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HomeMy WebLinkAboutSoils Report 01.03.2019BASIS OF DESIGN MEMORANDUM BAIR RESIDENCE ONSITE WASTE TREATMENT SYSTEM January 2020 Prepared by SSGM I 18 WEST SIXTH STREET, SUITE 200 GLENWOOD SPRINGS, CO 8 160 I 970.945. 1004 970.945.5948 FAX BASIS OF DESIGN MEMORANDUM BAIR RESIDENCE ONSITE WASTE TREATMENT SYSTEM SGM Project # 2019-466.001 C:\USERS\BBAIR\DESKTOP\SGM REPORT TEMPLATE 2012.DOC Bair Residence OWTS January 2020 TABLE OF CONTENTS 1.0 Executive Summary 1-1 2.0 Project Background 2-1 2.1 Base Information 2-1 3.0 Design Criteria 3-1 3.1 Design Criteria & Results Summary 3-1 3.1.1 Soil/Site Information 3-1 3.1.2 Septic Tank Design 3-1 3.1.2.1 Septic Tank Parameters 3-1 3.1.2.2 Installation Instructions 3-1 3.1.3 Pipe Bedding Requirements 3-2 3.1.4 Soil Treatment Area 3-2 3.2 Operation and Maintenance: Taking Care of your OWTS 3-3 6 Basis of Design Memorandum Bair Residence OWTS January 2020 LIST OF TABLES Table 3-1 Septic Tank Design Criteria Table 3-2 Soil Treatment Area Design Criteria Table 3-3 Infiltrator/Chamber Design Criteria 3-1 3-2 3-2 6 Basis of Design Memorandum ii Bair Residence OWTS January 2020 LIST OF APPENDICES Appendix A Geotechnical Evaluation Appendix B OWTS Design Drawings Appendix C Septic Tank Calculations Appendix D Soil Treatment Area Calculations Appendix E Design Specifications 6 Basis of Design Memorandum iii Bair Residence OWTS January 2020 1.0 Executive Summary SGM is submitting this basis of design memorandum on behalf of the Owner for design of a new onsite waste treatment system (OWTS) for a private residence at 1453 County Road 259 in Garfield County, Colorado. This memorandum will address all the elements and guidelines of the Garfield County Department of Environmental Health and the Colorado Department of Public Health and Environment (CDPHE) Water Quality Control Division's (WQCD's) Regulation 43, On -site Wastewater Treatment System Regulation. 6 Basis of Design Memorandum 1-1 Bair Residence OWTS January 2020 2.0 Project Background The OWTS is planned to accommodate typical domestic -use waste for a new single-family residence in Garfield County, Colorado. The residence is situated on approximately 10.7 acres and has four bedrooms and will be the primary residence for the Owner. 2.1 Base Information Owner Owner Mailing Address Property Address Property Legal Description Type of Permit Report from Site & Soil Evaluation Chad Bair 1453 County Rd 259, Rifle, Colorado 81650 1453 County Rd 259, Rifle, Colorado 81650, Garfield County Section: 34 Township: 5 Range: 92 Antlers Orchard Tr 22 as per plat reception number 37488 New OWTS installation Please refer to the attached profile pit evaluation in Appendix A. Refer to the attached plans in Appendix B for a site plan, septic tank details, and land application area details. 6 Basis of Design Memorandum 2-1 Bair Residence OWTS January 2020 3.0 Design Criteria Please refer to the attached OWTS permit design drawing package in Appendix B for identification of most components under this section. 3.1 Design Criteria & Results Summary Number of Bedrooms Long Term Acceptance Rate (LTAR) Size Adjustment Factors Gravity Bed Chambers Septic Tank Size Average Daily Design Flow Peak Flow Total Absorption Area (leach field area) Reduced absorption area Total number of infiltrators (@11.33 SF/infiltrator) 3.1.1 Soil/Site Information 4 0.3 - 0.6 gpd/SF' 1.2 0.7 1,500 gallons 525 gallons per day (gpd) 787.5 gpd 1,313 SF 1,103 SF2 104 Please refer to the attached profile pit evaluation in Appendix A for details regarding profile pit excavations. 3.1.2 Septic Tank Design Please refer to the attached OWTS permit design drawing package in Appendix B for identification of additional components under this section. 3.1.2.1 Septic Tank Parameters Table 3-1 Septic Tank Design Criteria Tank Size 1500 Gallons No. of compartments 2 Inlet invert elevation ±96.98 Final grade elevation over tank ±100.00 Tank Manufacturer Valley Precast Tank Model 1500T-2CP 3.1.2.2 Installation Instructions Per manufacturer recommendations, septic tank installation shall be in accordance with the following: ' Geotechnical investigation by HP Kumar reported the underlying soils as Type 2 per Table 10-1, Soil Treatment Area Long Term Acceptance Rates, Regulation 43. Peaking Factor of 1.5 included in calculations to accommodate soil Types 2, 2A, 3, and 3A. 6 Basis of Design Memorandum 3-1 Bair Residence OWTS January 2020 1. Tank to be set on 5 inches minimum sand bed or pea gravel. 2. Tank to be backfilled uniformly on all sides in lifts less than 24 inches and mechanically compacted. 3. Excavated material may be used for backfill, provided large stones are removed. 4. Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2 feet below grade. 5. Meets C1644-06 for resilient connectors. 6. Inlet and Outlet identified above pipe. 7. Delivered complete with internal piping. 8. 4-foot maximum bury depth. 3.1.3 Pipe Bedding Requirements Pipe bedding requirements as detailed on sheet P5 of drawing package, and as noted below: 1. Clean, graded gravel, or rock, must range in size from 1/2-inch to 2 1/2- inches. 2. Gravel must surround the distribution laterals at least 6 inches below and 2 inches above the laterals. Refer to sheet P5 of drawing package for depths and types of bedding material. 3.1.4 Soil Treatment Area Refer to Appendix D for design calculations on the soil treatment area. OWTS permit package drawings in Appendix B also indicate required elevation and grade data. • 1 able 3-1 soli + reatment Area iiiiimii Total Absorption area required uesicn 1,103 Criteria SF Number of treatment beds 2 Separation distance between beds 6 ft Bed Dimensions (each) 52 ft (length) 12 ft (width) Table 3-3 Infiltrator/Chamber Design Criteria Manufacturer Infiltrator Water Technologies Design Model Quick4 Standard Series Chamber Length (each) 53 inches Chamber Effective Length (each) 48 inches Chamber Width (each) 34 inches Chamber Height (each) 12 inches Chamber Louver Height 8 inches Storage Capacity 43 gallons 104 Total no. chambers Chambers per bed 52 Chambers per row 13 6 Basis of Design Memorandum 3-2 Bair Residence OWTS January 2020 Refer to Appendix E for attached manufacturer installation instructions for the Infiltrator Water Technologies Quick4 Standard. 3.2 Operation and Maintenance: Taking Care of your OWTS The following preventative maintenance schedule is recommended to maintain the life of the OWTS system: 1. Septic Tank & Dosing Siphon: a. Have the septic tank inspected by a professional at least once every two years. This professional inspection should include the following: i. Inspection for build-up of scum, floatables, and sludge; ii. Identification of leaks; iii. Pumping of the septic tank. b. Make note of the scum and sludge layer elevations in the Owner's Operation and Maintenance records. c. Only sanitary waste should be disposed of in toilets. Properly dispose of household hazardous wastes — do not put down sinks or toilets, as household chemicals (paints, pesticides, etc.) can stress the biological treatment occurring in the OWTS. 2. Drain field: a. Adequately care for the drain field. b. Trees and shrubs should not be planted on or near the drain field, as roots may clog and damage the field. c. No vehicles shall be permitted to drive or park on or near the drain field. d. Keep drainage and runoff away from the drain field. Have a professional inspect the drain field and components at least once every two years. This inspection should consist of inspection of the laterals and confirming that the drain field is adequately loaded across each bed. 8 Basis of Design Memorandum 3-3 Bair Residence OWTS January 2020 Appendix A Geotechnical Evaluation 6 Process Design Report Appendix A H-P�INMAR Geotechnical Engineering I Engineering Geology Materials Testing I Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com January 3, 2019 Chad Bair 11955 County Road 320 Rifle, Colorado 81650 chadhairmyaihoo.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado Project No.18-7-713 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Tract 22, Antlers Orchard, County Road 259, Silt Mesa, Garfield County, Colorado Dear Chad: As requested, H-P/Kumar performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated November 27, 2018. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a one-story modular structure over a crawlspace located on the site generally as shown on Figure 1. Cut depths are expected to range between about 2 to 4 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located south of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site is a vacant, irrigated pasture/hay field. The site is relatively flat with a gentle slope down to the southwest. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and two profile pits in the septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about one foot of topsoil, consist of interlayered stiff to medium stiff, clayey sand, sandy silt and clay, and sandy silty clay. Results of swell -consolidation testing performed on relatively undisturbed samples of the clay soils, presented on Figures 3 and 4, indicate moderate compressibility under loading and wetting. Results of a USDA gradation -2- analysis performed on a sample of gravelly sandy loam (minus PA -inch fraction) obtained from Profile Pit 2 are presented on Figure 5. The laboratory test results are summarized in Table 1. No free water was observed in the pits at the time of excavation and the soils were moist to very moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,200 psf for support of the proposed residence. The soils tend to compress under load and there could be post -construction foundation settlement of around 1 to 11/4 inches. Footings should be a minimum width of 20 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 55 pcf for the on -site soil as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4-inch layer of free -draining gravel should be placed beneath slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on - site soils or a suitable imported gravel soil devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls and crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Project No. 18-7-713 -3- The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1'/2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by irrigation. Percolation Testing: Percolation tests were conducted on November 29, 2018, to evaluate the feasibility of an infiltration septic disposal system at the site. Two profile pits and two percolation holes were dug at the locations shown on Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pits shown on Figure 2 and consist of gravelly sandy loam. The percolation test results are presented in Table 2. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. A civil engineer should design the infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based Project No. 18-7-713 -4- upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and 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 at once so 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 the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, H-P= KUMAR Daniel E. Hardin, P. Reviewed by: Steven L. Pawlak, P.E. DEH/kac attachments ;Q �2443 i NALY.. Figure 1 — Location of Exploratory Pits Figure 2 — Logs of Exploratory Pits Figures 3 and 4 - Swell -Consolidation Test Results Figure 5 — USDA Gradation Test Results Table 1 — Summary of Laboratory Test Results Table 2 — Percolation Test Results Project No. 18-7-713 l •61d Slid Ad0110101dX3 JO NOIld001 F IL—L-81 torawn awe i`•aez.poewb J h- r J � N. Z 0113d • Z lld 31I4Id • /- F 1 3d3d p 111 rc y�DCG aaro ] ❑ 1 river Y lld I lld 3'lld0dd MIlgpnrta K.aosn y 1 GZ VailL ca.._ l lld ,• =« =aa�cap �"go ,e uoq asicas rufEetvEs:cmouRrari moo swu>ig&I a EuJapGO ucnrw A Mow? °D ..NEZI I ,i'o vXd AamQ=VW CoParAL tm 0.:+s • Kau: • ySME. v.aXtAn` 0oa :=:r:wtitmnq tuaciegnou �ev P Pit zar:w= A0'0ro0 • 1333-31VOS 31VWIX08ddY ooz 01 0 001 L't I 'ON En d4) L.M.1“"Iv 14 eva,7. J=14'1 OTit MN PIT 1 EL. 100' PIT 2 EL. 100.5' PROFILE PIT 1 EL. 99' PROFILE PIT 2 EL. 97' DEPTH -FEE — 0 -- 5 WC=18.2 DD=100 WC=21.0 DD=98 —200=86 WC=17.1 DD=100 —200=48 i / GRAVEL=25 SAND=37 SILT=22 CLAY=16 5 4 0 10 10 LEGEN❑ TOPSOIL. ORGANIC SANDY SILTY CLAY, MEDIUM STIFF, MOIST, BROWN. %' SAND AND CLAY (SC—CL); SILTY, INTERLAYERED CLAYEY SAND AND SANDY SILTY CLAY, STIFF TO MEDIUM STIFF, MOIST TO VERY MOIST, BROWN. El HAND DRIVEN LINER SAMPLE. DISTURBED BULK SAMPLE. NOTES 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON NOVEMBER 29, 2018. 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY PITS WERE MEASURED BY HAND LEVEL AND REFER TO PIT 1 ELEVATION = 100.0 FEET, ASSUMED. 4. THE EXPLORATORY PIT LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY PIT LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE PITS AT THE TIME OF DIGGING. PITS WERE BACKFILLED SUBSEQUENT TO SAMPLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); —200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); GRAVEL = Percent retained on No. 10 Sieve SAND = Percent passing No. 10 sieve and retained on No. 325 sieve SILT = Percent passing No. 325 sieve to particle size .002mm CLAY = Percent smaller than particle size .002mm DEPTH -FEET 18-7-713 H-P KUMAR LOGS OF EXPLORATORY PITS Fig. 2 CONSOLIDATION - SWELL 0 -1 — 5 — 7 —8 male rola neuta opp7/ ant, to the eae+Dlee Iseted. The t•ellnp rapmt e nol be neprodu�ed. axcepl [n 101, •ithn111 the .rlltw appravai of Conof and esticlee, Inc. Seea Cone ldatlon testing perfmma pl OeeWrldenca ,lth Wi11 DSe B.. IA. r SAMPLE OF: Sandy Silty Clay FROM: Pit 1 ® 5' WC = 18.2 %, DD = 100 pcf APPU£D PRESSURE - KSP ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 10 100 18-7-713 H-P-% KUMAR SWELL —CONSOLIDATION TEST RESULTS Fig. 3 0 J — Lai z 0 1- 0 _ J 0 z 0 0 — —7 Moen lee rotas oppplY only to ilia song.. WI.d. The Boling regal anoM not b. reprodLnd, *mot In fyll, .3lhey1 the wrIllen amoral of N ome, end A1404 In, Inc- ;Teti lotUnpp C to dd. In n CCn' 'n. wllhT1 SAMPLE OF: Very Sandy Silt and Clay FROM: Pit 2 CO 5' WC = 17.1 %, DD = 100 pcf —200 = 48 NO MOVEMENT UPON WETTING 10 APPLIED PRESSURE — KSf 10 10D Z 18-7-713 H-PKUMAR SWELL —CONSOLIDATION TEST RESULTS Fig. 4 ,beaver 1:12- Yb19 — tG:70we Y 10E+3-1) SUCson Ye+, end Ay' a- 'ft.! . CMS., 159. 5e Wm \ friver-1,0 1'71 ' —OS e+v 18-7-713 H-PMKUMAR USDA GRADATION TEST RESULTS PERCENT RETAINED o� 0 0 0 0 0 0 Co 0 0 v GRAVEL 25 % SAND 37 % SILT 22 % CLAY 16 % USDA SOIL TYPE: Gravelly Sandy Loam FROM: Profile Pit 2 @ 2.5-3. 0 01 .002 .005 .009 .019 .045 .106 .025 .500 1.00 2.00 4.75 9.5 19.0 37.5 76.2 152 2( DIAMETER OF PARTICLES IN MILLIMETERS TIME READINGS 1 U.S. STANDARD SERIES 1 CLEAR SQUARE OPENINGS HR 7HR 114H VAN, 15M0. 6O1I1k i96UN. 4I 1. #325 0140 #60 #35 416 #10 #4 3/8' 3/4' 11/2' 3' 5'6' HYDROMETER ANALYSES f ~ Ii 1 2C fM SIEVE ANALYSIS rAl I K f f `1 1 I I I 2 r 1 m I CTI Li 0 0 0 0 0 0 0 0 0 0 g PERCENT PASSING H-F'KUMAk TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Project No.18-7-713 SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY 030 GRADATION I PERCENT USDA SOIL TEXTURE SOIL TYPE L PIT DEPTH (ft) GRAVEL CM r PASSING SAND NO. 200 SIEVE (%) GRAVEL (%) SAND (%) SILT (M _ CLAY (%) 1 5 18.2 100 Sandy Silty Clay 7 21.0 98 86 Sandy Silty Clay 2 5 17.1 100 48 Very Sandy Silt and Clay Profile Pit 2 2'/2-3Y2 25 37 22 16 Gravelly Sandy Loam HOLE NO. Perc 1 HOLE DEPTH (INCHES) HPKUMAR TABLE 2 PERCOLATION TEST RESULTS LENGTH OF INTERVAL (MIN) Perc 2 37 411/2 15 PROJECT NO. 18-7-713 WATER WATER DEPTH AT DEPTH AT START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) 9 7'/% 1% 7'/z 6'/4 6'/4 51/4 1 51/4 4'/4 1 15 15 10 9 1 9 8' 8'/z 8 8 7'/4 e/4 24 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked. Percolation tests were conducted on November 29, 2018. The average percolation rates were based on the last two readings of each test. Bair Residence OWTS January 2020 Appendix B OWTS Design Drawings 6 Process Design Report Appendix B Bair Residence OWTS January 2020 Appendix C Septic Tank Calculations 6 Process Design Report Appendix C Garfield County Dept. of Public Health OV TS Checklist Design Calculations PROJECT: Chad Bair Residence OWTS SGM NO.: 2019-466.001 DATE: 1/16/20120 PREPARED BY: Brandyn Bair, PE PURPOSE: Design calculations for the sizing of septic system tank. GIVEN: 1. Colorado Water Quality Control Commission (CWQCC) Regulation 43, Onsite Wastewater Treatment Systems Regulation 2 Garfield County Public Health Agency On -site Wastewater Treatment System Regulations 1. Single family residential design flows (gpd) ASSUMPTIONS / 2. Minimum septic tank capacity (gal) KNOWN 3 Minimum set -back distances (LF) for OWTS CONDITIONS: 4 Septic tank design 5 Soil treatment area design 6. Assuming design to receive septic from the single family residence. LEGEND: 1. DESIGN FLOWS 7. Assuming that the approx. invert out of septic will be 4" pipe at slope of 1 /4" per foot, beginning —24" below FF Input value or assumption Given value or condition Calculated value) 2. MINIMUM SEPTIC TANK CAPACITY 4 Each Additional Therefore. the septic tank size for a a 4 bedroom = 1250 1.250 lgallons ga1 1,500 gallons' Size tank for this in order to ensure min. 1-ft freeboard at 48-hr detention time Peak Factor 1.5 787.5 Septic Tank Calculations Garfield County Dept. of Public Health OWTS Checklist Design Calculations 3. TREATMENT LEVELS iI 170.5882353 Mail ElM=MMINE0 29.41178471 �i c'1 EIZIMIMIIMEEI 29 41178471 10 11.76470588 r 3N iQ 11.76470588 r NOTES: Calculated assuming CBODS is approx. equal to 85% of GODS. 2 Calculated daily loadin. based on desi n flow assumed for the 5-bed house. 4. SEPTIC TANK DES1 No. tank compartments = Min. volume of first compartment = Min. distance from inlet to outlet invert = Min. distance from outlet invert to tank top = Min. liquid depth = Max. liquid depth = Min. liquid surface area = Min distance from inlet(s) to outlet(s) = Min. detention time = 5. SEPTIC TANK DESIGN CALCULATIONS 2 minimum gal (Reg 43.9.13.4.a) (Reg 43.9.B.4.a) (Reg 43.9.B.4.b) (Reg 43.9.B.4.e) (Reg 43.9.13.4.0 (Reg 43.9.B.4.f) SF (Reg 43.9.8.4.1) 8 (Reg 43.9.B.4.i) hr (Reg. 43.9.1.3) 1 CF = 12 in = Check capacity against min. detention time and freeboard (1) Assume min freeboard desired = (2) Min. volume to store for 48-hr detention time = Excess volume @ 48-hr detention = Septic Tank Capacity Freeboard @ 48-hr detention time = it 7.4805 gal 1ft tOSO gal 450 gal 60.16 CF 1.08 ft [only considers freeboard in the first two compartments; conservative] Cempanment #1 #2 Tank DimerWarts` fink Depih IanK Volume Liquid Depth Vohmx $r� 6.• 33.13 ':9 162.86 1.218.31 49 4 10112 3.381 6.6251 22.361 4.92j 109.9 822.36 4914 501 Total Liquid Capacity (NET)' 1509 NOTES: I Tank dimensions taken from Valley Precast 1,500T 2-compartment. 2. Net capacity for each compartment per Valley Precast cutsheet. Septic Tank Calculations Bair Residence OWTS January 2020 Appendix D Soil Treatment Area Calculations 6 Process Design Report Appendix D PROJECT: SGM NO.: DATE: PREPARED BY: PURPOSE: GIVEN: Garfield County Dept. of Environmental Health OWTS Design Calculations Chad Bair Residence OWTS 2019-466.001 1/16/20120 Brandyn Bair, PE Design calculations for the sizing of soil treatment area. 1. Colorado Water Quality Control Commission (CWQCC) Regulation 43, Onsite Wastewater Treatment Systems Regulation 2. Garfield County Public Health Agency On -site Wastewater Treatment System Regulations 3. Percolation test results Perc-1, and Perc-2 performed by HP Kumar indicate a Soil Type 2 at Treatment Level 1. OWTS design engineer used a paeking factor of 1.5 to accommodate Soil Type 2, 2A, 3, and 3A. 1. SOIL TREATMENT AREA DESIGN Soil Treatment Area (SF) = LTAR (gam) Design Flow (gpd) Design flow = LTAR = Regulation 43.10.C.4; [Soil Treatment Area Required (Absorption Area) = 875 SF J Pk Flow 525 gpd 787.5 gpd 0.$O1gpolSF lTable 10-1. 43.10 Soil Treatment Area Required (Absorption Area) = 1313 SF Adjustment Factors Tables 10-2 and 10-3 (1) Assume gravity bed for soil treatment area (2) Assume chambers in the soil treatment area Gravity Bed Chambers 1.2 0.7 Soil Treatment Area Required (Absorption Area) after adjustments = 735 SF Soil Treatment Area Required (Absorption Area) after adustments = 1103 SF Bed Design Bed width, max. (W) = 12 ft Bed separation distance, min. (s) = 6 ft Number of beds (n) = 1 Bed length, (L) Design flow = 62.00 ft Bed length, (L) Peak flow = 92.00 ft design peak design peak (Reg. 43.10.F.2) (Reg. 43.10.F.2) `before accounting for chamber length Treatment Area Calculations Garfield County Dept. of Environmental Health OWTS Design Calculations i 2. CHAMBER DESIGN Design Criteria Design Manufacturer = Design Model = Width = Length = Height = (1) Can be installed in 36" wide trench (2) Effective length = (3) Storage Capacity = (4) Invert height (lateral within chamber) = (5) Louver Height = Infiltrator Water Technologies Quick4 Standard Series 34 in 53 in 12 in 48 in 43 gal 8 in 8 in Req'd Soil Treatment Area (SF) Total # Chambers — Effective Chamber Length • Chamber Width Surface area per chamber = 1632 sq. in. / chamber 11.333333 SF / chamber Min. no. chambers needed (design flow) = Number of rows/laterals = Chambers per row = 64.00 chambers 4 16 4ft Total no. of chambers required (design flow) = 64.00 chambers Actual length of bed = Number of beds needed = Min. no. chambers needed (peak flow) = Number of rows/laterals = Chambers per row = 64.00 ft 1 *max length of 100 ft 97.00 chambers 8 13 Total no. of chambers required (peak flow) = 104.00 chambers Actual length of bed Number of beds needed = 52.00 ft 2 'max length of 100 ft Treatment Area Calculations Bair Residence OWTS January 2020 Appendix E Design Specifications 6 Process Design Report Appendix E Septic System Installation Instructions INFILTRATOR® systems inc. Bed Systems Before You Begin This document provides septic installation instructions for Quick4 chambers in bed systems. These chambers may only be installed according to state and local regu- lations. If unsure of the installation requirements, contact your state or local regulators. Like conventional systems, the soil and site conditions must be approved prior to installation. Be sure that a thorough site evaluation is conducted to determine the proper size and location of the system before proceeding with the installation. Materials and Equipment Needed ❑ Quick4 Chambers o MultiPort End Caps o Backhoe/Bulldozer o 4-inch PVC Pipe and Couplings o Laser, Transit, or Level o Shovel and Rake o Tape Measure o Utility Knife o Hole Saw/Router Bit* o D-Box* * Optional These guidelines for construction machinery must be followed during installation: o Avoid direct contact with chambers when using construction equipment. Chambers require a 12-inch minimum of compacted cover to support a wheel load rating of 16,000 Ibs/axle or equivalent to an H-10 AASHTO load rating. o Only drive across the bed when necessary. Never drive down the length of the bed system. o Prior to compaction and during backfill, only use tracked vehicles. Always keep 6 inches of soil between tracks and chambers. TYPICAL BED SYSTEM (plan view) QUICK4 CHAMBER CHAMBER SPACING PER CODE !11 vl 1 1 I,r f $9"-1; Ii11itjr+�nn REAR (LOOP) MANIFOLD (OPTIONAL) QUICK4 MULTIPORT END CAPS (TYP.) LENGTH VARIES PER DESIGN D-Box Excavating and Preparing the Site Note: It is not recommended to install systems in wet condi- tions or in overly moist soils, as this causes machinery to smear the soil interface which can affect system performance. 1. Stake out the location of the bed and set the elevations of the tanks, pump chamber (if required), pre-treatment devices (if required), piping, and bed bottom. Install sedimentation and erosion control barriers as necessary. 2. Excavate and level the designated area. Be sure to excavate at least one extra foot around perimeter to allow for proper fit and ease installation. 3. If required, be sure to dig through any restrictive layer to the more suitable soils. Remove any debris from the bed walls. Prepare the chamber bed's sub grade soil as outlined in the designer's plans. 4. Rake the bottom and sides if smearing has occurred while excavating. Verify the bottom of the bed is level using a tran- sit, laser or level. Preparing the End Caps 1. With a utility knife start the tear -out seal at the appropri- ate diameter for the inlet pipe. The seal allows for a tight fit for 3-inch, 4-inch SDR35 and 4-inch SCH40 pipe. A 2-inch line can be installed by using an appropriately sized hole saw to cut an opening in the end cap. Note: Pipe size may vary according to state/county regulations or designer specifications. 2. Pull the tab on the tear -out seal to create an opening on the end cap. 3. Snap off the molded splash plate located on the bottom front of the end cap. 4. Install splash plate into the appropriate slots below the inlet to prevent trench bottom erosion. 5. Construct a manifold to inlet each row of chambers, A d-box may be used if required by code or designer preference. Note: It is sometimes easier to install the chamber bed before constructing the manifold. If installing the chambers first in a gravity fed system, it is critical to ensure there is proper fall from the tank to accommodate a manifold. Start tear -out seal. Pull tab on tear -out seal. Install splash plate. 6. Once piping network is complete, insert pipe into the end cap at the beginning of each row of the bed. 7. Attach a closed end cap onto the outlet end of the chamber. Do not create an opening on the closed or outlet end cap. Page 2 Installing the Quick4 Chambers 1. Construct the chamber bed by joining chambers. Place the inlet end of the first cham- ber over the back edge of the end cap. 2. Lift and place the end of the next chamber on to the previous chamber by hold- ing it at a 90-degree angle. Line up the chamber end between the connector hook and locking pin at the top of the first chamber. Lower to the ground to connect the chambers. Note: When the chamber end is placed between the connector hook and locking pin at a 90-degree angle, the pin will be visible from the back side of the chamber. Note: The connector hook serves as a guide to ensure proper connection and does not add structural integrity to the chamber joint. will not affect the structure nor void the warranty. 3. Continue connecting the chambers until the first row is completed. 4. Check the first row of chambers to be sure that it is level. 5. Continue connecting chambers until the bed is complete. As the chambers are installed, verify that they are level, straight and maintain the required separation distance between each row of chambers. Place first chamber onto end cap. Connect the chambers. Broken hooks Note: Separation distance between chamber rows varies per code. Infiltrator recommends 0-6" spacing for bed systems. Note: After installing chambers edge to edge or with up to 6" of spacing, it is important to properly backfill per current installa- tion instructions so as to not compromise the integrity of the product. 6. The last chamber in the row requires an end cap. Lift the end cap at a 45-degree angle and insert the connec- tor hook through the opening on the top of the end cap. Applying firm pressure, lower the end cap to the ground to snap it into place. Do not remove the tear out seal if ends are not to be connected. Repeat this step for each row in the bed. Attach end cap to chamber. Note: Looping the outlet end of the bed may be required by state/local code or specified by design. Infiltrator Systems recommends creating a hole in the end cap at the specified invert height. 7. Insert the loop manifold through the end cap and determine that the manifold is level before backfilling. 8. To ensure structural stability, fill the sidewall area by pulling soil in from the sides of the bed with a shovel or by placing fill material with a backhoe or excavator bucket. 9. Continue to carefully anchor chambers by ladling fill material between the chamber rows making sure not to dislodge the units. Be sure the fill extends above the louvers a minimum of two inches. Note: Only drive over the system with a tracked vehicle. Note: Do not to drive over the chambers until a minimum of 12" of fill is placed above the chambers. For rows not accessi- ble from the edge of the bed, wait until a majority of the cham- bers are covered with 6" of fill before stabilizing middle rows (for tracked vehicles only). 10. Pack down the fill by walking along the sidewalls of the chambers as this helps to give better structural support. In wet conditions, silty or clay soils, do not walk in the sidewalls. Covering the System Before backfilling, the system must be inspected by a health official or as state and local codes require. 1. Backfill the chamber sys- tem by pushing or ladling the fill material onto the units with a backhoe or bulldozer. Be sure to avoid having large rocks in backfill. Note: For large bed systems that cannot be filled from the sides, use a light tracked vehicle making sure to main- tain a minimum of cover of 6" between the chambers and tracks at all times. 2. Do not drive wheeled vehicles across the system when applying cover material. Note: If allowed by code, chambers can be installed with a minimum of 6 inches of cover using light tracked vehicles. A maximum of 4 feet of cover is allowed for bed systems. 3. Leave several inches of soil above the required amount for settling and to divert runoff water from the system. 4. After the system is covered, the site should be seeded or sodded to prevent erosion. TYPICAL STANDARD BED SYSTEM (side view) 4' MAX. BURIAL 12 ESTABLISH VEGETATIVE COVER eACKF1LL MATERIAL -NATIVE OR -FILL PER DESIGN SPECIFICATIONS --n+�0"..mraiw.50.4.74w.•r r.d t4,rr:vwand.-rir rr QUICK4 CHAMBER DEPT PER DESIGN SPACING RECOMMENDED Note: All Infiltrator chambers are allowed for use in bed systems. Page 3 Infiltrator Systems, Inc. Limited Warranty (a) The structural integrity of each chamber, end cap and other accessory manufactured by Infiltrator ( "Units"), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator's instructions, is warranted to the original purchaser ("Holder") against defective materials and work- manship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty period will begin upon the date that installation of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator's liability specifically excludes the cost of removal and/or installation of the Units. (b) THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. (c) This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to incidental, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of produc- tion and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the installation instructions; failure to maintain the minimum ground covers set forth in the installation instructions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improper operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site condi- tions required by State and local codes; all other applicable laws; and Infiltrator's installation instructions. (d) No representative of Infiltrator has the authority to change or extend this Limited Warranty. No warranty applies to any party other than the original Holder. The above represents the standard Limited Warranty offered by Infiltrator. A limited number of States and counties have different warranty requirements. Any purchaser of Units should contact Infiltrator's Corporate Headquarters in Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and should carefully read that warranty prior to the purchase of Units. INFILTRATOR® systems inc. 6 Business Park Road • P.O. Box 768 Old Saybrook, CT 06475 860-577-7000 • FAX 860-577-7001 1-800-221-4436 Distributed By: U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, Quick4 and SideWinder are registered trademarks of Infiltrator Systems Inc. Infiltrator is a registered trademark in France. Infiltrator Systems Inc. is a registered trademark in Mexico Contour, MicroLeaching, PolyTuff, SnapLock, ChamberSpacer, MultiPort, PosiLock, QuickCut and QuickPlay are trademarks of Infiltrator Systems Inc, © 2006 Infiltrator Systems Inc. All rights reserved. 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