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Home My WebLink AboutApplication- Permit:aa GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 81h Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945-8212 N: Q 4 Job Address 0096 County Road 160 Nature of Work Building Permit Use of Building Foundation Only Owner Rocky Mountain Gas Contractor Alco Building Co, Amount of Permit: $ 371.?.. Date July 10, 992 White - Treas. Canary - Office Pink - Applicant Gold - Duplicate Permit: 225.00 Plan : 146.25 S. Archuleta Clerk GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT please print or type fTO BE FILLED OUT BY APPLICANT ADDRESS OCX3&J C r/ q� `6,6, SUBDIVISION �"� FILING # LOT # BLOCK # PAX SCHEDULE # 421150[000Cc7 LEGAL (SEC/TTN/RNG) /L'1 - _ eci 3 NAME MAILING ADDRESS. +� 2:1 CITY !,-9 rs.-,L, PHONE c14G,-, CONTRACTOR PERMIT NUMBER 44V7 d� DATE % "/(? - PLOT PLAN NAME v i� ADDRESS --24:7 CITY 1_,_� ; L / am, . NAME A4 --(---C:=1 LLD ADDRESS /?-v- t2.c CITY PHONE/IA/2:1 t LICENSE CLASS OF WORK NEW DEMOLIS ALTERATION REPAIR MOBILE HOME (make/model) ADDITION MOVE S.F. OF BLTILDING S.F. OF LOT 4-a( # OF FLOORS HEIGHT Vico. # OF .FAMILY UNITS # OF BEDROOMS INTENDED USE OF BUILDING 4`r GARAGE: SINGLE DBL CARPORT: SINGLE DBL FIREPLACE DOCUMENTS ATTACHED WATER SUPPLY We f/ DRIVEWAY PERMIT.x t C pLt p't_3 SITE PLAN BUILDING PLANS F` A� SANITARY SEWER CLEARANCE /� ON SITE SEWAGE DISPOSAL PERMIT t OTHER DOCUMENTS (specify) ,61)/64 7704/ PAIL Y = 5.00 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 /re) USE OF BUILDINGS NOW ON PARCEL Rcft1 /letif_. 13tobheit FRONT PROPERTY LINE STREET NAME/ROAD NUMBER CHECK IF CORNER LOT DESCRIPTION/ OF WORK PLA � ST1-L/c /- -a I hereby acknowledge that I have read this application and the above is correct and I a to comy with all county ordinances st to la egu •tiny building construction SIGNAT RE VALUATION 1 / 4Q, p Q FOR OFFICE USE ONLY PERMIT FEE $ ,?j po PLZ CHECK FEE $ / - Z5' TOTAL FEE $ 3 7L 2 -r` SCHOOI, IMPACT FEE $ N DATE PERMIT ISSUED ZONING DISTRICT e -162" - TYPE YPE QF OCCUPANCY B -1 R - rf- TYPE OF CONSTRUCTION ) v- ,J -S.F_ OF BUILDING (p (9 0 S.P. OF LOT ) MAX. HEIGHT ig ROAD CLASS. SETBACKS FROM PROPERTY LINE: FRONT REAR RIGHT LEFT OFF STREET PARKING SPACES REQUIRED 4- (3-z FLOOD HAZARD CERTIFIED BLDG ELEVATION SPECIAL CONDITIONS PROBLEMS WITH PERMIT ADDITIONAL INFORMATION NEEDED CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR ENGINEER OOP! APPROVED ih4t . NG DEP,R 'NT APPROVE ‘zr-frz PLANNING DEPA ME'T DATE - fps /r/ Al.k , ) / 7/1)/- ' Ci_Ce (c' 27, V 0 f1 • r't • 7-0 r L C7-5- ). (4 7: / L 7 r C.' it 77-•4 c.;_C (.7 i=2 11 ; 1 C C:1) ; - ,/1 Le 5-, 30 , i '(,-;7',.-) ----:, / _S7 0/...- ,A,,,, ,( 4 7L...)1:' --/'-- /1 7- - - 2- t /ST 17,2,i? PV7i. -(9,/-----.7(Z5-- '----.L 2 r ,/' / ? . I. ------ 3 ZS z:-" e'--. ...). L / 7--/-/A?t( /:. .0 cc.._•.,, i, c ,' .... c: y-, -.7 ./7(/ .'S .)..- e.. ,;:--i 11/4) - 7 In r' /0 .,-/c) ,7 4V ----,.--L.) s– (7 7'c)----- — / ,_.._.. ,..„.:c„,,-,, C4/: L. i C7 ° 3 .4 t / 2 9 PRO`OSED BLDG. SITE , GLENWOOD SPRING VICINITY MAP N.T.S. REVISED BY: DATE 2/20/92 J.Q.F. J.b,F, 2/25/92 ROCKY MOUNTAIN N, DIVISION OF KNENEPI D'flfVY PHP' !HTATt! PIAT' D Cr) w 0 X x PIPE STORAGE o. X x LJ N 0r22'43 NEW CUT INTO EXIST. GRADE YARD AREA EQUIPMENT STORAGE N 89'53'00" W 210.80' ): )C X X EXIST. WATER WELL 70' S 26'46'00" E 70.00' N 89'5.3'00" w 20.00' FUTUPE EXPANSION PROPOSED BLDG. SITE N 89'53'00" W 257.69' N A ACCESS Qag -OAD r1 -I Ti X c- U —� Z (Rrn M ,00,�S.62 N 113M 2131 d ..00,91%9Z S Fri st- CTL/THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS SOILS AND FOUNDATION INVESTIGATION ROCKY MOUNTAIN NATURAL GAS TRANSMISSION BUILDING Glenwood Springs, Colorado Job No, 18665 aRJ Prepared For: t O ,.. Rocky Mountain Natur-1 nos 27429 VI:5 II% i c.k If 401 S -ss -Street -�- Glenwood Springs, Color-tsdf.,. 234 CENTER DRIVE -' GLENWOOD SPRINGS, COLORADO 81601 • (303) 945-2809 May 21, 1992 TABLE OF CONTENTS . SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 2 SITE PREPARATION 3 BUILDING FOUNDATION 4 SLAB -ON -GRADE FLOOR 5 SURFACE DRAINAGE 6 LIMITATIONS 7 FIGURE 1 - LOCATION OF TEST HOLES FIGURE 2 - SUMMARY LOGS OF TEST HOLES SCOPE This report presents the results of our soils and foundation investigation for the proposed .Rocky Mountain Natural Gas Transmission building to be adjacent to the Glenwood Springs airport in Glenwood Springs, Colorado. We explored the subsurface conditions to provide foundation recommendations for the proposed building. 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 analyses and our experience with similar conditions. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Our test holes penetrated 0,5 feet of "topsoil" over 0.5 to 3.5 feet of medium dense silty sands underlain at 1 to 4 feet by dense sandy gravels with cobbles. A 1 foot layer of debris fill was found over the sands at our TH-3 location. Free groundwater was not found in our test holes at the time of drilling. 2. The building can be founded with spread footings bearing on the natural sands and/or gravels. Footings bearing on a combination of the sands and gravels can be designed for a lower bearing pressure and entirely on the gravels for a higher bearing pressure as discussed herein. , 3. Floors will be slab -on -grade. Fill will be required below a portion of the floor to raise the site grade to the desired finished grade. The warehouse floor can bear on the natural soils or on densely compacted granular structural fill. Floors should not be placed on "topsoil". SITE CONDITIONS The site is on the floor of the Roaring Fork Valley at the far southern part of Glenwood Springs. Red Mountain and Lookout Mountain form the valley sides to the west and the east respectively. The valley meanders between moderately to steeply sided mountains to the north and south. The Glenwood Springs Airport runway is east of the site and the Roaring Fork River is farther to the east. Small commercial warehouse/office type buildings were to the north, south and west. The ground surface sloped down from the southwest to northeast visually estimated at about 5 percent or less, A 4 to 6 foot high bench was located in the southeast part of the building location. A low area formed by previous excavation was east of the building location. Greasewood, sage and grasses were growing on the site. Debris from a coke oven was placed in a layer over part of the site. PROPOSED CONSTRUCTION The building will be 130 feet by 50 feet in plan dimensions with no basement and will house warehouse, shop, office and vehicle maintenance areas, The building will have a steel rigid frame with steel roof joist. and a steel exterior skin. The bents will be pinned at the bottom. We assumed maximum interior column loads of 40 kips. The warehouse floor will be subjected to 125 psf loads from stored piping equipment (e.g. valves and elbows) and fork lift wheel loads. If the design loads differ from our understanding and assumptions we should be advised to permit us to reevaluate our conclusions. SUBSURFACE CONDITIONS Four (4) test holes were drilled with a 4 -inch diameter continuous flight power auger at the locations shown on Figure 1 to investigate the subsurface. We directed the drilling, logged the soils and obtained samples. Summary logs of the soils found in our test holes and results of field penetration resistance tests are shown on Figure 2. Our test holes penetrated 0.5 feet of "topsoil" over medium dense silty sands underlain at 1 to 4 feet by dense sandy gravels with cobbles. No free groundwater was found in our test holes, Atterberg limits on a sample of the sands were a liquid limit of 20 percent and a plastic index of 3 percent, The sample had 29 percent silt and clay size particles (passing the No, 200 sieve). SITE PREPARATION Site grading plans were not available at this writing, however, it appears that up to 6 feet of fill will be needed to raise the ground surface elevation to slab -on -grade subgrade elevation. All fill beneath the building should be constructed of sands or gravels. These soils will compact into a dense high 'strength subgrade for the warehouse floor. All topsoil, existing fill, and other deleterious materials should be removed from the building "footprint". The subgrade should be scarified at least 6 inches deep, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 90 percent of standard Proctor maximum dry density (ASTM D 698). The fill should be structural fill, constructed with sands and/or gravels with 100 percent finer than 4 inches, a maximum of 30 percent passing the No. 200 sieve, a maximum liquid limit of 25 percent and a maximum plastic limit of 10 percent placed in 8 inch maximum loose lifts at 2 percent below to 2 percent above optimum moisture content and compacted to at least 3 98 percent of the standard Proctor maximum dry density (ASTM D 698) with a heavy sheepsfoot vibratory compactor or heavy tractor towed vibratory roller. Samples of soils proposed for structural fill should be submitted to our office for approval prior to transporting to the site. Placement and compaction of fill should be observed and tested by a representative of our firm during construction. BUILDING FOUNDATION Our test holes show the soils at footing elevations will be natural medium dense sands and dense sandy gravels based on the floor level we assumed (Figure 2). In our opinion, considering foundation movement and cost, the more feasible foundation for the building is spread footings bearing on the natural sands and/or gravels. Footings bearing on a combination of the sands and gravels will need to be designed for a lower bearing pressure controlled by the weaker sands and can be designed for a higher bearing pressure if they bear entirely on the stronger gravels. Footings designed for the bearing pressures recommended below should result in total settlement of 1 -inch and differential settlements between isolated pads of one-half of the actual total settlement. Suggested design criteria for footings; 1. Footings should bear on the natural sands and/or gravels. Footings bearing on a combination of the sands and gravels should be designed for a maximum bearing pressure of 2500 psf. Footings bearing on natural sandy gravels can be designed for a maximum bearing capacity of 5000 psf. If footings bear on other than natural gravels, all footings should be designed for a maximum bearing pressure of 2500 psf. Footing excavations should be checked by a representative of our firm to confirm soils conditions are those we anticipated from our test holes. Foundation walls on continuous footings should be reinforced top and bottom. We recommend the reinforcement necessary for a simply supported span of 12 feet or at least two continuous No. 5 bars, top and bottom, whichever is greater; 3. Maximum footing widths are desirable. We suggest a width of at least 16 inches for continuous footings and at least 2 feet by 2 feet for isolated column pads. Greater sizes will likely be required based on column and wall loads; 4. The soils beneath exterior footings need to be protected from freezing. The depth normally assumed for protection in the Glenwood Springs area is 36 inches. SLAB -ON -GRADE FLOOR The topsoil, existing fill, and other deleterious materials should be removed from under floors because they are not suitable for slab -on -grade subgrade, Part of the subgrade will be structural fill at the elevation we assumed for the floor elevation (Figure 2). Structural fill should be constructed as we recommended under "Site Preparation". Water will likely be used in the part of the building which will house the vehicle maintenance area. The floor slab joints in this area must be sealed with a flexible caulk to prevent water leaking through the joint into the subgrade. The joints will need to be inspected as part of routine maintenance. Floor drains should also be sealed and frequently inspected. The vertical movement of the floor slab must not be restricted. Non -load bearing partitions founded with footings may bear on thickened slab "footings". Load bearing walls should be founded with footings independent of the floor slab. Frequent control joints should be provided. The American Concrete Institute (ACI) recommends minimum joint spaces of 15 to .20 feet. 5 • r: We recommend the following design and construction criteria for the slab -on - grade floor: 1. Provide 4 inches of densely compacted base course under the floor slab to distribute wheel loads; 2. Slabs should be separated from exterior walls and interior bearing members with a joint which allows free movement of the slabs; 3. • Slabs in areas subject to vehicle traffic should be moderately reinforced with reinforcing bars (not wire mesh) carried through slab joints; 4. Interior backfill along foundation walls and interior utility trenches should be compacted to at least 95 percent of ASTM D 698. SURFACE DRAINAGE Rapid runoff of surface water is important for better performance of foundations and slab -on -grade floors. The risk of wetting of soils below the building can be reduced by carefully planned and maintained surface grading. We recommend the following precautions be observed during construction and at all times after the building is completed. 1. Wetting or drying of excavations should be avoided; 2. The ground surface surrounding the exterior of the building should be sloped to cause rapid run-off of surface water away from the building in ail directions. Pavements adjacent to the building should be sloped to cause water to drain away from the building; 3. Exterior backfill of foundation walls should be moistened and compacted to at least 90 percent of standard Proctor maximum dry density (ASTM D. 698). The top 2 feet of backfill should be of the more clayey soils found at the site. Interior backfill should be compacted to 95 percent of ASTM D 698. 4. Roof downspouts should discharge well beyond the limits of all backfill. Splash blocks or extensions should be provided at all downspout and discharge points. .�F LIMITATIONS Our test holes were spaced to obtain a reasonably accurate picture of the subsurface. Variations in the subsurface conditions not indicated by our test holes will occur. We should observe all completed excavations to confirm the soils are as we anticipated from our test holes and observe and test fill placement. Our report is based on conditions disclosed by our test holes, results of laboratory testing, engineering analyses 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 reevaluate our conclusions. This investigation was conducted in a manner consistent with the level of care and skill ordinarily exercised by the 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. CTUTHOMPSO echiin, P.E. ch Manager . Reviewe Fran , • cip'1` .f ng"ee JM:FJH:gs (3 copies se 7 0 TO GLENWOOD SPRINGS L V r t EXISTING WATER WELL • PROPOSED FUTURE EXPANSION 1 U's 1 5" 1 1 1 1 MIDLAND AVE. --11". 1 1 S JOB N0,18,865 TH-2 TH-4 L 3RD CT - 2ND ST. IC60 LSLTE t DARROW ST. VICINITY MAP NO SCALE SCALE I" = 44' ASSUMED EL, =100.N LOCATION OF TEST HOLES FIG, I ELEVATION - FEET mi.. 104 102 - 100 m. 98 ✓ 96 94 .- 92 LEGEND: b TH-1 EL.=101 TH-2 EL.=99 ASSUMED FLOOR LEVEL (BY CTL/T) We = 3.4 LL = 2.0 PI = 3 -200 = 29 TOPSOIL, SAND, SILTY, LOOSE, SLIGHTLY MOIST, RED -BROWN 50/5 DEBRIS FILL, BRICKS, CINDERS CLINKER SAND, SLIGHTLY SILTY TO SILTY, MEDIUM DENSE, SLIGHTLY MOIST, RED -BROWN CSP,SM) GRAVEL, .SANDY, WITH COBBLE, DENSE TO VERY DENSE, SLIGHTLY MOIST, BROWN OR RED -BROWN (GP) BULK SAMPLE TH-3 EL.=104 TH-4 EL.=100 NOTES: 104 102 - 100- 98. 00- 98., 96 - 94 - 92 - NOIIVA313 11 m m 1 THE TEST HOLES WERE DRILLED MAY 8, 1992 WITH A 4 -INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. ELEVATIONS WERE OBTAINED WITH A HAND LEVEL AND ARE APPROXIMATE. THE SOUTH- EAST PROPERTY CORNER WAS ASSUMED TO BE ELEVATION 100.. 3. NO FREE GROUNDWATER WAS FOUND TF -E DAY OF DRILLING. DRIVE SAMPLE. THE SYMBOL 50/5 INDICATES THAT 50 BLOWS OF A 140 -POUND HAMMER FALLING 30 INC -ES WERE REQUIRED TO DRIVE A 2.5 -INCH O.D. SAMPLER 12 INCHES. DEPTH AT WHICH PRACTICAL DRILL RIG REFUSAL WAS ENCOUNTERED. SUMMARY LOGS OF TEST HOLES JOH NO. 18,865 FIG, 2 7-8-92 bEPARTMENT OF EMERGENCY SERVICES EMS • FIRE • RESCUE Rocky Mountain Natural Gas 2517 Grand Avenue Glenwood Springs, CO. 81601 Attn: Greg Flickner, Randy Niemi, Tom Boita GARFIELD COUNTY Gentlemen, Per your request I will contact the county building department and advise them that it is acceptable to issue a foundation only permit for your new building. It must be understood that no walls or other structure shall be built until we have received and approved complete details on your fire protection system. We have gone over the requirements before, but I feel it necessary to reiterate in writing what is required to avoid any confusion. First of all adequate water supply is required by the Uniform Fire Code 1982. section 10.301 c.. Water supply may consist of reservoirs, pressure tanks, elevated tanks, water mains, or other fixed system capable of supplying the required flow. We have already copied you on the approximate capacities as calculated by the ISO standards, Should you desire to utilize an approved sprinkler system, which is our understanding you will be doing, the system will need to be designed based on the National Fire Protection Associations Standard for Installation of Sprinkler Systems, Pamphlet 13. Any referenced standards ie. for pressure tanks etc. shall also be taken into consideration. In talking with your designer, Raymond Segura of Excel Fire Protection, Inc. I advised that he should base the design on a ordinary hazard occupancy, duration for 60 minutes, plus 250 GPM hose allowance. This is based on conversations with you concerning type of construction, and limited combustibles ie. no flammable liquid storage and no welding or cutting operations. Installation of the system will need to be done by state licensed contractors. All required testing by pamphlet 13 will need to be completed. Generally we can turn around a set of plans within seven working days upon complete submittal of plans, calculations, component cut sheets, etc. Should you wish to propose alternative methods or want to discuss any details please feel free to contact our office. 806 Cooper Avenue • Glenwood Springs, Colorado 81601 • (303) 945-2575 • FAX (303) 945-2597