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Home My WebLink About4694' GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street · Suite 303 Glenwood Springs, Colorado 81801 (303) 945-8212 04E?' )llU Creekside Court, Glenwood Springs JobAddress ----''..=.~:.....:::::.::.=:=..:::::::......::.:..:::.::.!c..::.::.=::.::.:c.::..::....::E..:.::::!!::'. ________ ~--------- Nature of Work Building Permit Single Family Dwelling Unit Use of Building ____ ..:.:_ ___ _::...._ ___ _;: ____ ~----------------~----- Amount of Permit:$ _9"-c"-15"-· ~._,_7,,8 _______ _ White-Treas. Canary -Office Pink -Applicant Gold -Duplicate Permit: 603.50 Plan : 392.28 S. Archuleta Clerk GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT PERMIT NUMBER %91 DATE ~ -;z.J ~'J3 Assessor's Parcel # please print or type ---iADDRg Creekside Co 11 r't Glenwood Springs H SUBDIVISION Mitchel J Creek j F IDING # LOT # __a __ BLOCK # __ ;'J TAX SCHEDULE # LEGAL (SEC/TWN/RNG) ======= "' INAJ.iE Mark -----& Susie Stra11 s '"' "' 1''1AILING ADDRESS e1, 51 Mtu Shadowi; i5 CITY Glenwood Springs c<i'HONE Y45 -+--~~+;;:::-=°====-=;=------=::;::=.;== rJi Olt1{' 5Cl?J' :r,,, c. _,Sol7..s M CITY ~-------------- NAME Burning Mountain Builders ADDRESS 0407 250 Rd. Silt CO. 81652 CLASS OF I/ORK NEW X ALTERATION ADDITION ---- ---- DEMOLISH REPAIR MOVE MOBILE 110/IE (make/model) /\{fr S.F. OF BUILDING 2764 'S.F. OF LOT .25 Acre # OF FLOORS 2 HEIGHT 22 Feet # OF FAMILY UNITS / # OF BEDROOMS 3 ---- INTENDED USE OF BUILDING Residence ------------- GAR AGE: SINGLE DBL X CARPORT: SINGLE DBL FIREPLACE Gas DOCUMENTS ATTACHED WATER SUPPLY City ------------------~ DRIVEWAY PERMIT SITE PLAN X ---~-----------------BU IL DI 11 G PLANS X SAii IT ARY SEWER -C-LE_A_R_A_l/_C_E ___ PJ(~-t';~7----~~c.......~,--, _t_)_r-·s-_ --f~- ON SITE SEWAGE DISPOSAL PERMIT -~fV~A-~----- OTJJER DOCUllENTS (specify) PLOT PLAN NOTE: Show easements, property line dimensions, all other structures, specify north, and street name -F'or odd shaped lots, or if space is too smal_l, provide separate plot _plan. # OF BUILDINGS NOW 011 PARCEL A/on -e USE OF BUILDINGS NOW ON PARCEL -------- FRONT PROPERTY LINE STREET NAME/ROAD NUMBER CHECK IF CORNER LOT DESCRIPTION OF WORK PLANNED ~ C<:P n r h-u.c.i1--re st!,;·"-~-... -"---~----- I hereby acknowledge that I have read this application and the above is correct and I agree to comply with all county ordinances and state laws regulating building construction. SIGNATURE FOR OFFICE USE ONLY VALUAi'IOll CJ C) PERMIT FEE"<J-~'-:"';:4--':':'=!:'--::-'-'~C~H~E-C~K'-::F~E~E,--~$":_-:_7~r~r~,~:r~~:,-:9~- TOTAL FEE -'-,f'-.l-B"-#'-0-SCHOOL IMPACT FEE DATE PERMIT ISSUED ---------------- Z 011 ING DISTRICT TYPE OF OCCUPANCY -~-'--c"'.-~----------- T Y PE OF CONSTRUCTION S.F. OF BUILDING S.F. OF LOT#'~r'--fJ MAX. HEIGHT ROAD CLASS. :.{!J[_!£!,C<Jf'I_ SETBACKS FROM PROPERTY LINE: FRONT RK4R RIGHT LEFT ! OFF STREET PARKING SPACES REQUIRED ~ /--I I APPROVED:~---~~"'~l_i~J_._•_'_-_-_____ ~--v~_,,-· _,?',__,f~<q._1 _?~ BUILDING DEPARTMENT -DAtE FLOOD HAZARD ----------------~ CERTIFIED BLDG ELEVATION --------- SPECIAL CONDITIONS --------------- PROBLEMS P!ITH PERMIT ------------- ADDITIONAL II/FORMATION NEEDED CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR ENGINEER ' . . ------------· .4t"'~t< 5,T,('/~ (_LS 771/fh;s '"' - ! ---~- .------·------·--. ,/_.-1 _.-;;' r.._.) /,, D 'nf'/ ,444//1/ fil,' -'? D (:re..:)+ !O ('Zo) -~--·-7 -~~·--·- ' ,,. 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CONSUL TING GEOTECHNICAL AND MATERIALS ENGINEERS Job No. GS-1023 SOILS AND FOUNDATION INVESTIGATION PROPOSED STRAUSS RESIDENCE Lot 8, The Mitchell Creek Project Garfield County, Colorado February 3, 1993 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 FOUNDATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 FLOOR SLABS AND EXTERIOR CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 BASEMENT CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 FIGURE 1 -LOCATIONS OF TEST HOLE AND TEST PIT FIGURE 2 -SUMMARY LOGS OF TEST HOLE AND TEST PIT FIGURE 3 -GRADATION ANALYSIS TEST RESULTS FIGURE 4 -EXTERIOR FOUNDATION WALL DRAIN TABLE 1 -SUMMARY OF LABORATORY TEST RESULTS SCOPE This report presents the results of our soils and foundation investigation for the proposed Strauss Residence to be built on lot 8, Mitchell Creek Project, 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 with similar conditions. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. A two story wood framed residence is planned. The lower level will be a walkout basement toward the north. Floors will be slabs-on-grade. 2. Our test hole penetrated 8 feet of soft to medium stiff sandy clay fill above 2 feet cif highly organic sandy clays underlain by stiff to very stiff clayey to silty sands with bedrock chips and gravel lenses. Our test pit penetrated 1 .5 feet of highly organic sandy clays underlain by silty to clayey sands with bedrock chips and gravel lenses. Free groundwater was not found in our test hole or test pit at the time of our field investigation. 3. The residence can be founded with footings bearing on the natural sands. A maximum soil bearing pressure is presented in the "Foundation Section". 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 Mitchell Creek Project is on the southern facing lower slopes of Storm King Mountain above West Glenwood. Lot B is bounded by Mitchell Creek to the south and Creekside Drive to the north, single family homes are on lots to the east and west. A 3 foot to 11 foot high bench apparently built of excess soils from nearby Jots is adjacent to Creekside Court (see Figure 1 ). The surface of the bench was generally flat. The lower (north) area of the Jot slopes at, grades visually estimated at 5 percent of Jess to the south towards Mitchell Creek. Ground cover is sage, scrub oak and grasses and weeds. Approximately 2 feet of snow covered the site at the time of our investigation. PROPOSED CONSTRUCTION A single family residence will be built. The residence will be a two story wood framed building with an attached garage toward Creekside Drive. The lower level will be a walkout basement that is below grade to the north. The floors will be slabs-on-grade. Foundation loads assumed for our analysis were between 1000 and 3000 pounds per lineal foot along bearing walls and maximum interior column loads of 1 o kips. We should be informed if the actual construction or loads are different than described above to allow re-evaluation of criteria recommended herein. SUBSURFACE CONDITIONS One (1) test hole was drilled and one (1) test pit was excavated near the location shown on Fig. 1 to investigate subsurface conditions. Drilling was directed by our representative who logged the soils and obtained samples. The test pit excavation had been completed at the time of our arrival. Summary logs of the soils found and results from laboratory tests are shown on Fig. 2. One to two feet of snow covered the site at the 2 time of our Investigation. Our test hole penetrated 8 foot of soft to medium stiff clayey sand with bedrock chips fill above 2 feet of highly organic sandy clays underlain by slightly moist to moist, medium stiff to very stiff, clayey to silty sands with bedrock chips and gravel lenses. Our test pit penetrated 2 feet of highly organic sandy clays .underlain by slightly moist to moist, medium stiff clayey to silty sands with bedrock chips and gravel lenses. Free groundwater was not found in our test hole or test pit during the field investigation. Laboratory test results are shown on Figures 3 and 4 and Table 1. SITE GRADING Conceptually, the residence will be stepped into the natural slope of the site. The existing fill at the site should be removed. No construction should be placed on the existing fill. Fill may be required below the garage and exterior sidewalks. The ground surface below areas to be filled should be grubbed and stripped of vegetation and compacted prior to fill placement. Fill can consist of the on site soils free or organic or other deleterious material moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum dry density determined from a standard Proctor density test (ASTM D 698). FOUNDATION Footing depths will be approximately 3 feet into the medium stiff to very stiff natural clayey sands. The residence can be founded with footings bearing on the natural soils below 3 feet. We have assumed a light structure that is sufficiently flexible to 3 withstand some differential movement will be built. The recommended soil pressure should result in total movements on the order of 1-inch. Maximum differential movement may be 1 /2 the actual total settlement. We further anticipate a maximum 1 /2-inch differential settlement in 1 O fe~t 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: 1. Footings should bear on the natural soils. Footings should not be built on the existing fill at the site. Footings can be designed for a maximum soil bearing pressure of 3000 psi; 2. Foundation ,;.,,alls for continuous footings should be reinforced top and bottom, to span loose soil pockets. We recommend provision of sufficient reinforcement for a simple span over an unsupported distance of 1 O 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. Larger sizes may be required based on the structural loads; 4. Soils beneath exterior footings should be protected from freezing. The depth normally assumed for frost protection in eastern Garfield County area is 36 inches; 5. The foundation excavation should be checked by a representative of our firm to confirm subsurface conditions are as anticipated from our test hole and test pits and foundation recommendations are appropriate. FLOOR SLABS AND EXTERIOR CONCRETE Lower level floors, garage floors, patios and sidewalks will be slabs-on-grade. Slabs can be constructed on the natural soils free of organics. Slabs should not be constructed on the existing fill at the site. We recommend the following design and construction details for slabs-on-grade: 4 I .' 1. Slabs-on-grade can be placed on the natural soils. Slabs-on-grade should not bear on existing fill, on vegetation or organic material; 2. Slabs-on-grade should be separated from exterior walls and interior bearing members. Vertical movement of the slabs should not be restricted; 3. Plumbing should be pressure tested. Trench backfill should be moisture treated and compacted. 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. BASEMENT CONSTRUCTION Lower level below grade walls will be subject to lateral earth pre.ssures. These walls are restrained and cannot move, therefore, they should be designed for the "at-rest" lateral earth pressure. Assuming the on-site sands are used as backfill, we recommend using an equivalent fluid density of 40 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 the 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 a damp orwet condition in below grade areas of the building. To reduce the accumulation of water, we recommend a foundation drain. The drain should consist of a 4-inch diameter open joint or slotted PVC pipe encased in free draining gravel. The drain should lead to a positive gravity outlet. A typical foundation drain detail is shown 5 on Fig. 4. Backfill placed adjacent to foundation walls should be compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). SURFACE DRAINAGE The performance of foundations and concrete flatwork is influenced by the moisture conditions in the subsoils. Wetting of foundation soils can be reduced by grading the ground surface to cause rapid run-off of water away from the residence. 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 1 O feet. Roof downspouts and drains sho!Jld discharge well beyond the limits of all backfill. Splash blocks or downspout extensions should be provided at all discharge locations. LIMITATIONS Our test hole and test pit were spaced to obtain a reasonably accurate picture of the subsurface. Variations in subsurface conditions not shown by our test hole or test pit will occur. We should observe the completed excavation to confirm the soils are as anticipated from our test hole or test pit. Our report was based on conditions disclosed by our test hole and test pit, 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. 6 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. JM:FJH:cd ( 4 copies sent} 7 • STRAUSS RESIDENCE LOT 8, MITCHELL CREEK GARFIELD CO., COLORADO \ \ Scale: 1" =30' Legend: P":71 Approximate lXL;J Area of Fill Open Space t u Creekside Q'. N -"' "' I ~ u Vicinity Map "' no scale .r: u ~ :::;;: 1-70 Creekside Court Proposed Building I I I I TP-1 I -~ Building S:back Ct. Donegan u Ea:: '-o> 0 c ~·- U) ::.:'. Lot Line Rd. Mitchell Creek -----. -. ---· . -· ·----. LOCATIONS OF TEST HOLE & TEST PIT Job No. GS 1 023 Fig. No. 1 u; " u._ -= " E ;; > " w 105 100 95 90 85 80 75 Job No. GS-1023 TH-1 ELEV. • 103 8112 WC•9.5 DD-97 LL=NL Pl=NP ·200=38 9112 wc.10.1 LL•29 Pls8 -200=36 TP-1 ELEV. = 87 Assummed footing depth WC=6.6 LL.26 Pl=5 -200=45 105 100 95 90 85 80 75 m " < ~ 0 ~ ~ ,, " " LEGEND: m ~ 17'] L.3 tJ Fiii, sand, clayey, with bedrock chips, soft to medium stiff, sllgh11y moist to moist, brown (SC) Clay, hlghly organic, soft to medium stiff, sllghtly moist to moist, brown. (OH) Sand, silty with bedrock chips and gravel lanses, medium stiff to vary stlff, sllghtly moist to moist, brown.(SM) Drive sample. The symbol 8/12 Indicates that 8 blows of a 140 pound hammer falling 30 inches were required to drive a .2.5 0.0. sampler. izi Bulk sample. NOTES: ~ 1. The test hole was drilled January 27, 1993 using a 4·/nch diameter continous flight solid auger. The test pit was excavated January 26, 1993, prior to our arrival. 2. Elevations are approximate and are based on an assumed elevation ot the Northeast property corner of 100.0 3. These test holes are subject to the explanations, limitations and conclusions as contained In this report. 4. WC• Indicates natural moisture content (%) DD• Indicates dry density (pcf) LL .. indicates liquid limit {°lo-} Pl= indicates plasticity index: (3) ·200= Indicates percent passing the No. 200 sieve SUMMARY LOGS OF TEST HOLE AND TEST PIT Fig. 2 --.-~- • " ~ :;: ~ ~ z g ~ " ~ ~ I,! 25 HR. 7 HR 45 MIN. 15 ~IN. 100 '" 90' .. 60" so: <O 30; 20)" I I 10 0 .001 "002 HYDROMETER ANALYSIS TIME READINGS . 1 MIN. .'..~09.. "100 !·· SIEVE ANALYSIS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS .297 .590 0.42 DIAMETER OF PARTICLE IN MILLIMETERS CtAV (PLASTIC) TO SILT (NON-PLASTIC) SAND MEDIUM FINE Sample of GRAVEL, SILTY (GM) From TH-1 AT 14 FEET HYDROMETER ANALYSIS GRAVEL COARSE FINE COARSE COBBLES GRAVEL 42 % SILT&CLAY _£§__3 SAND -~3~2~ __ % LIQUID LIMIT __ % "PLASTICITY INDEX ________ % SIEVE ANALYS!S 25 HR. 7 HR 45 MIN. 15 MIN 100 TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 60MIN.19MIN.4MIN. ~MIN. '..200 ._.'.1.00 ___ :_so_: __ 40'30 "16 ___ :1_q·a, __ .-~-----.JIB" _}l~_'._.,,.1Vi" 3: .... s.:6·~; 90 10 80 - " .:. ___ 20 70 60 50 ~ <O JO 20 10 0 : ~: .001 "002 .005 .009 ,019 .037 .074 CLAY [PLASTIC) TO SILT (NON·PLASTICJ .149 .297 .590 0.42 1,19 2.0 2.38 4.76 DIAMETER OF PARTICLE IN MILLIMETERS SAND FINE MEDIUM COARSE 9.52 19.1 36.1 GRAVEL FINE COARSE ___ :100 76.2 127 200 152 COBBLES Sample of __________________ _ GRAVEL ____ % SAND _____ % From ______________________ _ JOB ND. GS-1023 SILT & CLAY ___ % LIQUID LIMIT __ % PLASTICITY INDEX % Gradation Test Results FIG. 3 • 1 0. 1 ' I ENCASE PIPE IN WASHED 3/4 INCH TO NO. 4 CONCRETE AGGREGATE WITH A MAXIMUM OF 3 PERCENT PASS ING THE N_O. 2 0 0 SIEVE . $)//ii( ·,· . ;•::.• ... : ;:::~..:: N 0 TE: DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARI TO A POSITIVE GRAVITY OUTLET OR A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. BELOW·GRADE WALL REINFORCING STEEL PROVIDE POSITIVE SLIP JOINT BETWEEN SLAB AND WALL FLOOR SLAB M I R A F I 1 4 0 :-:,·:·+·:\;"·':' i·> /''"··'· o R E o u A L _,.\~:~\.r,.o::<r;c-:';:T'i""iFf."5~~F~l~'.fi&!~~ifr:::J;;W;:Wi.i;;l .. ;;:· ':ii/iii);;:.\;:;'.'."4· 1 2· MIN. 4 INCH DIAMETER PERFORATED DRAIN PIPE.THE DRAIN LJNE SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF· DHAIN. 6 TD 12 !NCI-ES PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION. EXTERIOR FOUNDATION WALL DRAIN JOB ~<O. GS-1023 FIG. 4 " < JOB NO. GS-1023 TABLE! SUMMARY OF LABORATORY TEST RESULTS NATURAL NATURAL ATTERBERG LIMITS UNCONFINED SOLUBLE SULFATES PASSING , HOLE DEPTH LIQUID COMPRESSIVE NO. 200 MOISTURE DENSITY PLASTICITY SOIL TYPE (FEET) LIMIT INDEX STRENGTH (%) (PPM) SIEVE (%) (pct) (%) (%) (psi) (%) TH-1 2.5 9.5 107 NL NP 38 SAND, SILTY (SM) 4 10.l 29 8 36 SAND, CLAYEY (SC) 14 23 2 26 GRAVEL, SILTY (GM) TP-1 3-6 6.6 26 5 45 SAND, CLAYEY (SC) ' : . INSPECTION WILL NOT.BE 'MADE UNLESS THIS CARD IS POSTED ON THE JOB "' ., j_ ·' 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT I ' . ' . ' . · I'-.,' ' Date Issue~i~ .. l.il~~ A~~.~ .. ~.~~.~ .... ~.~~~i~N~~Z6r'f r" · v~ AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees· to con1ply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully contplicd -with ill the zoning, location, erection and construction of the above described _structure, the per111it n1ay then be reYokcd by notice from t1111,;.€u , ui rlt tM EDIAT IJ BECOJ\IE NULL AND VOID, Use ....,.;>A fl ~· ~"of~/,_"f"':7'j'"I-li"":.~~ Owner Setbacks Front Side Sicle This Card Must Be Posted So It Is Plainly Visible From the St""'t Until Final Inspection. INSPECTION RECORD Zoning Roof Covering Gas Piping S ~ :2 ! -'/J ~' Heating Ventilation Fran1e f) -:2.l -'73 ~ Plumbing-Rough S -?-! -<f J ~ Electric-Rough vU--'13 (by STATE im!""'tm), .· .Fin I.,, N: No ch1<ngc in the cha111cter oI occupancy of a building •hall be m~de wiihoul a Cerlifkare n~ Occupnncy -(UBC, &:c. 592] ·. ~·.',. ,., :.L.' ~u1l.ClrNG DEPARTMENT'· 'GARi="IELl:f' COUNTY; ;CoLoRAoo ·:; .·, :.·· .. , ... , .. ·, ',,,• i·i··' i~1)·:'i.;~·· ::,~ '' ,),'"I ,.u ;:_ii'"'· ' ).•:;' :<:]