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Home My WebLink About018 Gran Cielo PH2 Block 14 Sewer Design Report SEWER MAIN DESIGN REPORT FOR: GRAN CIELO PH2 BLOCK 14 BOZEMAN, MT Prepared By: NOW A PART OF MADISON ^^ ENGINEERING �'�11,TWC ENGINEERING Madison Engineering/WWC 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 September 2023 SEWER MAIN DESIGN REPORT FOR: GRAN CIELO 1 BLOCK 14 BOZEMAN, MT tltl;� �` •• 00 vpa BUDESK1 a-a • too. 8 • w� • qg5••�0 Madison Engineering/WWC 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 September 2023 NOW A PART OF MADISON ,,�� ENGINEERING WWC I ENGINEERING 895 Technology Boulevard,Suite 203, Bozeman, MT 59718 1406.586.0262 Gran Cielo 1 Block 14 SEWER SYSTEM DESIGN REPORT A. General Project Description This report will give an overview of the proposed wastewater collection system for the development of Gran Cielo 1. This is located on Lots 1-4 Gran Cielo 1 —Block 14 S23, T02S, R05E, East of 29th Ave and South of Apex Dr. in Bozeman, MT. The zoning for the 6.48-acre area is listed as R-5, residential mixed-use high-density district. The proposed buildings are designed as two (2) 29-plex units and two (2) 50-plex units for a total of 158 units in the residential development. The improvements for Block 14 of the development are anticipated to be constructed during the spring of 2024. All infrastructure improvements are to be installed with Block 14. Included in this report is a description of the proposed wastewater collection system and design parameters. Once the wastewater system is constructed and approved, the system will become a part of the City of Bozeman (C.O.B.) system. The following references were used in the wastewater facilities design and capacity analysis: a. COB Design Standards and Specifications Policy, 2017. Addendum#6 b. COB Modification to Montana Public Works Standard Specifications (MPWSS) c. City adopted MPWSS and adopted Addenda. d. COB Wastewater Facility Plan, 2017 e. WQB Circular No. 2 £ City of Bozeman Zoning Map The procedures and parameters outlined in the COB Design Standards and Specifications Guide were used in the design of the sewer infrastructure for the proposed development. B. Capacity Analysis The proposed wastewater collection system consists of 133 linear feet of new 8" sewer main and will provide services to the multi-unit residential development. The effluent generated from the proposed buildings will be collected by the wastewater collection system and ultimately flow North to existing COB Manhole's located in Apex Dr. The wastewater demands from the proposed subdivision were estimated based on a flow per capita basis,which provided a more conservative flow than a per zoned acre basis. (COB Table V-1 does not specify an R-5 wastewater flow rate. To be conservative and as accurate as possible R-4 wastewater flow rate was chosen due to being residential high-density district, similar to R-5 Gran Cielo 1 Block 14 Wastewater Design Report Page 1 of 4 zoning. The COB Table V-1 specifies an average daily flow rate of 1,950 gal/ac-day for R-4 zoning, resulting in 9,750 gpd= 5.0 ac x 1,950 gal/ac-day). The proposed sewer mains have been sized to flow at no more than 75-percent of full capacity at peak hour conditions of full build out, and a Manning coefficient of 0.013 was used for PVC pipe. Lots 1-4 Capacity Analysis: The average daily flow is based on the number of units, 2.11 residents per unit, and 89 gallons per capita per day, the latter two values based on COB design standards: residents gallons (158 units * 2.11 * 89 ) = 29,671 gpd unit capita/day An approximate population for the Gran Cielo development at full build out is calculated as: residents 158 units * 2.11 unit = 333 persons This is a more realistic population value compared to utilizing the 10.4 units per acre (Table V-1 from COB design standards) applied to 6.48 acres, which only results in 68 persons. This equivalent population can be utilized to determine a peaking factor: CQmaxl 18 + P.5 _ 18 +.333.5 QAve 1 4 + P-5 4 +.333.5 = 4.06 (P=Population/thousands) Based on a total population of 333 people, a peaking factor of 4.05 was calculated. The peak flow rate anticipated from the development based on an average daily flow of 29,671 gallons per day is: Peak Flow Rate = (29,671 gpd x 4.06) = 120,464 gpd = 84.3 gpm = 0.188 cfs Additionally, an infiltration flow of 972 gpd(150 gal/acre/day x 6.48 acres)has been added to the flow, resulting in a total flow of 121,436 gpd(0.19 cfs). Lots 1 and 2 Capacity Analysis: Gran Cielo 1 Block 14 Wastewater Design Report Page 2 of 4 The average daily flow is based on the number of units, 2.11 residents per unit, and 89 gallons per capita per day, the latter two values based on COB design standards (Phase 1 and 2 = 79 units): C residents gallons 79 units * 2.11 * 89 ) = 14,835 gpd unit capita/day An approximate population for the Gran Cielo development phase 1 & 2 at full build out is calculated as: residents 79 units * 2.11 unit = 167 persons This is a more realistic population value compared to utilizing the 10.4 units per acre (Table V-1 from COB design standards) applied to 6.48 acres, which only results in 68 persons. This equivalent population can be utilized to determine a peaking factor: CQmaxl 18 + P-5 18 +. 167-5 1 4 + P-5 4 +. 167-5 — 4.18 QAve (P=Population/thousands) Based on a total population of 167 people, a peaking factor of 4.18 was calculated. The peak flow rate anticipated from the development based on an average daily flow of 14,835 gallons per day is: Peak Flow Rate = (14,835 gpd x 4.18) = 62,010 gpd = 43.4 gpm = 0.096 cfs Additionally, an infiltration flow of 524 gpd(150 gal/acre/day x 3.49 acres)has been added to the flow, resulting in a total flow of 62,534 gpd(0.097 cfs). The sewer main size for the development will be an 8-inch, based on minimum required pipe size and designed at a 0.40%slope minimum.An 8-inch PVC sewer main at 0.40%slope has a capacity of 0.64 cfs at 3/4 pipe depth, which has adequate capacity for the proposed peak flow of 0.19 cfs at full build out and 0.097 cfs from phase 1 & 2 effluent generated from the site. Calculations are included at the end of this report. Phase 2 & 3 of Gran Cielo Block 14 discharge directly to the existing 8"PVC sewer main located within Gran Cielo subdivision. The previous Gran Cielo subdivision sewer design report is attached at the end of this report to show there is capacity for the additional units. C. Proposed Collection System Gran Cielo 1 Block 14 Wastewater Design Report Page 3 of 4 PVC pipe meeting COB specifications will be used for the sewer mains. The effluent from the Gran Cielo development will drain into a proposed 8-inch diameter sanitary sewer main via 4-inch sewer services. The effluent in the 8-inch wastewater collection system in the development will flow to a centrally located proposed manhole before turning North and connecting to an existing manhole located in Apex Dr. The maximum manhole spacing will be less than 400 feet for the fl- inch main. Manholes will be constructed according to COB specifications. Sewer services will be 4-inch or 6" PVC installed at 2% minimum grade and 4% maximum grade. Sewer services will connect into the main with in-line gasketed wyes. The sewer main will maintain a minimum separation of 10-feet horizontally and 18-inches vertically from any proposed or existing public water mains. D. Downstream Capacity Analysis The sanitary sewer mains were designed in conformance with the City of Bozeman Wastewater Improvement Plan. It is anticipated that the City of Bozeman sanitary sewer system has enough capacity to accommodate the main extension as this was included in the onsite design of the downstream collection system. A capacity letter from a City Engineer will be required prior to DEQ approval of the system. E. Conclusion As outlined above, a proposed 8-inch sanitary sewer collection system serving the residential development has the capacity for the effluent generated from the subdivision. The wastewater sewer collection system was designed on a conservative premise for future development. This project will require the approval of the City of Bozeman Engineer and MDEQ. Gran Cielo 1 Block 14 Wastewater Design Report Page 4 of 4 Appendix 1. Sewer Main Capacity Calculations 2. Gran Cielo Subdivision Sewer Main Design Report 8-inch PVC Pipe Capacity_ Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.40000 % Normal Depth 5.58 in Diameter 8.00 in Results Discharge 0.64 ft°/s Flow Area 0.26 ft' Wetted Perimeter 1.32 ft Hydraulic Radius 2.37 in Top Width 0.61 ft Critical Depth 0.38 ft Percent Full 69.8 % (93%full flow capacity x 75%flow depth) Critical Slope 0.00748 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 ft Specific Energy 0.56 ft Froude Number 0.66 Maximum Discharge 0.82 fr/s Discharge Full 0.76 fP/s Slope Full 0.00278 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 69.75 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods SoltdtadiSpiftewMaster VBI(SELECTseries 1) [08.11.01.03] 4/11/2016 9:20:06 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 2 SEWER MAIN DESIGN REPORT FOR: GRAN CIELO SUBDIVISION BOZEMAN, MT Prepared By: MADISON ENGINEERING Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 APRIL 2019 SEWER MAIN DESIGN REPORT FOR: GRAN CIELO SUBDIVISION BOZEMAN, MT 0%jt11rjjjjj 0 riTA • CHRIS G. '. • CI�UCSKI cx= ro No. 1�2 'E , w CGtlg�Q'�Cry�� Madison Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 APRIL 2019 GRAN CIELO SUBDIVISION SEWER MAIN DESIGN REPORT A. General This report will give an overview of the proposed wastewater flow generation from the new development of the Gran Cielo Major Subdivision. The site is situated at the intersection of S. 27th Ave and Graf St in Bozeman. The 48.75-acre subdivision is zoned R-3 and R-4, and will consist of one-unit,two-unit, and multi-unit residences. The proposed improvements are anticipated to be phased, with the first phase being constructed during the fall of 2018. This report will provide a description of the proposed wastewater collection system and design parameters. Once the wastewater system is constructed and approved,the system will become a part of the City of Bozeman system. The following references were used in the wastewater facilities design and capacity analysis: a. COB Design Standards and Specifications Policy,2004,Addendum#6 b. COB Modifications to Montana Public Works Standard Specifications(MPWSS),Addendum#3 c. City adopted MPWSS and Adopted Addenda d. COB Wastewater Facility Plan,2015 e. WQB Circular No. 2 f. City of Bozeman Zoning Map g. City of Bozeman Infrastructure Viewer The procedures and parameters outlined in the COB Design Standards and Specifications Guide were used in the design of the sewer infrastructure for the proposed development. B. Capacity Analysis The proposed wastewater collection system consists of 6,466 linear feet (1.22 miles) of new sewer main and will provide service to Gran Cielo Subdivision and the 40.78-acre parcel of undeveloped land south of the subdivision, known as Tract A COS 1861. Effluent generated will ultimately flow north and east into an existing manhole on the east side of S. 27th Ave, and then into an existing 15" PVC sewer main. Sanitary sewer main stubs are provided at the southern limits of the project at S. 29th Ave and S. 31 st Ave to serve the future development of the 40.78- acre parcel south of Gran Cielo Subdivision. The proposed sewer main has been sized to flow at no more than 75% of full capacity at peak hour conditions at full buildout. An infiltration rate of 150-gallons/acre/day was added to the design flow. A Manning coefficient of 0.013 was used for PVC pipe. The proposed subdivision totals 39.80 acres of R-3 zoned land and 8.95 of R-4 zoned land. Tract A COS 1861 is not currently within the City limits, but it was assumed that the parcel would become zoned R-4 when annexed into the City. The capacity requirement of the proposed sewer mains was determined based on the proposed buildout of the entire Gran Cielo Subdivision, plus the future full build out of the 40.78 acres to the south. The City of Bozeman's Design Standards specify an average daily flow rate of 1,220 gal/acre/day for R-3 development and 1,950 Gran Cielo Subdivision Sewer Main Design Report Page 1 of 4 gal/acre/day for R-4 development, as obtained from Table V-1, and 89-gallons per capita per day. The sanitary sewer system is broken into three drainage basins, as outlined in the Drainage Basin Exhibit in the Appendix. Basin 1 and 2 flow into the existing manhole at 27th and Bennett Boulevard while Basin 3 flows into the existing manhole at Apex Drive. Table 1 shows the estimated wastewater demands of each drainage basin at full build out. Peaking factors were calculated based on the following formula: Qmax i Qave=(18 +Po-')/(4 +P0,5) (P =Population/thousands) The calculated peaking factors are included in the appendix of this report. The peak flow rate anticipated from the development was calculated by multiplying the average flow rate by the peaking factor. The peak flow rate was then converted from gpd to cfs. Table 1 Peak Flow Rates Wastewater Area Peak Average Flow Peaking Peak Flow Drainage Basin Zoning Loading Served Rate (gpd) Factor Rate (gpd) Flow (apd/acre) (acres) Rate (cfs) Gran Cielo R-3 1,220 32.30 39,406 -- -- -- Phase 1 1 Tract A COS R-4 1,950 40.78 79,521 -- -- -- 1861 Total -- -- 73.08 118,927 3.72 442,409 0.685 2 Gran Cielo R-3 1,220 7.50 9,150 4.24 38,796 0.060 Future Phase 3 Gran Cielo R-4 1,950 8.58 16,731 4.16 69,601 0.108 Future Phase Infiltration calculations are provided in Table 2, and added to the peak flow to determine the total flow capacity required. Table 2 Infiltration Rates Drainage Area Infiltration Infiltration Infiltration Max Peak Flow: Capacity Basin Served Rate Rate(gpd) Rate (cfs) Infiltration + Provided (cfs) (acres) (gpd/acre) Peak Flow (cfs) 1 73.08 150 10,962 0.017 0.70 0.95 (Basin 1) 2 7.50 150 1,125 0.002 0.06 0.70 (Basin 2) 3 8.58 150 1,287 0.002 0.11 0.70 (Basin 3) Gran Cielo Subdivision Sewer Main Design Report Page 2 of 4 An 8-inch PVC sewer main at minimum slope of 0.4% and a Manning Coefficient of 0.013 has a capacity of 0.70 cfs at 75% of full flow capacity. This is sufficient to accommodate the peak flows for Drainage Basin 1 (0.70 cfs), Drainage Basin 2 (0.06 cfs), and Drainage Basin 3 (0.11 cfs). In order to be conservative for Drainage Basin 1, a design slope of 0.88% was used at the location of maximum peak capacity. At 75% full flow capacity, an 8-inch PVC at 0.88% slope and a Manning Coefficient of 0.013 can accommodate 0.95 cfs. This is sufficient capacity to accommodate the wastewater demand of 0.70 cfs from Drainage Basin 1. Drainage Basins 1 and 2 ultimately combine into a 10-inch PVC, which can accommodate 1.26 cfs at a slope of 0.40% and Manning Coefficient of 0.013. This is enough capacity to accommodate the combined wastewater demand of 0.76 cfs from Drainage Basins 1 and 2. The sewer main capacity calculations are provided in the appendix of this report. C. Proposed Collection System PVC pipe meeting COB specifications will be used for all the sewer mains. All sewer mains proposed as part of this project will be 8-inch diameter with a maximum manhole spacing 400 feet and a minimum manhole barrel size of 48-inches. Manholes will be constructed according to COB specifications. Sewer services will be stubbed to each individual lot and will be a minimum of 4-inch diameter. A site plan showing the proposed sewer mains is included in this submittal. All sewer mains will be located within a 30-foot wide utility easement and be located a minimum of 10-feet from the proposed public water main. D. Upstream and Downstream Capacity Analysis The system is part of the Cattail Creek Drainage Basin. It is anticipated that the City of Bozeman sanitary sewer system has enough capacity to accommodate the main extension. It was assumed that the 40.78-acre lot to the south of Gran Cielo Subdivision (Tract A COS No. 1861) would reasonably be served by the proposed main in Gran Cielo Subdivision. This was accounted for in the design, and shown in the Sanitary Sewer Drainage Basins Exhibit provided in the appendix. Based on the City of Bozeman Wastewater Improvement Plan, it is not anticipated that any other areas will be served by the mains in Gran Cielo Subdivision. A contour area map is provided in the appendix. The contours show that the 40-acre lot to the west of Gran Cielo Subdivision is graded such that wastewater will flow into Fowler Ln. The contour area map was obtained from the City of Bozeman Infrastructure viewer. E. Conclusion As outlined above, the proposed 8-inch and 10-inch sanitary sewer mains have the capacity for the effluent generated by the proposed Gran Cielo Subdivision and COS No 1861. This project will require the approval of the City Engineer and MDEQ. Gran Cielo Subdivision Sewer Main Design Report Page 3 of 4 Annendix 1. Sewer Main Capacity Calculations 2. Peaking Factor Calculations 3. Drainage Basin Exhibit 4. City of Bozeman Wastewater Improvement Plan 5. Area Contour Map Gran Cielo Subdivision Sewer Main Design Report Page 4 of 4 10-Inch PVC Pipe Capacity Project Qescription Friction Method Manning Formula Solve For Discharge Input:Data Roughness Coefficient 0.013 Channel Slope 0.40 % Normal Depth 7.5 In Diameter 10.0 in Results Discharge 1.26 IP/s Flow Area 0." ft2 Wetted Perimeter 1.75 ft Hydraulic Radius 3.0 in Top Width 0.72 ft Critical Depth 0.60 ft Percent Full 75.0 % Critical Slope 0.00728 f ift Velocity 2.88 f/s Velocity Head 0.13 ft Spectfic Energy 0.75 ft Froude Number 0.85 W)dmum Disdmarge 1.49 ft'/s Discimige Full 1.39 ft-is Slope Full 0.00333 ft/ft Flow Type SubCrhical OW Input•Data Downstream Depth 00 In Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profle Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 75.00 % Downstream Velocity Infinity ft/s Bentley Systems,Inc. Hosetad Methods So14Vwn gRtesvMaster V61(SELECTserles 1) (08.11.01.03) 7116W O 11:31:24 PM 27 Slemons Company Drive Suite 200 IN Watertown,CT 06796 USA +1-W-766-1666 Page 1 of 2 10-Inch PVC Pipe Capacity GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 7.5 in Critical Depth 0.50 ft Channel Slope 0.40 % Critical Slope 0.00728 left Bartley Systems,Inc. Heeetsd Mettgds SolNstlOpMewMaster VIII(SELECTeerles 1) FBA 1.01.031 7116=1011:31:24 PM 27 Slemons Con"ny Orhm Suite 200 W Welsrtown,CT 06796 USA +1-203-756-16N Paps 2 of 2 8-inch PVC Pipe Capacity Project Description Friction Method Manning Fonnu e Solve For Discharge Input Dde Roughness Coefficient 0.013 Channel Slope 0.40 % Normal Depth 6 in Diameter 8 in Results Discharge 0.70 ft'/s Flow Area 0.28 ft Netted Perimeter 1.40 ft Hydraulic Radius 2 in Top Width 0.58 ft Critical Depth 0.39 ft Percent Full 75.0 % Critical Slope 0.00773 ft/ft Velocity 2.46 ft/s Velocity Head 0.10 ft Specific Energy 0.60 ft Froude Number 0.63 Mw*num Discharge 0.82 ft/s Discharge Ful 0.76 fN/s Slope Fhi 0.00333 ft/ft Flow Type SubCribal GVF'input Q8� _- . Downstream Depth 0 In Length 0.00 ft Number Of Steps 0 GF Upstream Depth 0 in Profile Description Prone Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 75.00 % Downstream Velocity Inflnlly ft/s been*Systems,Inc. Hanetad Matlh-do ar9rur�nuhs.vat(SELECTaarbe 11 peai.o»et IM16=14 e:ze:10 PM 27 Siemens company Drive Sutra 200 w waterlown,CT 867116 USA 0-U11_7e6-1666 Page I Of 2 8" Sanitary Sewer Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.88000 Normal Depth 5.6 in Diameter 8.0 in Results Discharge 0.95 ft3/s Flow Area 0.26 ftz Wetted Perimeter 1.32 ft Hydraulic Radius 2.4 in Top Width 0.61 ft Critical Depth 0.46 ft Percent Full 70.0 % Critical Slope 0.00903 ft/ft Velocity 3.64 ft/s Velocity Head 0.21 ft Specific Energy 0.67 ft Froude Number 0.98 Maximum Discharge 1.22 fe/s Discharge Full 1.13 ft/s Slope Full 0.00617 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.0 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 70.00 Downstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods SoIdUadlOp ftewMaster V81(SELECTseries 1) [08.11.01.03] 4/11/2019 2:56:13 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 8" Sanitary Sewer GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 5.6 in Critical Depth 0.46 ft Channel Slope 0.88000 % Critical Slope 0.00903 ft/ft Bentley Systems,Inc. Haestad Methods SoldibrtlOpiRewMaster V81(SELECTserles 1) [08.11.01.03] 4/11/2019 2:56:13 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Sewer Main Extension Gran Cielo Subdivision Peaking Factor for Drainage Area 1 Total Wastewater Flow Rate= 118.927 gpd Residential Usage per person= 89 gpd Equivalent Population= 1,336 = 18 +P 0.50 P =Population/thousands Q(ave) 4 +P 0.50 P= 1.336 Peaking Factor = 3.72 Peaking Factor for Drainage Area 2 Wastewater Daily Flow Rate= 1,220 gpd/acre Acres= 7.50 acres Total Wastewater Flow Rate= 9,150 gpd Residential Usage per person= 89 gpd Equivalent Population= 103 Q(ma.) = 18 +P 0.50 P=Population/thousands Q(ave) 4 +P 0.50 P= 0.103 Peaking Factor = 4.24 Peaking Factor for Drainage Area 3 Wastewater Daily Flow Rate= 1,950 gpd/acre Acres= 8.58 acres Total Wastewater Flow Rate= 16,731 gpd Residential Usage per person= 89 gpd Equivalent Population= 188 Q(.a.) = 18 +P 0.50 P = Population/thousands Q(ave) 4 +P 0.50 P= 0.188 Peaking Factor = 4.16 Peaking Factor for Gran Cielo Subdivision �o o- a �a o SCALE inch 250 feet us 0 LL I I II fy SANITARY SEVER I I I DRAWN BY:BLB pl DRAINAGE AREA 3 1 1 ZONING:R4 = --—F ---- -- — SANITARY SEWER REVIEWED BY:CGB S.28T1i A\ 8.58 AC _ — - — DRAINAGE AREA 1 PROJECT ENGINEER:BI_B c ' PHASE I+TRACT A 73.08 AC DESIGNED BY:CGB PHASE 1 TRACT A II ZONING:R3 _ I COS NO 40.8 AC 61 Z ry _ 32.30 AC ts, � Tr S._*Till AVE I S.29TH AVE 1�a — II n I AzH �I II II SANITARY SEWER DRAINAGE ARIi.\2 II ZONING:R3 7.50 ACED -- — II _ S.31ST iVE >11 zo - M N r r A � � F V paD � g W o � zo ox0 F SHEET S.S. BASINS R GRAN CIELO EXHIBIT PROJECT:17-130 DATE 10-20-17 N. m � 10 m F w � a dY 5 A 1 N r O 3 .L o : r> 1 .r r �c a i i.• fib • � O Sppn fill 3 T•. g a a ul w I n € € € € z z lib it z 5p6 ma 5o43a a �i39 �E _ ¢ � � X • E E i E w y m a I It € gig ts. #I ■ C � O 1 IT ~y '.f• '/-T � ♦, � � � � rr �t 3r ( .'. i ; 7, � ,,1) �l � r� 1� 1�. II 4rUlm