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HomeMy WebLinkAbout02381 I - "1"1".m: wsp r.r+rmm'.i' WOW zWIPROW`ogrigt•W mom ^ "10T*I... K' a?;t3a Ver•. .7, u„ar Inne.rr .r., - .:r. 1 .... . �. 5 , . - GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N . . Y 3 8 1 F 109 8th Street Suite 303 Assessor's Parcel No. Glenwood Springs, Colorado 81601 Phone (303) 945 -8212 t b This does not constitute X • INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. i PROPERTY { F Owner's Name Robert J. Snyder Present Address 305 8. Galena, Aspen, CO Phone_ 925 -2450 A r 4 System Location 0661 Whores Circle, Westbank Mesa, Lot 29, Glenwood Springs , Whores Legal Description of Assessor's Parcel No. ++ SYSTEM DESIGN . / ' ?) U Septic Tank Capacity (gallon) Other a /'i.d 3 'iir^4 Rate (minutes /inch) Number of Bedrooms (or other) 4 I I Required Absorption Area - See Attached Special Setback Requirements: __..,�.!! • Date 1 o`{ - . 9v - _ Inspector el4Yiw. fl1 .. of ). ..// J? �, ' .✓ro-C.i FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer k Septic Tank Capacity _ ) 2S 1,?.{_' Septic Tank Manufacturer or Trade Name ki (-0 4.4 I F" [;L 1. 1 Septic Tank Access within 8" of surface K. Absorption Area ern) i , Absorption Area Type and /or Manufacturer or Trade Name 6. -w ,'. , ;.) • i' i F/...-. c. `.1 F Q +C 3 7 f tit, Adequate compliance with County and State regulations/requirements 9 F - S f @ S Other t • Date IS? J:?- 4 Inspector 4"", ', mod,+ ; ( / i..+� RETAIN WITH RECEIPT RECORDS AT CO SITE *CONDITIONS: f 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 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 off ice shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. It i 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material • variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense (6500.00 fine — 6 months in jail or both). d — — Applicant: Green Copy Department: Pink Copy ems INr)IV / Ini IA / r, SEWAGE DISPOSAT. SYSTEM APPIJCATION OWNER 7Z 6 uz C, 44e /� 4/gie ' 1 O.G� »62X ADDRESS 3Of #Ci9V I,VA c44 -4, strew PHONE r.e - 0 0 to S re) CONTRACTOR ,OtrlNC'r- Qo.4 rea 9 ,� /z ADDRESS - si/2l ' s PHONE 4,2- /r PERMIT REQUEST FOR X) 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). / �� // 4 /`/ J.00ATION OF PROPOSED ACIT,ITY: COUNTY % ' j /Z}-/ GC/ �Gf?/ Near what City or Town • !Afg Lot - Legal Description ' ex' - - WASTES TYPE: (X) Dwelling () Transient Use ( ) Commercial or Industrial ( ) Non - domestic Wastes ( ) Other - Describe BUILDING OR SERVICE TYPE: Number of bedrooms: 4/ Number of persons QC) Garbage Grinder (X) Automatic Washer (ij Dishwasher SOT MCP. ANT) TYPE OF WATER SI IPPI,Y: £X) WELL () SPRING () STREAM OR CREEK Give depth of all wells within 180 feet of system: ,V,-"e ,/ If supplied by communtty water, give name of supplier: /ties d len/i miefF ,442 ems', -e', S GROT IND CONDITIONS: 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: ( 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: (16 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? /YD y , pERCOT.ATION TEST REST JT.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: C7' /fen "c e' ^'' Ziz '�= �. 3'/ C rw /Y /I 4 ; /et,%irne ,.KG' Name, address and telephone of RPE responsible for design of the system: Applicant acknowledges that the completeness of the appliction 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 inusre compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements make, 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 bre relied on by the local department of health in evluating the same fro 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. /' Signed _; -�l � .� il� Date PT .RASP. DRAW AN ACCT JR ATE MAP TO YOT JR PROPERTY 1 1 1 / 1 1 1 1 1 ' P- 5397 1 TOb S EI 1 cZ4( O r-o 26'S et fact 1 1 1 1 1 ENGINEERS S� SURVEYORS SCHMUESER 1 GORDON MEYER 1 1 1 1 1 1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM REPORT FOR 1 LOTS SPOSAN • WEST BANK MESA DEVEL • • MENT ' GARFIELD COUNTY, COLORADO 1 1 1 1 December, 1994 1 1 1 1 1 Prepared By 1 Schmueser Gordon Meyer, Inc. 118 West 6th Street, Suite 200 I Glenwood Springs, CO 81601 945 -1004 1 ENGINEERS S SURVEYORS 1 (303) 945-1004 SCHMUESER GM 118 West 6th, Suite 200 FAX (303) 945 -5948 GORDONMEYER - Glenwood Springs, CO 81601 December 5, 1994 1 Mr. Steve Thompson ' S -G Thompson Construction 720 East Cooper Avenue ' Glenwood Springs, CO 81601 RE: Individual Sewage Disposal (ISDS) Report Lots 2. 6. 25 and 29 - West Bank Mesa Development. Garfield County 1 Dear Steve: 1 Per your request, SGM has evaluated the design of the proposed septic system to service the residential flows from Lots 2, 6, 25 and 29 of West Bank Mesa Development. This work is ' based upon discussions with yourself regarding the proposed residences to be constructed upon these particular lots. One of the pertinent pieces of information provided by yourself regarding this design is the fact that each lot will have a four - bedroom residence proposed to ' be constructed on the lot. In addition, we are in receipt of a report generated by CTL/Thompson identifying the percolation rates for each lot. We have attached a copy of the entire soils report prepared by CTL/Thompson for yourself. The report prepared by CTL/Thompson is not only prepared for acquisition of the percolation rates from each lot, but was also prepared for foundation designs for each of the residences. Therefore, enclosed in the report are boring logs on each of the lots. Based upon the percolation test results and the soil borings, it appears that the standard leach field system can be installed on this site. This, of course, assumes that setback requirements ' can be met in accordance to Colorado State Health Department regulations. Accordingly, we have attached a table from the Colorado Department of Health ISDS regulations which identified the setbacks for each component of the septic system installed. The proposal for these sites, as far as method of disposal, considers the use of a standard "infiltrator" system. ' This system, as proposed, will be installed in a trench -type fashion. Accordingly, we have attached manufacturer's product information regarding the infiltrator and the infiltrator system installation. ' To briefly describe the septic system as a whole, it is proposed to collect the effluent from the main waste line from the house in a 1250 gallon septic tank. Please note that this 1250 1 gallon concrete septic tank does have alternative installations available. These alternative installations can be considered, considering the fact that no evidence of high groundwater is present. The alternative installations that can be considered with this type of septic tank is that of a fiberglass septic tank also equal to 1250 gallons. We have not provided information as to specific manufacturer product or a product line for the fiberglass septic tank. However, we do know that local distributors, such as Dodson Engineered Products, do carry fiberglass septic tanks in stock. 1 1 December 5, 1994 1 1 Mr. Steve Thompson Page 2 1 Please note that the septic tank must be located at least five feet away from the residence. In addition, the effluent line leaving the house and going to the septic tank must be straight 1 in alignment and straight in grade. If it is deemed necessary that any change in alignment and /or grade in this main line from the house to the septic tank is required, a cleanout will be necessary to accompany the installation. This main line coming from the house to the septic 1 tank must be at a minimum ASTM 2729 PVC pipe of minimum 4" diameter. The grade of the pipe must be at a minimum of 14" per foot. If it becomes necessary that the main line must cross a traveled area (i.e., vehicular access), we would then recommend that the pipe 1 specifications increase in strength to no longer utilize an ASTM 2729 designation but rather use a Schedule 40 PVC. 1 To compensate for differential settling between the septic tank and the incoming and outgoing piping, we would recommend that the piping coming into and leaving the septic tank be sleeved in a 6" diameter cast iron pipe or Schedule 40 PVC. Once the effluent line leaves the 1 septic tank, it will need to proceed towards the infiltrator trench system at a 1/4" per foot grade. Again, the minimum diameter of this pipe would need to be that of 4 ". We would recommend that, from this point to the infiltrator system, location of the infiltrator system and 1 piping be coordinated such that no vehicular access is allowed over the piping or the infiltrator system. Additionally, with this recommendation, we would then maintain that the ASTM 2729 PVC piping be utilized. 1 For the disposal system itself, we would recommend that the disposal field be constructed as previously mentioned in a trench -type format. That in essence means that the disposal 1 field is to be constructed as a series of trenches constructed of the standard infiltrator units. Since this report does not discuss a detailed design or layout of the system, we have identified on the attached "Schematic Plan View of Septic System Installation ", the infiltrator trenches, number and length are to be field determined according to setbacks, areal requirements and soil conditions outlined in the text of the report. Please note that the header pipe serving each trench from the main line must be level so that 1 equal distribution of flow can be supplied to each trench. Also, please note that the infiltrator units need to be installed in a flat trench so that equal loading of the entire square footage of each trench can take place during use. We have shown on the attached sketch the typical 1 piping requirements just discussed. As previously discussed, we have attached manufacturer's literature regarding the infiltrator system. With that manufacturer's literature is a detailed set of instructions regarding the septic system installation. You will note that the 1 backfill required over an infiltrator trench is that of native backfill. This native backfill is acceptable for fill over trenches as long 6" and larger rock is not allowed in the backfill. The minimum requirement of 12" of cover over the infiltrator system is also identified. Please note that the infiltrator must be installed in an excavated trench - not in fill. As mentioned throughout this report, a number of attachments are included with this report. Please find the following list which identifies specifically the attachments in order: 1 SCHMUESER GORDON MEYER, INC. 1 December 5, 1994 Mr. Steve Thompson Page 3 ' 1. Calculation of leach field and septic system sizing. ' 2. Table of minimum horizontal setbacks. 3. CTL \Thompson soil report. 4. Schematic plan view of septic system installation. 5. Sketch of the standard infiltrator chamber. 6. Infiltrator manufacturer's literature. 7. Septic system installation instructions (from Infiltrator manufacturer literature). ' Some general notes that must be mentioned regarding any septic system installation are as follows: 1 1. All materials, installation practices and setback requirements shall comply with Garfield County Individual Sewage Disposal System Regulations. 2. The infiltrator trench shall be constructed so that the bottom level of the trench is ± 0.1 inches. Place trench in natural ground, no portion of the trench shall be placed in fill. Once backfilled, provide positive drainage way from the 1 trenches. ' 3. The area disturbed by construction shall be reseeded by native grasses to prevent erosion. 4. Use risers as needed to bring septic tank access hatches within 6" of finish grade. 5. Locate septic tank such that the access to the tanks can be accommodated for future pumping. 6. The contractor and owner shall take whatever measures are necessary to ' assure that (a) the septic tank and sewerlines are completely water -tight to prevent infiltration of groundwater into the system, and (b) the system is installed to prevent freezing of the gravity sewerlines. ' 7. The engineer and Garfield County Department shall be notified when construction commences and kept abreast of the construction progress so that sufficient inspections can be performed to assure conformance with this report. SCHMUESER GORDON MEYER, INC 1 December 5, 1994 Mr. Steve Thompson ' Page 4 8. It is the contractor's responsibility to verify all locations of utilities and setbacks that may be affected by the installation of the septic system. Verification of all utility locations shall be made with the appropriate utility company. 9. Substitution of materials (i.e., pipe, tanks, etc.) is acceptable provided verification and acceptance by the engineer and the Garfield County Building Department is made. ' As you can gather from reading this report, we are leaving the specifics, (i.e., exact location, grades and elevation) of the installation of the system to the contractor and /or yourself. It is important to note, however, that the location of the septic system must be provided in the same general location of that identified with the boring logs of CTL/Thompson. In essence, if the septic system is located on a site different than where the percolation test was taken, verification of the perc rates must be made by either CTL/Thompson or SGM prior to final ' installation of the leach field. If it is determined that the information as provided is not of sufficient detail for your contractor and /or yourself to construct the system, please notify us immediately and we can provide a detailed construction plan for the system. To ' accommodate such a detailed construction plan, SGM would have to coordinate with yourself collection of detailed topography in the area of the proposed septic system. Aside from the comments just made, I hope this information is of sufficient detail to accommodate your needs in installing this septic system. If you have any questions or comments, please don't hesitate to call. Sincerely, SCHMUESER GORD MEYER, INC. T an , . Simonson, P.E. 1 J I I : ec/94179 Enclosure 1 1 1 SCHMUESER GORDON MEYER, INC. 1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM CALCULATIONS 1 FOR LOT 6 OF WESTBANK MESA SUBDIVISION, GARFIELD COUNTY 1. DETERMINE FLOWS: 1 4 BEDROOMS IN PROPOSED RESIDENCE 2 PERSONS /BEDROOM /DAY 1 75 GALLONS PER PERSON PER DAY TOTAL AVERAGE DAILY FLOW= (4)(2)(75)= 600 GPD 2. FROM CTL THOMPSON REPORT: PERCOLATION RATES FOR ISDS DESIGN ON LOT IS 20 MINUTES PER INCH. 1 ' 3. REQUIRED SEPTIC CAPACITY: FOR A 4 BEDROOM HOME= 1250 GALLON SEPTIC TANK REQ'D ' 4. DETERMINE FIELD AREA: FOR ABSORPTION: WHERE: A= ((Q)SQRT(T))15 A= FIELD AREA ' A= ((600)SQRT(20)) /5 A= 537 S.F. Q =AVG. DAILY FLOW T= PERCOLATION RATE ' 5. PEAK FLOWN 150% PER COLORADO DEPARTMENT OF HEALTH REGULATIONS. (ADJUST FIELD SIZE ACCORDINGLY): A= 1.5x537= 805.5 SF (SAY 806.0 S.F. DESIGN SIZE) ' 6. IF INFILTRATORS ARE USED, ADJUST BED SIZE FOR THEIR USE: DECREASE AREA BY A FACTOR OF 50% A= 806.0x0.5= 403 SF- MINIMUM SIZE FOR INFILTRATOR USE 1 1 1 1 7. OTHER AREAL ADJUSTMENTS: 1 IF GARBAGE GRINDER IS PROPOSED: INCREASE SIZE BY 20% I IF WASHING MACHINE IS PROPOSED: I INCREASE SIZE BY 40% SIZE WITH GARBAGE SIZE WITH WASHER SIZE WITH BOTH GARBAGE 1 GRINDER ONLY ONLY GRINDER AND WASHER A= 403x1.2 =484 S.F. A= 403x1.4 =564 S.F. A= 403x1.2x1.4 =677.0 S.F. 1 A=484 S.F. A =564 S.F. A =677 S.F. 1 8. DETERMINE THE NUMBER OF INFILTRATOR UNITS REQUIRED PER FIELD. (NOTE THAT DESIGN AREAS ABOVE CONSIDER THAT THE FIELDS ARE CONSTRUCTED IN A TRENCH FORMAT.) THE FOLLOWING CONSIDERS THE 1 USE OF STANDARD INFILTRATOR CHAMBERS WITH 18.75 S.F. PER UNIT. WITH AREAL REQT WITH AREAL REQT WITH AREAL REQT OF 484 S.F. OF 564 S.F. OF 677 S.F. 26 UNITS 31 UNITS 37 UNITS 1 1 1 1 1 1 1 1 1 1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM CALCULATIONS 1 FOR LOTS 2,25 AND 29 OF WESTBANK MESA SUBDIVISION, GARFIELD COUNTY 1. DETERMINE FLOWS: 1 4 BEDROOMS IN PROPOSED RESIDENCES' 2 PERSONS /BEDROOM /DAY 1 75 GALLONS PER PERSON PER DAY TOTAL AVERAGE DAILY FLOW= (4)(2)(75)= 600 GPD 1 2. FROM CTL THOMPSON REPORT: PERCOLATION RATES FOR ISDS DESIGN FOR EACH LOT IS 30 MINUTES PER INCH. 1 3. REQUIRED SEPTIC CAPACITY: FOR A 4 BEDROOM HOME= 1250 GALLON SEPTIC TANK REQ'D 4. DETERMINE FIELD AREA: 1 FOR ABSORPTION: WHERE: A= ((Q)SQRT(T)15 A= FIELD AREA 1 A= ((600)SQRT(30))/5 A= 857.3 S.F. Q =AVG. DAILY FLOW T= PERCOLATION RATE 5. PEAK FLOW IS 150% PER COLORADO DEPARTMENT OF HEALTH REGULATIONS. (ADJUST FIELD SIZE ACCORDINGLY): 1 A= 1.5x657.3= 985.95 SF (SAY 986.0 S.F. DESIGN SIZE) ' 6. IF INFILTRATORS ARE USED, ADJUST BED SIZE FOR THEIR USE: DECREASE AREA BY A FACTOR OF 50% A= 986.0x0.5= 493 SF- MINIMUM SIZE FOR INFILTRATOR USE 1 1 1 1 1 7. OTHER AREAL ADJUSTMENTS: 1 IF GARBAGE GRINDER IS PROPOSED: INCREASE SIZE BY 20% ' IF WASHING MACHINE IS PROPOSED: ' INCREASE SIZE BY 40% SIZE WITH GARBAGE SIZE WITH WASHE SIZE WITH BOTH GARBAGE GRINDER ONLY ONLY GRINDER AND WASHER A= 493x1.2 =592 S.F. A= 493x1.4 =690 S.F. A= 493x1.2x1.4 =828.2 S.F. M592 S.F. A =690 S.F. A =828 S.F. ' 8. DETERMINE THE NUM. ER OF INFILTRATOR NITS REQUIRED PER FIELD. (NOTE THAT DESIGN A° EAS ABOVE CONSIDE THAT THE FIELDS ARE CONSTRUCTED IN A TR NCH FORMAT.) THE OLLOWING CONSIDERS THE USE OF STANDARD INF LTRATOR CHAMBERS ITH 18.75 S.F. PER UNIT. WITH AREAL REQT WITH AREAL REQT WITH AREAL REQT OF 592 S.F. OF 690 S.F. OF 828 S.F. 32 UNITS 37 UNITS 45 UNITS 1 I 4 G 0 '0 '0 O 0 1/1 'fl I 0. m r1 .+ H I 0 F _ C/3 CO at a O 0 * r1 * N * N . -1 n .� .� OH el 0 0 . 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't7 a4 0 CO )c CI u r1 0 o 1 0 H H 0) K O x o E B C 0 0) 44 CO W b K O LL 44 41 u N ell K v1 K V1 Z 0 u A 0 0 0 . 3 K 0 0 K m x e F H H y N 1 z b W CL 0 0 Y 1 CO 0 to a m I- 1� H 1 H 40 of H fA coH O 3 W J cd8 ( m 1 H p0 V CO o .+ , O. P . 0 4 +I 0. v ) a W 0 Q 1 -19 1., 1 CTL /THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS 1 1 1 1 ' SOILS AND FOUNDATION INVESTIGATION LOTS 2, 4, 6, 10, 25, 28, 29, 38, 60, 61 AND 62 ' WESTBANK MESA DEVELOPMENT GARFIELD COUNTY, COLORADO 1 1 1 1 Prepared For: ' S.G. Thompson Construction 720 East Cooper Avenue Glenwood Springs, Colorado 81601 1 ' Job No. GS -1359 September 19, 1994 1 ' 234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (303)945 -2809 1 1 1 1 TABLE OF CONTENTS 1 1 SCOPE 1 SUMMARY OF CONCLUSIONS 1 1 SITE CONDITIONS 2 SITE EXCAVATION 6 1 PROPOSED CONSTRUCTION 7 1 SUBSURFACE CONDITIONS 8 FOUNDATIONS 8 1 FLOOR SLABS AND EXTERIOR CONCRETE 9 1 RETAINING WALLS 10 BASEMENT AND CRAWLSPACE CONSTRUCTION 11 1 SURFACE DRAINAGE 12 1 PERCOLATION TESTS 13 LIMITATIONS 14 FIGURE 1 - LOCATIONS OF TEST HOLES FIGURES 2 AND 3 - SUMMARY LOGS OF TEST HOLES 1 FIGURES 4 THROUGH 7 - SWELL/CONSOLIDATION TEST RESULTS FIGURE 8 - EXTERIOR FOUNDATION WALL DRAIN FIGURE 9 - TYPICAL EARTH RETAINING WALL DETAIL 1 TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS 1 APPENDIX A - PERCOLATION TEST DATA 1 1 1 SCOPE This report presents the results of our soils and foundation investigation for eleven (11) residential lots at the Westbank Mesa Development in Garfield County, Colorado. ' We explored the subsurface conditions at the lots to provide foundation recommendations for single family buildings. This report includes a description of the subsurface conditions found in our test holes, a recommended foundation system and geotechnical for it and construction criteria for details influenced by the subsoils. Our report was prepared from ' data developed during our field exploration, laboratory testing, engineering analysis and our experience with similar conditions. A summary of our conclusions is presented below. 1 SUMMARY OF CONCLUSIONS ' 1. This report presents geotechnical design criteria for eleven (11) residences. We anticipate one to two story tall, wood frame buildings. Walk -out or full basements will likely be built as part of most buildings. We ' should be provided grading plans for the buildings for review. 2. We found approximately 6 inches of organic, sandy clays underlain by 6 ' to 18.5 feet of stiff to very stiff, slightly moist to moist, sandy clays, above nil to 18 feet of medium dense to very dense, slightly moist to moist, clayey to silty sands on lots 2, 4, 6, 25, 28, 29 and 38. The clays were underlain by weathered, medium hard to very hard and un- weathered siltstone and sandstone on lot 10. Dense to very dense, silty to sandy gravels with numerous cobbles and boulders were beneath the organic soils on lots 60 through 62. No fee groundwater was found in our test ' holes the day of drilling. 3. We recommend founding the buildings with footings bearing on the native ' soils. Maximum soil bearing pressures are presented in the "Foundations" section. ' 4. Slabs -on -grade floor subgrade will be the native, undisturbed soils. The native soils are appropriate for slabs -on -grade if significant moisture increase in bearing soils does not occur. 1 1 1 1 1 5. A ground surface slope away from the buildings should be maintained at all times to reduce the risk of wetting soils below foundations. We recommend landscaping schemes using native vegetation and requiring minimal irrigation near the buildings. SITE CONDITIONS Westbank Mesa Is located in southeast Garfield County, south of Glenwood 1 Springs, Colorado. The site is located on an alluvial terrace in the southwest portions of the Roaring Fork River Valley approximately 1 to 2 miles south of Glenwood Springs, Colorado. Access to the site is via Highway 82 to County Road 109 located to the east 1 of the site. 1 Ground surfaces slope to the northeast from high points along a southeast to northwest trending ridge down to and across a relatively flat upper benched area. Steep northeast facing slopes descend from the upper benched area to a lower benched area. 1 The existing Westbank Ranch Development is located adjacent to the site to the northeast with the Roaring Fork River beyond. Drainage at the site is controlled by numerous channels on the upper slopes. 1 Several ravines dominate drainage across the upper benched area down to the lower benched area where water and sediment are dissipated along small coalescing alluvial 1 fans. Off site drainage is controlled by infiltration and small gullies. In the extreme southeast portion of the site, drainage is controlled by a moderate sized southwest to 1 northeast trending ravine which terminates in an alluvial fan along the eastern portions of the site. A gully on the southeast portion of the alluvial fan directs drainage off site. Building lots 2, 4, 6, 25, 28, 29 and 38 are on the comparatively flat to moderately sloped upper benched surface. Building lot 10 is on the relatively steep slopes that terminate at the ridge above the upper benched surface. Lots 60, 61 and 62 are on the 2 1 1 1 ' moderately steep to very steep hillside on the lower bench near the development entrance. Vegetation on benched areas generally consists of open grasslands with some scattered trees and brush. Northeast facing slopes and ravines are moderately to heavily ' vegetated with scrub oaks and pinon and juniper trees. Most of the site is in a natural condition with the benched areas being used for pasture and haying operations. Roads 1 and utilities have recently been completed within the subdivision. More detailed descriptions of the Tots we investigated are below. 1 Lot 2 Topographically the lot is defined by a deeply incised ravine trending to the west 1 from Delores Circle. Flatter areas are to the north and south. Grades were visually estimated and measured at 5 to 15 percent in the flatter areas and 40 to 80 percent on ravine sides. Vegetation is native grasses and weeds, sage, oak brush with juniper trees on the side and in ravines The residence will be near the end of a "point" on the north side of the lot. Lot 4 ' This lot is east of Delores Drive. Sage, native grasses and weeds covered ground slopes measured and visually estimated at 5 to 15 percent to the north and northwest. The lot is at the top of the upper natural bench with the benches steep side to the north. The Roaring Fork Valley bottom is viewed to the east. Vegetation is sage, native grasses ' and weeds. The residence will be built on the north central part of the lot. 1 1 3 1 1 1 1 Lot 6 Lot 6 is east of Delores Circle. Grades are generally 5 to 15 percent to the 1 southwest. The lot is on the top of the upper natural bench with the steep bench side 1 slope near the northeast lot boundary. The Roaring Fork Valley is viewed to the east. Vegetation is sage, native grasses and weeds. The residence will be built on the central part of the lot. 1 Lot 10 1 The lot is southeast of the far southeast corner of Dolores Drive. The lot occupies a comparatively steep hillside which terminates at a the ridge above the development. Grades of 20 to 60 percent occur on the site. The building will be in the upper part of the lot. Sage, native grasses and weeds are on lower part of the lot with juniper up high. 1 Lot 25 1 The lot is northwest of the Native Lane cul -de -sac bulb. Topographically the lot can be defined as a comparatively flat area adjacent to Native Lane that narrows to a 1 point with slopes that drop off steeply (40 to 60 percent) to the northeast and southwest. The steep slopes drop to ravine bottoms. The building will be on the top of the ridge 1 leading to the point. Vegetation is sage, native grasses and weeds with oak brush and juniper and pine trees on ravine sides. 1 Lots 28 and 29 These lots are north of the upper part of Huebinger Drive. Delores Circle is east of Lot 29. The ground surface is comparatively flat with grades of 5 to 15 percent to the 1 4 1 1 1 north and west with the exception of steeper grades that occur adjacent to the lower part of Huebinger Road. Vegetation is sage, oak brush, juniper trees and native grasses and 1 weeds. Lot 38 1 Lot 38 Is a large lot north and northeast of the upper part of Huebinger Drive. Ground surfaces slope down at approximately 20 to 30 percent from Huebinger Drive to 1 a comparatively flat area with slopes of less than 5 percent to the north. Steeper grades occur on the side of ravines that are on north and west parts of the lot. Vegetation is grasses adjacent to Huebinger Drive, sage, native grasses and weeds on the flatter part 1 of the lot and grasses, weeds and juniper and pines trees on ravine sides and in the ravines. Lots 60, 61 and 62 ' These lots are located on the lower bench of the Westbank Mesa development. Buildings are planned on the lower parts of the Tots. The upper parts are very steep and 1 residential construction is not feasible from a construcability viewpoint. The slopes range from 60 to 90 percent on upper parts, 25 to 50 percent on middle slopes and 10 to 30 ' percent on lower slopes. We recommend no building on slopes greater than 30 percent 1 on these Tots. The vegetation is sage, native grasses and weeds. Several rock outcrops are apparent on the middle and upper slopes. 1 1 1 5 1 1 SITE EXCAVATION Overlot grading involved mainly road building. Natural topography and grades of the ground surfaces was generally not affected. Grading to build houses will involve 1 building of drives and excavations for parts of buildings below grade. To the best of our knowledge no buildings will be on fill. If buildings are to be on fill we should be informed 1 to review our recommendations. Areas to receive fill should be grubbed and stripped of vegetation, moisture conditioned and compacted prior to fill placement. Fill can consist of on -site sons free of organics, rock larger than 3 inches in diameter or other deleterious material. Fill should be placed in 6 inch maximum loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 98 percent of 1 maximum dry density determined from a standard Proctor density test (ASTM D 698). In 1 our opinion excavation can be accomplished with heavy construction equipment normally used in the area. Large cobbles and boulders will make excavation difficult on lots 60 1 through 62. 1 Individual lot grading plans were not available at this writing. We should be sent a copy of grading plans when available for our review. We should be informed of any excavations that will be more than 10 feet deep. Excavation sides should be sloped or 1 braced. Excavated slopes will tend to collapse and flatten. We are most concerned about excavations on lots 10, 60, 61 and 62. Slope stability and rockfall potential may be adversely affected if the natural slopes are cut into. We should be advised of excavation plans prior to any earthwork on these sites. 1 We believe the sandy clays and clayey sands that occur at this site are mostly 1 Type B as described in the October, 1989 Occupation Safety and Health Administration (OSHA) Standards published by the Department of Labor governing excavations. The 1 6 1 1 1 1 publication indicates a maximum temporary slope of 1 to 1 (horizontal to vertical) for Type B soils above the water table. We recommend temporary excavation slopes be 1 to 1 (horizontal to vertical) or flatter. The sandy gravels that underlay lots 60, 61 and 62 are 1 believed to be Type A soils. No slopes steeper than 1.5 to 1 (horizontal to vertical) should be built. 1 Soils removed from the excavation should not be stockpiled at the edge of the excavations. We recommend the excavated soils be placed at a distance from the top of 1 the excavation equal to at least the depth of the excavation. 1 Free groundwater was encountered in our test holes. Depending upon cut depths and the time of year water will likely be present. During spring runoff water from 1 snowmen may develop groundwater near the ground surface. If free groundwater is 1 encountered In excavations, temporary excavation slopes recommended above may not be stable and could fail. We should be informed immediately if groundwater is encountered to allow geotechnical input. 1 PROPOSED CONSTRUCTION 1 Single family residential buildings will be built. At this writing plans had not been 1 developed for the residences which will be built on the subject Tots. Our understanding is that the buildings will be wood framed and one or two stories tall. Some of the 1 buildings will have walk -out or full basements. Garages will be attached to some buildings and detached from others. Foundation loads we assumed for our analysis were 1 between 1000 and 3000 pounds per lineal foot on continuous footings and maximum 1 interior column loads of 15 kips. We should be informed of actual construction to judge if what is to be built is different than described above. 1 7 1 1 1 1 SUBSURFACE CONDITIONS We explored subsurface conditions on the eleven subject lots by drilling sixteen (16) test holes. Soils and bedrock encountered were identified and logged and samples 1 obtain were for laboratory tests. Our test holes penetrated approximately 6 inches of organic, sandy clays underlain 1 by 6 to 18.5 feet of stiff to very stiff, slightly moist to moist, sandy clays, above nil to 18 feet of medium dense to very dense, slightly moist to moist, clayey to silty sands on lots 1 2, 4, 6, 25, 28, 29 and 38. The clays were underlain by weathered, medium hard to very 1 hard and un- weathered siltstone and sandstone on lot 10. Dense to very dense, silty to sandy gravels with numerous cobbles and boulders were beneath the organic soils on 1 lots 60 through 62. No fee groundwater was found in the test holes the day of 1 drilling. Laboratory testing to verify field classifications and judge volume change characteristics was performed. The clays were judge to possess low to moderate compassion and swelling potential. The gravels found on lots 61 and 62 are capable of 1 supporting higher foundation loads then the clays are slightly compressive. 1 FOUNDATIONS 1 In our opinion, the buildings can be founded with footings bearing on the native 1 soils. The footings should be designed and constructed with the following criteria. 1 1. The footings should bear on the native soils and be designed for a maximum soil bearing pressure of 3000 psf. Materials loosened during the excavation or forming process should be removed from the footing areas 1 prior to placing concrete; 1 8 1 1 1 1 2. Foundation walls for continuous footings should be reinforced top and bottom, to span loose soil pockets. We recommend reinforcing steel equivalent to that required for a simple span of 12 feet. Reinforcement 1 should be designed by a qualified structural engineer; 3. Minimum footing sizes are desirable. We suggest a minimum width of 16 1 inches for continuous footings and a size of at least 2 feet by 2 feet for isolated column pads. Larger sizes may be required based on the structural loads; 1 4. The soils under exterior footings should be protected from freezing. The depth normally assumed for frost protection in Garfield County is 36 inches. We recommend contacting the local planning department to verify 1 the depth of protection required; 5. We should be requested to inspect the completed foundation excavations to confirm subsurface conditions exposed are as anticipated from our test 1' holes. 1 FLOOR SLABS AND EXTERIOR CONCRETE 1 Plans for the structures which will be built on the lots were not available at the time 1 of this writing. We understand that the majority of homes will have walkout or full basements. Basement floors are normally slab -on- grade. Garage floors, patios and 1 sidewalks will be slabs -on- grade. Native soils free of organics are suitable to support slabs -on -grade floors. If moisture content increases significantly in the soils below the 1 slab cracking of the slabs should be expected. Recommendations presented in "Surface 1 Drainage" should be followed to lower the probability of significant moisture increases in the soils below the slabs. We understand that some of the buildings ground floors will be 1 structurally supported by the foundation with a space between the floor and the ground 1 below. Floors with a crawlspace below are excellent and preferable to slabs -on -grade from a geotechnical viewpoint. 1 We recommend the following design and construction details for slabs -on- grade: 1 9 1 1 1 1 1. Slabs at lots 2, 4, 6, 10, 25, 28, 29 and should be constructed directly on the soils. Provision of a sand or gravel layer increases the possibility of a single source of water wetting the entire area supporting the slab. A 4 -inch 1 layer of washed rock or CDOT Class 6 aggregate base can be used as a leveling course below slabs on lots 60 through 62. 1 2. Slabs should be separated from exterior walls and interior bearing members with a joint which allows free vertical movement of the slab. 1 3. Slab- bearing partitions should be minimized. Where such partitions are required, a slip joint should be constructed to allow free vertical movement of the slab. 1 4. Doorjambs, sheet rock on partitions, and other construction details should be constructed to allow vertical movement of the slab -on -grade floor. 1 5. Eliminate underslab plumbing as much as possible. Where such plumbing is unavoidable, it should be pressure tested before the slab is constructed. 1 6. Plumbing and utilities should be constructed with a joint which allows the slab to move freely. ' 7. All connections between the furnaces and the duct work should be provided with a flexible connection to allow free movement in the event of slab heave. The above precautions will not prevent movement of the slab -on -grade floors in the event the soils become wet, they will reduce the potential damage when movement occurs. 1 RETAINING WALLS ' Free standing, retaining walls up to 10 feet tall will likely be built on some lots. We anticipate free standing retaining walls may be considered and /or built on lots 2, 10, 25, 60, 61 and 62. The retaining walls can be founded with footings bearing on the natural soils designed for a maximum soil bearing pressure of 3000 psf. We recommend a 1 coefficient of friction between footing concrete and the ground of 0.35. 1 The retaining walls will be subjected to lateral earth pressure from wall backfill and surcharges. The lateral load on the wall is a function of wall movement. If walls can move 1 10 1 1 1 1 enough to mobilize the internal strength of the backfill with movement and cracking of the surface behind the walls, then the walls can be designed for the active earth pressure. If ground movement and cracking is not permitted the walls should be designed for the "at 1 rest" earth pressure. We suggest 35 pcf be used to design for the "active case" and 50 pcf be used to design for the "at rest case ". An equivalent fluid density of 300 pcf can be 1 used for the 'passive case ". Lateral earth pressure values do not include allowances for sloping backfill, hydrostatic pressures or surcharge Toads. A foundation drain should be 1 placed next to the footing of any retaining wall (see Figure 9, "Typical Earth Retaining Wall Detail "). As a minimum the 12- inches of backfill directly behind the retaining wall should consist of free draining granular structural fill. The granular fill should be washed 3/4 inch 1 to No. 4 screen material with less than 3 percent passing the No. 200 sieve and may be 1 incorporated into the foundation drain system (see Figure 8). Soil backfill placed behind the washed rock should be moisture conditioned and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). The upper two feet of backfill 1 against the wall should be with on -site clays. The provision of a foundation drain should reduce hydrostatic pressures which could develop. 1 BASEMENT AND CRAWLSPACE CONSTRUCTION 1 Foundation walls will be subject to lateral earth pressure. These walls are restrained and cannot move and should be designed for an "at rest" lateral earth pressure. Assuming on -site soils will be used as backfill, we recommend using an equivalent fluid 1 density of 50 pcf to calculate lateral earth pressure. The above equivalent fluid density does not include allowances for sloping backfill, hydrostatic pressures, live loads or loads from adjacent structures. 1 11 1 1 Water from surface run -off (e.g. precipitation, snow melt, irrigation) frequently flows through the backfill adjacent to foundation walls and collects on the surface of the undisturbed soils occurring at the bottom of the foundation excavation. This can cause damp or wet conditions in basements and crawlspaces. Ventilation should be provided for crawlspace areas. 1 To reduce the risk of accumulation of water we recommend a foundation drain. The drain should consist of a 4 inch diameter open joint or slotted P.V.C. pipe encased in free draining gravel. The drain should lead to a positive gravity outlet. A typical foundation drain detail is shown on Figure 8. Backfill placed adjacent to the foundation walls should be moisture treated and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). ' SURFACE DRAINAGE The performance of foundations and concrete flatwork is influenced by the moisture conditions in the subsoils. Wetting of below foundation soils can be reduced by planned and maintained surface drainage. Wetting or drying of the open foundation 1 excavations should be avoided. The ground surfaces surrounding the buildings should be sloped to provide rapid run -off of water away from the buildings in all directions. We recommend a slope of at least 12 inches in the first 10 feet. We recommend that landscaping be with native vegetation which requires little or no irrigation water. If sod and landscaping shrubbery is to be part of the landscaping scheme near the buildings we 1 recommend no irrigation sprinkler heads be within 5 feet of the building and they should 1 be directed away from the building. We recommend sod not be placed within 10 feet of the home. Where irrigation is required within 5 feet of the home irrigation should be by 1 12 1 1 1 hand watering. Roof downspouts and drains should discharge well beyond the limits of all backlit'. Splash blocks or downspout extensions should be provided at all discharge locations. PERCOLATION TESTS We performed percolation tests on each of the subject lots. Based on our test results standard percolation fields are appropriate on all lots with the exception of lot 60. An engineered percolation system will be needed for lot 60. The table below lists the lot and recommend design percolation rate. Appendix A presents data obtained during the tests. 1 Lot No. Recommended Design Percolation Rate 1 (min /inch) 2 30 ' 4 15 6 20 1 10 10 25 30 1 28 30 29 30 38 30 1 60 3 61 15 1 62 10 1 1 13 1 1 1 LIMITATIONS Our test holes were spaced to obtain a reasonably accurate picture of the 1 subsurface. Variations in the subsurface conditions not indicated by our test holes will ' occur. We should observe the completed excavations to confirm the soils are as anticipated from our test holes. 1 Our report was based on conditions disclosed by our test holes, results of laboratory testing, engineering analysis, and our experience. Criteria presented reflects ' the proposed building as we understand it. We should be advised if the final design differs from our assumptions to permit us to re- evaluate our conclusions. This Investigation was conducted in a manner consistent with the level of care and 1 skill ordinarily exercised by members of our profession currently practicing under similar conditions in the locality of this project. No other warranty, express or implied, is made. If we can be of further service or 11 you have questions regarding this report, please call. 1 Very truly yours, - ';r; CTUTHO 4P: • , 4 ;' s.x ,•:) :;. • h { Si , • i :r; - h anager : ; •• ••• ' JM:cd (5 copies sent) 1 1 1 14 1 WESTBANK MESA DEVELOPMEN GARFIELD COUNTY, COLORADO \ \\ LH: / 1 11 / -�o \p� 60 q ep 0 p6 60�p �$b'b\ 6py060. , ° ` / Ila6� 6010 ap O 81 a0a0 i a0b 0 • \._ 61 . � �° kisoPr 1 , '::: 1, 'o .:::: } '. app ' ._____....______6/:. `. ,11. x_ 4 ' ~� ����� 3 i� 38 e .. r fe • LOT:: >38:.:;.. < v • epa O O 6 I ro 0 • �'i: %'' Siri a ^ 0. 4i :aHQ tr ae v at ei .i e, 6iC0 a < u ■ e 1: \er tee° \e' $ T N abs \` _ „�I HUEBIN ea:0 , -1 " - - — -.,,,,N.::, : 1j° t ,„:„..____ 4_, A " ( LOCATIONS J No. GS -1359 t To Highway 82 AOa"09 Fork ': ' ,:i;``': >: z County Road 109 is•N VICINITY MAP No Scale 5 9;0 � HUEBINGER DRIVE :s::: x„ \ Jp 6°3° 6040 � _ i 'i? v : . . . ,f 6060 - .. :':I:. ■ 2 j �,q fq 60 ': ... �0\ Qry0 6 b. .:' :.. „to., s 0 1 - V 0- �ROA 6110 61,p 6� v 6110 + { ` ,' -2B 69 f� �10 , ` iiii i - :: : 'ii. : : ::: 6P0 :. .`.. 1 i 6240 2: . 11• C 6 J a a tar to J Ilir\a, co Ct f 1J j � ii ic:ii,..:::::.777.‘or: 0 $ TI 29;:" o v c cr z aLDT2 . 9 O 61,0.. ER pRN[ .::o ° 61 / ` • \ Inc Scale; 1" — 400' � . °Sw LOT 1 0 A0 \ „..---- l I A 'f . 2‘ F TEST HOLES 1\� 1r 'a. z:, - n ”, Fig. 1 TH -2A TH -213 TH -4 TH -6A — 0 / / / / / / / �5 e2 21/12 // / 13/12 / /20/12 // / �/ i. - e / // / i —10 16/10 / / 22/1 �/� 50/10 iy i x — i• � /. • i "! • / I 20 12 �' 42/ 12 / •4 G '— 15 '—� / Y 4 . %- 2 . "'-. m-20 .-25 . LEGEND: ® Clay, sandy, organic, soft, moist, brown. (OL) © Clay, sandy, stiff to very stiff, slightly moist to moist, brown. (CL) 3 Sand, clayey to silty, medium dense to very dense, slightly moist to moist, brown. (SM, SC) gis Gravel, silty to sandy with cobbles and boulders, dense to very dense, moist, brown. (GM, GP) ® Weathered siltstone and sandstone, medium hard, slightly moist to moist, brown. ® Bedrock — siltstone and sandstone, medium hard to hard, moist, yellowish tan. SUMMARY L( Joh No. GS -1359 TH -6B TH -10A TH -10B TH -25 0 --• � —mss i/ • / / // r / ! 3 5/12 /j 21/12 r/ // 5 •. e / // / %> . 5 13/12 / 2 21/12 10 : m ll 33/12 ! 15 •—• e-• i • %. 32/12 20 or r •.'.MI 50/3 25 Drive sample. The symbol 21/12 li indicates that 21 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch 0.D. sampler 12 inches. NOTES: 1. Test holes were drilled on September 10 and 12, 1994 with a 4 inch diameter power auger. 2. These test holes are subject to the explanations, limitations and conclusions as contained in this report. 3. No free groundwater was found in our test holes during drilling. 'GS OF' TEST HOLES Fig. 2 TH -28 TH -29 TH -38A TH -30B 0 r r-r r/ // // , e / / - e / // i // ✓ / _ 5 ' 20/12 //14/12 reel 17/12 % / �•i ee / / / a —10 / ' 36/12 e 31/ 12 i� 23/ 12 ✓ k ° %� a ✓/ r i•' / a � !'� / al 15 :•;;;;..._.1 50/9 42/12 r 42/12 / / %� r / e� // - • 7 :.k / / et // _20 i" L 1 - -j 7• • ; . •••• 25 i 50/8 LEGEND: ® Clay, sandy, organic, soft, moist, brown. (OL) © Clay, sandy, stiff to very stiff, slightly moist to moist, brown. (CL) El Sand, clayey to silty, medium dense to very dense, slightly moist to moist, brown. (SM, SC) ® Gravel, silty to sandy with cobbles and boulders, dense to very dense, moist, brown. (GM, GP) h Drive sample. The symbol 20/12 indicates that 20 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch 0.D. sampler 12 inches. SUMMARY LE .lnh No. CS-1359 T1 T1 TH -62 cs t '—' 0 - ' 34/12 • 1.1.30/18 30/1 5 — 1 11 : A ": T : .•. 10 - • • ti 15 — 20 Drive sample. The symbol 34/12 25 indicates that 34 blows of a 140 pound hammer falling 30 inches were required to drive a 2.0 inch O.D. sampler 12 inches. Indicates practical drill rig refusal. NOTES: 1. Test holes were drilled on SEPTEMBER 10 AND 12, 1994 with a 4 inch diameter power auger. 2. These test holes are subject to the explanations, limitations and conclusions as contained in this report. 3. No free groundwater was found in our test holes during drilling. GS OF TEST HOLES Fi 3 1 C g 1 1 7 I 1 5 ■ 111 ,__a I 111 111 l l 1 11 1 ..__ �_ - .- _ . _.__ : I 2 -- 1 1 i 1 t I 1. 1 i I- 1 1 I 1 j H O �I ADDITI } P ESSION' ; F#UNDER I { EL d DUE T WET(rING { ' CONSTANT� _ P tt vi � 1 .j � . ... _ � 1 n 1 4 , i tr + {- ri - 1 I I i 1 y Q I I ' �I O 1 Z 1 O 6 lAl cm 7 1 0 0.1 1.0 10 100 APPLIED PRESSURE — KSF 1 Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 105 PCF From TH -2A AT 4 FEET NATURAL MOISTURE CONTENT= 8.6 % 1 Swell Consolidation II JOB NO. G5 -1359 Test Results FIG. 4 1 1 `L 1 7 1 ' 1 6 1 I 5 4 hi 1 .I I I I . 1 tft - ._ ' 1 1 a , I I i ; I f 1 i — 1 __. - _.i 4 1 1 , . I f I I 1 I I I 1 1 _ I I ADDI TIONA RESSION UNDE } 1 s �� CONSTANT E DUE TOIWETTING 1 I 1 ( } : 1 1 9 I 1 ��1 Q N I I I 6 f __.. _ Z I y w 7 { I a O 1 0 U a 0.1 1.0 10 100 APPLIED PRESSURE — KSF 1 Sample of CLAY , SANDY (CL) NATURAL DRY UNIT WEIGHT= 99 PCF From TFi-4 AT 4 FE ET NATURAL MOISTURE CONTENT= 4.5 1 Swell Consolidation 1 JOB NJ. GS -1359 Test Results FIG. 5 1 1 1 7 ; l I. 1 I 1 4 i It 1 1 I i 1 - 1 1 1 } ir I 1 2 1 - I � 1 . - i { 1 1 1 . l' 3 4 � 1 I 4 , i t i i tt i I 4----- ADD IT�I COMPRESSION UNDER CONSTAN T 1 T O 1 PRESSRE DUE ,TO'WETTING 1 0 0 6 Z 1 ce 7 G . 1 1 V6 0.1 1.0 10 100 APPLIED PRESSURE — KSF 1 Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 93 PCF From TH 108 AT 9 FEET NATURAL MOISTURE CONTENT= 15.1 % 1 Swell Consolidation I Test Results JOB NO. GS -1359 FIG. 6 I `g I I 5 { , , I i I � 4 T l +-lI 3 i- -- 1 '; ■ I ! ., Ij 1 I I i 1 I EXPAISIO UN DS ' I CONSkj\NT PRES U 1 .4 WErrir VG r i I I 1 r 1 z ; , I �. i_ . i, 1 1 i C I 1 , 1 J 1 i 0_ 6 Z I 1 I oc7 1 I 1 0 U e 0.1 1.0 10 100 1 APPLIED PRESSURE — KSF S ample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 110 per From TH -29 AT 9 FEET NATURAL MOISTURE CONTENT= ____ % 1 I Test Results llidation T JOB No. GS -1359 FIG. 7 1 1 1 10' . 1•I 1 .. NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF VOID AND FOOTING AT THE HIGHEST POINT AND SLOPE 1 ?'� #a3: DOWNWARD TO A POSITIVE GRAVITY '''` "''`''''' OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 1 . BELOW GRADE WALL 1 ENCASE PIPE IN WASHED CONCRETE REINFORCING STEEL AGGREGATE (ASTM C33. NO.67). EXTEND GRAVEL TO AT LEAST 1 1/2 HEIGHT OF FOOTING. PROVIDE POSITIVE SLIP JOINT 1 BETWEEN SLAB OO SLAB AND WALL �� FLR COVER GRAVEL WITH :risyxgr 1 WITH MIRAF1 140 OR > % ; :, :: ....„ . » ROOFING FELT. 'c;. h^ u tia s s a; ifrii ;a:i: ? %;:i:;;:i;;ii?'':;:2:iii" • : ' c " L. FOOTING OR PAD 1 1 . 10 Ma Y MINIMUM ( BOTTOM OF EXCAVATION 8" MINIMUM \\,\!\\ PROVIDE PVC SHEETING GLUED 1 OR BEYOND 1:1 TO FOUNDATION WALL TO REDUCE SLOPE FROM BOTTOM MOISTURE PENETRATION THROUGH OF FOOTING. VOID. 1 (WHICHEVER IS GREATER) 1 4 —INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE LAID IN A TRENCH WITH A 1 SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. 1 1 EXTERIOR FOUNDATION WALL DRAIN 1 JOB NO. GS -1359 FIG. 8 1 1 I CLAY BACKFILL 2" MI • r` ' `BACKFILL ° _''---- COMPACT n (//�0.:A:.;o�;,:.Pg - v'o.' .Q_p-• o••:y 1;.W::: : : PROVIDE GALVANIZED TO AT LEAST 90 % ?.". e :O•=' :i OF AS : D v ' / �:Q° n o.rn' . ` :`'"'"1`.. SCREEN D 698-78 `.d,?Q ?s ? ' • (SEE REPORT . ;. : 7,-6 .. �' ` : % i " i s.' . .;: WEEP HOLES PROVIDED AT 10 ( �. D' 2 : FOR BACKFILL I O'o: s:.... CENTER TO CENTER RECOMMENDATIONS) •: :•.\ : O o. °. 7. • �'o: � J � 7::t . . _rt::;[ Vii:: ° r1.: o :1: :::. ...... • ''; WASHED 3/4 INCH TO NO. 4 GRAVEL WITH LESS THAN 4 INCH DIAMETER PERFORATED PVC PIPE. 3 PERCENT PASSING THE DRAIN LINE SHOULD BE LAID ON A SLOPE THE NO. 200 SIEVE. RANGING BETWEEN 1/8 INCH AND 1/4 INCH ' DROP PER FOOT OF DRAIN AND LEAD TO A POSITIVE GRAVITY OUTLET. 1 . 1 ' TYPICAL EARTH RETAINING WALL DETAIL 1 JOB NO. GS -1359 FIG. 9 1 a ... >- u u u v C V u C F- �" >- V ,. ._ ' >- >- r r r >- r r r r r r r 2 5 N O. J a a QQaa N N N U N N N V N N (o V N N V I I ¢ Q Z Q Q >- . Q J<< < Q < < Q N J J Q J J J J l7 U V CO V V U L N V V U C U U L • O o z co? O w • m co y N W e N CC f N Q Q. n zit O 4 O N O 4 1— a z I 0 U) Z ' W 8 ° cc aOW� � azN 1— i N W L9 i 1- o ht CO N I r w CC W>_= O - N 0 ^ H 4 2 z I w I- Z K w u J 4 ° 4 CC '° N I I 1 F Q m > r t. MI 5 _ f o X b N a J i z - .. ' J rc i- w lL c ° r F 5- J N N M ' } a It J r Q c Q j N u O P P O . 0 a, OD ti N O O M 1 G F - Z n .-� .r .y O O el .-4 w el el Z O D N J w I Q O b S m N b N N N •+ ON 10 . 0% W t. - 1O cc ~ o CO �O N 1 CO S � N N N 4 CO r•-• N H N .r .r N a 6 • 1 w a w 4 rn a S rn S 4 S m S ON 4 ON S a I I w N I S 0 N CO CV m tO CO CO CV 01 0 4 1- ± F - F- 4 4 1 - - - - - - - 1 1 1 1 1 1 1 1 APPENDIX A PERCOLATION TEST DATA 1 1 1 1 1 1 1 1 1 Job No. GS -1359 1 1 PERCOLATION TEST SATURATION AND PREPARATION 1 DATE: 9/15/94 DATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS 1 TIME AT START OF SATURATION: 10.00AM 1 DYES la NO 'PERCOLATION TEST RESULTS JOB N0. G S - 1359 _ TIME AT TIME DEPTH TO WATER CHANGE PERCOLA 1 HOLE DEPTH START OF INTERVAL START OF END OF IN WATER TION RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 2 -1 28 9 :45 60 14.5 20.0 5.5 11.0 I 10 :45 60 20.0 23.5 3.5 17.1 11 :45 60 13.0 18.0 5.0 12.0 II 12 :45 1 2 -2 30 9:45 60 17.0 22.0 5.0 12.0 10 :45 60 22.0 23.5 1.5 40.0 1 11:45 60 13.0 15.0 2.0 30.0 12 :45 1 1 2 -3 29 9:45 60 15.5 21.0 5.5 11.0 10:45 60 21.0 23.5 2.5 24.0 1 11:45 60 14.0 17.5 3.5 17.1 12:45 1 1 1 1 1 1 - 1 PERCOLATION TEST SATURATION AND PREPARATION 1 DATE: 9/15/94 DATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 10:OOAM 1 YES © NO 1 1 PERCOLATION TEST RESULTS JOB ND. GS -1359 TIME AT TIME DEPTH TO WATER CHARGE PERCOLA ' HOLE DEPTH START OF INTERVAL START OF END OF IN WATER TION RATE NUMBER (INCHES) INTERVAL INTERVAL DEPTH (MIN /INCH) INTERVAL (MINUTES) (INCHES) (INCHES) (INCHES) 1 4 -1 32 9150 60 16.0 26.0 10.0 6.0 10:50 60 26.0 32.0 8.0 7.5 1 11:50 60 12.0 21.0 9.0 6.6 1 12:50 1 4 -2 28 9:50 60 12.0 21.0 9.0 6.6 10:50 60 21.0 27.0 6.0 10.0 1 11:50 60 16 91 n 7.0 9.0 12:50 II 4 -3 32 9:45 60 12.0 22.0 10.0 6.0 10:45 60 22.0 30.0 8.0 7.5 ' 11:45 60 12.0 20.0 8.0 7.5 12:45 1 1 1 . 1 1 I 1 PERCOLATION TEST SATURATION AND PREPARATION ' DATE: 9/15/94 DATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 10:OOAM 1 IYES IXINO 1 1 PERCOLATION TEST RESULTS - JOB ND. GS -1359 TIME AT TIME DEPTH TO WATER CHANGE PERCOLA I HOLE DEPTH START OF END OF IN WATER TION RATE START OF INTERVAL NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) ' 6 -1 34 10:10 60 15.0 23.0 8.0 7.5 11 :10 60 23.0 31.0 8.0 7.5 1 12:10 60 19.0 25.5 6.5 9.2 1 1 :10 1 6 -2 34 10: 60 15.0 24.0 9.0 6.7 11:10 60 24.0 32.0 8.0 7.5 1 12:10 60 15.0 22.5 7.5 8.0 1 :10 1 1 6 -3 38 10 :10 60 12.0 26.0 14.0 4.3 11:10 60 26.0 37.0 11.0 5.4 12:0 60 17.0 26.0 9.0 6.6 1:10 1 1 1 1 1 1 - _ _ 1 PERCOLATION TEST SATURATION AND PREPARATION ' D DATE: 9/14/94 DATE: 9/15/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 10:O0AM I IVES 111 NO 1 1 1 PERCOLATION TEST RESULTS JOB NO. GS -1359 TIME AT TIME DEPTH TO WATER CHARGE PERCOLA ' HOLE DEPTH START OF END OF NUMBER (INCHES) START OF INTERVAL INTERVAL INTERVAL IN WATER TION RATE INTERVAL (MINUTES) DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 10-1 36 10:25 60 18.0 32.0 14.0 4.3 11:25 60 18.0 31.0 13.0 4.6 1 12:25 60 15.0 30.0 15.0 4.0 ' 1:25 1 10-2 35 10:25 60 17.0 33.0 16.0 3.75 11:25 60 18.0 29.0 11.0 5.5 ' 12:25 60 15.0 27.0 12.0 5.0 1:25 1 1 10 -3 30 10:25 60 15.5 27.0 11.5 5.2 11:25 60 13.0 24.0 11.0 5.5 ' 12:25 60 15.0 25.0 10.0 6.0 1 1 1 1 1 PERCOLATION TEST SATURATION AND PREPARATION ' DATE: 9/14/94 DATE: 9/13/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 1:000M [ IVES PRO 1 1 PERCOLATION TEST RESULTS JOB ND. GS -1359 TIME AT TIME DEPTH TO WATER CHANGE PERCOLA ' HOLE DEPTH START OF END OF IN WATER TION RATE NUMBER (INCHES) START OF INTERVAL INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 25 -1 46 12:45 60 19.0 31.0 12.0 5.0 1:45 30 31.0 35.0 4.0 7.5 1 2 :15 30 35.0 38.0 3.0 10.0 1 2:45 30, 24.0 29.0 5.0 6.0 3:15 30 29.0 33.5 4.5 6.6 I 3:45 ' 25 -2 39 12 :45 60 19.0 27.0 8.0 7.5 1:45 30 27.0 29.0 2.0 15.0 1 2:15 30 29.0 32.0 3.0 10.0 II 2:45 30 24.0 27.0 3.0 10.0 3:15 30 27.0 29.0 2.0 15.0 3:45 ' 25 -3 43 12:45 60 24.0 30.0 6.0 10.0 1:45 30 30.0 32.0 .2.0 15.0 2:15 30 32.0 35.0 3.0 10.0 1 2:45 30 25.0 28.25 3.25 9.2 3:15 30 28.25 30.75 2.50 12.0 1 3:45 II i 1 - PERCOLATION TEST SATURATION AND PREPARATION ' DATE: : 9/13/94 ATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 1 :OOPM 1 YES Is NO 1 t PERCOLATION TEST RESULTS JOB ND. GS -1359 TIME AT TIME DEPTH TO WATER CHANGE PERCOLA 1 HOLE DEPTH START OF END OF IN WATER TION RATE START OF INTERVAL NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 28 -1 35 1 :15 30 15.75 21.0 5.25 5.7 1 1:45 30 21.0 23.0 2.0 15.0 1 2:15 30 21.0 24.0 1.0 30.0 1 2:45 30 : 24.0 26.5 2.5 8.0 3 :15 30 26.5 28.0 1.5 20.0 ' 3:45 ' II 28 - 2 38 1:15 30 15.0 22.25 7.25 4.1 1:45 - 30 22.25 24.5 2.25 13.3 1 2:15 30 24.5 26.5 2.0 15.0 ' 2:45 30 24.5 26.0 1.5 20.0 3:15 30 26.0 27.5 1.5 20.0 1 3:45 28 -3 24 1:15 30 .5.S 15.0 9 9 1 1 1:45 30 15.0 17.5 2.5 12.0 ' 2:15 30 17.5 20.0 2.5 12.0 2:45 30 7.5 13.5 6.0 5.0 1 3:15 30 13.5 15.75 1.5 20.0 1 3:45 1 1 - _ 1 PERCOLATION TEST SATURATION AND PREPARATION ' DATE: 9/14/94 DATE: 9/13/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 1100 1 )YES El NO 1 ' PERCOLATION TEST RESULTS JOB NO. GS -1359 TIME AT TIME DEPTH TO WATER CHARGE PERCOLA 1 HOLE DEPTH START OF INTERVAL START OF END OF IN WATER TION RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 29 - 1 35 1:15 30 17.5 23.0 5.5 5.5 1:45 30 23.0 24.75 1.75 17.1 1 2:15 30 24.75 26.5 1.75 17.1 1 2:45 30 : 26.5 28.0 1.5 20.0 3:15 30 15.0 20.0 5.0 6.0 ' 3:45 ' 29 -2 39 1:15 30 16.0 21.75 5.75 5.2 1:45 30 21.75 23.5 1.75 17 1 1 2:15 30 23.5 25.5 2.0 15.0 1 2:45 30 25.5 27.0 1.5 20.0 3:15 30 27.0 28.0 1.0 30.0 1 3:45 1 29 -3 37 1:15 30 14.0 21.0 7.0 4.3 1:45 30 21.0 22.5 1.5 20.0 1 2:15 30 22.5 25.0 2.5 12.0 2 :45 30 25.0 26.75 1.75 17.1 1 3:15 30 26.75 28.0 1.25 24.0 1 3:45 1 1 1 1 PERCOLATION TEST SATURATION AND PREPARATION ' D DATE: 9/13/94 DATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS 1 TIME AT START OF SATURATION: 1:OOPM f DYES ONO 1 PERCOLATION TEST RESULTS JOB N0. GS -1359 _ _ _ TIME AT TIME DEPTH TO WATER CHANGE PERCOLA I HOLE DEPTH START OF END OF START OF INTERVAL IN WATER TION RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) ' 38 -1 42 12:15 30 23.5 28.0 4.5 6.6 ' 12:45 60 28.0 34.0 6.0 10 O 1:45 30 27.0 30.75 3.75 8.0 t 2:15 30 . 30.75 33.75 3.0 10.0 2:45 30 33.75 36.0 2.25 13.3 ' 3:15 1 38 -2 40 12:15 30 21.0 27.25 6.25 4.R ' 12:45 60 30 27.25 33.0 5.75 10 4 1:45 24.0 27.75 3.75 8.0 ' 2 :15 30 27.75 30.5 2.75 , 1 .9 2:45 30 30.50 33.0 2.5 12.0 ' 3:15 ' 38 -3 40 12:15 30 20.0 24.0 4.0 7.5 12:45 60 94 0 9A 0 6 0 1 5 0 ' 1:45 30 28.0 29.5 1.5 20.0 2:15 30 29.5 32.0 2.5 12.0 1 2:45 30 32.0 33.5 1.5 20.0 ' 3:15 _ , 1 1 PERCOLATION TEST SATURATION AND PREPARATION DATE: 9/16/94 DATE: 9/14/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 1:OOPM 1 'TES © NO ' 1 1 PERCOLATION TEST RESULTS JOB NO. GS -1359 TIME AT TIME DEPTH TO WATER CHANGE PERCOLA I HOLE DEPTH START _ OF END OF START OF INTERVAL 94 WATER TION RATE N UMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 60-1 35 2:15 30 16.5 25.0 8.5 3.5 1 2 :45 35 25.0 34.0 9.0 3.8 3:20 30 10.0 19.5 9.5 3.2 1 3:50 30 , 19.5. 10.0 9.5 3.2 4:20 1 60 -2 26 2.15 30 11.0 21.0 10.0 3.0 1 2:45 35 21.0 23.0 (CAVE) . 3:20 30 12.0 22.0 10.0 3.0 1 3:50 30 10.0 21.0 11.0 2.7 1 4:20 1 60 -3 25 2:20 25 12.0 22.0 10.0 2 5 2:45 22.0 24.0 (CAVE) 3 :20 30 15.0 27.0 12.0 2.5 3:50 30 11.0 22.0 11.0 2.7 1 4:20 1 1 1 1 1 PERCOLATION TEST I SATURATION AND PREPARATION 1 DATE: 9/14/94 ATE: 9/16/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 1:00PM nYES © NO 1 ' PERCOLATION TEST RESULTS JOB NO. GS -1359 : TIME AT TIME DEPTH TO WATER CHANGE PERCOLA ' HOLE DEPTH START OF INTERVAL START OF END OF IN WATER TION RATE' NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) ' 61 -1 29 1:50 50 15.5 17.0 2.5 20.0 2 :40 35 17.0 18.0 1.0 35.0 1 3:15 30 18.0 20.0 2.0 15.0 1 3:45 30 • 20.0 22.0 _ 2.0 15.0 4:15 1 61 -2 23.25 1:55 45 12.0 16.5 4.5 10.0 ' 2:40 35 16.5 17.5 1.0 35.0 3:15 30 17.5 19.0 1.5 20.0 1 3:45 30 19.0 21.0 2.0 15.0 ' 4 :15 ' 61 -3 35 2:00 40 17.0 21.0 4.0 10.0 2:40 35 21.0 22.0 1.0 45.0 1 3 30 22.0 25.0 3.0 10.0 3:45 30 25.0 26.5 1.5 20.0 1 4:15 1 _ 1 1 1 PERCOLATION TEST SATURATION AND PREPARATION ' DATE: 9/14/94 DATE: 9/16/94 WATER IN BORINGS AFTER 24 HOURS 1 TIME AT START OF SATURATION: 1 :O0PM ( IYES 111 NO 1 PERCOLATION TEST RESULTS JOB N0. GS -1359 _ _ TIME AT TIME DEPTH TO WATER CHANGE PERCOLA ' HOLE DEPTH START OF INTERVAL START OF END OF IN WATER TION RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) (INCHES) (INCHES) (INCHES) 1 62 -1 31 1:37 28 12.5 16.5 4.0 7.0 2:05 - 20 16.5 19.5 3.0 6.7 2 :25 40 1Q a 91 C P O 20.0 1 3:05 30 • 21.5 19.0 2.5 15.0 3135 II 62 -2 30 1:40 25 10.75 13.0 2.25 11.1 ' 2:05 20 13.0 16.0 3.0 6.7 2:25 40 16.0 18.25 2.25 17.7 II 3:05 30 18.5 15.5 3.0 10.0 1 3:35 1 II 1 1 1 II 1 1 1 SCHEMATIC FOR LOTS 2,6,25 & 29 WESTBANK MESA FIELD SETBACKS FROM ' RESIDENCE SHALL BE MIN. 25' . SEPTIC TANK SET- BACK FROM RESIDENCE 1 SHALL BE MIN. 5. PROPOSED RESIDENCE ' • 4' DIA. AVM 2729 PVC PIPE SLOPED AT 1/4' PER FOOT. ' INFILTRATOR TRENCHES, NUMBER AND LENGTH TO BE FIELD DETERMINED 1250 GALLON SEPTIC ACCORDING TO SETBACKS, AREAL TANK (CONC.) REQUIREMENT SAND SOIL CONDI- TIONS OUTLINED IN TEXT OF REPORT. DIA ASTTA 2729 PVC (TRENCHES MUST BE LEVEL MD ALL PIPE SLOPED AT 0' PER 4 / OF EQUAL AREA) FOOT (IE, FLAT). 1 1 1 DIA. ACCESS V NT ' ACCESS VENTS (1 PER TRENCH) 1 1 N ► � MINIMUM SPACING BETWEEN TRENCHES SHALL BE 10 FEET. 1 SCHEMATIC PLAN VIEW OF SEPTIC SYSTEM INSTALLATION 1 1 1 R 1 1 to a I . i W \-....:"Th . m 1 �'- 1t13M11 { V a S T Q o x • .• n ex 1 <z 0 U� x LL a IY t9z x et 1 0 MB E CY O II �� x a 1 N IIIIIII�I :-- a 0 z LL 0 .- a '^ Z Z ItII tou x n 1 '^Z � o 1 p a Q' 1 _ z Q o 1 p W Z i< W W W O a. W r • 1 1111 III 1 MP in it 1 1111 L 1 111111 Ma I _ -N-'1 1 1 ^ IT'S TIME TO COME OUT OF THE , TONE AGE! i THE • 1 1 Z ; ill I e i ri l i 110. a _ c , i it 1 r: r i 0) er° I 1 ,--, C- --, , i 1 , •. J ., „•,,,, _.,... I ' ‘Clir n' 1 • IC.. c_ -,, ,, ,t_,, _ J • • • , .. ' • .e.? 7, , ;:- -=- : - . 4 A7,- , 2, - •2. - - . .41-:::-. - ..-2--.21,,:••••:-: ,- ..,....- ---• - .-- •-.- • I Ei ;;._ ;',-,-..:' :„. -!' - • . --- - -,- -. - - -- •: g' r4,_---4 1 . 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VY I • • COMPARE THE . • ANTAGES - CHOOSE i INFILTRATORTM GRAVEL AND PIPE Backfill Cover Matenal - • 111 4" Perforated Pipe. d - f , .1 May allow silt University studies prove - ;, '<;. -Art/ w '''' intrusion that it does not give se , • . ,,,,/i.,. • : TIM I even distribution. . - W ' , i Stone or gravel • -,1,...---- .rn it • , 428*.tew.- _ _ t• supports soil and Infiltrative --• ‘ '4' . 0' or • •;:- — IP 4 " 1 0 1 .14 provides limited surface with .:, -, :, Gravel biomat formation Vil.e ' - -"" ev'srit, :inv.* /' i , 4 provides no treatment. atelDn 1111 7 I Stone Masking —■•••111 . # ...." fl , STONE MASKING- Infiltrative surface er . 7: im ' - LIMITS INFILTRATIVE CAPACITY Compaction from . . . •• , re. Unmasked effective gravel emplacement - infdtrative surface I r Infiltration le ' Native Soil Masked zone - • Solids build up In spaces between gravel, PROBLEMS WITH GRAVEL: limited infdtration limiting Infiltration 1 • Reduces Infiltration rate 50% to 60% 'I according i asa p, lir .. V 1 -A ng to experts 1 4110Pr -1 ie 1 • Handlin and waste Ouppiwir t i • :: :rte Bbmat beragert. 0 ell I • cost rwimArtar Water disperses lAki, ..,.., , t., s s • beneath stones • . s . g, . ' • r t ..1 c ' . T • THERE IS A BETTER WAY ... THE INFILTRATOR' Infilfrattve surface 1 DESIGNED TO SOLVE PROBLEMS •c - " • Backfll l er t ;' ' Nat' : 0)!(YftWfa I t gift i A INFIL I TRAyO h r st U a ntts rd or H. h co ..f.c. . Ig Pcict , _ i'*4 r '4 a y d No vertical silt , % , % % (% 4 Storage volume mord than 2 times 1 greater than a gravel . .. ir """"se:„N •tk •:., , - , , , i4 Micro-Leaching Chambers"' • / ,r e. q french oPaqual size - dt .1,;,...,„ . "‘„■,.c., .‘ -..„ ..„, (No need for geotextiles) ' - ' ;" -,..tr .:, -J- z ,,, a , -, 4, • •:, _el .,, • , A • Side wall designed weir.,---- III Native Soil to minimize masking r effect ' ' "; 141 . : , ';.. Il Entire bottom of e , rkVite it • • ' ',;? MICRO-LEACHING CHAMBERS" trench provides perfect unmasked Ribs - create additional I infiltrative surface 1 ..; voids for biomat formation. Protective rib prevents STANDARD HIGH CAPACITY alga MO 1 SPECIFICATIONS INFILTRATOR"' INFILTFtATOR- soil backfill intrusion I lk and creates voids aim for optimal biomat k4 :9 all SIM ,a, I SIZE 3 x 61/2• x l' 3'x 61/2' x 1Y3' formation. W' wide open slots torte, qfflooNgor WEIGHT 25 lbs. 30 lbs. provide open area Irgav 11111 equal to porosity of 14 a 1 STORAGE 10.3 11 (77 got 16.3 0 (122 gal.) sides of gravel trench. COMPAR r E UNMASKED INFILT Di IVE AREA • Documented research has clearly dem- m ai I H h- capacitx BOTTOM AREA ONLY onstrated that the INFILTRATOR'" chamber provides ovides an optimum infiltrative surface for Chamber BOTTOM & SIDE AREA leaching systems. Many states havealready recognized this and granted system size re- standard g BOTTOM d accordingly. INFILTRATOR'" Y• Chamber BOTTOM &SIDES The graph shows that INFILTRATORS '"have twice the effective infiltrative surface area I Pipe B OTTOM per linear foot. This Is based on a 36" wide and - - -- - trench with 6" of gravel below the pipe, • Grovel BOTTOM & SIDES assuming 50% gravel masking, compared to ' Standard and High Capacity INFILTRATORS'" o 1 rt.2 2 n.' 311. 48.2 with 50% masking for INFILTRATOR'" sidewall, and no bottom masking. UNMASKED INFILTRATIVE AREA ft /1inear ft. - ; — LL,l INSTALLATION WAS NEVER EASIER! 1 �� ^ c 1-; � , 7 � :? ` k �i n ; 1. Excavate 3' wide trenches and prepare Infiltrative surface. l t ' 2. Screw the end plates In place and slip INFILTRATOR'" units ' .::=7:::";-..: , , t , _ ` , K ;, together to form desired trench length. r 6�,tia d ^ .e * , 3. Run inlet pipe thru Inlet end plate (pipe does not extend the b ` 3 ��'' v E `°, entire length of the system), and backflll with native material ,: 441,::. L (18" depth for H -20 and 12" for H -10). Mrs1;r.a° * '�= y.?F4;C (Detailed instructions available.) 1 ALTERNATIVE INSTALLATIONS I INFILTRATOR'" CHAMBERS ARE GREAT FOR MOUNDS AND PRESSURE ct t . • ' DISTRIBUTION TOO! e> , MOUNDS t y �` ` , INFILTRATORS" can ea si , f w:y, _ ,., :, /J replace the gr In mo und - 4, Th �� °� . ��S i s ... ° or fill systems, In either a trench No' i ; ° •'s �0�4 or bed confi uration. : m m m a?o 0 0 A 4rG 4 a° ° °' 40 - :, • Gackfill ° ° m m °eV rr V7 r �•; Installation Is much easier with no damage .•.°.... ° m e m 'o�,.° f -: � Spec to the infiltrative surface. The site preparation, W m� n >:F, ;e•' F - ,,,; lfledFill design and construction of the mound system is umltin g II prescribed by state code, and INFILTRATOR "' Strata SYSTEMS' installation instructions. Pressure ` '' =1 Original Grade Dishibution Pipe r PRESSURE DISTRIBUTION INFILTRATOR'" chambers are easily adapted to pressure distribution. Simply suspend a I predriiled pressure pipe In the top of the units with simple, foolproof plastic pipe hangers. Supplemental installation instructions are available for complete details. ' INFILTRATORS INEERED AND - a Ill TESTED FOR INCREDIBLE STRENGTH ,.` }y € ; rz, ; , INFILTRATOR'" chambers are molded from a high density poly- , — "____ Ill ethelene and are impervious to all components of wastewater. ° fe --i r" They have been structurally tested by a Registered Professional r 4 ~ `. 1 1 � Engineer and are available with an AASHTO rating of H -10 (16,000 `°- 4 , ' lbs. /axle with 12" of compacted cover) or H -20 (32,000 lbs. /axle ' "~'r° �r with 18" of cover). ., • ; 1 1 THE INFILTRATOR SYSTEM - � / • , ? : HAS ADVANTAGES FOR EVERYONE . , : Y. y ,2' I 111 4 4 ,. ^� k-, .. *.v �' = • A high performance, state of the art system. A , Art4 ,, D • Double the unmasked soil interface area compared to r—, v ,(,,y tu' t t: gravel systems. y�'rj - 1, , • Complete system delivered in one pickup truck. 1 - ■ Fast & easy installation. 1 • Reduced labor & machine costs. ' • Eliminates compaction, shadow effect and mess caused LIMITED WARRANTY from gravel. (0) The struchsroI imeonty of each INFILTRATOR` vest. w4Wn 'entailed n cc �p cV00nce with mormAOc Vets instructions is wonontod to the apnea! P • Easy inspection. /choiei against defeclry ln 6 olenols and wp &monsNp Tor ono KO Ilan dote d morwfocture SIWId o detect oppeol 'Ath n the Wnonty period purchaser must iNO+n Infiltrator Systems Inc Of the detect mew fifteen (15) Boys Infiltrate / Systems wiII supply o replocement and I& • Structurally strong, H-10 and H- 20 load ratings. ?rotor Systems' liability specifically excludes Me cost of removal ondicr� rstolloton of the units • Approved by U.S. Department of Housing and Urban b) A ME wAPQAr IN s a L E TZGRAFH( a))ISEraL1,tSNE MERE ARE NOOTHER W$ Vr1 RESPECIIO ME LI NIIS . MCLUDING FIO WMR 111 Development - Federal Housing Authority. MERCHANIABLLTY OR Of FITNESS FOR A PARTICULAR PURPOSE THE WAR PANTY COES NOT EMEND 10 INCIDFNVyCONOEUU F SPECIAL OR INDIRECT DAMAGES THE COMPANY SHALL NOT BE LIABLE FOR PENALTIES ■ Complete technical back -up information is available. OR LIOLADAIED DAMAGES, INCLUDING LOSS OF M+OO11CDON AND PRO FITS . LABOR AND MATERIALS. a/Er/MEAD COSTS. OR OTHER LOSS OR Ex TENSE INCURRED BY &MR. SPECIFICALLY EXCLUDED FROM WARRANTY COVERAGE ARE DAMAGE 10 ME UNITS DOE TO ORDINARY WEAR AND STORMWATER MANAGEMENT "� HE°" ' �"' MISUSE. ` °�L T ME R C LEA . UNITS BEING SUBJECTED l STRESSES E OR NEGLECT R MAN 1 11* NI S CroBEDIN MEVSULUMT 10 RSTC1KKJS: G E ATER M I RO. MPRO ER MATERIALS INTO BUYERS SYSTEM, OR ANY OTHER EVENT NOt THE INFILTRATOR' ADVANTAGE ° RMORE IN NO NEW SHALL WIC COMPANY BERE ITIEFOR ' ANY LOSS OR DAMAGE To THE BUYER, THE UNITS OR ANY THIRD PARTY RESULTING FROM ITS INSTALLATION OR SHIPMENT. BUYER SNALI BE SOLELY R RESPONSIBLE FOR ENSURING THAT INSTALLATION OF 1145 SYSTEM TS COM The INFILTRATOR'" is a complete systems approach to stormwater RIFTED IN ACCORDANCE WM ALL APPLICABLE LAWS. ca«s RULES AND REGULATIONS management that gives the engineer tremendous design free- (0) NO REPRESEMAIM THE COMPNEY HAS REAUIHORIl' 10 CIUNGE ' dom to meet the needs of the individual site. The engineer can use R iv N O R APPLIES O ANY P ARW OTHER ' THAN o THE units combined with stone for shallow or deep systems that meet ° IO"" & FR any requirement for storage and treatment, require no heavy ' equipment except a backhoe for installation, and are highly cost Distributed by effective. A detailed stormwater brochure is available upon request. ' If you have special problems or questions can INFILTRATOR SYSTEMS or your local distributor. 1 INFILTRATOR SYSTEME INC- _ I 0 ' 123 Elm Street • Suite 12 • Old Saybrook, CT 06475 • 203 •388 • 6639 ■ 800 .221 •4436 • FAX 203 .388 . 6810 ' PAT NOS. 4759661, 5017041 and 5156480 Canadian and other patents pending.:' © 1993 Infiltrator Sys'tems Inc. ISI110193 INFILTRATOR" once MICRO LEACHING CIIPMBERS` ore trademarks of Infiltrator Systems Inc 1 THE I 1 Z ; III I IAN a 01 1 SEPTIC SYSTEM INSTALLATION INSTRUCTIONS 1 la Excavate and level 3' wide trenches. Q Screw closed end plate in downstream end of lost unit to hold in place. NOTE: For seriol distribution. or to loop the 1 © Prepare french bottom and sides in accordance with trenches together, use an open end plate at the down- stole and tocol regulations. (Infiltrator Systems recommends stream end of the trench, and run a pipe from the opening raking sidewoll and bottom infiltrative surfaces to eliminate to the next trench. smearing.) A I © 9 Fill side wall area to tut - - _ _ Screw splash plate on bottom of open end plate. top of slots with native soil. - ;r 'Walk" fill into place to �' ��' + . �- ,� j- , -^ Screw open end plate Into Inlet end (without interlocks) give proper support of ♦ • �;.„`x _j- .ii ,� I of first INRLTRATOR" chamber with splash plate extending sides. THIS 15 VERY t} ":;,--4.'-`3,---t---7:7-' Into unit. ♦ et IMPORTANT TO ACHIEVE { 1 Y► ` t• .,. RILL STRENGTH. y -a c f \\� ''' <_, k . ° C 1 � 1 ° 10 Backfill to a minimum `c / G� 4 I -4 ^ y � �40 e-AV .l^ l of 12 of cover after '"Tit. • � -� i / -=r7 R1 Aft,. f • ro` .-- ::„., r c . compaction and settling J..- o e- "' ✓+ � ' •: I.i' . , N 5' r; ;i q.. for H -10 units and 18" for a „ ,f � sue; • ' , r + ' i 7 t� ` j ''� '~9 • n t , . : � 5 f ' ` ` H -20 units. Avoid large �`,; '�js -. f .'jA r ' T . � ' , rocks In the boded' ma- , ti ms s •` ��'fa' ' u g ;' -r �+ i - feria]. CAUTION: Avoid - c- 1,�. `' °,t.;; c •C l 7 L =�� ' i"" _ traffic on Y 'f , ,i,'`. 4 y r � ` fie: . " i L ' l am ( ` vehicle tra �. during construction since �. . � J '" (f a 41:1 • b � C �P % i s soil hos not settled. This is " 4 'Th i 1 1 . ' �' 1/4„:,:s.: v v ' 5 / , 4,. " + ' particulorly important In _ y � 1 , /, ' 4 r r v - r ° r \. °- ` t send, since loose Bond , 4.::" ` h. ; .. ,.. ; t ' r `\�, . . / _ ; : offers very little structural ,,y^' Y .-y ° c , support. Most states advise I © Place first unit in the Inlet end of trench with Interlocks avoiding vehicle traffic to prevent compaction of the Infil- downstream. native surface. (After proper depth of cover Is compacted and settled, INFILTRATOR"' leaching chambers will then opening in end plate support vehicle weight not to exceed 16,000 lbs. per axle for b ut not beyond splash plate. Single screw may be used to H -10 units and 32,000 lbs. per axle for H -20 units.) hold in place. Pipe does not normally run the length of system. 1 ` -- 1 • r`+ " El Slip INFILTRATOR' o- ' td t • ' -.. r r .�� units together, fully en- ti l , - - ,' I ng interlocks to form a \ \ / d _ ? - gagi - desired ; • / { r, __ trench length. �. -N'ic � ,� a. b keep joints from .' �, V'. � . , ' 1 t : r T6 " .t &,-1.0"... ee coming apart during � , ` `.✓ ,- ' 1 , construction and for r . y�rt r �� •• t. - �T �. ;; 1 fit; ` maximum strength - joints s. ' ' `. ' T? ,✓ - ��-'-� •-•-",..-"'" •. i may be screwed together 'T.. - ♦�- I 1 s with 4 self drilling screws. n ` '.,, ; ; ., r b. Trench grade con be 1 rte,'€ ♦ / � _ ♦` C with o level or .,ao s �q ., - _� �,r I surveying equipment t `' , r ,r � �r,k,3 - „��;0 .+ t s � • � `� -: ".y �_.•,�i •:. ♦ .. O tt :••••.• sea . � k '�,: i>' _ fs 'Aa�rrsr -• I BED SYSTE PRESS DISTRIBUTION • I II Excavate and level desired bed area Rake soil surfoce to INFILTRATOR" chambers ore easily adopted to pressure eliminate smearing Follow steps 3 through 8 on the other side. distribution Simply suspend o predrilled pressure pipe in the lop of the or with simple, foolproof plastic pipe strops I © Ploce rows of INFILTRATOR chambers next to each Supplemental instollotion instructions. with complete details other to achieve desired bed area for pressure distribution are evadable 1 ;, F c A �I YY t r �, ,� °, .,,�. ;,'.+-e.7.....,-;•(:;: � - 1 x � • it h 4•.-� s i t i l � 4 .■ l yt = v \ f } d/I Lf / �r 1f / / 7f b � v - -.:-.-;>..- L. it 1...,1;1',.., 1 ;45 � - 'x^ � . Y „ �el ,� 1 f.- , ,_ -4 4... A t J L - i , s • 1 . F t L ' . � . *.ems • P ., 1 1 A . . f • : a II r - © Fill side wall area oround perimeter and between rows 1 of units with native material up to the top of slots and "wolk•• /�/� in place to give proper support to sides. ACCESS PORT • 0 Bockfill to o minimum of 12" of compacted. settled I cover for H -10 units and 18 for H -20 units. Avoid large rocks Access pod of the top center of eoch unit may be cut out in backfiil material. For a Jorge bed that cannot be filled and used for venting, inspection or manifold connection. from the sides, use a light tracked vehicle and be sure to Insert 4" pipe through hole and use a coupling ring as maintain the proper minimum of compacted cover beneath shown to keep the pipe from dropping into the chamber. I tracks of oil times. DO NOT USE WHEELED VEHICLES ON THE - }. BED DURING CONSTRUCTION. .. : c 1 LIMITED WARRANTY w+s lr wt . �k4 integrity INFIDRAI unit. when install in O 0iflsI rlae with 1 , }f�� , o The SteCt tai int nl(NNIIOI:tUars inStf y' i ,h t. i r or,e lay to ma O 0 r purchase O ShOJi 0 (*feet ' � s '' .. • - a/ l.\ motelials Ord ya'4rrgnship Jar Otte year ham dote d manulocNro. slows o a tl 1 the ✓ 'T � ( �� .Y � . K f --1.4.:,.. }• ��� n , Oppoor ...ace the w.onanry period. putties& must inform InM1lttotor Systems. Inc If the Q�. Nt ••• I t - I• defect within fifteen05) days . hM1lefeer Systems wnil supply o replacement unit Inhalator / _ �:'•�- t I Systems' IioeliNspecitcoIIy excludes the cost of remTOlore /or instoltoten d the units ei`�" ✓ y ..� t � ti • s� b.111 RESPECT T WARRANTY W 0 THE WESAG, INCLUDING (o)IS NO ExCLUSNE WARRANTIES 0f MERCHANTABILITY MERE ARE N WMR OE L(' 1 NAM SPECT 1E UJIiSCIlON N0 WAROR OF .,! �• ,Ir��, FITNESS FOR A PARTICULAR PURPOSE THE WARRANTY DOES NOT EXTEND 10 INCIDENTAL Chs44. .d' _ '. CONSEQUENTIAL SPECIAL OR INDIRECT DAMAGES ME COMPANY SHALL N01 BE LIABLE '� / re '-- F FOR PENATIES OR LIQUIDATED DAMAGES INCLUDING LOSS OF PRODUCTION AND Vi.. i R r i - ` 1 I PROFTTS TABOR AND MATERIALS. OvERHEAD CO515. OR OTHER LOSS OR EXPENSE I 1 { • INCURRED BY BIKER SPECIFICALLYEXCLUDED FROM WAMANTYCOVERAGE ARE DAMAGE 10 THE UNITS DUE TO ORDINARY WEAR AND TEAR. ALTERATION. ACCIDENT, MISUSE. ABUSE �� !'it j" - 2 OP NEGLECT or TEE UNITS. 1F UNITS BEING SIED 10 STRESSES GREATER TITAN THOSE L ;� .) S; LA PRESCRIBED IN THE 1NSTALION INSTRUCTIONS 11F ElACEMEN1 BY BUYER OF IMPROPER _ y. MATERIALS INTO BUYER'S SYSTEM. OR ANY OMER EVENT NOT CAUSED BY THE COMPANY - . 1 FURTHERMORE IN NO EVENT SHALL M1 COMPANY, & RESPONSIBLE FOR ANY LOSS OR DAMAGE 10 THE &ATP. ME UNITS OR TY ANY THIPD PAR RESULTING fRON4 ITS INSTALLATION OR StcPMENI BUYER SHALL & SOLELY RESPONSIBLE FOR ENSHPING RV I INSTALLATION OF 1141 SYSTEM IS COMPLETED IN ACCORDANCE WM Au AJPLCABLE LAWS CODES. RULES AND REGULATIONS I c NO REPRESENIATIL• E OF THE COMPANY HAS ME AunpR11Y TO CHANCE THIS WAPPANM — — IN ANY MANNER YANTSOEVER. OR 10 E XIFND M15 WARRANTY NO WARRANTY APPLIES TO ANY PARTY OTHER THAN TO THE ORIGINAL BUYER 11 you have special problems or questions call INFILTRATOR Distributed b SYSTEMS' or your loco! distributor. Y 1 INFILTRATOR SYSTI M IN( _ 1 123 Elm Street • Suite 12 • Old Saybrook, CT 06475 • 203 - 388 -6639 • FAX 203- 388 -6810 1 1 1 1 14 i ��s / 2 ., y � 3 9 A 1 rte --- - -- � - - -- -� 1 1 1