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Home My WebLink AboutApplication- PermitJob Address Nature of Work Use of Building Owner Contractor GARFIELD COUNTY DEPARTMENT OF DEVELOPMENT BUILDING DIVISION 3rd Floor, Courthouse 100 8th Street Glenwood Springs, Colorado 81601 (303) 945-8212 Ewy 82 & CO. Pd. 114, Glenwood Springs Building Permit Onnuercial Offices & Garage Gould & Sons Cons, Inc. Gould & Sons Construction, Inc. w; 3;4.7 1 Amount of Permit; $ 813.45 White-Treas. Canary - Office Pink -Applicant Bald -Duplicate Date: October 26. 19R7 Irois J Rnt9r=n Clerk GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT please print or type PERMIT NUMBER _34/6 % DATE / n/.4,7/P. 7 TO BE FILLED OUT BY APPLICANT PLOT PLAN ADDRESS Highway 82 and County Road 114 SUBDIVISION FILING # LOT # BLOCK # TAX SCHEDULE # ow Lane LEGAL (SEC/TWN/RNG) See Attached NAME Gould & Sons Construction. Inc. MAILING ADDRESS 0066 Me. CITY Glenwood Spgs, CO PHONE 945-7291 x NAME Gregory Wine ADDRESS 715 Grand Ave CITY Glenwood Spgs G NAME Gould & Sons Construction, Inc. ADDRESS 0066 Meadow Lane CITY Glenwood Spgs. PHONE 945-7291 LICENSE # CLASS OF WORK NEW X ALTERATION ADDITION DEMOLISH REPAIR MOVE MOBILE ROME (make/model) S.F. OF BUILDING 6,552 S.F. OF LOT 45,738 # OF FLOORS 2 HEIGHT 20Ft. # OF FAMILY UNITS N/A # OF BEDROOMS N/A INTENDED USE OF BUILDING Office and Garage GARAGE: SINGLE DEI, CARPORT: SINGLE DEL FIREPLACE �. DOCUMENTS AT ACI ED y WATER SUPPLY pre. 0iq.c[ )q'gre- ena2 DRIVEWAY PERMIT SITE PLAN kr BUILDING PLANS le/ - SANITARY SANITARY SEWER CLEARANCE ON SITE SEWAGE DISPOSAL PERMIT OTHER DOCUMENTS (specify) /Z+- Y—S3 o ma 4 - OR ' ICE VALUATIO PERMIT FEE $ 2. LAN - $ TOTAL FEE � ,y C fPL4PAjC('�T DATE PERMIT ISSUER •c:Lf' r ei s ZONING DISTRICT r L, TYPE OF OCCUPANCY y� /{ =Q TYPE OF CONSTRUCTION Vy S.F. OF BUILDING pin S.F. OF LOT 21- 'Qd d MAX. HEIGHT 12 t ROAD CLASS. -- SETBACKS FROM PROPERTY LINE: FRONT YQe �'1Ci.•�-5 REAR RIGHT LEFT OFF STREET PARKING SPACES REQUIRED NOTE: Show easements, property line dimensions, all other structures, specify north, and street name. For odd shaped lots, or if space is too small, provide separate plot plan. # OF BUILDINGS NOW ON PARCEL USE OF BUILDINGS NOW ON PARCEL FRONT PROPERTY LINE STREET NAME/ROAD NUMBER CHECK IF CORNER LOT DESCRIPTION OF WORK PLANNED 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 bolding gpnstruction. 7KAAk', (I. SIGNATURE USE ONLY FLOOD HAZARD CERTIFIED BLDG ELEVATION SPECIAL CONDITIONS PROBLEMS WITH PERMIT ADDITIONAL INFORMATION NEEDED CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR ENGINEER leAPPROVEb ;,// sit ' Ala UILDING DEPA'TME eDATE APPROVED: 1# PLANNING DEPARTMENT 2.'' 0 2.3.E 2 . M -r _%gal x-1.0. *(/, 3 `� ' 5.2,- .y.. ZS u c //..-5- 0 2.. /6,,; l ye 13 0 Ca ,C0 --2-z:.., 77a a /7.., Sl5-0," r^. U. r),c o z c *LaZT —77/467 "lac_ / c/4 j 0 m7 S #7s 6,› /S-f"A41: 7/ 0 ± 1 61 o) 7 A9) 6 // Rb �vo1 �/j` r�D� S�S — (� 4. / iil��n C cy' (� c� ; /cc, Sja R. C e @? / q, 8/ `:r C, -0 ,....----- Bic P r,�,5iA %/%til / f p i3' �/� C �� vo/r /elG. <a• T 00O" x a) z9- qdry: ", 5! .. "f a00o"' ''/6, `�' a a90 O. e.,n F"r r, ' _ air .;%� (,3(9 .)= OE Ajiro�_kZiZ/��. 0 " 1 /_LC� /. 0 a v f l rerm;fcee 4193.e 6 Af d 6fee /7-Y _. 3 A/-5- -7";747/ -5- -7";7fa/ Fee 8/ a. yS • '1 • Chen &Associates Consulting Geotechnical Engineers 5080 Road 154 Glenwood Springs, CO 81601 303/345.7458 Casper Colorado Springs Denver FL Collins Phoenix Rock Springs Salt Lake City San Antonio 042, Gould & Sons 0066 Meadow Lane Glenwood Springs, CO 81601 Attn: Mark Gould Gentlemen: September 30, 1987 Subject: Observation of Backhoe Pits for Foundation Design, Proposed Shop and Office Building, State Highway 82 and County Road 114, Garfield County, Colorado. Job No. 4 381 87 As requested, Chen & Associates observed and sampled backhoe pits exca- vated at the subject site. This letter presents the findings of our field observations, laboratory testing and foundation design recommendations for the building. We understand the structure will be one story of wood frame con- struction with a slab -on -ground floor. Two backhoe pits were excavated at the site on September 22, 1987. Pit 1 was located to the northeast and Pit 2 was located to the northwest (in the future expansion area) of the proposed building. The soils exposed in Pit 1 consisted of man -placed fill and topsoil to a depth of about 3 feet underlain by silty sands and gravels with cobbles and occasional to numerous boulders to the pit depth of 7.5 feet. The soil profile at Pit 2 consisted of a minor topsoil depth underlain by silty sands and gravels with cobbles to the pit depth of 8 feet. A silty sand layer was encountered from 2 to 3 feet. The soils contained angular to subangular basalt fragments and appeared medium dense, becoming dense with depth. The silt content generally decreased with depth. No free water was encountered in the pits at time of excavation and the subsoils were generally slightly moist. Laboratory testing performed on samples obtained from the backhoe pits consisted of in-situ moisture content and dry density, gradation analyses and swell -consolidation testing. The results of the swell -consolidation tests performed on a liner sample of the silty sands from Pit 2 are shown on Fig. 1 and indicate moderate to high compressibility under light surcharge loading and wetting. Results of gradation analyses performed on disturbed bulk samples of the coarse gravel soils (minus 3 to 8 -inch fraction) are shown on Fig. 2. Gould & Sons September 30, 1987 Page 2 Based on the proposed construction c:.nd the subsoil conditions encountered in the pits, we recommend the building be founded with spread footings bearing on the natural coarse granular soils b: :low all fill and topsoil. Footings should be designed for an allowable soil bearing pressure of 3000 psf. The footings should have a minimum width of 16 inches for walls and 2 feet for isolated columns. Prior to the footing construction all loose or disturbed' soils should be removed and the found;tion bearing level extended down to undisturbed natural coarse granular soils. The exposed subgrade should be moistened and compacted to reduce settlement potential. The footings should be provided with adequate soil cover for frost protection. Foundation walls should be designed 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 calculated on the basis of an equivalent fluid unit weight of AO pof. The lateral pressure value assumes no buildup of hydrostatic pressures behind the walls and a horizontal backfill surface. Underdrains should be provided behind retaining walls to prevent buildup of hydrostatic pressures. Surcharge loadings such as from adjacent traffic or an upward sloping backfill should be added to the lateral pressure value. Wall backfill can consist of the on-site soils exclusive of topsoil and plus 8 -inch size rock compacted to at least 90% of the maximum 'standard Proctor density at a moisture content near optimum. Slabs bearing on the existing topsoil and fill at the site have a poten- tial for settlement which could cause distress to the slabs. To reduce the potential for settlement, we recommend all fill and topsoil be removed from beneath slab areas and the grade reestablished with compacted structural fill. The fill material should consist of the on-site soils or a similar granular material, exclusive of topsoil and oversized rock. The fill should be com- pacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. Prior to the fill placement the subgrade should be moistened and compacted to 95% standard Proctor density. For a compacted granular subgrade condition a modulus of subgrade reaction of 225 tcf can be used for the slab design. This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based on the data obtained from the backhoe pits excavated at the loca- tions described in this report. The nature and extent of subsurface vari- ations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described in this report, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on - Chen &Associates Gould & Sons September 30, 1987 Page 3 site observation of the excavation and foundation bearing strata by a repre— sentative of the soil engineer. DAY/ec Rev. By: to 1•.•• o‘sTER ei • )r: 15222 :* aK t ^v . if• Ca? R' S.L.P. Attachments cc: Pattillo Associates Attn: Bob Pattillo Very truly yours, CHEN & OCIATES, INC. By David A. You Chen &Associates ea 0 2 t 0 4 ca chcn and associates, inc. 10 12 14 16 18 11.3 prrr.,!r}i [r�'r UNIT V rngnt a 100.9 110 „.puo„•„r very silty sand F rr,rr5, Pit 2 at 2.5 feet • Add�tio-i.l comirossioi unelcr constant 1.)adin8 due to wetting a t I.o I.) APPLIED PRESSURE —'ksf 4 381 87 SWELL-CCONSOLIDATLON TEST RESULTS F. Ix7 then and associates, inc. 1Y URO ME TEP ;ala:. r:1 74 40 1 F111 45 1.11N '5 `.1M 100 90 00 70 Z 60 a. 50 u 40 cc]o 20 10 0. •.1iN 111 Aril J `.11N `.IIN 1511 'J, 10 S'h`:f. ANALYSI!, a;r; .JI F rura,: .1 11.11111 rtsrum 1 y.. 1 19 20 L W1 002 1 905 009 1 01.1 rTl } L -f 1 �1Jr 037 074 1:9 29r 590 119 lin o76 0,12 20 DIAMETER OF PARTICLE IN MILLIMETERS L....1 ;EN 9 S2 19.1 06.1 ao 20100 152 CLAY TO SILT GRAVEL 28 % LIQUID LIMIT SAND ,fe 5ANQ FINE 1 MEDIUM (COARSE 41 q GRA✓EL • FINE I COARSE SILT AND CLAY PLASTICITY INDEX 31 of, COBBLES SAMPLE OF silty gravel and sand FROM Pit 1 at 1.5 feet to 2 feet fill HYDROMETER ANALYSIS SIEVE ANALYSIS 24 HH 7 H1 45 MIN 15 MIN TIME READINGS 60 MIN 19 M114 4 MIN. 1 MIN '200 11.5 STANDARD SERIES •100 -50 'a0"70 '16 Ij