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HomeMy WebLinkAboutPiney Valley Ranch Owners Residence - 185306200002INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH P.O. Box 179 - 550 Broadway • Eagle, Colorado 81631 Telephone: 328-7311 or 949-5257 or 927-3823 . YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1184 —92 Please call for final inspection before covering any portion of installed system. OWNER:Piney Valley Ranch Trust - Owners Residence PHONE: 653-9920 MAILING ADDRESS:_ P.O. Box 3149, Vail, CO 81658 AGENT: PHONE: SYSTEM LOCATION: 1700 County Road 6A, Wolcott, CO LICENSED INSTALLER: + • tL / LICENSE N0. _ � �7 DESIGN ENGINEER OF SYSTEM: INSTALLATION IS HEREBY GRANTED FOR THE FOLLOWING: 1250 * GALLON SEPTIC TANK OR GALLON AERATED TREATMENT UNIT. *Existing tank DISPERSAL AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Permit is for absorption field - 20 infiltrators in trenches with inspection portals in each trench. ENVIRONMENTAL HEALTH OFFICE //V/ DATE: CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25.10-104, C.R.S. 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BEA VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. SECTION Ill, 3.21 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED ACCORDING TO THE REGULATIONS. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED' PRIOR TO COVERING ANY PORTION OF THE SYSTEM. ` y/ INSTALLED ABSORPTION OR DISPERSAL AREA: —4�7 SQUARE FEET. o 'PI ��I �A+�Yf O � INSTALLED SEPTIC TANK: �d�'j� GALLONS 300 DEGREESry_ FEET 091 N_�✓ e-�#"- .04W, , 141 SEPTIC TANK CLEANOUT TO WITHIN 8" OF FINAL GRADE, OR: PROPER MATERIALSANDASSEMBLY_ YES NO COMPLIANCE WITH COUNTYISTATE REGULATION REQUIREMENTS:_ YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. COMMENTS: ENVIRONMENTAL HEALTH OFFICER: DATE: ENVIRONMENTAL HEALTH OFFICER: DATE: (RE -INSPECT IF NECESSARY) RETAIN WITH RECEIPT RECORDS PERMIT APPLICANT/AGENT: OWNER: AMOUNT PAID: RECEIPT #: CHECK #: CASHIER: ISDS Permit # Building Permit # -'-:0/7 APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE- EAGLE COUNTY P.O. BOX 179 EAGLE, CO 81631 328-8755/927-3823(Basalt) PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 PROPERTY OWNER: Alt_v ilgi 'k ��� z Auily" Aplk; `Alr 1<9 iAC-ZG�r MAILING ADDRESS: / U.. /Sax .314f //1, PHONE: APPLICANT/CONTACT PERSON: _ 11%eli 9pri"c PHONE: 6S 3 F920 LICENSED SYSTEMS CONTRACTOR: Maw ADDRESS: ,U Y c!r PHONE PERMIT APPLICATION IS FOR: ( ) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: / lW 1E, 6/_7-3J` kl Parcel Number: /j Lot size: Physical Address: BUILDING TYPE: (Check applicable category) (PC) Residential / Single Family Number of Bedrooms ( ) Residential / Multi -Family* Number of Bedrooms ( ) Commercial / Industrial* Type TYPE OF WATER SUPPLY: Well(VQ Spring ( ) Surface ( ) Public ( ) Name of Supplier: *These systems require design by a Registered Professional Engineer NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" SIGNATURE• ************* DATE • ****************************************** **************** AMOUNT PAID: RECEIPT# CHECK #_ DATE: CASHIER: August 5, 1992 Permit 1184 This permit will be issued for a new absorption field for the main house at Piney Valley Ranch. A swimming pool will be built where the existing field was located. See original permit #1116 for more information. The tank is not being changed. Chen Northern perc test used to size new field. The difference in size of the new field from the old one is the newer 50% reduction. orris 1 653 - 9920 sue. P�""��� /Ln4- 3—r , le dLUI7B. [rlil ��Ci 7 !/ { .TSSt� TPiryrt�"� Taw1s = I)50 9aflms or Z. �5- SbeoL-1 Ret a1oee }„ �jlQ� li'/► �r �a �s Gti ore Of (SE P'ERC &Tf of:- /.5 COMMUNITY DEVELOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO August 11, 1992 Roger SellenVIf p�vtG"� P.O. Box 640�-' � / ` � Vail CO 81658 RE: Issuance of Individual Sewage Disposal Permit No.: 1184-92 Dear Applicant: 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328.7207 r&e ve n System Enclosed is your ISDS Permit No. 1184-92 valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please call our office well in advance for the final inspection. The final inspection is to be done before any portion of the installed system is covered. The deadline for the final inspections done by Eagle County Environmental Health is December 1. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Be aware that the specifications on the permit are minimum requirements only. Installers should bring this to the attention of the property owner. This permit does not indicate conformance with other Eagle county requirements. If you have any questions, please feel free to contact us at 328-8755. Sincerely, Brenda Henderson Environmental Health, Administrative Assistant cc: file Building Department, File # 5017 MATCH LINE TO FIG. 4 TO COTTAGE SITE 1 I ` 10, \\\ P6-2 AP6-3lk ao �•�BORING 6// \� I P6-1/ BORING 5 z \ \ \ \ ct` � PROPOSED V„ ' 1 RESIDENCE \ 1 \ `MAIN) `I I 1 \ BORING 4 \ ' 1 APPROXIMATE SCALE I•• 64 4 303 91 Chen€�Northern,Inc qNp TPERCOLATXONOTESTYHOLOES cS Fig. 3 MAIN RESIDENCE \` Boring 4 Boring 5 Boring 6 Elev. = 7006' Elev. = 7019 Profile Hole Elev. = 7012' 7020_ 7020 Proposed " Main Floor Level 7015 5/12 7015 WC=22 DD=99 0 -200=65 .a 7010 0' 7010 14/6,30/0 0 15/0 � • 10/0 � 1i 7005 o1v° 7005 26/2 15/12 35/3 w w 8/12 7000 WC=21 DD=99 7000 10 -200=72 0,l 6995- 15/12 6995 WC=11 +4=54 •`-200=10 .c� �o 6990 .27/12 6990 Note: Explanation of symbols presented on Figs 10 & 11. 4 303 91 ChenONorthern,Inc. LOGS OF EXPLORATORY BORINGS FF17 =z r Chen NorthemInc. Consulting Engineers and Scientists 0 SUBSOIL FOUR `W'•S EII EUIMINGS PINEY VA= RANCH 11 = NOIZIH OF • •• • 1 !i /• JOB NO. 4 303.91 JULY 10, 1991 THE PINEY VALM RANCHES TRUST ATIN: BILL POST P. O. BOX 3149 VAIL C10 81658-3149 5080 Road 154 Glenwood Springs. Colorado 81601 303 945.7458 303 945-2363 Facsimile A member of the fIIH group of companies CONCLUSIONS 1 POSE AND SCOPE OF STUDY 1 PROPOSED CONSTPUCTION 2 SITE CONDITIONS 3 FIELD EXPLORATION 4 SUBSOIL CONDITIONS 5 FOUNDATION RECOMMENDATIONS 6 FLOOR SLABS 11 UNDE REPAIN SYSTEM 12 SITE GRADING 13 SURFACE EPAIllAGE 14 PERC OIATION TESTING 15 r n�rITA`t IONS 15 FIGURE 1 - VICINITY MAP FIGURES 2-5 - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION TEST HOLES FIGURES 6-9 - LOGS OF EXPLORATORY BORINGS FIGURE 10 - LEGEND FIGURE 10 - NORM'S FIGURE 12-16 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 17-18 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS Chen @kNorthern, Inc. Consulting Engineers and Scientists This report contains recommendations for four separate building areas. The subsoils encountered at the sites and the foundation bearing conditions were variable. The proposed residences can be founded with spread footings bearing on the natural subsoils, below all topsoil, designed for allowable soil bearing pressures between 2000 to 4000 psf. Due to the swell potential of the subsoils at the steel building site, other foundation alternatives should be considered. Design and construction criteria relating to geotechnical aspects of the sites are presented in the body of the report. PURPOSE AM SCOPE OF STUDY This report presents the results of subsoil studies for a proposed steel building, main residence, cottage and foreman's house to be located at the Piney Valley Ranch, 11 miles north of Wolcott on Highway 131, Eagle County, Colorado. The project sites are shown on Fig. 1. The purpose of the study was to develop recommendations for foundation design and septic field sizing. The study was conducted in accordance with our agreement for geotechnical engineering services to The Piney Valley Ranches Trust, dated May 29. 1991. A field exploration program consisting of exploratory borings and percolation testing was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell characteristics and classification 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, percolation testing and laboratory testing Chen @Norther n, Inc. Consulting Engineers and Sc,entists -2- 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 buildings are included in the report. Geologic conditions which could impact the project sites are beyond the scope of this study. Steel Buildincx: The proposed steel building will be a one story "Butler" type building with a slab -on -grade floor. The building footprint is approximately 50 feet by 100 feet. Most of the.building area had been stripped to proposed footing grade at the time of our field work. Main Residence: The main residence will be a one level wood frame, post and beam structure. The lower floor will be slab -on -grade or structural over crawl space. Cut depths up to 10 feet deep are anticipated. dottaae: The cottage, located northwest of the main house, will be a two-story log structure over a crawl space. Foreman's Residence: The foreman's house will be one story of wood frame construction over a walkout basement. The lower floor will be slab -on -grade. If building loadings, location or grading plans are significantly different from those described above, we should be notified to reevaluate the ra= me.ndations contained in this report. Chen@Northern, Inc. Consullincg Engineers and Scienbsls -3- SITE COMITIMS Steel Huildincr: The building area had been excavated to approximate footing grade at the time of our field work. Cut depths ranged from about 6 inches on the north side of the proposed building area to about 10 feet below original grade on the south side of the building area. The southeast building corner had not been ccupletely excavated. The natural ground surface in the area slopes moderately down to the north at grades of about 15%. An existing one story metal building (30 feet by 30 feet footprint) is located just north of the proposed building area. Vegetation around the: site consists of grass, weeds, sage brush and scattered juniper trees. The proposed leach field is located about 100 feet to the north of the building area. Main Residence: The site was vacant at the time of our field work. The topography in the area of the main residence slopes down to the south and west at grades of 10% to 12%. The Piney River is located about 100 feet south and west of the building area. Vegetation at the site consists of grass with juniper trees and cottonwood trees along the river. A log cabin is located about 300 yams north of the site. The proposed leach field is located about 100 feet northwest of the building area. Cot e: The cottage site is located about 200 yards northwest of the main residence site and southwest of the existing cabin. Me Piney River is about 60 feet south of the cottage site. The site slopes gently down to the southwest at grades of about 5% with a steep slope down along the river bank. Vegetation is similar to that observed around the main residence. The proposed leach field area is located about 120 feet northeast of the building area. Foreman's Residence: This site was also vacant at the time of our field work. Chen Northern, Inc. Consulting Engineers and Scientists -4- The site slopes.steeply dawn to the north at grades of 10% to 35%. Vegetation at the site consists of grass and weeds with sage brush, juniper and aspen trees. The original leach field area is located about 150 feet west of the proposed residence. An alternate leach field site is located about 180 feet northeast of the building area. The field exploration for the project was conducted on June 3 to 5, 1991. Nine exploratory borings were drilled and 2 profile pits were excavated at the locations shown on Figs. 2-5 to evaluate the subsurface conditions at the building sites. The borings were advanced with a 4-inch diameter continuous flight auger powered by a truck -mounted CME-55 drill rig. The pits were excavated by others with a backhoe. The borings and pits were logged and percolation tests were performed by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with 1 3/8-inch and 2-inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows frcm a 140-pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASIM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 6-9. The samples were returned to our laboratory for review by the project engineer and testing. Chen @Northern, Inc. Consulting Engineers and Scientists -5- SUBSOIL 00NIDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 6 to 9. Laboratory testing performed on samples obtained during the field exploration included in -situ moisture content and dry density, grain size analyses and liquid and plastic limit testing_ Laboratory test results are shown on Figs. 12 to 18 and are summarized on Table I. Steel Buildinct: The building area had been partially excavated to approximate footing grade at the time of our field work. The subsoils consist of very stiff sandy clay to the maximum depth explored, 16 feet. No -.free water was encountered in the borings at the time of drilling. Swell -consolidation tests performed on relatively undisturbed samples of the sandy clays indicate that the clays possess a medium to high expansion .potential when wetted under a constant surcharge. The clays are moderately.compressible under increased loading after wetting. The results of the tests are shown on Figs. 12 and 13. ,Main Residence: Below about 2 to 3 feet of organic topsoil, the subsoils consisted of medium sandy clay to a depth of 7 to 8 feet. About 3 feet of black sand and silt was encountered overlying the clays in Boring 4. At a depth of about 7 to 8 feet the subsoils encountered were medium dense to dense, slightly silty to silty, sand and gravel. Free water was encountered in Boring 4 at a depth of 10 feet. Swell -consolidation tests were performed on samples of the upper clays and silts. Test results, shown on Figs. 13 and 14, indicate that the upper fine-grained soils are moderately compressible when loaded and wetted. Gradation test results of a sample of the lower gravels are shown on Fig. 17. Do_ ttaae: Below about 1 to 2 feet of organic topsoil, the subsoils consist of dense silty sand and gravel with cobbles. Free water was encountered in Boring Chen @Northern, Inc Consulling Engineers and ScienUsls 8 at a depth of 13 feet. Gradation test results of gravel samples taken from Borings 7 and 8 are shown on Figs. 17 and 18. Foreman's House: The subsoils encountered at the proposed foreman's house site consisted of about 2 feet of topsoil overlying 4 feet of sandy clay. At a depth of 6 feet, silty sand and clay was encountered to the maximum depth explored, 26 feet. Results of swell -consolidation tests performed on samples of the sands and clays are shown on Figs. 15 and 16 and indicate that the subsoils are moderately coupressible when loaded after wetting. The sample from 5 feet deep, shown on Fig. 15, may have been disturbed prior to testing. No free water was encountered in the boring at the time of drilling. • I. • •, • a.•: I dal I. • • Steel Building: Considering the .subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we rec=lend the steel building be founded with spread footings placed on 3 feet of compacted structural fill. The expansion potential of the clay subsoils can probably be mitigated by the structural fill and by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface runoff and utility leakage are possible sources of water which could cause wetting. A foundation consisting of drilled piers is presented later as an alternative for mitigation of the expansive soils. The design and construction criteria presented below should be observed for a spread footing foundation system. The constriction criteria should be considered when preparing project documents. 1) The site should be overexcavated to at least 3 feet below proposed footing Chen@Northern, Inc. Consulting Engineers and Scientists -7- grade. The exposed subsoils should be scarified to a depth of about 8 inches, adjusted to slightly aver optimum moisture content and compacted to 95% of standard Proctor density. Footing grade should be reestablished with imported structural fill compacted to 100% of the Maxim= standard Proctor density at a moisture content near optimum. The fill should consist of a non -expansive, granular material. The on -site clays should not be used as structural fill. 2) Footings placed on the structural fill can be designed for an allowable soil bearing pressure of 3000 psf. The footings should also be designed for a minimum dead load pressure of 800 psf. In order to satisfy the miniimmi dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 3) Based on .experience, we .expect settlement or heave of footings designed and constructed as discussed in this section will be about 1 inch. There could be some additional movement if the bearing soils were to become wet. 4) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 5) Continuous foundation walls should be reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 12 feet. 6) 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 48 inches below the Chen -Northern, Inc. Consulting Engineers and Scicnlisls exterior grade is typically used in this area. 7) Prior to the footing construction, any loose or disturbed soils should be removed or campacted and the footing bearing level extended down to competent bearing soils. If water seepage is encountered in the excavation, the footing excavation areas should be dewatered before concrete placement. 8) A representative of the soil engineer should perform compaction testing on the structural fill and observe all footing excavations prior to concrete placement to evaluate bearing conditions. Steel Building Foundation Alternative: Shallow foundations placed on expansive soil similar to that encountered at this site can experience movement causing structural distress if the, soil is subjected to changes in moisture content. The drilled pier foundation is intended to place the bottoms of the piers in a zone of .relatively stable moisture content and make it possible to load the piers sufficiently to resist uplift movements. Deep wetting could cause some pier movement and it is important to minimize future subsurface wetting to limit the risk of building movement and distress. The design and construction criteria presented below should be observed for a straight -shaft pier foundation system. The construction details should be considered when preparing project documents. 1) Piers should be designed for anallowable end bearing pressure of 10,000 psf and a skin friction of 1000 psf. Due to potential for wetting, the upper 8 feet of pier penetration but at least 4 pier diameters should be ignored in skin friction load calculations but can be used to fulfill minimum length requirements. 2) Piers should also be designed for a minimum dead load pressure of Chens,allorthern, Inc Consulting Engineers and Scientists 10,000 psf based on pier end area only. 3) A minimum pier length of 15 feet is recanmfended. 4) Piers should be reinforced their full length with at least one No. 5 reinforcing rod for each 18 inches of pier perimeter to resist tension created by the swelling materials. 5) A 4-inch void should be provided beneath the grade beams to concentrate pier loadings and to prevent the expansive soil from exerting uplift forces on the grade beam. 6) A minimum pier diameter of 12 inches is recamnended to facilitate proper cleaning and observation of the pier hole. 7) Based on the results of our field exploration, laboratory testing, analysis and our experience with .similar, properly constructed drilled pier foundations, we estimate pier, movement will be 1 inch or less. 8) Pier holes should be properly cleaned prior to the placement of concrete. 9) The absence of water in the. exploratory borings indicates the use of casing or dewatering equipment in the pier holes will probably not be required to reduce water infiltration. However, if water infiltration does occur, the requirements for casing can sometimes be reduced by placing concrete immediately upon cleaning and observing the pier hole. in no case should concrete be placed in more than 2 inches of water. 10) The drilled shaft contractor should mobilize equipment of sufficient size and operating condition to achieve the required penetration. 11) Care should be taken that the pier shafts are not oversized at the top. 1%ishr mil shaped pier tops can reduce the effective dead load pressure on piers. 12) Concrete should be placed in piers the same day drilling is completed. Chen Northerl1,1nc. Consulting Engineers and Scientists -10- The presence of water or caving soils may require that concrete be placed immediately after the pier hole is completed. 13) A representative of the soil engineer should observe pier drilling operations on a full-time basis. Main Residence and Oottaae: Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the buildings be founded with spread footings bearing on the natural granular 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 docimients 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable soil bearing pressure of 3000 psf. Footings placed on the upper clays and silts should be designed based on a soil bearing pressure of 1000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. The footings should have a minim►„ width of 16 inches for continuous walls and 2 feet for isolated pads. 2) Footings placed on the gravel subsoils that are at least 4 feet wide can be designed based on a soil bearing pressure of 4000 psf.`' 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 48 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span Chen allorthern, Inc Consulting Engineers and Scientisls -11- 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 45 pcf. 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 granular soils. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. Foreman's House: This building should be designed based on a soil bearing pressure of 1500 psf. The. footings should have a minimum width of 16 inches for continuous walls and 2-feet for isolated pads. Retaining walls should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of 50 pcf. Other criteria for footing construction (items 3 through 6) described in the "Main Residence and Cottage" section, above, should be followed. FLOOR SLABS Residences: The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab Chen Northern,1nc Consulting Engineers and Scientists -12- use. A minimum 4-inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2-inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be cTpacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site subsoils devoid of vegetation, topsoil and oversized rock. Steel Buildira: If the steel building is founded with footings placed on non - expansive structural fill, a slab-on=grade can also be placed on the structural fill. The fill should be placed and canpacted as recommended in the "Foundation Recoimnendations-Steel Building" section of this report. Compaction above footing bearing level can be 95% of standard Proctor density. The recommendations for floor slabs outlined above should also be followed. If the .steel building is placed on drilled piers then the slab should either be structurally supported over a crawl space or void form or be placed on at least 3 feet of structural fill compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. [ J+IR.NC R v Although free water was not encountered at the steel building site or foreman's house site and was encountered below proposed excavation depth at the main residence and cottage sites, it has been our experience in mountainous areas that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched Chen ISZ—Northei n, Inc Consulting Engineers and Scientists -13- condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum, 1% to a suitable gravity outlet. Free -draining granular material used in the underdrai.n system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. SITE GRADING The risk of construction induced slope instability at the four sites appear law provided the buildings are located as planned and cut and fill depths are limited. We assume the cut depths will not exceed one level, about l0 to 12 feet. Fills should be limited to about S to 10 feet deep especially on the steep natural slopes of the foreman's house. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to 95% standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter._ The risk of slope instability will be increased if Chenallorthern, Inc. Consulting Engineers and Scientisis -14- seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permit cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. The following drainage precautions should be observed during construction and maintained at all times after the buildings have been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying of the clay subsoils at the steel building site could result in increased expansion potential. 2) Exterior backfill should be adjusted to near optimum moisture and cmpacted 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 building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free - draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Chen @Northern , Inc Consulting Engineers and Scienlisls -15— PEEbQOLATION TESTING The results of three percolation tests performed in the area of each of the proposed leach field locations are shown on Table II. The percolation holes were drilled to a depth of about 4-1/2 feet with a 6-inch diameter solid stem auger. The subsoils encountered in the profile boring drilled in each area are shown on Fig. 6 to 9. The percolation tests and profile holes at the foreman's house were excavated by others with a backhoe. In general, the test results indicated that conventional systems can be used. The subsoils in the alternate leach field site at the foreman's house appear to be more permeable than at the original site. Scope of percolation rates at the main residence and cottage may be too rapid and a sand filler could be needed. Due to the variability of the test results, we recommend that they be reviewed by the county Environmental Health Department for compliance with their regulations. The leach field areas can be re -tested if necessary once locations and elevations of the systems have been finalized. 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 borings drilled at the locations indicated on Fig. 2 to 5 and the proposed type of construction. The nature and extent of subsurface variations across the four sites may not became evident until excavation is performed. If during construction, fill, soil, rock Chen Northern, Inc. Consulting Engineers and Scientists -16- 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 recomend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely,,��u�uuuuu�,, p 0 RE CENT rrOizt��N, Il1c. 0.040� E. HAS as•� ` •z 24443 Daniel E. Hardin, P.E..• fie Is Reviewed BY 'ry�psS�ONAL EV uu+ui�u�n����� Steven L. Pawlak, P.E. cc: Mark Mueller —George Shaeffer Constriction Co. - Tim Lowery Chen@Northern, Inc Consulting Engineers and Scientists -STATE BRIDGE • / � � �" ?J �714 m I r c i; 8175 o \r TO WOLCOTT I I MI r O 0 I %r APPROXIMATE SCALE � =-• 17 `�J" `moo t \ . ` _ -�� - 7280 'se � � 1 8 y� Lit j i 7 I CL COTTAGE SITE li xao3/STEEL BUILDING SITE ' '' , `�''� ' ` MAIN .RESIDENCE SITE 7800 E-8-- 2s I V IDENCE SITE i !I 8�4c38�0/� 4 303 91 Chen@Northern, Inc. VICINITY MAP F'9' I APPROXIMATE SCALE Ite = 30, P 3— 2 P 3 A—\ • BORING 3 PROPOSED LEACH FIELD i BENCH MARK: TOP OF EXISTING EXISTING SLAB, ELEV.= I BUILDING 100.0 ', ASSUMED I BORING I • • AUGER BORINGS L PERCOLATION TEST PROPOSED STEEL BUILDING BORING 2 UNEXCAVATED AREA LOCATION OF EXPLORATORY BORINGS 4 303 91 ChenNorthern,Inc. AND PERCOLATION TEST HOLES F'9' 2 MATCH LINE TO FIG. 4 1 101D \ \ TO COTTAGE SITE _ I I ' \ 1 ra \\ P -2 /� p P 6-3 •BORING 6�� \ \\\\ 1 P6-1 / 70190 \ \ \ \ BORING 5 \ < 1 I ` \ PROPOSED 1 RESIDENCE. MAIN) 11 \ BORING 4 \ APPROXIMATE SCALE 1 11 = 64 4 303 91 I ChenNorthern,Inc. I LOCATION OF EXPLORATORY BORINGS I Fig- 3 L AND PERCOLATION 'TEST HOLES APPROXIMATE SCALE I" = 64' '74o f ' OP7-3 / �P7.-1 r BORING 7 PROPOSED \ ( 1 COTTAGE t \� BORING 8 10 F 0 \� \ MATCH LINE TO FIG 3 TO RESIDENCE a SITE \ po° 4 303 91 ChenNorthern,Inc. LOCATION OF EXPLORATORY BORINGS Fig 4 AND PERCOLATION TEST HOLES APPROXIMATE SCALE I = 100, ALTERNATE LEACH -/Wis M iA FIELD SITE �$e -716 7-61 PC, I -; \/ PROFILE PIT 11 7el \ _ PII I � 0 r �y3o / PII-3 • BORING 9 J P 10-2 PROPOSED RESIDENCE '7ti+° ♦ ( FOREMAN ) PROFILE• PIT 10 ■ ♦ P 10- I � ♦ \J 74 P 10-3 � WE T � O LL SITE -74 ML- 3 ORIGINAL LEACH--.,. ` '7 FIELD SITE ��4 p19 NaT' P4 0L� �LOCATION OF. EXPLORATORY BORING I . F 4 303 91 I ChenNorthern,Inc. I Ig- AND PERCOLATION TEST HOLES 5 STEEL BUILDING Boring 1 Boring 2 Boring 3 Elev. = 99.4' Elev. = 100.6' Leach Field Profile Hole Approximate 0 Footing Grade* 25/12 WC=18 DD=102 -200=80 ol 5 42/12 21/12 25/12 WC=20 WC=20 DD=102 DD=106 01 aol 01 17/12 10 23/12 WC=25 19/6,20/1 a -200=36 v o , 15 Lh 35/12 22/12 WC=21 DD=115 20 Note: Explanation of symbols presented on Figs. 10 & 11. * Building area had been excavated to approximate footing grade. 0 E 15 20 I 4 303 91 1 Chen@Northern,Inc. I LOGS OF EXPLORATORY BORINGS I Fig. 6 MAIN RESIDENCE Boring 4 Boring 5 Boring 6 Elev. = 7006' Elev. = 7019 Profile Hole Elev. = 7012' 7020_ 7020 Proposed - Main Floor Level 7015 5/12 7015 ol WC=22 DD=99 0 -200=65 -o • -o 7010 0 7010 14/6,30/0 0 15/0 a 'O' 10/0 v 'L 7005 7005 26/2 15/12 ° 35/3 w 8/12 7000 WC=21 DD=99 7000 -200=72 o .- 0 1 0� 6995- 15/12 6995 WC=ll •' +4=54 -200=10 o 6990 .27/12 6990 Note: Explanation of symbols presented on Figs 10 & 11. 4 303 91 ChenONorthern,Inc. LOGS OF EXPLORATORY BORINGS Fig. 7 7000 a) 6990 a� a� w 6985 .•:E Boring 7 Profile Hole Elev. = 6958' •o. o• 69/12 WC=5 +4=27 -200=33 PROPOSED COTTAGE Boring 8 Elev. = 6958' Xz in Proposed 7000 Main Floor Level 66/12 WC=11 +4=45 200=17 104/12 30/12 Note: Explanation of symbols presented on Figs 10 & 11. 6995 6990 +, v a� I 6985 AW I 14 303 91 1 ChenONOrthern,Inc. I LOGS OF EXPLORATORY BORINGS I Fig. 8 1 Boring 9 Elev. = 7936' 7940 FOREMAN'S HOUSE zy 7940 7935 Proposed 7935 Lower Floor Level oo 14/12 WC=10 DD=91 7930-200=53 7930 LL=33 PI=15 12/12 wC=19 7925 DD=103 7925 -200=32 LL=51 a, PI=28 o ' • • _.._ 7920 19/12 7920 Pit 10 a Profile Hole .= 12/12 Elev. = 7915' 7915 WC-25 Pit 11 7915 DD=99 ••% Profile Hole Elev. = 791W Alternate Site 7910 17/12 7910 7905 oe :•. 7905 Note: Explanation of symbols presented on Figs.' 10 & 11 4 303 91 ChenNorthern, Inc. LOGS OF EXPLORATORY BORINGS & PITS Fig. 9 L$GEND: Topsoil; organic sandy silt and clay, soft, moist, dark brown. ©Clay, (CL); silty, sandy, scattered gravel, occasional seams of silty sand, very soft at Steel Building site, stiff at Foreman's House, medium at Main Residence, moist, light brown to gray with white streaks at Foreman's House. Sand and Clay, (SC-CL); slightly gravelly, scattered gravel seams, stiff to very stiff, moist, mottled browns and grays.. Sand and silt, (SM-ML); slightly clayey, organic, medium dense, moist, dark brown, in Boring'4 only. Gravel, (GM); sandy, silty, cobbles, possible boulders, occasional sand. lenses, very -dense, slightly moist' to moist, mottled' brow,m to gray. Gravel, (GP -Gm); sandy, slightly silty, particles subrounded, medium dense, very moist to wet, brown. (Boring 4 only) Drive sample, Standard Penetration Test (SPT), 1 3/8-inch I.D. split spoon sample, ASTM D-1586. PRelatively undisturbed drive sample; 2-inch I.D. California liner sample. 25/12 Drive sample blow count; indicates that 25 blows of a 140-pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. 0,1 Free water level in boring and number of days after drilling measurement — was made. TPractical rig refusal. - -y 4 303 91 ChenONorthern, Inc. LEGEND Fig. 10 NOTES: 1. Exploratory borings were drilled on June 3-5, 1991 t7ith a 4-inch diameter continuous flight power auger. The profile pits at the Foreman's House were excavated by others. 2. Locations of exploratory borings and pits were measured approximately by pacing from features shorn on the site plan provided. 3. Elevations of exploratory borings at the Steel building site were measured by hand level and refer to the bench mark on Figure 2. The logs of these borings are drawn to depth. Elevations of exploratory borings and pits at the other sites were obtained by interpolation between contours on the site plan provided. 4. The exploratory boring locations and elevations should be considered' accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approi:imate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. laboratory Testing Results: WC=Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) 14 303 91 1 ChenONorthern, Inc. I NOTES I Fig. 11 Moisture Content 18 percent Dry Unit Weight = Sampleof: sandy clay c .0 r. 2 c a Moll I w 1 i 0 i 0 c 0 .N a) S_ 1 a s I moll I EN 11�qk11E11111111 0 U 2 31111 Ell 11we 0.1 1.0 to too APPLIED PRESSURE — ksf Moisture Content 20 percent Dry Unit Weigh, 102 Mol PC' Sample of: i sandy clay 0 ., E1111111IN111 3 o. x w ae 2 t 0 1 a� CD- O v 1 ion io 100 APPLIED PRESSURE — ksf 4 303 91 Chen -Northern, /nc. SWELL -CONSOLIDATION TEST RESULTS Fig. 12 lri■� � ��NIIII �� IIIII lu c 0 ..y N C as 0 Q X W 1 I 1= .N0 2 N S_ c- 3 E 0 U N N Q E 0 U �l W 5 E1111111IN1111 Moisture Content 20 percent I Dry Unit Weight 106 Pc' No Sample of: sandy clay Illli■■�INII■■IION Moll E11111111E 0.1 l.0 lU IUu APPLIED PRESSURE — ksf oisture Content 21 percent Dry Unit Weight 99 pcf Sample of: sandy clay �iil�����IYI�■1�11� � �1111�� ��:IIII III umA moll 11111001111111 u.i.v lu lUU APPLIED PRESSURE — ksf 4 303 91 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig.13 0 c x 0 w 1 c 0 2 a� L a 0 3 U Dry Unit Sample Weight 99 of: sandy clay pCf ilk NII 0 2 3 4 5 0 6 i M§1111111M§11 Moistwe Content 10 percent Sampleof: sandy silty clay M11111111M11111111M11111111 �es U. I 1.0 l u 100 APPLIED PRESSURE — ksf 4 303 91 Chen -Northern, Inc. SWELL -CONSOLIDATION TEST RESULTS Fig.15 ('A-1 A-79 Moisture Content 19 percent Sample of: clayey sand with gravel c N c b x w 1 1 c 02 N N S_ a a= 3 0 U 4 0.1 1.0 APPLIED PRESSURE — ksf Moisture Content 25 percent Ell on 11 Dry Unit Weight 99 pcf Sampleof: sandy clay 0 N c - 0 x w r ae 1 c o Z N N N L mill E 3 O U 0.1 1.0 10 100 APPLIED PRESSURE — ksf 4 303 91 Chen -Northern, C. SWELL -CONSOLIDATION TEST RESULTS FI9• 16 �� �i�■nun, ��110 Illllu Ilu� I III■�NIYII 1 I III■■111911 z a z W U a IYDROMETER ANALYSIS SIEVF ANALYSIS ��O�C ��C CZQOCGC� C 1 _� XENON" 1103, BE ONX XENON, f 111M. 1 DIAMETER OF PARTICLE IN MILLIMETERS SAND GRAVEL CLAY TO SILT FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 54 SAND 36 o/n SILT AND CLAY 10 °/u LIQUID LIMIT 0/0 PLASTICITY INDEX °/0 n W z a ui OC z W U R a SAMPLEOF slightly silty sandy FROM Boring 4 @ 10 & 151(combined) gravel ..SIEVE ANALYSIS mC_ oo OFEEI-- , _ 1 � ���� SOMEONE _ i��MMMOSS��t:= il� . ON 'Me MM owl JUI ft.1171.1.I, 2 a N owi1,1 r= 9 1 19 .031 I 1 ru = 42 2.0 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT FINE SA GRAVE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 27 % SAND 40 % SILT AND CLAY 33 % LIQUID LIMIT % PLASTICITY INDEX % SAMPLE OF silty sand & gravel FROM Boring 7 @ 4' 4 303 91 I ChenQNorthern,InC. I GRADATION TEST RESULTS I Fig. 17 I-IYDFIOMETER_ANALY-,IS_------ �C DQco ;i M C) M 0 Z .a 0 r� 11& W F— J Q in Q cc MIES ail a c a a b > > N ro ro a S_ i ro w a rn m --• a U >. - CO aa p Y p ^' J a s C a s a N a '0 _0 a--) CQ) a o, ro ro b co ra ro ra c C •--� ro> Co ao — .-r N .-, .. >> rd rb .- Nrp — U U U U U U N N N S_ U mw a a a) a s a a _0 _0 a _0 _0 -o 07> +-) 4-) D >c C c ro C c C - ro C -. - c (ol--) c b CO ro ro rp S_ rtl •�-+ •.--i rb .-r rO N N U N N N N N N N N U3 N w w?x gcnl Z¢wn cc Do Dow cm UX LO CO N J L7 ¢ d m ¢ LU 0 J M LO � MW O LO N O LO (M CM N w a z N Co cM 1� -r l0 M - r Ln CY) CL a M ?° M ¢t z y O °a c7 w Ln p LO N d J }} p Z � N N LD LO 0) 41 . -r CY) M z o O O O O1 cn (M O cn JWf.. ¢ co O Ln O N LO O (n Ln Unz- + N N N N N N N zo N C z w �, N LO C] LO LO LO LO d LY) O O p o— E N U U J tu J a a a e z a! 0 m N d LO i- CD M Job No. 4 303 91 TABLE II Page 1 of 5 PERCOLATION TEST RESULTS STEEL BUILDING SITE VMTER WATM LENGTH DEPTH AT DF2M AT DROP IN AVERAGE HOLE OF START OF END OF WATER PERCO=ON HOLE DEPTH INTERVAL ERVAII, INTERVAL LEVEL, RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min./Inch) P3-1 54 P3-2 43 P3-3 54 15 16 3/4 15 1/4 1 1/2 15 1/4 14 1/4 1 14 1/4 13 1/2 3/4 13 1/2 13 1/2 13 12 1/4 3/4 12 1/4 11 3/4 1/2 11 3/4 11 1/4 1/2 11 1/4 11 1/4 30 15 20 19 1 19 18 1/4 3/4 18 1/4 17 3/4 1/2 17 3/4 17 3/4 17 16 1/2 1/2 16 1/2 16 1/2 16 15 1/4 3/4 15 1/4 15 1/4 0 30 15 23 3/4 22 1/4 1 1/2 22 1/4 21 1 1/4 21 20 1 20 19 1/4 3/4 19 1/4 18 3/4 1/2 18 3/4 18.1/4 1/2 18 1/4 17 3/4 1/2 17 3/4 16 3/4 1 25 Job No. 4 303 91 Page 2 of 5 TABLE II PERCOLATION TEST RESULTS MAIN RESIDENCE WATER WATER LENGTH DEPTH AT DEPTH AT DROP IN AVERAGE HOLE OF START OF END OF WATER PERCOLATION HOLE DEPTH ngTERVAL II2]TERVAL IZ TERVAL LEVEL RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min./Inch) P6-1 45 20 21 1/2 17 4 1/2 17 13 1/2 3 1/2 13 1/2 11 2 1/2 11 9 2 Added water 27 1/2 19 1/2 8 19 1/2 15 3/4 3 3/4 6 P6-2 43 20 16 3/4 13 1/4 3 1/2 13 1/4 11 1/2 1 3/4 11 1/2 10 1/4 1 1/4 10 1/4 9 1 1/4 Added water 32 1/4 23 3/4 8 1/2 23 3/4 20 3 3/4 10 P6-3 47 20 19 1/2 17 2 1/2 17 15 1/4 1 3/4 15 1/4 14 1 1/4 14 12 3/4 1 1/4 12 3/4 12 3/4 12 11 1/2 1/2 20 a Job No. 4 303 91 Page 3 of 5 TABLE II PERCJOLATION TEST RESULTS COTTAGE i�,TER WATER LENGTH DEPTH AT DEPTH AT DROP IN AVERAGE HOLE OF START OF END OF WATER PERCOLATION HOLE DEPTH INTERVAL D?rERVAL DTrfR IAL LEVEL RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min./Inch) P7-1 32 15 20 1/2 15 5 1/2 20 15 11 4 20 11 8 1/2 2 1/2 Water added 20 28 3/4 18 1/2 10 1/4 20 18 1/2 12 3/4 5 3/4 20 12 3/4 9 1/2 3 1/4 6 P7-2 24 15 21 1/2 17 1/4 4 1/4 20 17 1/4 15 1/2 1 3/4 20 15 1/2 14 1/4 1 1/4 20 14 1/4 13 1 1/4 20 13 11 3/4 1 1/4 20 11 3/4 10 1/2 1 1/4 16 P7-3 36 15 20 1/2 12 1/2 8 20 12 1/2 9 1/4 3 1/4 20 9 1/4 7 2 1/4 Water added 20 28 1/2 16 3/4 11 3/4 20 16 3/4 12 4 3/4 20 12 9 3/4 2 1/4 8 Job No. 4 303 91 Page 4 of 5. TABLE I I PERCOLATION TEST RESULTS FOREMAN'S HOUSE - ORIGINAL SITE WATER VOTER LENGTH DEPTH AT DEPTH AT DROP IN HOLE OF START OF END OF WATER HOLE DEPIS IUIMVAL INTERVAL INTERVAL LEVEL NO. (In.) (Min.) (Inches) (Inches) (Inches) P10-1 64 20 11 10 1 10 9 1/2 1/2 9 1/2 8 3/4 3/4 8 3/4 8 1/4 1/2 8 1/4 7 3/4 1/2 7 3/4 7 1/4 1/2 P10-2 44 1/2 20 11 1/4 11 1/4 0 11 1/4 11 1/4 0 11 1/4 11 1/4 0 11 1/4 11 1/8 1/8 11 1/8 11 1/8 0 11 1/8 11 1/8 P10-3 45 20 11 10 1/2 1/2 10 1/2 10 1/2 0 10 1/2 10 1/2 0 10 1/2 10 3/8 1/8 10 3/8 10 3/8 0 10 3/8 10 1/4 1/8 AVERAGE PERCOLATION RATE (Min./Inch) Job No. 4 303 91 Page 5 of 5 , TABLE II PERCOLATION TEST RESULTS FOREMAN'S HOUSE - ALTERNATE SITE WATER WATER LENGTH DEPTH AT DEPTH AT DROP IN AVERAGE HOLE OF START OF ETD OF WATER PERCOLATION HOLE DEPTH INTERVAL IlVTERVAL INTERVAL LEVEL RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min./Inch) P11-1 53 15 10 1/8 9 1/4 7/8 9 1/4 8 3/4 1/2 8 3/4 7 3/4 1 7 3/4 7 1/2 1/4 7 1/2 7 1/4 1/4 7 1/4 7 1/4 7 6 3/4 1/4 6 3/4 6 1/2 1/4 P11-2 53 15 8 3/4 7 1 3/4 7 5 3/4 1 1/4 5 3/4 5 3/4 5 4 1/4 3/4 4 1/4 3 3/4 1/2 3 3/4 3 3/4 3 2 1/2 1/2 2 1/2 2 1/2 P11-3 59 15 8 3/4 7 3/4 1 7 3/4 7 1/4 1/2 7 1/4 6 1/2 3/4 6 1/2 6 1/2 6 5 1/2 1/2 5 1/2 5 1/2 5 4 1/2 1/2 4 1/2 4 1/2 60 25 30 - Piney Valley Ranch, Owners Residence nc-.�K JOB NO. Ae BILL TO DATE STARTED DATE COMPLETED DATE BILLED ///d�'•��."�i � i !�//II ��� 7E/�' � I%�� � .L.�.a :"� ;�,d ;:r. ^ � ,S CP,v'y(�' /'2 . TG^i??/✓� /S d/"' •G�Y%Slli` /;;'' �,'U�.�'�'- ��� � /l��� />'P` �/��.rr � ' �6'Y /J'!5 j� /^/E't, P°..;`" �i-9 �rC� >'�"�y„j `�, -r `-/�� f /j /10 �/ �i,fJC_-. -Z �.' �z 8 7 02 0" JOB COST SUMMARY /j TOTAL SELLING PRICE //A,; I TOTAL MATERIAL TOTAL LABOR. • 3 K eS INSURANCE Q %0 CJ• b SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 ®p NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MASS. 01471 JOB FOLDER 11 Printed in U.S.A. 4 11 J - -M-14 ?14 .17 T • i _ r - Y - ,may S '�' yam` .t-So 1 '7viZ , t _ 7010 70o g � f` 7v04 y �� 70OZ i o°� it �y14 4 -7010— Ob� /• \'/ /'0000,� �� / 3urLOtrJC{ �oi2 paoL El.��iP � / / / , SET r NTo S c-oPl✓ \ /100, / 7o-08 ' / Exls-r�N4 ltTTon/y`/oop / 7006 / /, / loll / / 101, 700 Z F'LAh( SCAVl� !/I6 n + 7015.2 S a- t7oiq.-t A 7olll / /• / + + 7ot5•zS -} l ,g J 7oty.ogl 7ot3.i2 4 +7013.9Z-FTV / H C