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HomeMy WebLinkAbout02309 • r GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N — 2 3 0 9 109 8th Street Suite 903 Assessor's Parcel No. Glenwood Springs, Colorado 81801 Phone (303) 945-8212 This does not constitute S INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit, , PROPERTY AI 1 Owner's Name aLIBa Present Address 2074 109 Road Glenwood phone_ 963't2937 ir System Location 2074 109 Road, Glenwood Springs Legal Description of Assessor's Parcel No. t , ' r 4 SYSTEM DESIGN t' a A � 1 (gallon) Septic Tank Capacity (gall ,� Other / 1 ),., p i ✓n ... : re 9 r .. h•{ r f i i f r 0 r B % / n .(s .'pro (� / < t / ( , . / Percolation Ra (minutes/inch) Number of Bedrooms (or other) / ,i./ It V'' nr,2 :4.9, rt,e ^_ £ , o..f / 1 , 7 � X /41,-. Required Absorption Area - See Attached j ' t P 1 i , 14 i J r ' Special Setback Requirements: / , i '- i A/ :, [,., „ t n` ` s , - n e e^ ? .:,-,:j + a < Date /0 — 1 /I Ins ector � 1 9 y r 144 t FINAL SYSTEM INSPECTION AND (as installed) f Cell Jot. Inspection (24 hours notice) Before Covering Installation r e") System Installer , ,4,01 ?t - ( Septic Tank Capacity i 00 O --� k Septic Tank Manufacturer or Trade Name Y i'�'� UC . ,{.--4 - � 1.2- r 1 �} Septic Tank Access within 8" of surface t . t Absorption Area 1 tie C2' 8,54.-L4 rail ! � „nix t , „. p /J I Absorption Area Type and /or Manufacturer or Trade Name a G t- P_.C:A ,t -f 4,. .ry (1 ,r. 1 1 A.' —, - I p� Adequate compliance with County and State regulations /requirements Other � Ti ( in } � F Date �� �' Inspector `� -,• 7 �„ CI 4!_i. 4 RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 4 •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter p { 25, Article 10 C.R.S. 1973, Revised 1984. i§ 2. This permit Is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- # ± +, nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. t 3. Any person who constructs, alters, or installs an individual sewage disposal system Ina manner which involves a knowing and material i f variation from the terms or specifications contained In the application of permit commits a Class I, Petty Offense ($500.00 fine — 6 ffi 4 months in 1811 or both). 7 (" It Applicant: Green Copy Department: Pink Copy Application INDIVIDI TAT . SP..WACW DISPOSAT. SYSTEM APPT.ICATION Approval By �Ly (y� County Official — OWNER IJlir - Hhew (J loel - i� ADDRESS ,L° 074' /0 9 eat / >v�.n.or/ 5Mt'1 s PHONE % 4 CONTRACTOR sl Ar l P As A im v ADDRESS PHONE PERMIT REQUEST FOR: (►Q New Installation () Alteration () Repair Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). J.00ATION OF PROPOSED FACIT.ITY : County �A.t-r -ve=to Near what City or Town F' %ac --t >m n .1 S� et, 1.9 r Lot Size 7. /� 9� �/r.e s s Legal Description WASTES TYPE : (9 Dwelling ( ) Transient Use ( ) Commercial or Institutional ( ) Non - domestic Wastes () Other - Describe BUILDING OR SERVICE TYPE: Number of bedrooms 4T Number of persons Garbage grinder (>9 Automatic Washer (4 Dishwasher sal JRCR AND TYPE OF WATER SJ JPP1.Y: () well () spring () stream or creek Give depth of all wells within 180 feet of system: If supplied by community water, give name of supplier: %e I /e r So r n y S Ca m mu (IROJ IND CONDITIONS: U (J Depth to bedrock: Depth to first Ground Water Table: Percent ground slope:, DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to community system? TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: Q4 Septic Tank ( ) Aeration Plant ( ) Vault ( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use ( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use ( ) Chemical Toilet ( ) Other - Describe: FINAL DISPOSAL BY: 04 Absorption Trench, Bed or Pit ( ) Evapotranspiration ( ) Underground Dispersal ( ) Sand Filter ( ) Above Ground Dispersal ( ) Wastewater Pond ( ) Other - Describe: WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? ;OIL PERCOLATION TEST RFST IT .TS: (To be completed by Registered Professional Engineer) Minutes per inch in hole No. 1 Minutes per inch in Hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in Hole No. _ Name, address and telephone of RPE who made soil absorption tests Name, address and telephone of RPE responsible for design of the system; Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposes of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Date e/ 3 — 97 Signed / �� pT RASP.. DR AW AN ACCT JR ATE MAP TO YOT TR PROPERTY / . c M , . 132 , 11 ( f S 4'6 1 0 Zile ^7 � z /I z % /s /S i ;;i,9 �f _ / Er g 2-; I 51 rl l e 3 ° 1 i .L-A- la ivki-Li / 2- I ll . Q J/, 7 7 -C-Art - 7 - 1 I .o feet in paved areas. Granular wall backfill should be capped with about < , of the on -site fine- grained soils to reduce surface water infiltration. 1 Roof downspouts and drains should discharge well beyond the limits of all backfill. I � PERCOLATIO n N Results of the percolation testing of to I 1 ■ average infiltration rates ranging from about 5, yy ', � A ea, I j profile pit near the percolation tests did not el ,� G y ✓ l �` " e th of 7 feet. We believe the coarse gravel soils l r^ 6 ( / Based on these considerations, it app‘ / �/ I Id , disposal system based in the coarse gravels to dispose of septic water. We have not !/ o evaluated the possible effect of the septic water on the springs that underlie the site. Due I' to the variations of the percolation rates, we recommend the system be oversized and based on a percolation rate of 30 minutes per inch. LIMITATIONS I This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed I type of construction. The nature and extent of subsurface variations across the site may not I FROM CHEN tVoRTHEI2ki INC SUk3 S Tu. 0`< J0 r N(U. 4 4os of 2._ ClicneNorthern•lnc. -7- 1 I � I ,o feet in paved areas. Granular wall backfill should be capped with about • , ,,et of the on -site fine- grained soils to reduce surface water infiltration. t i Roof downspouts and drains should discharge well beyond the limits of all backfill. i PERCOLATION TESTING li Results of the percolation testing of the coarse gravel soils at the site indicate average infiltration rates ranging from about 5 minutes per inch to 20 minutes per inch. A profile pit near the percolation tests did not encounter bedrock or groundwater to a depth of 7 feet. We believe the coarse gravel soils extend a considerable depth below the site. Based on these considerations, it appears feasible for a conventional leach field disposal system based in the coarse gravels to dispose of septic water. We have not evaluated the possible effect of the septic water on the springs that underlie the site. Due j to the variations of the percolation rates, we recommend the system be oversized and based on a percolation rate of 30 minutes per inch. ' LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices kith's area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not FROM CI-4EN &/ORT1 -IER&j fli C fl1 o1 L S Tun '( .1 43 NI O. 4- 4os ey Z • Clicn€ lnc. Huntingdon Huntingdon Engineering & Environmental, Inc. April 26, 1994 (Che 5080 Road Inc.) 164 Glenwood Springs CO 81801 Matt Van Portfliet Telephone: 1303) 945 -7458 2074 County Road 109 Fax: (303) 945.2383 Glenwood Springs, CO 81601 Subject: Supplemental Design Recommendations for a Wood Foundation, Proposed Residence, Lot 10, Teller Springs Subdivision, 2074 County Road 109, Garfield County, Colorado Job No. 4 405 92 Dear Matt: As requested, we are providing supplemental design recommendations for a wood foundation at the subject site. Chen - Northern, Inc. previously performed a subsoil study for foundation design for the proposed residence and the existing barn and presented our recommendations in a report dated July 31, 1992, Job No. 4 405 92. We understand the proposed residence will be a two story, wood frame structure with the lower level partially below grade. Treated wood foundation walls placed on a screened rock levelling course overlying the natural gravel subsoils are proposed for support of the residence. In our previous report we provided recommendations for a conventional spread footing foundation system. The subsoil conditions encountered in the area of the proposed residence consist of about 3 feet of topsoil and medium sandy silt -clay soils overlying dense sandy gravel containing cobbles and boulders. The dense granular soils are well suited for support of a wood foundation system. The proposed residence can be founded on a wood foundation as described above and designed to impose a maximum soil bearing pressure of 2000 psf. The foundation walls can be designed to resist lateral earth pressures compacted on the basis of an equivalent fluid unit weight of 30 pcf for an imported crushed rock backfill provided the backfill extends out from the foundation walls a distance equal to at least 1/2 the wall height. Foundation walls should be designed to span an unsupported length of at least 10 feet. Other recommendations included in our previous report remain applicable and should be followed. If you have any questions or if we can be of further assistance, please contact our office. Sincerely, CHEN - NORTHERN, INC. Thomas L. Allen, P. E. Rev. By: SRH TLA /lr cc: Garfield County - Attn: Art Hoagland A member of the (HIM group of companies Ch en0Northern, Inc. Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs. Colorado 81601 3039457458 303 945-2363 Facsimile SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE AND BARN LOT 10, TELLER SPRINGS SUBDIVISION 2074 COUNTY ROAD 109 GARFIELD COUNTY, COLORADO JOB NO. 4 405 92 JULY 31, 1992 PREPARED FOR: MATT VAN PORTFLIET 0120 BEAVER LANE CARBONDALE CO 81623 -9404 • • Ch en *Northern, Inc. Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs Codo.ado 81601 3039457458 303 9452363 Facsimile July 31, 1992 Matt Van Portfliet 0120 Beaver Lane Carbondale CO 81623 -9404 Subject: Subsoil Study for Foundation Design, Proposed Residence and Barn, Lot 10, Teller Springs Subdivision, 2074 County Road 109, Garfield County, Colorado. Job No. 4 405 92 Dear Mr. Van Portfliet: As requested, we have conducted a subsoil study at the subject site. The study consisted of observing and sampling several backhoe pits in the proposed building areas, performing laboratory testing and providing a report summarizing the data and providing foundation design recommendations. Subsurface conditions encountered in the exploratory pits excavated in the proposed building areas cons ist of a variable depth of fine - grained silty clays, some of which is fill, underlain by relatively dense coarse gravel alluvium. Groundwater was not encountered in the pits at the time of observation. The proposed residence and barn should be founded on spread footings placed entirely on the underlying coarse gravel subsoils and designed for an allowable bearing pressure of 3000 psf. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, CHEN - NORTHERN, INC. David A. Young DAY /ec Rev. By: DEH • TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 FIELD EXPLORATION 3 SUBSURFACE CONDITIONS 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 FLOOR SLABS 5 SURFACE DRAINAGE - 6 PERCOLATION TESTING 7 LIMITATIONS 7 FIGURE 1 - LOCATION OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS FIGURE 5 - GRADATION TEST RESULTS TABLE I - PERCOLATION TEST RESULTS CkPnfNinrlhprn Inr • PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence and barn to be located on Lot 10, Teller Springs Subdivision, 2074 County Road 109, Garfield County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Matt Van Portfliet, dated June 30, 1992. Subsequent to the agreement letter, Mr. Van Portfliet requested that we perform percolation testing at an additional cost of about $200. Chen - Northern previously evaluated the geologic hazards at the proposed subdivision, submitting our findings under Job No. 4 338 90 in 1990. A field exploration program consisting of observing several exploratory backhoe pits previously excavated at the site was done to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility and other engineering characteristics of the on -site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundations. The results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed residence and barn are included in the report. aNlnti1hnrn Inr • -2- PROPOSED CONSTRUCTION The locations of the proposed residence and barn are shown on Fig. 1. The residence will be a two -story wood frame structure. The lower level will be a garden level basement. The barn will be a two -story wood frame structure with the lower floor constructed near the existing ground surface. Ground floors will be a combination of structurally supported over crawl space in the residence and slab -on -grade and dirt in the barn. Grading for the construction is assumed to be relatively minor with cut depths between about 2 to 5 feet. A wood foundation system is proposed to support the buildings. We assume relatively light foundation loadings, typical of the proposed type of construction. A conventional leach field septic system located north of the barn is planned to dispose of on -site sewage. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The site is a vacant lot within the Teller Springs Subdivision. The ground surface slopes strongly down to the east from County Road 109 to the edge of a high bluff which then slopes very steeply down to the floodplain of the Roaring Fork River. There has been some fill placed on the lot, apparently due to utility relocation, along the west side of the building sites. Vegetation consists of scattered grass and weeds. There are several springs char. le\t t.in -3- at the base of the bluff about 30 feet in elevation below the building sites. Lot 14 is the only other lot currently developed in the subdivision. FIELD EXPLORATION The field exploration for the project was conducted on July 2, 1992. Six exploratory pits were excavated at the locations shown on Fig. 1 to evaluate subsurface conditions. The pits were dug with a rubber -tired backhoe by the client prior to our arrival on -site. The pits were logged by a representative of Chen - Northern, Inc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. We returned to the site on July 10, 1992 to perform percolation testing to evaluate infiltration characteristics of the coarse granular soils. The percolation testing was done in hand dug pits in the bottom of about 3 -feet deep backhoe pits after soaking the previous day. Results of the percolation tests are provided in Table I. SUBSURFACE CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 2. The subsoils consist of a few inches of organic topsoil, and up to about 2 1/2 feet of man - placed fill overlying medium stiff, sandy clay -silt soils. At depths of 2 1/2 to greater than 4 feet in rtnn» a1\Inrttinrn Inn -4- the pits, relatively dense, sandy gravel alluvium containing cobbles and boulders was encountered. Laboratory testing performed on samples obtained from the pits included natural moisture content and dry density and gradation analyses. Results of consolidation testing performed on a relatively undisturbed drive sample of the sandy clay -silt soils, presented on Fig. 4, indicate moderate to high compressibility under conditions of loading and wetting. Results of gradation analyses performed on a disturbed bulk sample (minus 5 -inch fraction) of the natural coarse granular soils are shown on Fig. 5. No free water was observed in the pits and the subsoils were slightly moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend the buildings be founded with spread footings bearing on the natural coarse granular soils below all fill and fine- grained clay -silt soils. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed natural coarse granular soils should be designed for an allowable soil bearing pressure of 3000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. r.,,. • • 5 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure corresponding to an equivalent fluid unit weight of 40 pcf for an imported crushed rock backfill. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural coarse granular soils. 6) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. For slabs bearing on the compressible clay -silt soils, there is a risk of slab settlement and distress if these soils become wetted. 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 ninn., AI.,.- tt,nrn t .,n • -6- based on experience and the intended slab use. A minimum 4 -inch layer of gravel can be placed beneath slabs to facilitate drainage and act as a leveling course. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 12% 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 gravels devoid of vegetation, topsoil and oversized rock. Removal of the compressible clay -silt soils below slab areas and replacing with a granular fill material should reduce the risk of slab distress. SURFACE DRAINAGE • A perimeter underdrain system around the residence basement level does not appear necessary with proper wall backfill and surface drainage. The following drainage precautions should be observed during construction and maintained at all times after the residence and barn have 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. 3) The ground surface surrounding the exterior of the buildings should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in ter/ - tom rnrr inn • -7- the first 10 feet in paved areas. Granular wall backfill should be capped with about 2 feet of the on -site fine - grained soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. PERCOLATION TESTING Results of the percolation testing of the coarse gravel soils at the site indicate average infiltration rates ranging from about 5 minutes per inch to 20 minutes per inch. A profile pit near the percolation tests did not encounter bedrock or groundwater to a depth of 7 feet. We believe the coarse gravel soils extend a considerable depth below the site. Based on these considerations, it appears feasible for a conventional leach field disposal system based in the coarse gravels to dispose of septic water. We have not evaluated the possible effect of the septic water on the springs that underlie the site. Due to the variations of the percolation rates, we recommend the system be oversized and based on a percolation rate of 30 minutes per inch. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not ter, n., at. r,,,, t, r .,,. 8 become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN - NORTHERN, INC. David A. Young Reviewed By Daniel E. Hardin, P.E. DAY /ec ' COUNTY ROAD 109 SI / ....... LOT / APPROXIMATE SCALE BOUNDARIES I = 100 LEGEND: • EXPLORATORY PIT A PERCOLATION TEST HOLE 1 1 LOT 10 1 1 LOT 11 LOT 12 PIT 5 PIT 2 CIT' PIT 4 PIT 3 • r PIT 1A • P3 PROPOSED I D BARN AP2 ' PROPOSED RESIDENCE QPI ..?c -....._, T APPROXIMATE EDGE OF BLUFF 4 405 92 ChenONorthern,Inc. LOCAT ION OF EXPLORATORY PITS Fig. 1 • Depth - Feet liji ill ill rAk 110 7.A . o N O LA S II 11 V 0 d n N II 1 o cr + I • r -1 on LL i N 7 • �\cly1 E w O 0 O Y Q C ro a ► S ' w a; +- O a Le IIIIII Depth - Feet 4 405 92 ChenONorthern,Ine Logs of Exploratory Pits Fig. 2 , • • LEGEND: ® Fill; man - placed sandy clay -silt mixed with topsoil and sagebrush, loose, slightly moist. Topsoil; organic sandy clay -silt, slightly moist, dark brown. © Clay -Silt (CL -ML); low plasticity, sandy, medium stiff, slightly moist, light brown. X Gravel and Cobbles (GM -GP); with small boulders, sandy, slightly silty, dense, ••tJ slightly moist, brown. 1 9 Relatively undisturbed hand driven liner sample. I:1 Disturbed bulk sample. NOTES: 1. Exploratory pits were observed on July 2, 1992. Pits had been excavated with a backhoe prior to our arrival on -site. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. 4. The exploratory pit locations 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 transitions may be gradual. 6. No free water was encountered in the pits at the time of observation. 7. Laboratory Testing Results: WC = Water Content ( %) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 4 405 91 Chen.Northern,Inc. Legend and Notes Fig. 3 Moisture Content = 5 percent Dry Unit Weight = 102 pd Sample of: sandy clay -silt From: Pit Qiat 1 foot ac 0 • 0 1 v f 7 - Additional compression a under constant 0 2 pressure due to wetting 3 4 O 5 6 7 8 9 . 10 11 12 • 0.1 1.0 10 • APPLIED PRESSURE — ksf 4 405 92 � Chen0Northern.Inc. 1 SWELL- CONSOLIDATION `FST RESULTS I Fig. 4 • • • • I HYDROMETER ANALYSIS I SIEVE ANALYSIS I TIME READINGS I U S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 MIN. 19 MIN 4 MIN. 1 MIN '200 '100 '50 - 40'30 '16 10 '8 5 "680 100 �• . ∎.4. ���4 —.. �4�44�4■44� a a. ■■■ 44446 411•4464 . 4lson M MUM 4I —IN — 10 90 — • 4■■•_•■•4 — 8 0141■ — 11•1■1=••— .=1■11M. -- -• 4444- 4444444 IS 111 1. 4444— .• - -_-- 4•11■1 • -4 •11 ∎11 ■∎••∎41 ■. - -- •4.44 4 —IN 4— .n —• ■∎•∎• •.— 20 •w4� 14 �4 -4 -4.— TO — _z �4w4�4444- 4�4 ∎4- 7.4•. =_ . M�44n— . -4 •�.. —law 4� MIMINNIn■ ∎mow 0 �w��.�== 4— •.. -4— .� Z 60 •.— —Nomp -4444- 4444- - --.nsin ...4• ••- 444 —a . - -•∎ 4— < < s w�.4 -- 4444— •�- 44•..— ..4•.•4 -- .stn-- --- 10 50 A . 4444 -4� W 4444— _• Z ���S - u Q ��� � ��wUa�_���� ∎�S•= _ —s ns� w • — w�- - w— � w.rmone — C - - CC ��w��1 ∎• ∎1w ■1111• a _ 30 — ■ 70 — ■-4 ∎ - -- C r —� - - -- -- .- zo ∎ — w� . w �I0w •M��� ∎� •∎ — �-- 4m— _rn�•.— 444444 4444 -4 44444 -44 444-4— MOM 10 I•■ C— — ao 0 =-- -�io4�- -1 —•uII ---- u••.•••11 � - -• • io4-- - - -.• 4i —i- 00 11 00 005 009 019 037 074 14' 297 590 119 238 4.76 952 191 381. 762 127 42 20 152 1 1 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT 1 FINE SAND GRAVEL 1 MEDIUM (COARSE I FINE I COARSE COBBLES GRAVEL 65 % SAND 28 % SILT AND CLAY 7 % LIQUID LIMIT % PLASTICITY INDL % SAMPLE OF slightly silty sandy FROM Pit 3 at 3 feet to 4 feet gravel with cobbles I HYDROMETER ANALYSIS TIME READINGS I U.S SIEVE ANALYSIS . STANDARD SERIES CLEAR SOUARE OPENINGS 241114 ]HR '10 45 MIN. 15 MIN 60 MIN. 19 M114 4 MIN. 1 MIN '200 '100 '50'40'30 '16 `•8 '1 0 100, 1 1 I 1 1 1 1 90' I 1 10 9 1 1 80 4 , 20 1 70 i 1 1 30 1 1 o i 899 40i "g 1' 1 < < 1 1 w • SOa F ' ' 1 F ' w 1 9 w • or n a 1 1 I 80 30 1 I 1 10 20 1 l I f 80 1 10 1 1 90 1 1 1 0 allflel••BID 4l=10uu4.— .41•11••••e.1 • n.....11•1 4I I•1 Mi• 0 IIIII■ III■1In M ina rim 100 n .002 005 .009 019 037 074 149 297 590 119 •.38 4 7 952 191 381 762 127 200 42 20 152 1 I DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT 1 FNE I SA MEDIUM (COARSE( FINE GRAVEL 1 COARSE 'COBBLES GRAVEL % SAND % SILT AND CLAY % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF FROM 1 405 92 Chen 0 Northern, Inc. GRADATION TEST RESULTS Fig. 5 Job No. 4 405 92 July 10, 1992 TABLE I PERCOLATION TEST RESULTS WATER WATER LENGTH DEPTH AT DEPTH AT DROP IN AVERAGE HOLE OF START OF END OF WATER PERCOLATION HOLE DEPTH INTERVAL INTERVAL INTERVAL LEVEL RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min. /Inch) P -1 10 5 10 81/2 11/2 3.3 5 81/2 81/4 1/4 20 5 8 1/4 8 1/4 20 5 8 71/4 3/4 6.7 5 7 1/4 7 1/4 20 10 7 63/4 1/4 40 5 63/4 6 1/2 1/4 20 5 6 1/2 6 1/4 1/4 20 10 6 1/4 5 1/2 3/4 13.3 10 5 1/2 5 1/4 1/4 40 P -2 9 5 7 6 1 5 5 6 51/4 3/4 6.7 5 5 1/4 4 1/4 1 5 5 41/4 31/2 3/4 6.7 10 31/2 21/2 1 10 refilled 5 81/2 71/4 11/4 8 5 7 1/4 6 3/4 1/2 10 10 6 3/4 5 1/2 1 1/4 8 10 5 1/2 5 1/2 20 P -3 12 5 101/2 10 1/4 1/4 20 5 10 1/4 9 3/4 1/2 10 5 9 3/4 9 1/2 1/4 20 5 91/2 9 1/2 10 10 9 8 1/2 1/2 20 5 81/2 81/4 1/4 20 5 8 1/4 8 1/4 20 10 8 71/4 3/4 13.3 10 7 1/4 6 3/4 1/2 20 • JEROME GAMBA & ASSOCIATES INC. N l CONSULTING ENGINEERS & LAND SURVEYORS p, NOV Q 9 1'..% . s r w STREET, SUITE 214 o`i C it!-!t (� LV O. BOX 9TH STRTR 8 P.O. BOX 4808 GLENW00D SPRINGS, COLORADO 81602 -1458 PAGOSA SPRINGS, COLORADO 81157 !" "?1 PHONE: (303) 945 -2550 FAX: (303) 945-1410 PHONE: (303) 731-5743 FAX: (303) 731 -4778 November 4, 1994 yx�7gIHM:� Matthew Van Portfliet 2074 109 Road Glenwood Springs, CO 81601 Re: I.S.D.S. Design Review Dear Matt; This letter is in response to your request to have Jerome Gamba & Associates, Inc. review the Individual Septic Disposal System (I.S.D.S.) design which was given to you by the Garfield County Building and Sanitation Department. We have obtained the design sheet for your septic system from Garfield County. This contains the design parameters needed to design the I.S.D.S.. It should be noted that this design is based on a percolation rate measured by the Garfield County Building and Sanitation Department and not been verified by Jerome Gamba & Associates, Inc.. It is our understanding that the residence is a five (6) bedroom single family residence. According to Garfield County regulations, assume two (2) persons per bedroom using an average of 76 gallons/person/day. Therefore, (6 bedrooms) x (2 people/bedroom) = 10 people (10 people) x (76 GPD /person) — 760 gallons/day (average daily flow) Maximum Daily Flow: Maximum Daily Flow is 160% of the Average Daily Flow, therefore; Max Daily Flow — 150% x (Average Daily Flow) (1.6 x 750) 1126 Gallons per day (GPD) The absorption area for a normal gravel -type leach field is calculated using the formula (a factor of 1.6 is used for a residence with a garbage disposal system and an automatic clothes washer): Area = 1.6 x 0 t Q = Maximum doily sewage flow 6 t = average soil percolation rate (according to the individual Sewage Permit obtained from Garfield County the percolation rate is = 7 min/in) therefore Area = (1.6) x (1125) x 7 6 Area = 962.47 s.f. Conservatively, 960 s.f. of bottom surface area will be used as the absorption area for the a normal gravel -type leach field. According to the State Department of Health, when the "Infiltrator" leaching chamber is installed in a bed configuration, a reduction of 40% in the size of the absorption area is allowed. When installed in a trench configuration, a reduction of 60% is allowed. You may need to contact your supplier and inquire if they are within the specified parameters to meet this area reduction calculation. Therefore, If in the Trench configuration as discussed: Area of "Infiltrator Units" _ (0.60) x 960 480 s.f. Therefore, the number of "Infiltrators" required is: Area of one "Infiltrator" unit is — 18.75 s.f The number of "infiltrator" units = (480 s.f.) / (18.76) 25.5 units (use 26 units) The "Infiltrator" units shall be laid in three (3) trenches, two of which will be nine (9) units long (66.26 ft.) and one trench seven (7) units long (43.76 ft.). The "Infiltrator" units will have a minimum of 24" cover over the entire trench. The "Infiltrator" trenches will be laid along existing contour lines. According to Garfield County minimum requirements, the minimum septic tank size for a five bedroom design is - 1500 gallons. All components of the septic system shall be installed in accordance with Garfield County Building and Sanitation Department codes and minimum horizontal distances and manu factures specifications. It is our recommendation that the septic tank be pumped annually to prevent the build -up of floating solids and sludge. Failure to do so will result in solids entering the leach field, causing the leach field to fail. If you have any further questions regarding this design please contact us. Sincerely yours; JEROMIGAMBA& ASSOCIATESInc. Jerom. . Game .E. No. 693. ii`" F,G,S7El�� •.' > ( 5933 -d � op c n O / CWS \jfg \94330 \septic.wpf JEROME GAMBA & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS /•. T / �dkY+•�,� .n i• ) A S ", 4;4,6, jC ?ba#y IN x Y t t Y' ' 4i .+i 2' ✓<4 ! S ., a r a(y t t *?Y 1 i. b x f i<a M �r ): c t r r ,t aci- r^Y , } r i-t � a ,f yi x' } l •e 4'4 -09• r t yyl4 ,.y l a 1. Tt E, S'{ e'F+i,< S { yF'!x z L . l W i 4fi)u V! t �r 1. l> v^.y a. / + .' ,; ( rt x f 4 y F r 1 a i }. !`roil .3‘;‘42' i " r•�1 .1r u ‹, ♦ x "- Y t :'r 11M r . 1 { 1 { i1+ i+t P + , } i•c r '.�Ckn! 8 l x r r l ti.' f X t 5 z /1-1".d.'...'" i g• 1 p rf' _ {Y � `+. - )) t'rd 4 > tAcF 1 I` •, Ms.� $,, ai + u n Yt D h (.1. x f 'S l.S.} I l'* h x! '14114 . k i , . O e• • 1 Y , [ � ✓I'' ` F } I r , 1 r• d 11Yt ��'V i.. M }/ F a w z r F t{ '�l tit, . „ .. -, >Jk s : �! ••,. 5 i '.,1 `i' +i;i. ! r x1 J t 7 vl k 4 f S y ., 1 S 19r s N a . `Y. ;74'''''''''''''..?"..-C< ;: '4 P �a-ta 4 a 1 w r ' 1 , a t `w `.Y :fix < b zF r r ; i y, .., ;tt 1v -�l n p a ' ::4 , 7'ia� 1. •,-^' "' •” -. ; i , a rin t „ th . s . 1 (� �'< ? ; . F o , -0 . 3la , ? ;, a ■ i G ARFlat COUNTYIROILDING SANITATyON DEP E N1.44:-i4 S A sse . psor P " . 4- . � Yi fir'' "' ` G I' + �`F'., .P t • r • 1 o }10 8th Slresl rSU 303 . y t {'' e t r t .! a b ,s, ! t+S ` ; S y 'tik t .o ! pr a 4 P '•d $' t l kr {r t ° a i "A. [ a t J , r C i. ** 4 � 3 a r < Glenwood Springs 'Colorado 816+ r ti 4i �Y' a ' �+x >�t� ; ���x t �;1i, k * • a • l t)``�t "^ �i ....a hone 303 �9458�1 �' � �r +s � a ti}ar i s �a � f w t < t )i 1` c6 ' i. • t # ; `" h . `ar r� + b'r � "( r � ""� s �q *N -ti �1 � «t ' + ' i • t 'This,do99 not o9nabtute t{� • tv. j,I��, � � t > 1 Y f e-,J { x, l �` ^ P r W" ` T + f ' ? ' , .� x i x d f 9 r f v, a , ...'" ' �n r ;2 'S r�Y' r # . , t.'' /+h Y 44 . 4` 'fw ° 4. fi`"x E rie . r p r"' .+,� v 7 + 4' •1 3`i L' l ; • "1: c , t , fl x �, „ " -? o 'n a a b u ild ing O os permit '. f • I N DIVIDUAL SEWAGE DISPOSAL PERMI a , ?y, , i t,47, r ; S y a � r6 <R' r R r e }O. 1 , s ?' )'F S{ t s � x w v • •` fl.. Sv � PROPERT R 1 'x E n, SL #t1 ` 4 t . 5 , ;l RS5 ) # r y s 1 � (rs {O � ^ l v t' 1 f l"" 9 3� Y '{} r . r : l l 4 r , v 1 1 , 1 5 1 pGt y !N d`t $1 a.... a.... + t . Y 4 y.' , . , .4 - : 2 07 # 1 0 t+ Road r enw P hone ' : 9 3 2931 i .A.,!4., td Owners Name Z+Ia '1PW 1 VNn Pnrtf1 4 wt Pres Address , )k1 ayb M y yy,,�� {. , + t r, C'9.�a.' ' t; 'g.`4$ 't r ;743.1 s. itl : ySelvtr .tl } ,c'S - r : �a" iTh yl t� * _ ii.. ... 447. J• " " " j i . L; .1' st a 1' � • f[3t fY'+ e 40 + r."'lj 4, fn 4 µ' e }" r f.v`v q " u .. 5� y. ), i x 1 , 'a `t Y 3? y i^ei i ., r 07 109 K(S 0 < GZenwood '01 0,li . wu , ` r: ,71d System Location , t a „ , 5t+ f - . 5 ` "l , tir " �: g v y , 2 .t' '. nfy } b .9 ,( S ?" d ` YI ?HA`�"aY ` tty' ' �;';,� S`k t `et)- h } % 'X6 .. F 9 •+ ii # # R " " i e , s I L e y am k +'. l` SS,£.'SS O r FA , r 0 . S kY , y tj r i Y R : i i r �A <° x r ` ii ... i } r ! ,i�. § C . S .. ). $g e rTm i S '�' ` S a ' fir, rLegal D . ' ''. ono •Assessor a Parcel No's i>'� i t r ';;;;.4“-,;:,,,r,. ,, * a,; S t pf � �. + • � „ .r. , v r Aa 4 ` . y ` (4 A't g ;;;Le Mkx uat} ,, �x i rfi' k1 A ";rrw r' ; +fls ` r ,� S,s'h 'yy 1. 5 y r "y " h r e * 4 v � 1 , 'fA � 5 .: 1, l y3,'{. y # t rh' # y,.,t.W{; v ' ) te a w l h'! y , +7}< i r} .{e �n, S r SYSTEM E A „ ,,. P • 6 .- : ' i , A . 4 " ,� r F .. + t:' k 4 q ); {. v ,s '' . f S` r fr r ; as { � . ? .,� :r 3 A k <'• b t y f y ! ! 4'h ti hY ''�' yf11 �r r { i1 ,� , �y t l 9.. $ < t ry 'y3 a`Y' la '. i ,d,. ��a,i .? a q0, t4' 't '1 r # "'a "- y + r ': J ° f, q • y 7� t ti .. i r 5Y` , 9 C # 4 ! ., � ' 'M r 1a { ✓.rc. r. lie h F ^" of y .''M' N A ', + p � ` AI •' '' , Septic Ta Ca 4"ses `L` i i ` w rte, f�+} y7yp` "4* ar � I , , 1 ' a ',t a ) .F�. y 4 '1 ?"' 1 {` /p A � i '° " , pi ae� 'Sv'.- ' n EC sfrit Rer.. yr '„�L.i lni epa ;tJv .ng ` 5 3 5 + t in Ig 7S � f :Od • . 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" tk "lR {i , • d,n b ip ° `d :4 IL 1 i � r'F ``�PP,...., �� - ✓ . 1 � �7 v w r : 4 b r ns c ✓ ra.S ` i` # . xligl,p ? f'l i <. ,'' ghtl i fi ' a .,... + '" r rf f ' ! " , ; l l , • 4 s' t n� 4 i r . i1( P '' " n ' 0� + 2 a r :f s , y. ts �,� i i ' r fC � - � r 4 > +"kd'�. y w �: s 1 a n rt. tiff + r � E,S ` . FINAL IN AND APPROVAL (as i hA . ; 4 *ss .H Y5 4 ' ✓. r � Y� , h'f 5 t ;'rv'� t �W` y Rfi "w f' a ' ' � ,. p . • 11; , 7) 4' yy {p O. ti " , .. o . l n Y , r w{ ' > h r } +C o r In s pect ion'(24 �{ hours notice Before Covering InS.".• tton , � 1 i ! n .•L .�� 1 " ` 4 1 ' ;`� J t ; ?. 6 . t:ii F" 'S 4 -4 Rhrj “#t r S *,!t , , r � ,. t.t y w a ? ' i .' ' ' t . 441 • A') z ',7:1,'.'..... # • t Y 4 , J { tP � {`r t • ." ' 1 ,ry y a t L F ,t v 4 t „• +; ✓ r S Y S tem Installer � r,•r s 'J . ¢ . r + +,h {;•t r o f #1 f �1 "o'1,1::'`-.,:s " r' { yr •d'c . y 4 • f , J +m vYTt Y, - I j, •1 ' ' "i. 4 G. t ry 5 y r , c i ,, t ry y ';' :;:t t o "a ( ~ ' a• !, ` � r ^• 71 S {� r a+ F, ^ ' 'r5 o 41,c e pl� "t xd' 7 1 #��,{t�ti� ` 4 f"a. ' ' ! !' r ' 4 , N C d ' £ tc `hitr ^ c. la a l q '�a t Septic Tank.Ca '". j 't " " ' 1 - +. +� '� • .1.., . tr ', s / y , ` r ,vn.4 I" si4‹. s r. t 1S %' v � . . ' r el �4' .r, pr - , 3 4 r 9 i^ � a13C i s Ta 5 y: • y' a ??�'✓``ii rjra ��' F 1 # 1 a �h MM''Sk. f "r t 11 •3 x 3 -0kp. SL t .0 a 3 1'.0 a x .'13 � a .f y`_ . y • y. r ' T a utacturer or Trad Namer J�� ;/ _ .,�^4 ^ yy, j ' ,, .. i I N {C' eP i > ,iri i4"..... . ,n * 1 1 OVA v . \ i '.'V N y 1 y, :t i 1 �' 4 +i" 7 '4 !4` �- 444 "[ � Tf `' + i i1• t is e. / k " . + F h y.. " fr r r 4 it "' a , r p t " tr, 1 : , y r i. Yi "Ma NI ,44..),,„,, $ ' \ i ;. 4t'.. sep T nk Ac cess within e+,o surface f, F 1s , /.^ . ff � . . ,, i rl I s Y. �w. lYrn 4 r� i? M 3. ,r 1,i l # I1 4, ,, y t( } 4 „l A�d ti' { ` i Y .Y tx• z r :. t 3 ti� y i <, 'IS �' , . ;sr t i f'.SFtairL .. )t y . t ; , t + 4?: Y0.4 � , ' „:„,,,,,,c,44„, ; ..i y. 5j,�'! .: ' Absorp A eal r 2 r b // � h4v , �.�5, f • + x* .1f I'. iit • i 4 6 )' f, St f ,, ,,,: � q ,, t. , : t ir f ', .. ? St 4 . : 0 [ h , � / . . . h t r y R . 1 i, r ,; ; ( $ .' Abso a ri a r o e ' -� 9.Yv t% A'>�'�t 1 Yf 1Y Q. r t('.. f � AS r t i i Abs Area T pe e n d /o Manufacturer, or Trade Name i yt�} '"y x a 'p'�a' 4.c (+{SeF ' 7 * , � t " t i t 4'a ' r - % '1:1,`,:::, + YX' "S S'a"` rpt ion . , ,, a .4 .' a w 11. 0 . , # 'I.yt 4 , r�* � r 1 1 # a � s" .+ ` 1 g,,: '' 4 4 + ^"� $ ' �'^ t ' -�' � t Adequate complia with County and State ... , ,,, , lremeMs r ; : (t✓ o- .,,,4,-,....,......‘:-....; ° > 'S 9? I S 4T 51 ::. i ' f t5 i f l..F y.., ,{ +y -. � hY ('l '•{ Other t `a i o , { < ^ 5 r "'z �src star u t : r f < s 'Y i �' J r .flit r < F" r t •' 't '� zw n „i'', # r 1 >'� l J' y a at " tY .+r x s rr ��� - i J a{ f..' 11 � Y � A e t t t It+.r �; u rr v y . Y ii., 9 Y �Y0rt{ " •dY!ti �! I 9 1 BC I Ory a $ o Y{' s L yn � �'.f',. '( p ' Y ,p , i :� y #,f 6 � ' - . ° il #{ p y " 4xi + n l * ,4P."Gi RY".' '..' fS T ? CONSTRUCTION i' ` f,r5 txys, - 1 a : l a'' { ^``�•t ^A i fi , ' RETAIN W ITH RE REC ORDS AT CONSTRU f 4 ',?,, i 1 } .,,,-, ! i ' ' - r ar , $ z 4� it.ri . : ,. , : � T •F i..x I 5 ^T '.d F fF. a J f y : + ,: u ' •CONDITIONS J > N•g'r; -r 5 ^ .: ✓ . #Fdx s s , Colorado State , .+, a ) ;;.:-.. _ 1� installation must comply with all requirements of the t B o o oard f HealthIndivldual�Sewa"greADIls osel t ms Chapter 25 Article 10 C R S "1973 Revised 1984? • i 9 " ' r C ti , i k'�Y ,' ^ '` ticall be aviolatlon of t ` .,� 3 (" •• 6'? + �<`: - +{ t ` � -'" X Sti°.{'. ,• (; r A " lir ^2 This permit is validonlyfor connectiontoalr`uctures whichhavgfully comp lied with County • zgning and bupdingyequlrementa Con ( 'gr.. nec }o cr use with any dwelling or structures not approved by the.Bu and Zonin office shall automay a , i • y ' ' `� ,. i <�' '�req ulrement of the permit and cause for both legal action and revocation of the permit ,) (,°+ 6 y �•x_ S'' y M' r o'`1� 'v'6yr . °� ' .. i l r .. . U . :, 3<: � Any p e rs on who ti ructa; elle cificatlone l con „.... at aIndividual d an the cati of l p ea ml m co m m lt e aCass1 PettyOffensawS500.00 0 rla } < + ) ` '•, variation from t he t or ape ,, h r t 'ff. r r: r y r, a & • a y*'!f t 1 y , A , .1 ff �� S ,Syr ty. , ' ; 1 ,r months In )ail or bot h) ' .. '.r r '..' t1 ' tt p e a ti « a ' :. u1.. .. 1 r ^ 4 . " +✓ ` , r : INDIVIDUAL SEWAGE DISPOSAL SYSTEM OPERATION AND MAINTENANCE The following tips and suggestions are intended to increase the useful life of your engineered sewage disposal system and to prevent disposal system failure due to neglect and abuse. MINIMIZE THE LIQUIDS Wastewater that enters the system can be minimized by practicing water conservation practices within your home. The less wastewater you produce, the less wastewater there will be to treat and dispose. 1. Repair leaky fixtures. Check the toilet by dropping food coloring dye in the tank and see if it shows up in the bowl prior to flushing. 2. Wash clothes only when you have a full load. 3. Take short showers instead of baths. Don't turn on the shower all the way and turn it off while lathering. 4. Install and use water saving fixtures and devices in your bathrooms, laundry rooms and kitchens. 5. Do not let the water run while washing, shaving, brushing teeth, rinsing vegetables, dishes, etc. Use a stoppered basin where possible. 6. Provide adequate drainage around the engineered system area to divert surface runoff from higher ground during storms or winter snowmelt. MINIMIZE THE SOLIDS Septic systems are "anaerobic" treatment systems. Digestion of solid materials is very slow and requires air or "aerobic" conditions to "disappear ". The less material you put into the system, the less often it will require pumping. A good rule to follow is: "Don't use your septic system for anything that can be disposed of in some other way" 1. Avoid using a garbage disposal. Throw out scraps and other garbage with the trash. 2. Collect grease in a container rather than pouring it down the sink. 3. Minimize the disposal of paper products into the system. Nondegradable items such as disposable diapers, sanitary napkins, tissues, cigarette butts and paper towels are especially harmful to the system. ISDS Maintenance Page 2 of 3 4. Only three things should go into the septic tank: Human Wastes; Toilet Paper; and Water. 5. Ordinary household chemicals (bleaches, detergents & soaps) will not hurt the bacteria in your system when not used in excessive amounts. 6. DO NOT DISPOSE OILS, PAINTS, THINNERS OR OTHER TOXIC LIQUIDS INTO YOUR SYSTEM. SEPTIC TANK ADDITIVES Advertised chemical additives, bacteria, enzymes, etc. do not help solids breakdown in the septic tank and should not be used to reduce the need for pumping the septic tank. REGULAR INSPECTIONS Septic Tank: To inspect the septic tank, remove the manhole cover at the inlet end of the tank. Use a shovel to push the scum layer away from the side of the tank and estimate it's thickness. If the scum layer is 12" thick or more, arrange to have the septic tank pumped immediately. Replace the cover and wash off the shovel and your hands. For an average 3 or 4 bedroom residence, the pumping interval for the septic tank is usually between 2 and 4 years. Annual inspection of the septic tank should become part of your overall home maintenance routine. Dosing Tank or Pump Station: To inspect the dosing tank, follow the same instructions for the septic tank. However, there should not be a scum layer or sediments inside the tank. Check to see if the water level markings are consistent on the side of the tank. Variability indicates that the siphon or effluent pump is not operating properly. If the water level is near the top of the markings, wait for the siphon or pump to operate and watch for problems. The siphon has an overflow pipe in which the effluent will flow out of the tank by gravity. Should this be occurring, have the tank pumped and check the siphon openings to see ISDS Maintenance Page 3 of 3 if they are plugged. Filter Mound or Trench: Check the observation tubes regularly. Standing water near the same elevation as the natural soil surface (or higher) may be an indication of trouble. Look for seepage or excessive wetness near the base of the filter mound or trench area. SUMMARY A general inspection of the septic tank, dosing tank (or pump station), filter mound or trench area should be made each year. These inspections are best made during the wet season of the year. If these items are not routinely inspected, solids can carry over into the disposal areas from the septic tank and clog the system resulting in system failure and health hazard risk.