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HomeMy WebLinkAbout4677 s.,. 04f. r1/4 - - GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945 -8212 Job Address 0173 County Road 149 -13 Glenwood Springs Nature of Work Duildinr; Permit Useof Building Single Family Dwelling Unit Owner Mark Zile Contractor William 7.ilm /Owner Amount of Permit: $ 1040.33 Date: March 5, 1993 Permit: 630.50 Plan : 409.1,3 S. Archuleta. Clerk White - Treas. Canary- Office Pink - Applicant Gold- Duplicate GARFIELD COUNTY , APPLICATION FOR BUILDING PERMIT 7/ " PERMIT NUMBER please print or type DATE 3-...57-3 Assessor's Parcel ; F .3gs t( ?7-- Po o: 1 TO BE FILLED OUT BY APPLICANT PLOT PLAN ADDRESS 0/ 7 3 C , /tci, /4-q- -F3 NOTE: Show easements, property line dimensions, 1 „ SUBDIVISION Ch mores all other structures, specify north, and Street l iFILING # LOT # Q BLOCK # name. For odd shaped lots, or if space is a ITAX SCHEDULE # 9 too small, provide separate plot lan. LEGAL (SEC, /TWN /RNG)W iwZr. 3 , t ;L W a OF BUILDINGS NOW ON PARCEL /lent° r e, NAME Moo- nA ar a . USE USE OF BUILDINGS NOW ON PARCEL _- K MAILING ADDRESS • ' g iirtlAf INW i 'o CITY G ", , r , Sr .i gS PHONE yys- 9734 y„-, 94s-7-2,0 /��1 s NAME ' . 1 ' Lot t 1 -4 � yp� L6 O t l )c c w ADDRESS CITY % `I of l ' 1' J __ NAME ' tA 1 ft Aka o r; ADDRESS isik. MI, R CITY Q Ic M40 `:r -r - Z (PHONE Yys-a.Qao LINSE • - CLASS OF WORK NEW X( ALTERATION _ ADDITION DEMOLISH REPAIR MOVE MOBILE HOME (make /model) _ S.F. OF BUILDING S.F. OF LOT OF FLOORS a +Loft HEIGHT I0 S ' 8' # OF FAMILY UNITS 1 # OF BE O R MS 3 - INTENDED USE OF BUILDING Sint It MAIO I N)CIH AC( GARAGE: SINGLE DBL X CARPO : SINGLE DBL V FRONT PROPERTY LINE FIREPLACE (T _ (�,( k ill DOCUMENTS ATTACHED - STREET NAME /ROAD NUMBER WATER SUPPLY We. /I CHECK IF CORNER LOT _ DRIVEWAY PERMIT DESCRIPTION OF WORK PLANNED SITE PLAN ✓ , 4, - - ( A BUILDING PLANS 1...."' � _ - SANITARY SEWER CLEARANCE /m T I I hereby acknowledge that I have read this ON SITE SEWAGE DISPOSAL PERMIT _ ct - application and the above is correct and I OTHER DOCUMENTS (specify) agr-- o compl ' • all cou-- y ordinances ; {�gact: , e law eu at f 1ding construction ! = C. 77 7 SZ.. o e ant"' S4SEMe _ /29 *e <L no 0. ea 1 SIGNATURE - ,4474cFFEDcV4RN4r=t48`4Tto o. FOR OFFICE USE ONLY VALUATION ?7/92-•°0 FLOOD HAZARD PERMIT FEE $430,50 PLAN CHECK FEE $ -#0?, 83 CERTIFIED BLDG ELEVATION TOTAL FEE $/01t6.g3 SCHOOL IMPACT FEE $2.0630O SPECIAL CONDITIONS DATE PERMIT ISSUED ZONING DISTRICT 47/Q //Q D PROBLEMS WITH PERMIT TYPE OF OCCUPANCY R-3 TYPE OF CONSTRUCTION v.- q/ ADDITIONAL INFORMATION NEEDED S.F. OF BUILDING 3908 S.F. OF LOT*S.2¢ -q[• MAX. HEIGHT i.+. 24.' ROAD CLASS. __+ CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR SETBACKS FROM PROPERTY LINE: FRONT_$'ee cL / �e OR ENGINEER REAR RIGHT LEFT OFF STREET PARKING SPACES REQUIRED ri ►, � 2 G 41 APPROVED: iii:___ _ ' �L/.r�� 3 S ' APPROVED: WM . 3 ..> 13 ILDING DEPARTMENT . DA PLANNING DEPARTMENT DATE . ' ., Z. /1 6 A, 4;_ 1/1 :-/— :1 , ) .:(:' / 2 yi L,C5 0 - / ) / 7 / 7 q. • ) ) . ' , ■ ' ) — , , l 7 , / {. :._ = u N I- 111 z ,„..,, , , i --S- / i : ,..: , • _ ._ , .../ • - • . 0 6, ,) .. ,L., „, ' H-L,; , 7 , --.) - 7 rH 1 7 =-> / (-, ) .,_ N ,4.,- ., -, , „ , , „.,, . :_---., L „.„- i 4, .2- 7 7 „, __/ L:_, .. , 2 ..... . .. . „,„ ci C . , i„, 1. ‘” ' . . , C 1 .: } 1: ) 7 ,,., ,. -- 1 ' () :;? C 2 .S - ' ...—....__ . . . . , i v• 1 ,_ , .. , I - f - 1 • \ „, i „ ? C ---- ' ......a"..00•SallallS 7 , ---. , '-' d 2-6-, cb / ■••■ •■...•.,,.•,•ak , a, , , - ,.■ ■ , C . . // c‘s...,, 7> .... 9 7 ,,, i 2 ) , ( 7-- -q P e, , ,T) i k c.:2 3/ qr /9 C ' - , / -f ,- , , .• / _ (.. _-„,_ 7-- i)5 --:• / ?i I — 7; 7' 4s: 2 0 - _,- , , , V CTLITHOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION PROPOSED ZILM RESIDENCE • Garfield County, Colorado • k P S 1 : - .7)1 .-- 1 .I411,. • Prepared For / , •, Dr. and Mrs. Mark :ilrti 2"/ ' •1 cti S ff �!r4 0190 County Road Glenwood Springs, Colorgt�o'' 816 ( - • . \;S; - ) Job No. 19125 August 14, 1992 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 3 RESIDENCE FOUNDATION 4 FLOOR SLABS AND EXTERIOR CONCRETE 5 FOUNDATION AND RETAINING WALL CONSTRUCTION 6 SURFACE DRAINAGE 7 LIMITATIONS 7 FIGURE 1 - LOCATIONS OF TEST HOLES FIGURE 2 - SUMMARY LOGS OF TEST HOLES FIGURES 3 AND 4 - SWELL CONSOLIDATION TEST RESULTS FIGURES 5 - GRADATION TEST RESULTS FIGURE 6 - EXTERIOR FOUNDATION WALL DRAIN TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS r; r: SCOPE This report presents the results of our soils and foundation investigation for the proposed Zilm Residence to be built on the lot adjacent to County Road 149 -B in Garfield County, Colorado. We explored the subsurface conditions at the site to provide foundation recommendations for the residence, This report includes a description of the subsurface conditions found in our test holes, a recommended foundation system and geotechnical 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. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Our test holes penetrated a 0.5 foot layer of very sandy clay "topsoil" above 20 and 24 feet of very stiff, sandy to very sandy clays with some interbedded gravelly lenses to a maximum drilled depth of 24 feet. Our test holes were dry the day of drilling. 2. We recommend maximum cuts not exceeding 10 feet in height (see "Site Grading "). 3. The residence can be founded on spread footings bearing on the very stiff clays (see "Residence Foundation "). 4. Floors will be slabs -on -grade bearing on the natural clays or structural fill as discussed in the "Site Grading" section. 5. Surface drainage away from the structure should be maintained at all times to reduce the risk of wetting soils below foundations and slabs -on -grade floors (see "Surface Drainage" section). SITE CONDITIONS The lot is located adjacent to and south of County Road 149 -B southwest of Glenwood Springs, Colorado. This area is mostly developed with single family residences. The ground surface of the lot is moderate to very steep and slopes to the east at grades visually estimated at 45 to 55 percent. Vegetation consists of scrub oaks, sage brush, grasses and weeds. PROPOSED CONSTRUCTION A single family log residence will be built. The structure will be two stories tall with a garden level basement garage. The foundation loads we assumed in our analysis were between 1000 and 3000 pounds per lineal foot along bearing walls and maximum interior column loads of 15 kips. We should be informed if the actual construction or loads are different than described above to permit us to re- evaluate our conclusions and recommendations. SUBSURFACE CONDITIONS Two (2) test holes were drilled with a 4 -inch diameter continuous flight power auger at the locations shown on Fig. 1 to investigate subsurface conditions. Drilling was directed by a senior engineering technician who logged the soils and obtained samples. Summary logs showing the soils found in our test holes, results of field penetration resistance tests and data from laboratory testing are shown on Fig. 2. The test holes penetrated 0.5 feet of sandy clay "topsoil" above 20 to 24 feet of slightly moist, very stiff sandy to very sandy clays with some gravelly lenses to a maximum drilled depth of 24 feet. Free groundwater was not found in our test holes at the time of drilling. Although our 2 test holes did not determine the presence of any boulders, our experience indicates that medium to large colluvial boulders may be encountered. Laboratory testing to judge volume change potential and verify field classifications were performed. Samples of the clays compressed nil and 0.3 percent when wetted at a constant pressure of 1000 psf, additional compression occurred under additional loading (see Figures 3 and 4). Gradation results for a sample of the sandy clays is presented in Figure 5. A liquid limit of 32 percent, plasticity index of 13, and 68 percent silt and clay size particles (passing the No. 200 sieve) were determined on a selected sample. A summary of laboratory testing results is presented in Table 1. SITE GRADING The residence will be built on a steep slope. Care must be taken during construction not to adversely affect the slope stability. Excavations on the order of 20 feet high will adversely effect the stability of the slope. To comply with safety regulations, excavations of near 20 feet would require an uphill slope laid back at 1.5:1 (horizontal to vertical) which cannot be accomplished at the site. Therefore, a comparatively large and expensive mechanical shoring system would need to be built. We recommend excavations not exceeding 10 feet high. Fill may be required below the downhill part of the garden level basement and garage. Prior to fill placement all vegetation and topsoil should be removed. Subgrade soils should be scarified to 6 inches, moisture treated and compacted. We recommend fill material e placed on benches cut horizontally into the existing hillside. The benches should be 2 feet wide and be provided at a rate of 1 bench for approximately each 2 feet 3 of rise. Fill may consist of the on -site clays free of topsoil or other deleterious material. The soils should be moisture treated to within? percent of optimum moisture content and compacted to at least 98 percent of maximum dry density determined by a standard Proctor density test (ASTM D 698). Any soils planned for import should be submitted to our office for evaluation at least 2 days prior to transporting to the site. Placement and compaction of fill should be observed and tested by a representative of our firm during construction. RESIDENCE FOUNDATION The residence will be built into a steep south facing slope. Foundations for the uphill portion of the building could be nearly 20 feet below the existing ground surface if the owner decides not to bench the building into the hillside as suggested. Foundations for the downhill portions of the building will be approximately 3 feet below the finished surface. At footing depths we found very stiff clays. We recommend founding the residence with footings bearing on the clays. A two story log house that is sufficiently flexible to withstand some differential movement will be built. The recommended soil pressures suggested below may result in total movements of up to 1 -inch. Maximum differential settlement may be one half of the actual total settlement. The risk of excessive differential or localized settlement can be reduced by careful attention to drainage precautions and recommendations discussed under "Surface Drainage ".To reduce the risk of accumulation of surface moisture adjacent to foundation walls, we recommend provision of a foundation drain. The drain should consist of a 4 inch diameter open joint or slotted pipe encased in free draining gravel. 4 The drain should lead a positive gravity outlet. A detail for a typical foundation drain is F? 1 presented in Figure 6. The residence can be founded with footings designed and /1 constructed constructed using the following criteria: 1. Footings shouldbear op the Flays. Loose soils at footing elevations should be removed or compacted prior to placing concrete; 2. Footings bearing on the clays can be designed for a maximum soil bearing pressure of 1500 psf; 3. Foundation walls for continuous footings should be well reinforced top and bottom to withstand undisclosed soft pockets in the subsoils. We recommend, reinforcement adequate to span an unsupported length of 15 feet. The reinforcement should fib by a structural engineer; 4. Minimum footing sizes are desirable. We suggest a minimum width of 1,6 inches for continuous footings and 2 feet by 2 feet for isolated column footings: 'Greater sizes may be required depending on structural loads; 5. The soil beneath exterior footings should be protected from freezing. The depth normally assumed for frost protection in the Glenwood Springs area is 3 feet; ` 6. We recommend a coefficient of friction between footing concrete and the ground of 0.35; 7. We should inspect the completed foundation excavation to confirm Si conditions are as anticipated from our test holes. FLOOR SLABS AND EXTERIOR CONCRETE We anticipate excavation for the foundation will expose sandy clays. Some movement and cracking of slabs -on -grade floors will likely occur if the moisture content of the subsoils increases appreciably. Exterior concrete flat work is usually placed on grade. We recommend the following design and construction criteria for slabs -on -grade floors. 5 1. Slabs should be placed on the clays. Topsoil or other deleterious material should be removed beheeth slabs -on- grade; 2. Slabs should be separated from exterior walls and interior bearing members. Vertical movement of the slabs should not be restricted; 3. Plumbing below the slabs should be pressure tested. Trench backfill should be moisture treated and compacted to at least 95 percent of the standard Proctor maximum dry density D 698); 4. Frequent control joints should be provided. The American Concrete Institute (ACI) recommends maximum joint spacing of 15 to 20 feet to control cracking. The above precautions will not prevent movement of the slabs when the soils become wet. They will tend to reduce potential damage when movement occurs. FOUNDATION AND RETAINING WALL CONSTRUCTION We recommend stepping the building into the hillside with cuts not exceeding a maximum excavated height of 10 feet as discussed above in the "Site Grading" section. Basement foundation /retaining walls will be subject to lateral earth pressure. These walls are restrained and cannot move, therefore, they 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 density of 50 pcf to calculate the "at rest" lateral earth pressure. Retaining walls may be subjected to active or passive lateral earth pressure. We suggest an equivalent fluid density JA35 pcf for the active and 320 pcf for the passive case when designing retaining walls. Lateral earth pressure values do not include allowances for sloping backfill, hydrostatic pressures or surcharge loads. A foundation drain should be placed next to the footing of any retaining walls as discussed in the "Residence Foundation" section. A drain board product or gravel drain 6 material should be placed between the retaining wall and the backfill material and be incorporated into the foundation drain system. The provision of foundation drains should reduce hydrostatic pressure which may develop. SURFACE DRAINAGE The performance of foundations and concrete flatwork is influenced by the moisture conditions in the subsoils. The risk of wetting foundation soils can be reduced by planned and maintained surface drainage. Wetting or drying of the open foundation excavation should be avoided. The ground surface surrounding the residence should be sloped to drain away from the residence in all directions. We recommend a slope of at least 12 inches in the first 10 feet. Backfill of foundation walls should be moisture treated to within 2 percent of optimum moisture content and compacted to at least 98 percent of the maximum dry density determined by a standard Proctor density test. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks or extensions should be provided at all downspout discharge locations. LIMITATIONS Our test holes were spaced to obtain a reasonably accurate picture of the subsurface. Variations in subsurface conditions not indicated by our test holes will occur. We should observe the completed excavation to confirm the soils are as anticipated from our test holes, 7 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 and recommendations. 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 other warranty, express or implied, is made. If we can be of further service or if you have questions regarding this report, please call. CTL TH�OMPPSON, INC. / G �!✓ / Wilson "Liv" L. Bowden Engineering Geologist Review:. sy: f ran . Ho , P.E. /�/ ' cipal E i er ( WLB:FJH:gs (3 copies sent) 8 L 0 W Z 0 Z �' i - _ \ �.. --- F..; N \ -- - \ \ _– �-- / -- 6650 "' – ----\ .- co _ — 6600— .._.. / m O. \ _ --- y 6 550 — \ _ _ 0 __ __ _ .� r .Fr_ _ m r \ \ - - _ \_ _� z N O 0 , _ ' \ \ _ i — — r._ _ -- 0 Z T � ......>....,...C: _ cn ( CO –\ ...------ac e soo— N - a a – tT� nn C7 —I 11 1 ;:> :„....iN __ _ _ ___ ___ __ _1 r __ -„,..,<...„.„ ._._ _ ___ ___ __ _., ,„ *c<, 'TH -1 TH -2 _u EL. =6517 EL. =6513 . LEGEND: 6520 6520 © CLAY, SANDY TO VERY SANDY, WITH SOME GRAVEL, VERY STIFF, SLIGHTLY MOIST, BROWN TO RED BROWN (CL) / LOWEST FLOOR 6515 d' LEVEL 6515 DRIVE SAMPLE. THE SYMBOL (ASSUMED BY CTL /T) 34/12 INDICATES THAT 34 0 34/12 4 BLOWS OF A 140 -POUND HAMMER WC =10.6 FALLING 30 INCHES WERE / DD =94 ! REQUIRED TO DRIVE A 2.5 -INCH / f / - O.D. SAMPLER 12 INCHES. 6510 / f / 6510 I- / / / H PRATICAL DRILL RIG REFUSAL w / / W u_ / 2 50/6 / u_ NOTES: 1 es / i a 6505 / / 6505 0 1. THE TEST HOLES WERE DRILLED .. 1 -+ JULY 20, 1992 WITH A 4 -INCH < / / F- DIAMETER CONTINUOUS FLIGHT w / 50 /8 / 50/8 W POWER AUGER. _J / WC =3.3 -J W / i LL =32 w 2 ELEVATIONS WERE TAKEN FROM A 6500 / e / PI =13 6500 TOPOGRAPHIC MAP AND ARE / / / - 200 =68 APPROXIMATE / • 77/12 , 3. THE TEST HOLES ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS / / / AND CONCLUSIONS AS CONTAINED 6495 / i 6495 IN THIS REPORT. 4. WC= INDICATES NATURAL MOISTURE 50/3 CONTENT CX) WC =4.9 DD= INDICATES DRY DENSITY (.X) DD =113 LL= INDICATES LIQUID LIMIT (%) _ 6490 6490 PI= INDICATES PLASTICITY INDEX - 200 =87 (Al - 200 = INDICATES PERCENT PASSING THE NO. 200 SIEVE SUMMARY LOGS OF TEST HOLES JOB NO, 19,125 FIG, 2 ... 7 i 1 1 1 1 1 1 1 I i i 1 I : ! '1 . i ; — i i I ; ! : 1 7 { 1 I i 6 ' 1 I -1.--. :- ::: r : 1 !! I I ' I 1 ' ' I ■ t 1 . 1 t 1 1 ! : I I I- : ! 1 I I 1 I 1 ir 1 1 I I t 1 il l 1 I 1 5 ..... i 1 i f 1 ' : I I 1 I 1 I 4 .1 I I ii 3 I I ! ! 1 1 I 1 I I I . • 1 ! 1 :. l c; ! -1 • : I : ! I ' 1 , : 1 i II : I i L 1 , 2 , , I , . II 1 1 , ,,,, l'',1 i a , 1 , ., I I, 1 , , ■ L, _, , ADDIT I ONAL COMPRESSION UNDER ! ! CONSTANT PRESSURE' DUE,TO:WETTING j 1 , . 2 ! , 7 ta i ! w 3 I i[ 11 1 i ■ : 1 1 . , 1111 1 I I I I j ! 11 1 4 r ;_ -- 1 : I I 1 . Z . 1 I ; : ; ' 0 i , 1 I rii ! : ( . 1 1 , 1 • E 1 ■ ; : I 1 i i Z 5 -+ * --1- II , ; , } ; ' 1 0 i : ! i : i ; III 1 I i 6 1 I i 1 I ; ; I 6 .. i ! , 1 Z . . i ; 1 : r , 0 . . ' ; , ; ; ; 1 2 : : „ : ; : , - IJJ 7 ; i ; I 1 ' ; i ; ii. 1; I I 1 ; ; I ; ; I 1 ; ii- I ; . : I I 1 I 1 ' ; ; ; I ; ' I ; , I I O a O I ; . , I • . 0 L ! 0.1 1.0 10 100 APPLIED PRESSURE — KSF Sample Of CLAY, SANDY ( CL ) NATURAL DRY UNIT WEIGHT= 94 PCF From TH AT 4 FEET NATURAL MOISTURE CONTENT= 10.6 % Swell Consolidation JOB NO 19125 Test Results FIG.3 • E g 7 lily I �I i 6 ........ . ... _._. i :...._._. ........ - ._L.... ..._ _.__. _... I 1 1 I 1 1 4 1 [-- j 1 I I 2 I I 11 1 I _ I I ..._ I ..... - -- -- I E - -. 1 -__. . —._.. -- -- - - - - -. - -- I 1 , NO MOVEMENT UNDER .CONSTANT PR SSUREDUE TO WETTING i t 1 1 I I a 1 1 III I iI BR a 1 l LI 1 I1 I I L _ Z � I 1 11 I l 1 1 I - 2 I I 1 , 1, ce O 1 1 i I 1 08 0,1 1.0 10 100 APPLIED PRESSURE — KSF Sample Of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 113 PCF From TH -2 AT 19 FFFT NATURAL MOISTURE CONTENT= 4.9 Swell Consolidation JOB NO 19125 Test Results FIG.4 T. HYDROMETER ANALYSIS 1 SIEVE ANALYSIS I 25 HP. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN_ 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50'40'30 '16 '10'8 '4 378" 314" 1'h' 3• 5 8' -._ ._. . .. _ 80. 1 _ '. . .: . _ 1 I : 120 c.. i N l i II u . 1 1 1 1 1 1 1 ' I l 1 , - T 1 S l � L. 1 1 60 2 I 1 __ I i f I ..' _,_.1, .. " -- 1 1 2 70 1 1 1 1 1 1 1 1 1 1 I 11 I 1 1 ; }. ,, -BBD 2D, 10 - - 1 - !- l' : i I , . , i o f • .. _._ ) 1' .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON•PLASTIC) SAND GRAVEL FINE I MEDIUM I COARSE I FINE I COARSE I COBBLES Sample of CLAY, SANDY (CL) GRAVEL 0 % SAND 13 % From TH -1 AT 19 FEET SILT &CLAY 87 % LIQUID LIMIT % PLASTICITY INDEX % I HYDROMETER ANALYSIS 1 SIEVE ANALYSIS 1 25 HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50'40'30 '16 '10'8 '4 3/8' 314' 1'/ • 3' 5'6' 8' 100 • . .. _ _ 1 __5•11'...8" I . II _ 0 ( I 701 • _ -...., I .. -. 1 -- 1 1 O I 1 I .. I 1 • K , _. - l f . i d0 i cc , 1 . 4. 0 - - ... . -4.75 ,..100 .001 .002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0238 952 19.1 361 76,2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON - PLASTIC) I SANG I GRAVEL FINE MEDIUM (COARSE FINE 1 COARSE 1 COBBLES Sample of GRAVEL % SAND % From SILT & CLAY % LIQUID LIMIT PLASTICITY INDEX % Gradation JOB NO 19125 Test Results FIG.5 INSPECTION WILL NOT K,E MADE UNLESS THIS CARD IS POSTED ON THE JO.! 24 HOURS NOTICE; REQUIRED FOR INSPECrio, fs BUILDING PEIT � GARFIELD COUN p, COLORADO Date Issue2 ?/ _Zoned Area f?r . .T^ ^°� Permit No._ AG 2EEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning', Iocation;.,,constraction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from tJ o Bur � j ]ind I MEDI "I L Y BE - .II ME NULL AND VOID, Use ^►+ • . re. i 1 ;F .-,,yylrr Address Legal Description 0 r II L F Ownc �- A .. 1�.- Contractor � 0 1 Setbacks Front Side Side Rear This Card Must Be Posted So It Is Plainly Visible From the Street Until Final Inspection. INSPECTION RECORD Zoning /,,, ,,; y¢y / / - 3 5 93 ` Electric -Final (by STATE inspector) /G�Za. . waif ^ 7. 73 5'� ., .., Footing ai / . C7 3 . F nl...___ i_____/ l y NESTER PURITIES. LICENSE dl t Plumbing Underground.( - /4.y3 , I Gas Piping F..)t 3 - - e-. l Itenting Ventilation Frame q - /7 - '73 Q—; z _ r Plumbiug -Rough g - f y`?J �, Drywall ri yrn .y 17 4' No �sa/h Electric-Rough , o -9' a (by STATE inspector) it Final / 2 -i 3 9 3 " ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -- WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 945 -8212 109 8th Street, County Courthouse, Glenwood Springs, Colo. APP 79ED ,/ DONOTD TROY THISC. RD Datg By ° * " .n il ,3 / PLAC'ED OUTSIDE - COVER WITH CLEAR PLASTIC ( , I CERTIFICATE OF OCCUPANCY 2 1 8 5 BUILDING DEPARTMENT GARFIELD COUNTY, COLORADO No change in the ammeter of occupant ra �th cn building aural be mac without n Certirure (kurPancr -(UPC .Sec. Sgz) Issued Without Fee ^- _ December 13 19 93 Ir ^ Mark ion Permission is hereby granted to Z 4677 Zone Building Permit No. _ Zone Mistrial A /R/U1) situated at 0173 County Road 149 -1S, Glenwood Springs 9(j - -- Lol'__Rik._Addition .__ tor the following purpose S 7,ug,1P F_n1A11 V Awaljik7L Unit w /Double Gage W'Ll 'r.11r.. /OCmer (Stole Nawre Of Of u•el Contractor • fhm a or ol or all not cknea u m nnnmval o f U n anso fn Son de or nrn s c om amel epmMrctbn artr t presuming m give. n ces Lrl^v o moict or camel TS provisions (U GARFIELD UNT •'�UILDING I(RTMENT� of c. or o[oPoeraN amass of the jurisdiction shall flat he vald �^� DEP r NC 9e boil.)- ey l 1 & L. / i' ?� .— While: owner Green: Lending ng Agency Throw. Balding Deparlrn nt Pink: Aaiessor - Dolt Confronter .•r. •• . •••• •• •• • •..•..••••••• •••• • •r.• •.r...•