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HomeMy WebLinkAboutApplication- Permit-7=71..."1„4. .'""1""1194111'..... 000. : L, • '14-! 4" 4 _ • tob Addreag •Nature.of Work Use of Building Owner N2 04422 • GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945-8212 2395 Midland Avenue.* Glenwood Springs, Building.Permit Single Family Residence (Factory Built Home) with Basement Dan & Pat LeVan Contra#0,:YltIcA2:4Eatly Amount:0 tlormit: $ White a Treas. Canary - Office Pink Applicant — Gold -Duplicate • 42,1, tr: , 282.15 Permit $171.00 Plan $111.15 Date- March 17. 1992 R. Bennett Clerk 1990 Permission is hereby granted to Building Permit No. 4422 situated at 2195 Avernie, Capnwon�i TEMPORARY CERTII-R ATE u'- OCCUPANCY BUILDING DEPARTMENT GARFIELD COUNTY, COLORADO Dan 5c Pat T Q'Vni Issued Without Fee Jam ii ry 3 h 1913 for the following purpose Sine Family Contractor Wal t'r Zone District Lot Bik Addition i r". Urs tafei+la�ur �sse) C`�r't;n Built: 1 ot[!e� �th TAKE NOTICE No change shall be made In the use of this building without prlbr notice and certificate fmm the Building Official. White: Owner Green: Lending Agency Gold: Contractor Yellow: Building Department Pink: Assessor GARFIELD COUNTY, By• LDING DEPARTMENT 1 • • • • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • • • 1 ti GARFIELD COUNTY ABPLICAtION FOR BUILDING PERMIT PERMIT NUMBER id ` C)c please print or type DATE 1 7� TO BE FILLED OUT BY APP ICANT ADDRESS -2;09,45- SUBDIVISION PLOT PLAN FILING # LOT # BLOCK TAX SCHEDULE # LEGAL �Cfi (SEC/TWN/RiJ( NG) �[ (6•71rs'r RSVNAME .1 -peg- Lee V 4 MAILING ADDRESS/ I? G CITY 6%e q3 5 JHONE w a NAME LD 0 ADDRESS a NAME 0 ADDRESS CITY o PHONE U CITY CLASS OF WORK NEW ALTERATION ADDITION DEMOLISi REPAIR MOVE MOBILE HOME (make/model) 'S(5111411" (11';'71;515 �g0 S.E. OF BUILDING45S.F. OF LOT 1 here # OF .FLOORS ( 4---aSeve-p—BEIGI- T # OF FAMILY UNITS L # OF BEDROOMS 3 INTENDED USE OF BUILDING 151..0"14, +I,f le. GARAGE: SINGLE DBL CARPORT SINGLE I DBL FIREPLACE WATER SUPPLY DOCUMENTS ATTACIIED c DRIVEWAY PERMIT SITE PLAN BUILDING PLANS t SCl s i`�.cJ SANITARY SEWER CLEARANCE # �4. ON SITE SEWAGE DISPOSAL PERMIT (/ /0/6 - OTHER DOCUMENTS (specify) /6-5-9 Vs -Erne ccocbd, /e c 3,,% � ?:! VALUATION / V 0 , u 411 PERMIT FEE $/7,60.0 PfAN CHECK FEE $177, f TOTAL FEE $2.. o l , / S SCHOOL IMPACT FEE $0256,d0 FOR OFFICE NOTE: Show easements, property line dimensions, all other structures, specify north, and street For odd shaped lots, or if space is name. too small, provide separate plot plan. OF BUILDINGS NOW ON PARCEL e USE OF BUILDINGS NOW ON PARCEL lc 57 26,,)(610 re/CA 13'0 iagiti cC747 d,24id, G<cs-ern // FRONT PROPERTY LINE STREET NAME/ROAD NUMBER CHECK IF CORNER LOT DESCRIPTION 2F WORK PLANNEDi Sly ifl,'k f b��tr wits. I hereby acknowledge that I have read this application and the above is correct and I agree to comply with all county ordinances and t to laws � g� Iating, building construction. SIGNATURE USE ONLY DATE PERMIT ISSUED ZONING DISTRICT TYPE OF OCCUPANCY '-3 TYPE OF CONSTRUCTIOy. S.F. OF BUILDING V S.F. OF LOT f tc.0 MAX. HEIGHT � /6>t ROAD CLASS . SETBACKS FROM PROPERTY LINE: FRONT/ REAR RIGHT LEFT OFF STREET PARKING SPACES REQUIRED +/,61eeq :! L! NG DEPARN !A FLOOD HAZARD CERTIFIED BLDG ELEVATION SPECIAL CONDITIONS PROBLEMS WITH PERMIT ADDITIONAL INFORMATION NEEDED CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR N ENGINEER APPROVED: PLANNING DE E DATE ,U wftiommommw- C'oofua, of/x/,eOA' ef PERMIT # OWNER I){N & T' T t E VA'J LOCATION CONTRACTOR THE FOLLOWING ITEMS MAY HAVE BEEN OMITTED FROM YOUR PLANS OR MAY NOT COMPLY WITH THE PROVISIONS OF THE UNIFORM BUILDING CODES. PLEASE CHECK ALL CIRCLED ITEMS BEFORE BEGINNING CONSTRUCTION. ALL REFERENCES ARE 1908 EDITIONS OF THE CODES. THESE ITEMS ARE REQUIREMENTS FOR R-3 OCCUPANCIES ONLY (ONE AND TWO FAMILY DWELLINGS) AND ARE NOT ALL INCLUSIVE OF THE CODE REQUIREMENTS, BUT ARE MEANT AS A GUIDE TO SOME OF THE MOST OFTEN ENCOUNTERED QUESTIONS RELATED TO CODE REQUIREMENTS. THE APPROVED PLANS RETURNED TO YOU SHALL BE KEPT AT THE BUILDING SITE DURING CONSTRUCTION. FOR ANY REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE CONTACT THE COLORADO ELECTRICAL INSPECTOR. THERE SHALL BE A FINAL INSPECTION AND APPROVAL OF ALL BUILDINGS AND STRUCTURES WHEN COMPLETED AND READY FO OCCUPANCY AND USE --UBC SEC. 305 (d). ,1ims mdy cft/y(aydcat code' ArAvl'rr►„PHts) nrrn ;-7 Oaf Circlfic% GU Concrete for foundations and load bear ng slabs is required to be 3000 psi in 28 days - UBC Chapter 26. Mortar and grout shall be in accordance with UBC Chapter 24 & Table 24-A and 24-B. Masonry units, mortar, and grout shall be protected during cold weather in accordance with UBC Sec. 2404 (c). Concrete shall be protected during cold �7 or hot weather in accordance with UDC Sec. 2605 (f) and (g). V Minimum concrete and/or masonry foundation reinforcement requirements are shown on the attachment. (Note: these minimums apply only if a foundation soils investigation is not performed and the soils are assumed to have an expansion index of 20 or less and footing loads less than 2000 lbs/linear foot - UBC Sec. 2904 (a) and (b) and Sec. 2906. Foundation frost protection is 30" from finished grade to top of footing - UBC 2907 (a). Foundations shall extend a min. of 6" above finished grade - UBC 2907 (d). Provide for the control and drainage of surface water away from the building - UBC 2907 (f). Foundation walls enclosing a basement below grade shall be damp -proofed on r, the exterior with approved materials - UBC Sec. 1707 (d). Foundation plates or sills shall be redwood or pressure treated wood (UBC - 2516 (c)), and shall be bolted to the foundation with not less than 1/2" dia bolts embedded at least 7" into concrete or masonry, spaced not more than 6 feet apart, min. of 2 bolts per piece and within 12" of each end of piece - UBC 2907 (f). 0 Exterior concrete or masonry piers shall extend 8" min. above grade unless the posts or columns which they support are treated or decay resistant wood. Columns and posts located in basements shall be supported by concrete piers or metal pedestals extending 6" min. above earth and 1" min.. above floor unless treated or decay resistant wood - UBC Sec. 2516 (c) 4. 10. Manufactured trusses, and manufactured joists and beams (i.e. TJI/Micra- Lams, BCI/Versa-Lams, Glu -Lams, etc.), shall be sized and installed in accordance with the manufacturers requirements. 11. Wood joists or floor beams located closer than 18" or wood girders closer than 12" to the ground in crawl spaces shall be treated or decay resistant wood - UBC Sec. 2516 (c) 2. 12. Girders supported by masonry or concrete shall have 1/2" air space at top, sides, and ends unless treated or decay resistant wood - UBC Sec. 2516 (c) 5. Ends of beams and girders shall have min. 3" of bearing on masonry or concrete - UBC Sec. 2517 (c). 13. Floor joists under and parallel to bearing partitions shall be doubled UBC 2517 (d) 5. 14. Floor joists require full depth solid blocking and must lap a min. of 3" over bearing supports - UBC 2517 (d) 3. 15. Beams, roof rafters, and ceiling and floor joists shall be supported laterally in accordance with UBC 2506 (h). 16. Columns, posts, beams, and girders shall have positive connections provided to ensure against both uplift and lateral displacement - UDC Sec. 2516 (m). 17. Ends of floor joists shall have 1 1/2" min. bearing on wood or metal and no less than 3" on concrete or masonry - UBC Sec. 2517 (c) and (d) 2. 18. Notches on the ends of floor joists - max. 1/4 joiat depth. Bored holes not within 2" of top or bottom of joist and hole diameter no larger than 1/3 depth of joist. Notches at top or bottom shall not exceed 1/6 depth and not located in middle 1/3 span - UBC Sec. 2517 (d) 3. 19. Floor joists and/or roof rafters are insufficient for the span - UBC Table 25-V-.7-1 and UBC Standards. l0 Roof live load (snow load) shall be 40 psf below 7,000 feet elevation -UBC Sec. 2305 (d) -dead loads shall be as required in UBC Sec. 2305. ye . COu )T't' COPY 21. Floor live load shall be 40 psf - UBC Sec.2304 (a) and Table 23-A-1 - dead loads shall be as required in UBC Sec. 2304. Basic wind speed shall be 80 mph - UBC Sec. 2311. Pleaders over wall openings 4' wide or less shall be doubled 2" framing lumber on edge. Over 4' wide the header shall be sized for the span - UBC Sec. 2517 (g) 5. 24. Bearing walls supporting two floor loads are required to be a min. of 3" x 4"or 2"x 6" studs with a max. spacing of 16" on center-USC Sec. 2517 (g) 1. 25. Wood studs may be cut or notched to a depth not exceeding 25% of width in exterior walls and bearing partitions and not exceeding 40% of width in non- bearing partitions - UBC Sec. 2517 (g) 8. 26. Wood studs may have bored holes no greater in diameter than 40% of stud width, 60% of width of doubled studs (but not more than 2 successive doubled studs). No holes shall be bored nearer than 5/8" to edge of stud - UBC Sec. 2517 (g) 9. 27 Wall bracing required both sides of each corner and every 25 lineal feet - the braced panel must be a min. of 48" in width perpendicular to studs - UHC Sec. 2517 (g) 3. 28 Approximate min. insulation values are R-19 walls, R-25 roofs, and R-11 floors over unheated space see plans for more specific requirements - "Colorado Energy Conservation Standards." 29. Foam plastic insulation shall be separated from the building interior, including attics and crawl spaces, in accordance with UHC Sec. 1712. Other insulation (including duct and plenum insulation and coverings per UMC Chapter 10) including facings shall meet the requirements of UHC Sec. 1713. 30. Masonry and stone veneer unite (5" max. in thickness) shall have min. size of No. 22 gauge by 1" galv. metal ties or No. 9 gauge galv. wire ties and spaced to support not more than 2 sq. ft. of wall area but not more than 24" on center horizontally. When applied over stud construction, the studs shall be max. of 16" on center. Approved building paper must be applied over the sheathing or studs - UBC Sec. 3006 (d). 31 Ceiling height is required to be 7'6" in all rooms except kitchens, halls, bathrooms, and storage areas which may be 7'0" min. - UHC Sec. 1207 (a).---- Min. stairway headroom clearance is 6'8" - UBC Sec. 3306 (p). 8d3Pmei* - Min. stairway width is 36" - UBC Sec. 3306 (b) and min. landing dimension in the direction of travel must also be 36" - UBC Sec. 3306 (g). 6Stairways min. run 9"; max. rise 8"; max. variation in rise and run 3/8" - UBC Sec. 3306 (c). 35) Enclosed usable space under interior and exterior stairways shall be protected on the enclosed side as required for one--hour fire-resistive construction - UBC Sec. 3306 (m). Fire stops shall be provided in accordance with UBC Sec. 2516 (f) 2c. 36 Stairway handrails: min. height 34"; max. height 38"; handgrip portion shall be not less than 1 1/2" nor more than 2" in x-section dimension. Min. of one handrail required on all stairways with more than three risers. Min. 1 1/2" space required between wall and handrail - UBC Sec. 3306 (j). 37 Guardrails of 36" min. height shall be installed at unenclosed floor openings and open sides of stairways, landings, ramps, decks or porches more than 30" above grade or floor below. Open guardrails shall have a pattern such that a sphere 6" in dia. cannot pass through - UBC Sec. 1711. 38. Under-floor (crawl space) cross ventilation is required equal to 1 sq. ft. for each 150 sq. ft. of under-floor area - UBC Sec. 2516 (c) 6. 39. Under-floor areas shall be provided with a min. 18" by 24" access opening - UBC Sec. 2516 (c) 2. 30" by 30" min. if mechanical equip. in under-floor area - UMC Sec. 709. 40 All sleeping rooms below the fourth story without a door opening to the exterior shall, have at least one operable window that meets the following requirements: MINIMUM clear opening: 5.7 sq. f L. MAXIMUM sill height: 44" MINIMUM net clear opening height: 24" (x34 1/4" = 5.7 sq.ft.) MINIMUM net clear opening width: 20" (x41" = 5.7 sq. ft.) This also applies to basement sleeping rooms - UBC Sec. 1204. 41 Glazing in hazardous locations as defined in UBC Sec. 5406 (glazing in doors and adjacent to doorways, and glazing in windows located within 18" vertically of a walking surface) shall be safety glazed or protected. 42. Glass in sloped glazing (more than 15 from the vertical) and skylights shall meet the requirements of UBC Chapter 34. Skylights and roof and wall panels of light-transmitting plastics shall meet the requirements of UBC Chapter 52. 43. Provide combustion air for fuel burning equipment per UMC Chapter 6.14CSt4M a 046 Pressure relief valves and/or combination pressure/temperature relief valves shall be provided with a drain line to a floor drain with min. 1" air gap �3dseWier f +lot- provided @ «Cu puce space or extended to the exterior of the building - UPC Sec. 1007. 45. Domestic dishwashing machines shall not be directly connected to a drain or waste disposer without the use of an approved airgap - UPC Sec. 608 (d). 46. Fuel burning appliances shall not be located in any room used or designed to be used as a sleeping room, bathroom, or closet or any enclosed space opening into such room or space* UPC Sec. 1309 and UMC Sec. 704 (unless listed for such use). 47. Appliances (including space heating and water heating equipment) shall be accessible for repair and removal in accordance with the UMC. 40. LPG fueled appliances shall not be installed in a pit, under -floor (crawl) space, or basement - UMC Sec. 504 (f). 49. Appliances located in a garage (or in an enclosure opening into a garage) shall be located out of the normal path of vehicles or protected from damage. Any portion of the appliance creating a flame, spark or glow shall be installed a min. of 18" above the garage floor - UMC Sec. 500. 50. Each water closet stool shall be located in a clear space not less than 30" in width and 24" in front of stool - UBC Sec. 511 (a). 51. Toilet rooms without operable windows shall be equipped with an exhaust system ducted to the exterior - UBC Sec. 1205 (c). 52. Showers and Tub/Shower enclosures shall have a smooth, hard, nonabsorbent surface to a height of 70" min. above the drain inlet - UBC Sec. 510 (b). Water-resistent gypsum board shall not be used over vapor barriers, in saunas or steam rooms, or on ceilings - UBC Sec. 4712. 53. Attic access opening of not less than 22" by 30" is required - UHC Sec. 3205 (a). 30" by 30" if mechanical equip. in attic space - UMC Sec. 708. 54. Enclosed attic and rafter spaces shall have cross ventilation of min. 1/150 of the area of the space ventilated. The area may be 1/300 if provided equally at lower and upper portions of the space with min. 3' vertical separation of locations - UBC Sec. 3205 (c). 55. Garage side of common wall between living space and garage shall be finished with materials approved for one-hour fire -resistive construction. This also applies to ceilings and bearing walls if living space above the garage. Self closing min. 1 3/8" solid , tight fitting door is required between house and garage UBC 503 (d) 3. 56 Electrically wired, interconnected smoke detectors are required in all sleeping room access areas, near the top of stairways in upper levels, and near the tom of staff ements - UBC Sec. 1210 (a). 57. Wood stoves an ac ory built chimneys, and manufactured fireplace units and venting systems shall be installed in accordance with the manufacturers listing requirements and inspected during installation UMC Chapter 9 and UBC Chapter 37. 58. Masonry and concrete fireplaces and barbecues shall meet the requirements of UBC Chapters 23, 24, 26, 27 and 29. A chimney shall not support any structural load other than its own weight unless designed as a supporting member - U C Sec. 3703 (a). see e facheticy p{ cTt/Thlrrri-► soi'Jf// M ZWe,/i ' ceion. 60. COPIES OF THE ITEM(S) CHECKED BELOW ARE ATTACHED (Copies of any of the items above or below are available upon request). Excavations, fills, foundations, and retaining walls - UBC Chapters 23 and 29. Retaining walls - UBC Sec. 2308 (b) and 2907 (g) 4. Roof coverings and drainage - UBC Chapter 32 (Roof drains sized in accordance with UPC Appendix D). Roof sheathing - UBC Sec. 2516 (i). Wood combined with (supporting) masonry or concrete - UBC Sec. 2515. Floor sheathing - UBC Sec. 2516 (h). Wiring in plenums - UMC Chapter 10 and NEC. Fire and draft stops - UBC Sec. 2516 (f). Nailing requirements for connecting wood members - UBC Sec. 2516 (j). Enclosure of elevator, vent, and dumbwaiter shafts, and clothes and rubbish chutes - UBC Sec. 1706. Exterior wall coverings and exterior weather protection - UBC Sec. 1707 (d) and 2516 (g). Interior application of gypsum wallboard and interior and exterior application of lath and plaster - UBC Chapter 47. Manufactured wall and ceiling covering systems (simulated stucco, etc.) shall be installed in accordance with manufacturers requirements. Landings and floor level at doors - UBC Sec. 3304 (i). Cross connection control and back flow prevention - UPC Sec. 1002 and 1003. Treated Wood Foundation Systems - UBC Standard 29-3. CTL.ITHOMPSON, INC, CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION PROPOSED LEVAN RESIDENCE 2395 MIDLAND AVENUE GARFIELD COUNTY, COLORADO Prepared For: Dan and Pat LeVan 0950 117 Road Glenwood Springs, Colorado Job No. 17,085 August 3, 1990 1971 WEST 12TH AVENUE • DENVER, COLORADO 80204 • (3031E125-0777 TABLE OF CONTENTS SCOPE SUMMARY OF CONCLUSIONS GENERAL DISCUSSION 2 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 3 SUBSURFACE CONDITIONS 3 SITE GRADING 4 RESIDENCE FOUNDATION 4 FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK 6 BASEMENT CONSTRUCTION 7 SURFACE DRAINAGE 7 CONCRETE 8 LIMITATIONS 9 FIG. ! - LOCATION OF EXPLORATORY BORINGS FIG. 2 - LOGS OF EXPLORATORY BORINGS FIGS. 3 AND 4 - SWELL CONSOLIDATION TEST RESULTS FIG. 5 - 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 LeVon residence to be constructed at 2395 Midland Avenue 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 exploratory borings, a recommended foundation system and design soil pressure and recommended design and construction criteria for details influenced by the subsoils. The 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 I. We found silly to sandy clay with occasional gravels in our borings. 2. No free groundwater was found in our borings at the time of drilling. 3. We recommend the residence be founded with spread footings bearing Yon the mural soils desi.ned . • u.. .. .. of •earl . .r sure of I, uu ps7. 4. Slab -an -grade floors can also bear on the natural soils. 5. The or -a oundinthe resident- h. ld be maintained in ' s natural. state. Site ram•sou . nuse re id run -o o sur ace water away from tie rest ence. -2 - GENERAL DISCUSSION The LeVan Residence will be constructed at the base of Red Mountain. Based on visual observotion of the site topography and soil samples obtained during our field investigation, we believe the subsurface soils are colluvial deposits from steeper portions of Red Mountain above. We reviewed mapping which shows the lot is located in on area of susceptability to hydro -compaction (consolidation when wetted) of soils which results in settlement of building founded thereon. Several structures along the base of Rad Mountain settled and required repairs when the foundation soils became wet and consolidated. The owner must understand the proposed residence can be constructed on the subject lot using conventional construction practices For the area, but if the soils gel wet, consolidation of the soi s below the residence will occur and settlement of the building will result. Careful attention to drainage around the building and using landscaping of only the natural vegetation as proposed, will reduce the risk of settlement and damage. SITE CONDITONS The lot was on the eastern slope of Red Mountain which is the west side of the Roaring Fork Valley. Beyond Midland Avenue to the east is the Roaring Fork River. Moderately sloped lower portions of Red Mountain leading to more steep slopes above were west of the property. Residences have been built on the lots to the north and south. The site sloped down from the west to the east at grades visually estimated at 5 to 10 percent. Vegetation was of sage, scrub oak and native grasses and weeds. Telephone and electric lines were above the proposed building footprint. L -3- PROPOSED CONSTRUCTION A single-family, one-story modular residence will be constructed at the site. A Full or partial basement may be constructed. The building will be approximately 67 feet by 28 feet in plan dimensions. The Foundation loads assumed in analyses were between 1,000 and 2,000 psf. We understand landscaping will be natural species and that grass and flowers requiring considerable irrigation will not be planted. SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling two (2) exploratory borings at the locations shown on Fig. 1. Borings were drilled with a 4 -inch diameter continuous flight power auger. Drilling was directed by our engineer who logged the soils and obtained samples. Logs of the soils found in our borings, results of Field penetration resistance tests and data From laboratory tests are shown an Fig. 2. Swell consolidation test results are plotted on Figs. 3 and 4 and laboratory test results are summarized on Table!. We found 20 and 25 feet of sandy to silty clays with some gravels al our boring locations. The clays were medium stiff to very stiff, dry to moist and brown or red -brown. No free groundwater was Found the day of drilling. Laboratory testing to evaluate the soil volume change potential and verify field classifications were performed. Swell -consolidation tests performed on samples of the clays compressed when flooded and when the load was increased. A liquid limit of 24 percent and a plasticity index of 6 percent were measured for a sample of the clays. Penetration resistance tests indicate the clays are strong in the dry condition, however, the clays will loose considerable strength when Wets ed -4 - SITE GRADING The building site was gently to moderately sloped. We understand that site grading will be limited to that required for the building. We anticipated up to 7 feet of excavation when analyzing site. Thin fills may be required beyond the limits of the building, below parking or drives. If additional fill is required it can consist of on-site soils free of organic matter or other deliterous materials. The fill should be moisture treated to within 2 percent of optimum moisture content, placed in 6 inch maximum loose lifts and compacted io at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). The ground beneath fills should be stripped of organic matter and topsoil prior to placing fill. The subgrade soils should then be moislsure treated and compacted. RESIDENCE FOUNDATION The sails which occurred al the site existed at erratic densities, were quite dry and subject to collapse upon wetting. Excavation and recompaction to high density could improve the soils performance, however, this technique is difficult and expensive. Further, it is often difficult to achieve uniform compaction in small excavations associated wilh residences. The alternatives ore low pressure spread footings on the natural soils, drilled piers or driven piles. The owner must understand that there is risk associated with any foundation that bears on the clays. Even under controlled conditions, moisture increase of the clays will occur because of reduced evaporation caused by covering the ground by the building. Drilled piers or driven piles would require mobilizing a drilling rig or pile driver from Grand Junction or Denver. The two type foundations could be expensive. Spread footings are usually used in the area but the owner must understand and -5 - accept the risk of foundation movement when spread footings are used. If the owner is unwilling to accept this risk then one of the more expensive alternatives should be considered. The building can be founded with spread footings designed and constructed using the following criteria: 1. Spread fo s should bear on undisturbed natural soils. Loose soils at Footing e evations should be remove❑-ar corm prior to placing concrete; 2. Spread Footings should be designed for a maximum soil bearing pressure of 1,500 psf. There is a very loose layer about 3 feet thick manteliing the lot. Footing boorT1-1"761- below thisTayer. 3. Foundation walls for continuous footings shold be well reinforced top and bottom to span soft pockets in the subsoils. We recommend provision of sufficient reinforcement for ❑ simple span of 15 feet. Reinforcement should consist of at least two continuous No. 5 burs in t o op an o om o a bun a ran walls; 4. Minimum footing sizes are desirable. We suggest a minimum width of 16 inches for continuous footings and 2 feet x 2 feelor rso a e column fobti� n -.7-6-Treater sizes may be required depending on the structural to 5. The soils beneath exterior walls should be protected from_freezing. The depth normally assumed for frost protection in the Glenwood Springs area is 3 Feet. If desired, we can provide criteria for drilled pier or driven pile foundations'. or stabilization of the natural soils by excavation and recompaclion. se e_ day e 9 1.)ep,146/Arrows) OICD /•Picrous 40.71/:,„r end ,4 s DAVI& cf c 0 A/04/ 741. ea7'PP) — come/ it ' c -P..., e ti 71 /eh”, ce Woe e eefrkoH7 ,9e,, /cesyer ( Wd// 0,epo» jf on/ tbp, siC/EfdAU�7 or egst " w t;oseo7L t ,6 le Azome u1A., 0 N f'.'? -6 - FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK The clay soils at floor slab elevations will settle when additional moisture is introduced. Slabs -on -grade supported by these soils involves a risk of movement and associated crocking. The soils moisture content will increase after they are covered in response to reduced evaporation. This is of particular concern during the spring run -of F season. Wafering landscaping will further provide moisture to the subgrade soils. We believe slab -on -grade Floors will Function satisfactorily if moisture increase in the subsoils is minimized. If the owner wishes to significantly reduce the probability of floor movements, the most positive procedure is construction of a structural Floor supported by the Foundation system with a crawl space between the floor and the soils. We recommend the following design and construction details for slabs -on - grade. 1. A 4 -inch foyer of gravel shouldbe rovided under slab -on -grade floors. T grovel is nonnecessary For exterior T1 1Wtsr1t 2. Slabs should be separated from exterior walls and interior bearing members. Vertical movement of The labs-sfauld not be restricted. 3. Plumbing_ below the slab shatja be pressure test d. Trench backfill i�Tourd be moisture treated and compacte rz at east 95 percent o'fil e sfa-0ardl'roctor moxlrnum dy density (ASTM D690). 4. Frequent control joints shuv10 be orwided. The American Caneree Institute -CACI) recommends maximum joint spacing of 15 to 20 Feet to control cracking. The above precautions will not prevent movement of the slabs in the event the supporting soils becom ei. They lend to reduce damage if movement occurs. .Inc t1-a�t-s ,to 6aseme 7, -1 - BASEMENT CONSTRUCTION To reduce risk of accumulation of surface moisture adjacent to foundation and retaining walls, we recommend provision of a foundation drat. The drain should consist of a 4 -inch diameter open joint or slotted pipe encased in gravel. The drain system should be installed along the uphill, east and west sides of the home. The drain should lead to a sump where water can be removed by pumping or to a positive gravity outlet. Recommended details for a typical foundation drain are presented on au. 5. If a structural floor is constructed, the crawl space should be well ventilated to allow evaporation of moisture. Foundation walls of the below grade portion of the home will be subjected to lateral earth pressures. Foundation walls are restrained and cannot move, therefore, they should be designed far the "at rest" lateral earth pressure. Assuming on-site soils will be used as backfill and to limit cracking of the walls, we recommend using an equivalent fluid density of 55 pcf to calculate the lateral earth pressure an the basement walls. Lateral earth pressure values do not include allowances for sloping backfill, hydrostatic pressures or surcharge loads. Provision of a foundation drain far the residence should reduce hydrostatic pressures which ma develop. SURFACE DRAINAGE The risk of wetting of foundation soils can be reduced by carefully planned and maintained surface drainage. It is very rapid run off of surface water away from the building he maintained. We recommend the following precautions bsexved durina construction and maintained at al! times after the building is completed: -8- I. Wetting or drying of the open foundation excavation should be avoided. 2. The ground surface surrounding the exterior of the building should be sloped to drain away from the building in all directions. We recommend a slope of at least 12 inches in the first 10 feet. Backfill of Foundation walls should be well moistened and compacted to at least 90 percent of standard Proctor maximum dry density (ASTM D 698). 3. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks or extensions should be provided for all downspouts. 4. We recommend elirnination of any irrigated landscaping adjacent to the building. The site should be vegetated with native grasses and plants chat require minimum water. 5. Plastic membranes should not be used to cover the ground surface ,- immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to inhibit weed growth and allow evaporation in areas adjacent to the building. We understand landscaping will be minimal and vegetation adjacent to the house will consist of natural flora. The use of natural vegetation which does not require irrigation will reduce the risk bui—.........r.22.2ligaimate it, of wetting of the foundation soils. CONCRETE We measured a water soluble sulfate concentration for a sample of the clays at 0.036 percent. Type 1 or Type 11 cement can be used for concrete which comes in contact with the soils. LIMITATIONS Our borings were spaced to obtain a reasonably accurate picture aF foundation conditions. Variations in the subsurface conditions not indicated by our borings are always possible. We should check foaling excavations to confirm soils ,j — 5 e e are as anticipated from our borings. Placement and compaction of fill should also e be observed and tested during construction. s If we con be of further service in discussing the contents of this report or in the analyses of the proposed residence From the geotechnical point of view, please call. CTL/THOMPSON, INC. Jopng ..:}/� Geotecjnical Engineer /-Q,,...ITp!-H;pC( ,!? , h Red by:, %g o% • G 6786 ��• 'Trbnk J. Hollida I' y, Principal Enc inee JM:FJH:am 8i0RK� t 4 FRANK J.F LLFDAY SITE LEVAN RESIDENCE Joa NO. 17,095 SCALE; In = 100' VICINITY MAP no SCALE LOCATION OF EXPLORATORY BORINGS FIG. I LL LU N ¢ I- w N <0 N lr a 5a } ° W Z 0 W a N . W # X I- re 0 0 = a H O ma u ¢a Q F- 0 Z 1- x a u41 I It I- ,., W a < 0 .2. F- N F J 2 f F- 010 0 < I N ' H 2 111 Z ♦` h .J., Cil [Y -I 4 In O W ili 7 IL j p 2 N W N W LL p • x Z ft X CC U W 0 a. W J F- i- CC U 1.0 0 ! m0 a.Ji } a0 h- O Z N "a a m 0 a 10 u W 2 W < J K 1 N U1!. .m. W W x X0 °Z < � � N. .2i < z F W �. U H W J O I S i Q U• N 0 H 3 .N0 3 0 I -Z j a..-- _ • �+ I- . 0 U 03 I4.. W.Wa Ip �.. LL FO❑ .Ni >- F- J >Jf)r -1J 2W.. ¢ NZ OF -XD �I.J N -1 w LL .2Z £ J .Ji } W< LE. a CC 111 H O W< J 2 J N N 2 ❑ 0 En EL I- ° °°¢ W m N a W❑ OEn F- W N W 7 < 3 0 ❑ .. W 5 F •f XZ LU ft W NU F�4F W <0., }Ij Wa6 #F- W ° W Z Q 410 ZQJ# O. J 2 •. Z # J Z O S q° 0 N LL W O < N W W W W F. ▪ 0 0 2 5 0 W J V1 {-... U a)` 10 v1 113 11.1 yti a WJ Zz❑° ❑ _J CC a s a< W W In LL wu I l i p DJ 0 • u O.rN 0I-. J2 < W Z 1 1 1 1 c7 © W ❑° W F- 3 1-o 3❑JN en W F. Z N 0 0 In m 0 N 133d - NOIlVA313 N ID O m N h O m N . In • O N a N N \ II 11 11 11 3 3❑ 4 N \ m 0 0 N 0 a 1n m 0 01 1334 - NOISVA31B ID h 0 111 .D In b EXPLORATORY BORINGS 0 u) m 0 h • a Z m 0 12 10 10 Z 0 ih Z12 014 Z O 2 X16 a. t 0 018 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 0.1 APPLIED PRESSURE -- KSF 1.0 Sample of CLAY , SILTY ( CL -ML ) From TH-1 AT 4 FEET JOB NO. 17,085 10 100 NATURALDRY UNIT WEIGHT= 95 PCF NATURAL MOISTURE CONTENT= 2 • 8 % Swell Consolidation Test Results FIG, 3 Z 0 5 a. r8 0 Q 0 e ADDITIONAL COMPRESSION UNDER. CONSTANT PRESSURE DUE TO'. WETTING 0.1 APPLIED PRESSURE — KSF 1.0 Sample of CLAY, SILTY (CL -ML) Rom TH-1 AT 9 FEET 10 100 NATURAL DRY UNIT WEIGHT= 1 01 PCF NATURAL MOISTURE CONTENT= 5 • 8 % Swell Consolidation Test Results J❑8 NO. 17,085 FIG. 4 10' BACKFILL ENCASE PIPE IN WASHED * INCH TO NO, 4 CONCRETE AGGREGATE WITH A MAXIMUM OF 3 PERCENT PASSING THE NO. 200 SIEVE. MIRAFI 140 OR EQUAL NOTE; DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD 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. 4 INCH DIAMETER PERFORATED DRAIN PIPE. THE DRAIN LINE SHOULD BE LAID ON A SLOPE RANGING BETWEEN + INCH AND 4 INCH DROP PER FOOT OF DRAIN, PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION. EXTERIOR FOUNDATION WALL DRAIN JOB N❑. 17,085 FIG. 5 0 Z 0 1- -J N W 1- 1— >- 0 - 1— >-o W 1— < — J a < Q � o CQ J 0 >- ac a N SOIL TYPE CLAY, SILTY (CL -ML) J )- 1- _J H (f) Q J V .. .. (CL -ML) CLAY, SILTY (CL -ML) r 0 w M 0 M 0 ATTERBERG LIMITS LIQUID PLASTICITY LIMIT INDEX (%) (x) • Li) O‘ ..-1 0N co N ao In 0 4 4- CT. .1' ti .-4 I . . 1 •� +ter sae P-1 REV SCHULT HOMES CORP. DESCRIPTION DATE BY 1 - Mita; .diff 11�fR' A 1 •I 11 ` C-788 (PG -IF) NUMBER COYER SHEET C--788 (PC -IF) P-1 FLOOR PUN(U 562Eh-3 23 Ink P-2 ELECTRICAL 562323 E P-2.1 FLOOR FLOOR PLAN OPTIONS N A -OSS (MOD) P-3 REFERENCE SCHEDULES C-788 PC -2 _ P-4 ELEVATION (TYPICAL) C-788 PC -3 P-5 CROSS SECTION C-692 PC -4 P-6 FOUNDATION LAYOUT (SPECIFIC) (U) 5628-323 FO P-7 FOUNDATION DETAILS (TYPICAL) C-692 PC -5 P-8 STAIR DETAILS •• C-788 PC -5 . - P-9 NATER LINE DETAILS (TYPICAL) PB -5000 pg's 4-fi P-fO4, MS; 10.6 DRAM A'AST& k VENT DETAILS. (U) NA -INV(MOD) P -i1 CABINET DETAILS (TYPICAL) C-788 (PC -7) 13-12 MATERIAL / FASTENER SPEC'S. C-788 (PC -80 . P-13 L . . 1 •� +ter sae P-1 REV SCHULT HOMES CORP. DESCRIPTION DATE BY 1 - Mita; .diff 11�fR' A 1 •I 11 ` C-788 (PG -IF) • THESE PLANS HAVE BEEN DESIGNED AND REVIEWED TO THE NATIONAL CODES IN EFFECT AT THE. TIME OP CERTIFICATION AND CONSTRUCTION. 1989 CABO 1 & 2 FAMILY DWELLING CODE 1988 UBC BUILDING CODE 1990 NATIONAL ELECTRICAL CODE, 1988 WI PLUMBING . 1988 UBC MECUANICAO LDE CODE ADDITIONAL STATE COUNTY, OR LOCAL BUILDING CODE REQUIREMENTS IN EFFECT AT THE TIME OF CONSTRUCTION WILL ALSO BE COMPLIED VIM /III .=:....,-"driiiillireallii Vim = ..-`""4-- -JIM' -,s, _ EINE__ igligl t 4.i* 1 "VT4 trztaitolgo; Builder and Pre. r L L-129 162 '-4n 25 1 3' 4 In' OD 116 •j• 13 V964 FM I H 27' 4' 1 IR 1--r-1--tf s P "I a6•-u 516' 191 31/53./1191 Q1. 41 161 g' 4' —55 5/1 49 1/152 411-3 1/4 31 I/1*21 3/1#95 1/41211/2t25 Ill 1-24 W' 9Q .11 2 t- d 2I1 26374 164-31 111-i-69 3/6- 11 13 ,'-0 324' I11 •o' 16.51 A 1 r2" 1 11 I 13 121 111 a3W01snD i1Ylf1DflaYd 70JY H1D1YN! 5111 d 3SMB 3S3H1 1VH1 IN1331NYHYfD 801 1,.l1113ISNOd -S3H ON SNIYI38 ANYd1A103 SIH1 'NMOHS NVHJ- 1N3a31J10 39 AVIA' SNOISN311410 '0311130 aO 0300V N3313 3AVH AVIA/ SW311 'AIIYA AIM 111n0 S3 N14H 1Y1112 Y ' NVId H0O13 HYlnallHYd SIM 30 1l0AYl OISVtI 3H11N3S3Hd3H S3NIMYa0 3S3H1 c 1 -1 L qo oA _ y� aniwot .z h ,2133 N CI C a 0 ' CI r a m b 0 s � 7 '-3 OVERALL iEIQU 'A' I 1 R tg *i. MMT LOSER T P-8' IFADOM Wit fir- p° : 'OVERALL WIGHT 'A' 1 A Fr A MMT id fir- a -OI' IEAIIRE01 ARL : k. I gg2 -� L S A A tzq 00 A AO L t OVERALL IE1GHT 1 1 Mii Fr A ;'_6i : k. OVERALL MT 'A' a q -t FR 0 ;,;9=jfi is be 7. eem m p/ 0002 dJ b m Ci Ira 6d b ae V 5 h b a es D a Pl 2. a Pl b a G P] a 2. Pa a a n 2. s P9 2. Y 5 Ir eon b a ,n b a a ao 5 0 a b ro vs a p 13s m •A sre a' a PyFa;^iCitsCioz..;alimpar"ul"v♦u�"CgCC¢F X X OPMg IMI" Ri g aw cc< 28 V HATING LINE CDLUBN <<<< ! r- MAXIMUM FOUNDATION LOADS 10080 LB f 11200 LB 1 12320 LB 1 0640 LB 9600 L9 10560 LB 9360 LB 10400 LB 11440 LB 605 PLF 650 PLF EN ROOF ZDNE , 29 PSF 1 30 PSF F 40 PSF 1 50 PSF j - UME oo& 700 PLF 700 PLF -7- �VV i ry ig V Jww O RWRG 1ofll PER WA. MU NPANM kl9IN NIP 110, 014NINill • 4,1 .2L 4 If CZ4 N 0-41.1 ,t-,61 27' 4' 4'27' 89 13' 8' 03'409 .Y751'73 3/8' 419'-5 3/89-- 1 -7.-- • 13' 8' 03 10'1 1 tS47 --C- \ • ..--.. ..-7 ...), r6 Lir rtypli fi • I, I 7' • > 0.N I t ITHESE DRAWINGS REPRESENT THE BASIC LAYOUT OF THIS PARTICULAR FLOOR PLAN. ACTUAL HOMES BUILT MAY VARY. ITEMS MAY HAVE BEEN ADDED OR DELETED. DIMENSIONS MAY EIE DIFFERENT THAN SHOWN. THIS COMPANY Rums No RES- PONSIBILITY FOR GUARANTEEING THAT THESE BASE PRINTS MATCH ANY, PARTICULAR CUSTOMER ()FIRER. L L VA 11/4i 3 go- Atte/Mid 4V.C, A \ 'Z1 N C of LE VA a Cil,cAJEST- Acc Gsr eto"d PAA.))ifluJT) Is t PEoac re SCA lz 540 1 -"e. -r ,4e4ox ,