanitary Sewer Line Improvements for Meadowcreek Subdivision Phase 1 Brazos County, Texas March 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764 -7743 *• GINGER L. UAW • . , M�arifrf 5 .t. 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Meadowcreek Subdivision — Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 2,836 feet of sanitary sewer line. The sewer lines will service Phase 1 of the proposed development, as well as the future development of the adjacent parcels of land to the northeast and the southwest of this development. The proposed sewer lines will gravity drain to the proposed private sanitary sewer plant to be constructed at the southeastern portion of the property. 2.0 SANITARY SEWER - Design Flow and Pipe Size Calculations The proposed sewer lines are to be constructed of 6 ", 8" and 10" diameter SDR -26, PVC pipe which meets the requirements of ASTM- D3034. The proposed manholes are 4' diameter manholes, and vary from 8' to 12' in depth, with sewer line slopes ranging from 0.60% to 2.04 %. The maximum distance between manholes is less than 500 feet, as required by the Texas Commission on Environmental Quality (TCEQ) and the City of College Station Design Manual. The minimum allowable slopes for 6 ", 8" and 10" pipe per TCEQ requirements are 0.50 %, 0.33% and 0.25 %, respectively. The minimum allowable slopes per the Bryan/College Station Design Guidelines for 6 ", 8" and 10" pipe are 0.8 %, 0.4% and 0.3 %, respectively. All construction shall meet the current Bryan/College Station Design Guideline Manual and the current Typical Specifications and Details for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 4.0, which results in the peak hourly flow. For the adjacent tracts of land, a density of 4 dwelling units per acre was used. For our calculations, 15 acres was used for the Sauer tract northeast of the property, and 125 acres was used for the Caldwell tract southwest of the property. The velocities for the lines were calculated using Manning's Equation (n= 0.013). According to the TCEQ, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TCEQ requirement is met. The TCEQ requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer lines will provide sufficient capacity for the anticipated wastewater flows generated by this phase of development and the future development of the adjacent tracts to the northeast and southwest of this project. Meadowcreek Subdivision - Phase 1 - Sewer Line Flow Data O Manhole No. of Units From crmulative Average Percent 50% Full Z Size Length Slope Peak Flow 0 Number Dwelling Unit Merging Dwelling Daily Flow Full Flow Velocity c . From To (in) (ft) ( %) Services Lines units (gpm) (cfs) (cfs) ( %) (cfs) (fps) 150 (S - 2), i 2 Litt stati 10 157.4 0 0 747 (Future) 897 186.85 0.4162 1.6648 80.3 0.8486 3.1 CO1 7 8 87.5 2.04 4 - 4 0.83 0.0019 0.0074 4.7 0.8630 4.9 7 6 8 491.0 0.90 20 - 24 5.00 0.0111 0.0445 13.5 0.5732 3.3 N 6 5 8 476.0 1.00 16 - 40 8.33 0.0186 0.0742 16.8 0.6042 3.5 cn 5 4 8 495.0 0.65 18 60 (Future) 118 24.58 0.0548 0.2190 32.2 0.4871 2.8 4 3 8 457.0 1.88 20 - 138 28.75 0.0640 0.2561 26.6 0.8284 4.7 3 2 8 351.0 1.00 0 12 (S -3) 150 31.25 0.0696 0.2784 32.6 0.6042 3.5 c7 8 3 6 220.0 0.80 12 - 12 2.50 0.0056 0.0223 14.4 0.2509 2.6 cn Future Adjacent 8 100.8 0.80 60 - 60 12.50 0.0278 0.1114 21.7 0.5404 3.1 cn Development n = 0.013 Sum of 247 future lots (Phases 2 -4) and 500 Dwelling Units (DU) from 125 acres of adjacent future development at an estimated 4 DU's per acre.