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Home My WebLink About4855 1 ^' 0 4855 _ GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945 -6212 Job Address 0079 Van Dorn Rd. Chelyn Acres, Glenwood Springs Nature of Work Single Family residence Building Permit Use of Building ° 11 11 Owner John and Pamela Homann Cc 'tractor Owner Amount of Permit: $ 1234.20 Date: August 10. 1993 Permit: 748.00 Plan: 486.20 S. Archuleta Clerk White. - Trees. Canary- Office Pink- :Applicant - - Gold- Duplicate J� F- . . GARFIELD COUNTY • y JUL 2 2 1993 APPLICATION FOR BUILDING PERMIT l &-------- PERMIT NUMBER 4 As ia6D ctei� /Y please print or type DATE F-/0-93 / 3 TO BE FILLED OUT BY APPLICANT PLOT PLAN ADDRESS 002A U/4.J CThQ/� , NOTE: Show easements, property line dimensions SUBDIVISION W I�C#es SOS 4 i0ISrew all other structures, specify north, and street FILING LOT N 48 BLOCK 11 name. F'or odd shaped lots, or if space is W TAX SCIIEUULE 11 a _ too small, provide separate plot plan. LEGAL (SEC/TWN/RNG) 5 &C. 3t/ 7 _ 3u),J3/fl� - fl OF BUILDINGS NOW ON PARCEL I - r4 NAME SM1J A. 4 - USE OF' BUILDINGS NOW ON PARCEL W MAILING ADDRESS 13•144/ O CITY Ge_sowpt� ,5yv,.,,w5 . PHONE 44'S-o3/63 ;• , NAME /1,4 40 6A04k1aeC Sar nit ANA 5 it& H ADDRESS .�. /{,+� 8 � 0 CITY �" f� / // C //'' NAME 3-24‘,0 AroAJ ` i c A' } J • - (� ADDRESS / .�IC0 \ .. v,( „l�,U';.rn � i z.�l�/ZL - l � /we 40-. S S Je a. *' r ',q //f CITY dienht170 - Sas / id,- _ 8/60 J. i/ - o ( S -,p3g3 LICE , _ U / CLASS OF WORK 'JEW ✓ AL TERATION ADDITION DEMOLISH REPAIR MOVE MOBILE HOME (make /model) . S.F. OF BUILDING 3 pe 'j�` S.F. OF' LOT 5-54-C-.605 • 11 OF FLOORS Z HEIGHT .24/C p u u 11 OF FAMILY UNITS l H OF BEDROOMS 3 INTENDED USE OF BUILDING .QC3 /Ot7UGG GARAGE: SINGLE DBL /'CARPORT: SINGLE DBL (FIREPLACE .3 FRONT PROPERTY LINE • DOCUMENTS AT'TAC]IED _ STREET NAME, /ROAD NUMBER BmZd 0 4.4 WATER SUPPLY _ CHECK IF' CORNER LOT _ ,/ DRIVEWAY PERMIT _ DESCRIPTION OF WORK PLANNED SITE PLAN — 7ear ££3/ e- — - -_ BUILDING PLANS _ SANITARY SEWER CLEARANCE- I hereby acknowle • - th.t I have read this ON SITE SEWAGE DISPOSAL PERMIT application an. pi a el”- correct and I OTHER DOCUMENTS (specify) agree to co' . /aunty ordinances *CWP'nfO /M'Irr v -/ao 7 0/1c and stat : g building constructio /L4 a n do P ifrovv, - Cop7e < -%S P'J <C2 70 � PA:,trIi 6SS _ SIGNATU E FOR OFFICE USE ONLY VALUATION /3c, 33 Y 2 Y u • FLOOD WIZARD PERMIT FEE $ ?Vb, oo PLAN CHECK FEE $ I �G. 2 P _ CERTIFIED BLDG ELEVATION TOTAL FEE $6,235! .$g90L IMPACT FEE $ /J/ / SPECIAL CONDITIONS D • ATE PERMIT ISSUED 8-ro A3 "ZONING, DISTRICT PROBLEMS WITH PERMIT • TYPE OP OCCUPANCY R'S TYPE OF CONSTRUCTION //my ADDITIONAL INFORMATION NEEDED 5.1 BUILDING S 991F S.P. OF LOT MAX. HEZGAT ,.ZO`�. ROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR' SETDACICS FROM PROPERTY LINE: . F'RONTW 6:01 OR ENGINEER REAR,, /510'7' RIGHTS //O - , LEFT ./V 3 YJ2 / 7`- • OFF STREET PARKING SPACES REQUIRED APPROVED:( _ i. / / '-? . - APPROVED: Oaj 84D I LDJNC, DE.' RTMENT DATE PLANNING DEPARTMENT DATE- n CheneNorthern, Inc. Consulting Engineers and Scientists 4 5080 Road 154 Glenwood Springs, Colorado 81601 July 15, 1993 303945 -7458 303 945 -2363 Facsimile Mr. Bob Homann 1000 Mount Sopris Drive #5 Glenwood Springs, CO 81601 Subject: Observation of Excavation, Proposed Residence, Tract 18, Cheyln Acres, Garfield County, Colorado Job No. 4 110 93 Gentlemen: As requested, Chen - Northern, Inc. observed the excavation at the subject site on July 8, 1993 to evaluate the soils exposed for foundation support. The findings of our work and recommendations for the foundation design are presented in this report. The work was done in accordance with our Agreement for Geotechnical Engineering Services to Bob Homann, dated July 7, 1993. Chen - Northern, Inc. previously conducted a geotechnical reconnaissance of the proposed building site, reported under Job No. 4 110 93, dated October 16, 1992. The proposed residence will be a one or two -story wood frame structure with a partial basement level. Lower floors will be a combination of slab -on -grade in the basement mechanical room area and attached garage and structurally supported over crawl space in the residence. At the time of our visit to the site, the foundation excavation, which was essentially complete to rough subgrade, had been cut in two levels from about 2 to 10 feet below the adjacent ground surface. There was about a 7 foot step in grade between the levels. The soils exposed in the bottom of the excavation consisted primarily of stiff sandy silty clay. In the southeast corner of the excavation relatively dense clayey basalt gravels and cobbles with boulders were exposed. There were several inches of loose and disturbed soils throughout the bottom of the excavation. Results of swell - consolidation testing performed on samples of the clay soils taken from the site are shown on Fig. 1. The results indicate the clays are compressible under light to moderate surcharge loading and wetting. No free water was observed in the excavation and the exposed soils were moist. Considering the conditions exposed in the excavation and the nature of the proposed construction, spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1000 psf should be adequate for support of the proposed building. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. The loose and disturbed soils observed at the foundation bearing level should be removed and the footings extended down to adequate bearing material. Exterior footings should be provided with adequate soil cover above their bearing elevations for frost protection. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of 50 pcf for back ill consisting of the on -site soils. A perimeter foundation drain should be provided to prevent temporary buildup of A inuinljnr uI Ow I11 ggroep 01 rongwnics 1 Mr. Bob Homann July 15, 1993 Page 2 hydrostatic pressure behind the walls and prevent wetting of the lower level. If structural fill is necessary within floor slab areas, it can consist of the on -site soils or a suitable granular import compacted to at least 95% of standard Proctor density at a moisture content near optimum. Backfill placed around the structure should be compacted and the surface graded to prevent ponding within at least 10 feet of the building. A swale may be needed at the uphill side to divert surface water away from the building. The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavation and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. As outlined in our agreement for services, this study is based on the assumption that soils beneath the footings have -4 equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In order to reveal the nature and extent of variations in the subsurface conditions below the excavation, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. If there are any questions or if we may be of further assistance, please let us know. Sincerely, CH�j- NORTH)✓RN, INC. 0 David A. Yb.ng 01FFG� Reviewed i ; U O ) : o A S L q < 4 s ti . i 28301 7 ' g -.3 L Thomas L. Allen, P.E. ef „ -��\ \\\\\ • DAY /rh Attachment C `tell @l 4o t tern, Inc. Consulting Engineers and Scientists 7 1 0 Moisture Content = 19 percent Dry Unit Weight = 103 pct Sample of: Sandy, silty clay 1 From: NW corner of residence t at footing ara e 2 Additional compression 3 under constant pressure due to wetting • c 4 0 N v 5 a E 0 0 6 7 8 O 9 0 -1 1.o 10 too APPLIED PRESSURE — ksf 0 Moisture Content = 22 percent - 200 =64t ! Dry Unit Weight = 97 pct 1 Sample of: Sandy, silty clay • From: S central part of residence 2 I LitionF fnnti compression 0 3 under constant pressure N due to wetting 1, m 4 L a E 0 U 5 6 7 OA t.o 10 100 APPLIED PRESSURE — ksf 4 110 93 Chen0Northern,Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 1