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Home My WebLink AboutEngineer's OWTS Design PlanKunmirni Associates, Inc.° Geotechnical and Materials Engi neers 5020 County Road 1541(+Aand Environmental Scientists Glenwood Springs, CO 81601 phone: (970) 945-7988 email: kaglenwood@kumarusa.com vvww.kumarusa.com An Employee Owned Company Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE TBD MAMM CREEK ROAD GARFIELD COUNTY, COLORADO PROJECT NO. 25-7-508.02 DECEMBER 10, 2025 PREPARED FOR: TORREY & SONS, LLC ATTN: TORREY BYMAN 854 ANTLER POINT LANE SILT, COLORADO 81652 torreybyman(c_outlook.com TABLE OF CONTENTS INTRODUCTION.................................................................................................................... 1 - PROPOSED CONSTRUCTION.............................................................................................- 1 - SITECONDITIONS............................................................................................................... - 1 - SUBSURFACECONDITIONS............................................................................................... - 1 - OWTSANALYSIS.................................................................................................................. - 2- DESIGNRECOMMENDATIONS........................................................................................... - 2- SOILTREATMENT AREA............................................................................................. - 2- OWTSCOMPONENTS................................................................................................. - 3- OWTS OPERATION AND MAINTENANCE........................................................................... - 5 - OWTSHOUSEHOLD OPERATION.............................................................................. - 5- OWTSMAINTENANCE................................................................................................. - 6- OWTS CONSTRUCTION OBSERVATION............................................................................ - 6- LIMITATIONS........................................................................................................................ - 6 - FIGURES FIGURE 1 - OWTS SITE PLAN FIGURE 2 - SOIL TREATMENT AREA CALCULATIONS FIGURE 3 - SOIL TREATMENT AREA PLAN VIEW FIGURE 4 - SOIL TREATMENT AREA CROSS-SECTION ATTACHMENTS VALLEY PRECAST 1,500 GALLON, TWO -COMPARTMENT SEPTIC TANK DETAIL POLYLOK DISTRIBUTION BOX Kumar & Associates, Inc. ® Project No. 25-7-508.02 INTRODUCTION This report provides the results of a design for an onsite wastewater treatment system (OWTS) for the proposed residence to be located at TBD Mamm Creek Road (County Road 315), Parcel 240108100200, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the report is to provide design details for the OWTS in accordance with Garfield County Environmental Health Department Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environmental Regulation #43. The services are in accordance with our agreement for professional services to Torrey & Sons, LLC dated August 4, 2025. PROPOSED CONSTRUCTION The proposed residence will be a one to two story structure with an attached garage located on the parcel as shown on Figure 1. The residence will have four bedrooms and the OWTS will be designed for four bedrooms. The proposed soil treatment area (STA) for the OWTS will be located southwest of the residence. Water service will be provided by an onsite well far from the residence and OWTS. The route of the water supply line has not been designed at the time of this report on Figure 1. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The parcel is located west/northwest of Mamm Creek and Mamm Creek Road just south of County Road 322. The site, shown on Figure 1, was vacant at the time of field exploration. The terrain in the building area is gently sloping down to the south and west towards West Mamm Creek. West Mamm Creek is approximately 70 feet southeast of the proposed STA. Vegetation consists of grass, sagebrush, weeds and pinon and juniper trees. SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on August 28, 2025. Two profile pits were excavated with a mini -excavator at the approximate locations shown on Figure 1 to evaluate the subsurface conditions at the soil treatment area for the OWTS. The pits were logged by a representative of Kumar & Associates. The logs of the profile pits are provided below. Log of Profile Pit 1 depth I USDA Classification 0' '/2' TOPSOIL; organic Loam, firm, moist, dark brown. %i-8' SANDY LOAM; moderate blocky structure, medium dense, slightly moist to moist, brown. • Disturbed bulk sample obtained from 4 to 5 feet. • Bottom of pit @ 8 feet depth. • No groundwater or redoximorphic features observed at the time of pit excavation. Kumar & Associates, Inc. 0 Project No. 25-7-508.02 -2- Log of Profile Pit 2 0' '/2' TOPSOIL; organic Sandy Loam, firm, moist, brown. '/,'-8' SANDY LOAM; moderate blocky structure, medium dense, slightly moist to moist, brown. • Bottom of pit @ 8 feet depth. • No groundwater or redoximorphic features observed at the time of pit excavation. The soils encountered in the profile pits, below about '/z foot of organic topsoil, consisted of Sandy Loam down to the pit depths of 8 feet. No free water was encountered in the pits nor indications of seasonal high groundwater were observed at the time of the pit excavations. Based on the subsurface conditions and laboratory testing, the design soils have been classified as Type 2 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.60 gallons per square foot per day. OWTS ANALYSIS Based on the site conditions and profile pit evaluation, the evaluated area should be suitable for a conventional infiltration disposal system. There is adequate elevation difference from the septic tank to the STA for gravity flow. The STA will consist of chambers in a trench configuration based in the Loam soils. The STA will be sized for four bedrooms and seven persons and an average daily flow of 75 gallons per person, and an LTAR of 0.60 gallons per square foot per day in the natural soils. The effluent will gravity flow from the residence to the septic tank for primary treatment and then gravity flow from the septic tank to the STA for dispersal and final treatment. The STA will consist of three trenches with Infiltrator Quick 4 Plus Standard chambers. Equal distribution will be provided to the chambers by a distribution box. The route of the water supply line should be outside of any required setbacks. The required setback of the water line from the septic tank is 10 feet, 5 feet for sewer and effluent lines, and 25 feet from the STA. We should be notified for additional recommendations if any of the setbacks cannot be met. DESIGN RECOMMENDATIONS The design recommendations presented below are based on the proposed construction, the site and subsurface conditions encountered, and our experience in the area. A layout of the proposed OWTS components is provided on Figure 1. If conditions encountered during construction are different than those that are described in this report, we should be contacted to re-evaluate our design recommendations. SOIL TREATMENT AREA • The STA will consist of the three trenches with 18 Infiltrator Quick4 Plus Standard chambers placed in each trench (54 chambers total) based in the natural soils. Equal distribution will be provided to the trenches by a distribution box. • The STA was sized based on an LTAR of 0.60 gallons per square foot per day. Kumar & Associates, Inc. 0 Project No. 25-7-508.02 -3- Each chamber was allowed 12 square feet of area. A 30% reduction for use of Infiltrator chambers in a trench configuration were applied to the size of the STA. The total STA design size is 648 square feet. Soil treatment area calculations are shown on Figure 2. • A minimum of four feet of undisturbed soil between the trenches is required. • Trenches should be cut a maximum of 4 feet deep at the up -slope side. • The trenches should be oriented along ground contours to minimize soil cut and cover. • The base and sidewalls of the trench excavations should be scarified prior to the chamber placement. • A minimum of 12 inches and a maximum of 36 inches of cover soil should be placed over the chambers. • Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical or flatter. A swale to divert surface water flow away from the STA may be needed upslope of the STA. • Disturbed soil should be re -vegetated as soon as possible with a native grass mix. No trees, shrubs or other plants with deep roots should be planted on or near the STA as this may damage the system piping. • Four -inch diameter inspection ports should be installed vertically into the knockouts provided in the chamber end caps. Install ports at each end of the trench. The inspection port piping should be screwed into the top to the chambers and should not extend down to the ground surface inside the chambers. The inspection ports should extend at least 8 inches above the finished ground surface or be protected in a valve box at finished grade. • Care should be taken to ensure that the STA is not driven before and after construction. • The STA must be a minimum of 20 feet from the residence. • The STA must be a minimum of 50 feet from the creek. • The STA must be a minimum of 5 feet from the septic tank. • The STA must be a minimum of 10 feet from the property lines. • The STA must be a minimum of 25 feet from potable water supply lines. • A plan view of the STA is presented on Figure 3 and a cross section of the STA is presented on Figure 4. OWTS COMPONENTS Recommended OWTS components provided below are based on our design details and our experience with the specific component manufacturers. Equivalent components may be feasible but need to be approved by us prior to construction. Septic Tank • A Valley Precast 1,500 gallon, two -chamber septic tank should be used for primary treatment. A detail of the tank is provided as an attachment. • An effluent filter should be installed in the tank outlet tee. • The tank must be a minimum of 5 feet from the residence. • The tank must be a minimum of 10 feet from potable water supply. • The tank must be a minimum of 5 feet from the STA. • The tank must be a minimum of 50 feet from the creek. • The tank must be set level. The excavation bottom must be free of large rocks or other objects that could damage the tank during placement. A road base or gravel bedding material may be needed to prevent tank damage during placement and act as a leveling course. Kumar & Associates, Inc. 0 Project No. 25-7-508.02 • The tank lids must extend to final surface grade and made to be easily located. • Install the tanks with 2 feet minimum cover soil for frost protection. Maximum tank soil cover is 4 feet. Sewer Pipe • The sewer line to the septic tank should not be less than the diameter of the building or other drains and not less than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or stronger. Schedule 40 PVC pipe is required beneath any driveway or gravel surfaces. • The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in the tank and potential sewage bypass of the first chamber of the tank. If a steeper slope is needed, this can be accomplished with vertical step-downs in the sewer line. • A minimum 36 inches of cover soil should be provided over the sewer pipe. Paved or graveled areas, patios or other areas without vegetative cover may be more susceptible to frost and we recommend 48 inches of soil cover over the sewer pipe in these areas, and the pipe be insulated on top and sides with 2-inch-thick blue foam insulation board. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. • The sewer pipe should be bedded in compacted 3/4-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2'/2 inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage the piping. • Install cleanout pipes within 5 feet of the building foundation, where the sewer pipe bends 90 degrees or more and every 100 feet of sewer pipe. • All 90-degree bends should be installed using a 90-degree long -sweep or by using two 45-degree elbows. • The sewer line must be a minimum of 5 feet from any potable water supply lines. • The sewer line must be a minimum of 50 feet from the creek. • The sewer line location shown on Figure 1 is considered conceptual. We assume that there will be only one sewer line exiting the residence. It is the responsibility of the owner/contractors to locate all sewer line exit locations and connections to the septic tank. We should be notified if there are other sewer lines exiting the building. Effluent Transport Piping • The effluent transport pipe should be 4-inch diameter SDR35 piping sloped at a 2% minimum to flow from the septic tank to the distribution box and from the distribution box to each trench. Piping should extend at least 6 inches into the top knockout provided in the Infiltrator end caps and be screwed in place. Splash plates should be installed beneath the inlet piping to help limit scouring of the infiltrative soil surface in the chambers. • Schedule 40 PVC pipe is required below driveway or gravel surfaces. • The effluent transport pipe should be bedded in compacted %-inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2'/z inches in diameter to help prevent settlement of the pipe. Sags in the pipe could cause standing effluent to freeze and damage to the piping. • A minimum 18 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. We recommend 48 inches of soil cover over the effluent pipe and insulation with at Kumar & Associates, Inc. ° Project No. 25-7-508.02 -5- least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not possible, we should re-evaluate the condition prior to installation. • All 90-degree bends should be installed using a 90 degree long -sweep or by using two 45-degree elbows. Distribution Box • The distribution box will be used to equally divide effluent flow between the trenches. We recommend the Polylok 6-hole distribution box since it is easily accessible from ground surface for maintenance. A copy of the distribution box detail is provided as an attachment to this report. • The distribution box outlet pipes should be equipped with flow equalizers for ease of initial setup and adjustment over time. • The distribution box should be a minimum of 18 inches below grade with risers and an access lid at or above grade. • The distribution box must be accessible from ground surface for inspection and maintenance per the State guidelines. • The effluent line from the septic tank should be directed downward into the distribution box with a 90-degree elbow inside the box. • The distribution box must be installed level on a compacted road base subgrade to ensure equal effluent distribution. If settlement of the distribution box occurs, unequal effluent distribution may take place which could cause hydraulic overload of one of the trenches and potential failure. The distribution box should be monitored periodically, and the speed levelers should be adjusted as necessary for levelling. • The ground surface above and around the distribution box should be graded to drain away surface water to prevent standing water near the distribution box which could freeze or cause settlement. OWTS OPERATION AND MAINTENANCE The OWTS will require periodic inspection and maintenance to function properly. A properly designed, installed and maintained system can greatly increase its lifespan. The level of maintenance will vary depending on the complexity of the system and water use habits of the residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be developed. Below are some basic recommendations for the OWTS O&M. OWTS HOUSEHOLD OPERATION • Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS system. • Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil absorption system. • Do not irrigate the area on top of or directly upgradient of the soil absorption field as this may cause a hydraulic overload. • Do not dispose of household waste down drains as this may clog or damage OWTS components. Examples of household waste includes: dental floss, cotton swabs, coffee grounds, paper towels, feminine products and many other kitchen and bath items. • Use of kitchen garbage disposals is not recommended. If a garbage disposal is utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids are not decomposed in the septic tank and may cause increased tank pumping frequency. Kumar & Associates, Inc. 0 Project No. 25-7-508.02 sm Do not dispose of household chemicals, greases, oils, paints, hot tub water or water softener backwash in household drains. A separate drywell, if feasible, may be necessary for hot tub water or water softener backwash disposal. Limit the use of bleach as this may harm useful bacteria in the septic tank and soil absorption system. Liquid dishwasher and clothes washer detergent is recommended for households served by an OWTS. Clay substances used as fillers in powder detergents may result in clogging of the soils absorption system. OWTS MAINTENANCE • Inspect the septic tank, effluent filter, distribution box, and STA at least annually for problems or signs of failure. • The effluent filter should be cleaned at least annually by spray washing solids into the first chamber of the septic tank. • The septic tank should be pumped and cleaned every 3 to 5 years depending on use. Longer pumping intervals may increase the amount of solids that reach the STA, which may shorten its life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up 25 to 33% of the capacity of the first chamber of the tank. OWTS CONSTRUCTION OBSERVATION The Garfield County Environmental Health Department requires that the designer of the system provide a record drawing and certification of the OWTS construction (As -Built inspection). We should be provided with at least 48-hour notice prior to the installer needing the inspections. Prior to issuance of our certification letter, we require observation of all system components prior to backfill. The number of site visits required for the inspection will depend on the installer's construction schedule. LIMITATIONS We have conducted this design in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The recommendations provided in this report are based on the site conditions, profile pit evaluations and soil texture analysis, the proposed construction and our experience in the area. Variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to our design. It is our opinion that the designed location of the OWTS components does not violate any setback requirements of the Garfield County Regulations. Below is a table of common minimum horizontal setbacks to OWTS components. Refer to the Garfield County Regulations for a complete list of Kumar & Associates, Inc. 0 Project No. 25-7-508.02 -7- required setbacks. We recommend the OWTS components be surveyed by a Professional Colorado Land Surveyor for the installation layout. Ttakin 1 _ Cnmmrnn Minimum 14nri7nntn1 Sathackc frnm AUUTS CmmnnnPnfc Water Occupied Lined Lake, Irrigation Dry Septic Wells Supply Dwelling Ditch Ditch, Ditch or Tank Line Stream Gulch STA 100, 25' 20' _ 10, 50, 25' 5' Septic Tank 50' 10, 5' 10, 50, 10, - - Building Sewer 50' S' 0' 10' 50, 10' Please contact us for any necessary revisions or discussion after review of this report by Garfield County. If you have any questions, or if we may be of further assistance, please let us know. Respectfully Submitted, Kumar & Associates, Inc. Shane M. Mello, Staff Reviewed by: David A. Young, P.E. SMM/kac =, 41216 h� '�1�lIIAL Kumar & Associates, Inc. ® Project No. 25-7-508.02 i p1ap PRC VALLEY Pf 1'50❑_{ TWO -CH SEPTIC TANK PROPOSED POLYLOK 6-HOLE DISTRIBUTION BOX PROPOSED SOIL TREATMENT AREA (STA) CONSISTING OF THREE ROWS OF 18 INFILTRATOR QUICK PLUS 4''` PROFILE STANDARD CHAMBERS (64 PIT 1 CHAMBERS TOTAL). ■ 1 _ r PROFILE I PIT 2 50' SETBACK °�_ /• T❑ STA FROM f CREEK PROPOSED 4-BEDROOM RESIDENCE k � 1 ti 25 0 25 50 SCALE -FEET r25-7-508.02 Kumar & Associates QWTS SITE PLAN Fig. 1 OWTS SOIL TREATMENT AREA CALCULATIONS In accordance with the Garfield County OWTS Regulations and the Colorado Department of Public Health and Environment's Regulation #43, the soil treatment area was calculated as follows: CALCULATION OF OWTS DESIGN FLOW: Q = (F)(N) WHERE: Q = DESIGN FLOW F = AVERAGE FLOW PER PERSON PER DAY B = NUMBER OF BEDROOMS N = TOTAL NUMBER OF PERSONS; 2 PERSONS PER BEDROOM IN FIRST 3 BEDROOMS AND 1 PERSON PER EACH ADDITIONAL BEDROOM PROPOSED RESIDENCE: F= B= N= Q= CALCULATION OF OWTS SOIL TREATMENT AREA: MINIUMUM TREATMENT AREA = Q _ LTAR WHERE: Q= LTAR (SOIL TYPE 2) _ MINIMUM SOIL TREATMENT AREA = REDUCTION FACTOR FOR CHAMBERS = MINIMUM SOIL TREATMENT AREA WITH REDUCTION = AREA PER INFILTRATOR QUICK 4 STANDARD CHAMBER = TOTAL CHAMBERS NEEDED = NUMBER OF TRENCHES = CHAMBERS PER TRENCH = TOTAL NUMBER OF CHAMBERS AS DESIGNED = TOTAL SOIL TREATMENT AREA = 75 GALLONS PER DAY 4 BEDROOMS 7 PERSONS 525 GALLONS PER DAY 525 GALLONS PER DAY 0.6 GALLONS/FT2/DAY 875.0 SQUARE FEET 0.70 613 SQUARE FEET 12 SQUARE FEET 52 CHAMBERS 3 18 CHAMBERS 54 CHAMBERS 648 SQUARE FEET 25-7-508.02 1 Kumar & Associates I SOIL TREATMENT AREA CALCULATIONS I Fig. 2 TRANSPORT PIPING SHOULD BE INSERTED AT LEAST 6 INCHES INTO THE UPPER KNOCKOUT IN THE END CAP. INSTALL SPLASH PLATES BENEATH INLET PIPING TO HELP LIMIT SCOURING OF THE INFILTRATIVE SURFACE. INFILTRATOR QUICK4 PLUS STANDARD CHAMBERS IN 3 TRENCHES. 18 CHAMBERS PER TRENCH (54 TOTAL). INFILTRATOR QUICK 4 PLUS STANDARD END CAP. SCALE —FEET 4 INCH DIAMETER NON —PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO TRENCH. POLYLOK 6—HOLE DISTRIBUTION BOX 4 INCH DIAMETER NON —PERFORATED SDR35 TRANSPORT PIPE SLOPED AT A 2% MIN. DOWN TO DISTRIBUTION BOX. VCH DIAMETER PVC ERVATION PORTS ALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS. INSTALL PORTS AT EACH END OF EACH TRENCH. REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE �f FINISHED GRADE OR BE PLACED AT GRADE IN AN ACCESSIBLE VALVE BOX. PIPES SHOULD NOT EXTEND TO SOIL SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS TO PREVENT SLIDING DOWNWARD. Notes: 1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if necessary. 2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of trench excavations should be scarified prior to chamber installation. 3. All piping should have a rating of SDR35 or stronger. 4. Changes to this design should not be made without consultation and approval by Kumar & Associates. 5. Refer to the Garfield County Onsite Wastewater System Regulations for other applicable specifications. 125-7-508.021 Kumar & Associates I SOIL TREATMENT AREA PLAN VIEW Fig. 3 EXCAVATE 36" WIDE TRENCH 12" MIN./36" MAX. COVER SOIL GRADED — TO DEFLECT SURFACE WATER j INFILTRATOR QUICK4 PLUS STANDARD CHAMBER INSTALLED LEVEL 1 EX APPROX. ISTING - — GROUND SURFACE -- -- — __ - --- _ — 4' MIN. — _- - UNDISTURBED- - — — SOIL BETWEEN- TRENCH£5. -- _- NATIVE SOIL -. - -- SCARIFY GROUND = _ - SURFACE PRIOR TO - — - _ — - CHAMBER PLACEMENT - Notes: 1. Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if necessary. 2. Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of trench excavations should be scarified prior to chamber installation. 3. Changes to this design should not be made without consultation and approval by Kumar & Associates. SCALE -FEET 25-7-508.021 Kumar & Associates I SOIL TREATMENT AREA CROSS—SECTION I Fig. 4 Item 0 1500 Gallon Top Seam - 2CP 150OT-2GP DESIGN NOTES • Design per performance test per ASTM C1227 ■ Top surface area 62.33 ft2 ■ f'c ® 28 days; concrete = 6,000 PSI Min. Installation-- • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted ■ Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below grade • Meets C1644-06 for resilient connectors ■ Inlet and Outlet identified above pip ■ Delivered complete with internal pipi ■ 4' Maximum bury depth ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'-0" 3'-0" 1'-0" 3'-0" 2'-0" 4' 0" 3'-0" 4' 0" DRY 4' — 0" Digging Specs Invert 13' Long x 8' Wide Inlet Outlet Lengt 56" below inlet 56" 53" 132" 32° - Top View 2W awr Acem .•I TANK 1 ID ier 3M 2S" Section View h Dimensions Net Capacity Net Weight Width Height Inlet -Side- Outlet Total Lid Tank Total 68" 68" 1002 gal 507 gal 1509 gal 3600 Ibs 11180 Ibs 14780 Ibs a VALLEY ❑ ,PRECAST, Inc. Buena Vista, Colorado Phone: 719-395-8764 Fax: 719-395-3727 Webolte: www.valleypmeasto m Enadl: fronWesk@valleyprlx=Lcom Polylok Distribution Box Risers and Lid UD-BOX 6 & UD-BOX 8 • 1�in�~I 1��1 � • WIN all '� 1 . � • `I�iili�ll� • " ACCESS TO GRADE REQUIRED UD-BOX 6" RISE UD10OX 72" Rf�� 20" COVER FOR RISER & D-BOX o ALLEY Q ,,PRECAST, Inc, Buena Vista, Colorado D-BOX SEAL WERynCONE@wrrm 4 !FALL) { TEAR OUT FOR 4" SDR-35 OR SCHD-4O NOT TO SCALE REQUIRED ROTO-FLOW 4" LOT TO SCALE OR REQUIRED POLYLOCK EQUALIZER 'V-NOTCHR WEER WEIR SHAPE IS SELF LEVEUNO RIBS PROVIDE FR= FIT FOR ALL 4' PIPE ID NOT TO SCALE GASKETED SEAL ON LID & RISER Phone: 719-395-6764 Fax: 719-395-3727 Webske: www.valleypmeasLoom Email: fronWesk c@valleypnecasLoom