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HomeMy WebLinkAbout02539 • fd i p 1 1: GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2509 , 109 8th Street Suite 303 Assessor's Parcel No. Glenwood Springs, Colorado 81601 Phone (303) 945 -8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY Owner's Name. Linda & .Terry Young Present Address 0041 Pinon Run, N.C. Phone 984 -2109 System Location 4335 County Road 113, Baby Beans Subdivision, Lot 4, Glenwood Springs Legal Description of Assessor's Parcel No. 9 SYSTEM DESIGN p l At 7 - ~0 ti ) acity (gallon) Tank Septic Ca Other ' p GAR t)A a s ;s (c �dA nI 976 k 4- I - each See -A dd 20$foY Op ��x � ,Lu AID /Pe rcolation Rate (minutes /inch) Number of Bedrooms (or other) 2 3 i r t? / /7 /u' Rock 4- /.ehc 1Gec r /8'X 3''(3'de Required Absorption Area - See Attached log pp r4 eY 3s r /e c'S $RMe Pd f4 R ;d - D/79 5 e 1i • Special Setback Requirements: / -T� Date ? 14 --9`// Inspector C / L / h Z1 -?n p 5 0 • 7 c_ FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation - - System Installer ?gi . I i ,(' �xh Septic Tank Capacity / 000 �nI Septic Tank Manufacturer or Trade Name W - J ('j 47/0/v P Qv - �C/LST Septic Tank Access within 8" of surface Yes Absorption Area 7 u R �- Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements ( Other ■ Date- . -yy Inspector / #j4n_' RETAIN WITH RECEIPT RECORDS AT CONSTRUC ON SITE •CONDITIONS: t "° 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. 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 ($500.00 fine — 6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT • • INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION s's 4 aNR ' S$ / 3 35 c-Ey (Lb 113 (c tveri Rtt) NE 3 l_ � (3 (,�lE'v&oot G'e -S, (0, V I i ' 1 oh Z�h NCA)(*cs/c -c PHONE 4W' —2- tvg CONTRACTOR OS (o.- y-Q J ' ADDRESS /SS it Cr, (N , 6 PHONE 9KC- 9401 PERMIT REQUEST FOR NEW 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). LOCATION OF PROPOSED FACILITY• COUNTY C • Al—Fret Is Near what City or Town 6_(Ccl'caOnt•s Src S, e O , Size of Lot e Legal Description or Address o ( q g 4-fi..' 3 . , k4 Q ,� d k WASTES TYPE: (4) DWELLING ( ) "TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL. ( ) NON - DOMESTIC WASTES ( ) OTI -TER - DESCRIBE l BUILDING OR SERVICE TYPE: C 'L- c �T�, OW ,1 -.S Number of Bedrooms c2- / Number of Persons_ C (X Garbage Grinder (w Automatic Washer (X) Dishwasher SOURCE AND TYPE OF WA'T'ER SUPPLY: WELL WELL ( ) SPRING ( ) STREAM OR CREEL(„ Give depth of all wells within 180 feet of system: S4� A �p OZ e name o 'Et.i UlMN >o I ) s4(S 6 3 S 'R4 4N GROUND CONDITIONS: Depth to bedrock: Depth to first Ground Water Table Percent Ground Slope DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: /0 —t) lee. Was an effort made to connect to community system? ( ) YES (A) NO 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: K) ABSORPTION TRENCII, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL, ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER - DESCRIBE I WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? A/ D 2 • I'FRgOI ,ATION "►TST kFSlll :l'S• (To be completed by Registered Professional Engineer) Minutes per inch in hole No. 1 Minutes per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in hole No. Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system: Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposes of the evaluation of the application; and the issuance of the permit is subject to such terns and conditions as deemed necessary to insure compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied 011 by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. 1 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! 1 _ , A Date r'� — � S — A PI.I /EJ / AN ACCURATE MAP TO YOUR PROPERTY!! ; X mo - f ix it 3 �� >ti. r�w g 3 03 1 d • CTL /THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INV STIGATION Gardner Resi• - • • Lot 4, Baby B. * �• • i sion Garfield ' • • 77 olorado Prepared For: Mr. Scott Gardner 1107 Hendricks Blvd. Carbondale, Colorado 81623 Job No. GS -1237 March 24, 1994 234 CENTER DRIVE - GLENWOOD SPRINGS, COLORADO 81601 (303)945 -2809 TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 2 SITE GRADING 2 FOUNDATIOI�� 3 EXTERJNCRETE SLABS 4 CRAWLSPACE WALLS 5 PERCOLATION TEST RESULTS 6 SURFACE DRAINAGE 6 LIMITATIONS 6 FIGURE 1 - LOCATIONS OF TEST HOLES FIGURE 2 - SUMMARY LOGS OF TEST HOLES FIGURES 3 AND 4 - SWELL/CONSOLIDATION TEST RESULTS FIGURE 5 - EXTERIOR FOUNDATION WALL DRAIN FIGURES 6 THROUGH 8 - PERCOLATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS • SCOPE This report presents the results of our soils and foundation investigation for the Gardner Residence to be built on Lot 4, Baby Bean Subdivision in Garfield County, Colorado. We explored the subsurface conditions at the site to provide foundation recommendations for the building. This report includes a description of the subsurface conditions found in our test holes, a recommended foundation system and geotechnical criteria for it, construction criteria for details influenced by the subsoils and percolation test results. 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. SUMMARY OF CONCLUSIONS 1. Soils found in our borings were approximately 1 foot of organic, silty, sandy clays underlain b and 19 feet of medium stiff, slightly moist, sandy, silty clays with and some boulders underlain in our TH -1 by very dense, sandy • is with cobbles and boulders. Free groundwater was not found VP s holes at the time of our field investigation. 2. We recommend the building be founded with footings bearing on undisturbed, natural clays. A maximum soil bearing pressure is presented in the "Foundation' section. 3. No basement will be built. Living area floors will be structurally supported with a crawlspace between the floor and ground. - 4. A ground surface slope away from the residence should be maintained at all times to reduce wetting of soils below foundations. SITE CONDITIONS The site is on the north side of Cattle Creek Road in Garfield County, Colorado. The ground surface slopes at gentle to moderate grades from the north to the south. Very gentle to flat grades exist in the area of the planned building footprint. Vegetation is sparse grasses and weeds and pinon and juniper trees. PROPOSED CONSTRUCTION A single family residential building will be built. We were told the building will be a two -story log building. No basement will be built. Living area floors will be structurally supported with a space between the . and ground. Foundation loads we assumed • were between 1,000 and 3,000 ' II , • - per lineal foot along bearing walls and maximum interior column loads of 15 ki• . If construction is different than described, we will need to re- evaluate the criteria recommended herein. SUBSURFACE CONDITIONS Two (2) test holes were drilled at the locations shown on Figure 1 to investigate subsurface conditions for the building. Drilling was directed by our representative who logged the soils and obtained samples. Summary logs of the soils found are shown on Figure 2. Our test holes penetrated 1 foot of organic, silty clays underlain by 7 and 19 feet of medium stiff, slightly moist, sandy, silty clays with some gravels, and cobbles underlain in our TH -1 by very dense, sandy gravels with cobbles and boulders. Free • groundwater was not found in our test holes during the field investigation. Laboratory test results are shown on Figures 3 and 4 and Table 1. SITE GRADING The building will be at the existing elevations that occur at the planned footprint. Excavations into the natural silty, sandy clays will be required to reach footing elevations. No part of the foundation will be supported on fill. In our opinion excavation into the clays can be accomplished with heavy earthmoving equipment commonly used for excavations in the area. Boulders and cobbles will be found. Fill may be required to 2 • . • • achieve subgrade elevations for exterior concrete patio or sidewalk slabs. Ground surface in areas to receive fill should be grubbed and stripped of vegetation and compacted prior to fill placement. Fill can consist of the on site soils free of organic or other deleterious material, moisture conditioned to within 2 percent of optimum moisture content and then compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). We believe the clays are Type B as described in the October, 1989 Occupation Safety and Health Administration (OSHA) Standards published by the Department of Labor governing excavations. The publication indicates a maximum temporary slope of 1 to 1 (horizontal to vertical) for Type B soils above the water table. Soils removed from the excavation should not be stockpiled at the edge of the excavation. We recommend the excavated soils be placed at a distance from the top of the excavation equal to at least the depth of the excavation. FOUNDATION In our opinion footings can be placed on the undisturbed, natural clays that occur at the site. Car must be taken to avoid significant moisture increase of the clays. We have assuel alight structure that is sufficiently flexible to withstand some differential mov/Rt ill be built. The recommended soil pressure should result in total movements on the order of 1 -inch. Maximum differential movement may be one half the actual total settlement. We further anticipate a maximum 3 /4-inch differential settlement in 10 feet for footings. The risk of excessive differential or localized movement can be reduced by careful attention to drainage precautions discussed under "Surface Drainage ". The footings should be designed and constructed with the following criteria: 3 1. Footings should bear on undisturbed, natural, sandy clays. Footings can be designed for a maximum soil bearing pressure of 2000 psf; 2. Foundation walls on continuous footings should be reinforced top and bottom, to span loose soil pockets. We recommend reinforcement equivalent for that required for a simple span of 12 feet. Reinforcement should be designed by a qualified structural engineer; 3. Minimum footing sizes are desirable. We suggest a minimum width of 16 inches for continuous footings and at least 2 feet by 2 feet for isolated column pads. La er sizes may be required based on the structural loads; 4. The soil La footings should be protected from freezing. The dep y assumed for frost protection in Garfield County is 36 inch he building department should be consulted to verify the required depth; 5. The foundation excavation should be checked by a representative of our firm to confirm subsurface conditions are as anticipated from our test holes and foundation recommendations are appropriate. EXTERIOR CONCRETE SLABS We understand that living area floors will be structurally supported with a space between the floor and ground. Exterior sidewalk and patio slabs and garage floor slabs are normally slabs -on- grade. If the clay subgrade soils get wet, slab -on -grade concrete will crack. We recommend the following precautions for construction of slabs -on -grade at this site: 1. Slabs -on -grade should not bear on vegetation or organic material; 2. Slabs -on -grade should be separated from exterior walls and interior bearing members. Vertical movement of the slab should not be restricted; 3. Plumbing or utilities which pass through the slab should be isolated from the slab. Heating and air conditioning systems supported by the slab should be provided with flexible connections to allow vertical movement of the slab so the slab movement is not transmitted to the duct work; 4 4. Frequent control joints should be provided in all slabs to reduced problems associated with shrinkage. The American Concrete Institute (ACI) recommends control joints be provided at 15 to 20 feet intervals in both directions. 5. Exterior patio and porch slabs should be designed to function as independent units. Movement of these slabs should not be transmitted directly to the residences foundations. CRAWLSPACE WALLS Crawlspace walls will be subjected to lateral earth pressures. These walls are restrained and cannot move, therefore, they should be designed for the 'at -rest" lateral earth pressure. Assuming the on -site clays are used as backfill, we recommend using an equivalent fluid 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. Water from surface run -off (precipitation, snow melt, irrigation) frequently flows through backfill placed adjacent to foundation walls and collects on the surface of the comparatively impermeable soils occurring at the bottom of the foundation excavation. This can cause damp or wet cond' in the crawlspace. To reduce the accumulation • of water, we recommend� • -tion drain. The drain should consist of a 4 -inch diameter open joint or slotte�PVC pipe encased in free draining gravel. The drain should lead to a positive gravity outlet or a sump to be mechanically pumped. A typical foundation drain detail is shown on Figure 5. Ventilation for the crawlspace should be provided for. Backfill placed adjacent to foundation walls should be compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). 5 PERCOLATION TEST RESULTS Three (3) percolation tests shown as P -1, P -2 and P -3 on Figure 1 were performed in the sandy clays southwest of the planned building location. We drilled a profile hole to 9 feet deep to verify the clays underlie the site. Percolation rates ranged from 40 to 60 minutes per inch. Based our test results and experience with similar soils we suggest a design percei rate of 60 minutes per inch be used to design the adsorption field. Perion test data and results are shown on Figures 6 through 8. SURFACE DRAINAGE The performance of foundations and concrete flatwork is influenced by the moisture conditions in the subsoils. Wetting of foundation soils can be reduced by grading the ground surface to cause rapid run -off of water away from the building. Wetting or drying of the open foundation excavation should be avoided. The ground surface surrounding the building should be sloped to drain away from the building In all directions. We recommend no grasses, plants or flowers that require significant irrigation within 10 feet of the building. Sprinkler heads should be at least 10 feet from the building and directed away from the building. We recommend a slope of at least 12 inches in the first 10 feet. Roof downspouts and drains should discharge well beyond the limits of all backf ill. Splash blocks or downspout extensions should be provided at all discharge locations. LIMITATIONS Our test holes were spaced to obtain a reasonably accurate picture of the subsurface. Variations in these subsurface conditions not shown by our test holes will 6 occur. We should observe the completed excavation to confirm the soils are as anticipated from our test holes. 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 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 skill ordinarily exercised by members of the profession currently practicing under similar conditions in the locality of this project. No oth anty, express or implied, is made. If we can be of further service or if you f ions regarding this report, please call. CTL/THOMPSON, INC. John Mechling, P.E. Branch Manager JM:cd (3 copies sent) 7 • PLANNED GARDNER RESIDENCE LOT 4, BABY BEAN SUBDIVISION GARFIELD COUNTY, COLORADO Scale: 1 Inch = 100 Feet 9 P -1 • P -2 • P -3 • TH -1 S — � Planned Building Footprint (approximate) • TH -2 LOCATIONS OF Job No. GS -1237 SITE - -1 �-i ti U cts o n m x N F. O U it N ,2 -.? ..O CO HWY 82 VICINITY MAP No Scale 1 1 c (Vi U Property Boundary 10 J TEST HOLES Fig. 1 TH -1 TH -2 Elev. = 99 Elev. = 100 '– 100 J... 100 '"' - — 7 // — — // // — // / ^ 14/12 — 95 / '1 10/12 / 95 / // – w — tri C — rL // - C. q -- 90.E / ... o — o o W+ : _ ea – ' �_ / ■ –t a) A- • ■ — ro W , 11, . / - r 85 Lill 50/12 /1 85 / fl 50/6 80 80 P -1 P -2 P -3 Elev. = 93 Elev. = 94 Elev. = 95 -- 0 0 — 0 LL — — S C _ 5 L T " — m 0 — 5 5 _ SUMMARY LOGS Job No. GS -1237 • LEGEND: ® Clay, sandy to very sandy, organic, soft, moist, brown. (OL) © Clay, sandy with cobbles and boulders, medium stiff, slightly moist, brown. (CL) Gravel, silty, sandy with cobbles, . and boulders, very dense, slightly moist. (GP) • h Drive sample. The symbol 10/12 indicates that 10 blows of a 140 pound hammer falling 30 inches were required to drive a 2.5 inch 0.D. sampler 12 inches. III Drive sample. The symbol 50/12 indicates that 50 blows of a 140 pound hammer falling 30 inches were required to drive a 2.0 inch 0.D. sampler 12 inches. Bulk Sample. T Practical drill rig refusal. NOTES: 1. Test holes were drilled March 15, 1994 with a 4 inch diameter continuous flight power auger. 4. 2. Elevations were determine. ;4. ssigning an elevation of Elev. = 100 Ft. to t0. ole TH -2 and are approximate. 3. These test holes are Gject to the explanations, limitations land conclusions as contained in this report. OF TEST HOLES Fig. 2 W I 5. - - - - 4 - - I • 1 : T f i • • 0 I__ y_ -- T - - - CONSTANT. i WET TING _ ! t C� l .._— , _ Y 1 - -I -1 r_.. t -: , Q H I i I I 1 1 I i I a - - --- -_ I- -i. —_. - Z I , III o 1 V' I . I 6 ' I e 6 - Z I O a 2 O • a . o.+ o 10 100 APPLIED PRESSURE — KSF Sample of fl AY. SANDY ((7 ) NATURAL DRY UNIT WEIGHT= 41 PCF From TH -1 AT 4 FFFT NATURAL MOISTURE CONTENT =. 1S 1 Swell Consolidation Test Results JOB NO. GS -1237 F 3 1 1;1;f i 14 t � I ! , 1 II 10 I 1 '_ - -- f -- ! : — a ' ! . — i . I . - - ' • I I , I : I 1 i 4 1_._ j • . 1 l-1- , 1 1 1 2 } t I ' • I I I 1 C ' I ADDITIONAL COMPRESSION ! DUE I O WETTING 2 - -I - • _. -, -- t- . -- _ ... .. AT CONSTANT .PRESSURE . -I .._I . _.. . �' • I I I I ., I. 0 I I 1 III 1 1 a + o i 0 °12 I .. ._ ... -. , Z _. .. • 0 a . 0- 0 • °16 • Q +o 100 APPLIED PRESSURE — KS `(A F /.� � , ` � Sample of CI_A»OPY (CI ) NATURAL DRY UNIT WEIGHT= 90 PCF Flom_ TH 4 FFFT NATURAL MOISTURE CONTENT =____I4..% I Swell Consolidation Test Results JOB NO. GS -1237 FIG. 4 • . 10' 1'I NOTE: i'i`.t�! DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST il:::!!!!•::::! POI NT AND SLOPE DOWNWARD � TO A POSITIVE GRAVITY 1 OUTLET OR A SUMP WHERE BACKFILL\ WATER CAN BE REMOVED BY i F;'.......'_ ::..:....� PUMPING. • • \ ............. V� BELOW -GRADE WALL REINFORCING STEEL ENCASE PIPE IN WASHED 3/H PROVIDE POSITIVE SLIP TO NO 4 CONCRETE A�GG �4TE "' "' "'. JOINT BETWEEN SLAB WITH A MAXIMUM OF 3 E NT - AND WALL PASSING THE N0. 200 S VE. i_ jtf.;.: FLOOR SLAB M I R A F I 1 4 0 j` ` 'iii• ...r..: ........ / f : :: ?`rr %;'ii': ii.,::+. .c : :: :; ?;;_ . 0 R E O U A L :'.1 \:.o: %''moo:' ' •)I: : ?,:::G ?:rSi!P':`;. .:. ° .�o o •: `.. :' >C7:. :":::::::*:!).:: ::?,::: " u' •O ° 70 INCHES .....,. 12.MIN. PROVIDE PVC SHEETING GLUED 1 TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION. 4 INCH DIAMETER PERFORATED DRAIN PIPE.THE DRAIN LINE SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. EXTERIOR FOUNDATION WALL DRAIN JOB NO. GS -1237 - FIG. 5 PERCOLATION TEST SATURATION AND PREPARATION DATE: 3/17/94 DATE: 3/15/94 WATER INGS AFTER 24 HOURS TIME AT START OF SATURATION: 12:30PM 1 IY 0 o o PERCOLATION TEST RESULTS TIME AT TIME DEPTH TO WATER CHANGE PERCOLA 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) P -1 35 10:45 30 22.25 23.75 1.50 20 11:15 30 23.75 24.50 .75 40 ' 11:45 30 24.50 25.25 .75 40 12:15 30 25.25 26.00 .75 40 12:45 30 26.00 26.75 .75 40 1:15 30 26.75 27.50 .75 40 1:45 30 27.50 28.00 .50 60 2:15 30 28.00 28.50 .50 en 2:4S -3� 8 4 S FIG. 6 JOB NO. GS -1237 • PERCOLATION TEST 4 SATURATION AND P REPARATION DATE: 3/17/94 DATE: 3/15/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 12:30 nYES © NO PERCOLATION TEST RESULTS TIME AT TIME DEPTH TO WATER CHANGE PERCOLA HOLE DEPTH START OF END OF START OF INTERVAL IN WATER TION RATE NUMBER (INCHES) INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH) ...AAA (INCHES) (INCHES) (INCHES) P -2 30.5 10:�p'� 30 22.50 23.50 1.00 30 ' Cp 5 30 23.50 24.25 .75 40 ' V 11:45 30 24.25 24.75 .50 60 12:15 30 24.75 25.25 .50 60 12:45 30 25.25 ?5.75 .50 60 1:15 30 21.00 _ 21.75 .75 40 1:45 30 21.75 29.75 1.00 30 2:15 30 22.75 23.50 .75 4(1 2:45 340' g _r, 4/ sr gr Joe No. GS -1237 ___ __. FIG..__ 7 ___ .! PERCOLATION TEST SATURATION AND PREPARATION ■ DATE: 3/17/94 DATE: 3/15/94 WATER IN BORINGS AFTER 24 HOURS TIME AT START OF SATURATION: 12:30PM J DYES © NO PERCOLATION TEST RESULTS TIME AT TIME DEPTH TO WATER CHANGE PERGOLA 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) P -3 31.5 10:45 30 23.50 24.25 .75 40 ' 11:15 30 24.75 25.00 .75 40 11:45 30 25.00 25.75 .75 40 , 12:15 30 25.75 44 41 26.00 .25 120 • 12:45 30 2643Q 26.25 .25 120 1:15 30 GOO 20.75 .75 40 1:45 30 20.75 21.25 .50 60 2:15 30 21.25 21.75 .50 60 1 2:45 b' -Zs l i1S:S -f yr . sr 0 3 5-7 /r$. T 3 52 p ark /.14.'4. - S 2 MIN, 1 1 . Y 5Y JOB NO. GS -1237 FIG. 8 w d J N J J >-- 0 u 0 I .. J > W > >- >- 0 F� co 4 J < Q M N U N N N .■ 0 J Q J J U N U U , O Z O O z Z w n N> o M O m (n N w .t. M W O I- d Z N 7 J . D w N .- a > .. W cn - CC a U) J a m W Ja x N S N >- , w CC W > x z 0) u -. H LL W Z z w n m Q ao1- a ct . I- 0 F - , CO E i2 K ... .r 1- 0 K < J < z ' . w .. J w n w L. O F- �. Ih 4 O r o 7 a a 1_ - q } Q Cr 1} G CZ Er - : co U 0 0 F Z a rn CI 0 2 w Z 0 D N -J w q CC .-- a N N 0 F- . -. O - . - 1._ N 4 O Z m = F- N F o- w a I a ON w .• 0 W N 0 S F 2 F-