The URL can be used to link to this page

Home My WebLink About4724fl.'· ,_, '~·· ·.'H. '.-, '' ~~ ·-·, ~ :, ;·~ .. N: 047?4 GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Streat Suite 303 Glenwood Springs, Colorado 81601 ' ----(303) 945-8212 5010-5042 County Road 154, Glenwood Springs JobAddress __ ::...:::...:.__::_..:...:~...:..:-=::.:.:~::_:_:.:..=_::_::_:_.:___::_::_:_ ___ _:___..::;_ ___________ __c _____ _ Nature of Work _:ll~u~i::· l~d=i~n~g~P_::e::rmic'.'.'.:'.:.'.t:..' _____________ _::__-'----------'------ Off ices IS torage/lfarehouse Use of Building _______ _:::_ ___ -'-'-_::_-------'------.-'-----------,--- .,,, __ J)wner Slattery Investments -.==c9ntra'ctcr . 11.temQz Construction Company :\~o~~;of Permit: $ ---,.1,..:•c,7=7'"1...,·,.,2,..·8-..--....,,..,..,.-.,..,..--Permit: 1,073.50 White-Treas. Canary -Office Pink -·Applicant Gqld -Duplicate Plan: 697~ 78 Date: April 22, 1993 s. Archuleta Clerk ""_(""~' ··:···-· .. ' -:·-····-,~·--· j(M~~;i;i~~~' 'j]l GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT please print or type z-oo-oa CLASS OF l/OPJ( NEf'7 ----X--ALTERATION DEMOLISH ~· REPAIR ADDITION - MOVE MOBILE HOME (make/model) s .F. OF BUILDING /;;J, ?co s .F. OF LOT::t.0 , b//fcpG # 7 ~ 0 , OP FLOORS c;._, HEIGHT ,5515 r'4..l1!f .5 # OF FAMILY UNITS ~ # OF BEDROOMS ---- INTENDED USE OF BUILDING OFF/Ce t wH-!fGHo'f,5 GARAGE: SINGLE-DBL -CARPORT: SINGLE -·DBL - FIREPLACE ~(7 ' DOCUMENTS ATTACHED WATER SUPPLY /N6L.I-. Pffelf/y?JT" lfTTCHSQ DRIVEWAY PERMIT NoNE? N'G6pE?-p SITE PLAN /ffTl'f-C tf/S./) BUILDING PLANS Jttr-A-ctf E-.ft 2 -,5 e/..5 SANITARY SEWER CLEARANCE ,5/3(7 Tfi'l?/'f-.SMfl'c J.$ ON SITE SEWAGE DISPOSAL PERMIT OTHER DOCUMENTS (specify) OCJ/l.---,f?"'.~/5~8~t1-/C.,-L=----- ..57fl(CT, eNGMfB61(JNa. .ss6 af4/( I V:Jf!/ tz A/ ,rtr.4?. LS rrEi? z -? 2,, )?' i · t 12.. 0 ¢f) PLOT PLAN NOTE: Show easements, property line dimensions, all other structures, specify north, an4 street name. For odd shaped lots, or it· space is too smal.l, provide separate p.lot plan. # OF BUII~DINGS NOW ON PARCEL Nt7NG USE OF BUILDINGS NOW ON PARCEL s tt!P v!3Y 17,1-~N I!!!> /If & VJ f';r&-e PL/fll.5 p,1....oT (I) oF p-ea, ;s'r I <f'l 3 WARfAAJ<rc-If'?/ /,:J MtbLAAlh.f;AAI [._ ( J.".,r 4 ',,.._,-.,. i-earre:r,6 A..J<.) /' -:J VAJ2Jp.Jc,t'-'1·"ZZ-93 F'( SE"!~'\ Fo12. )'1 '' D\-1 "\ FRONT PROPERTY LINE STREET NAl!E/ROAD NUMBER C.. fZ /?O/ff) J ._sy CHECK IF CORNER LOT DESCRIPTION OF WORK PLANNED 2, STl?/?Y OEEI c s -W l'f;R s ift7C(Z E 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 reg~lating_puilding construction. 6J..'9-T7' E-lf Y /lo/"' 17 Sr,M e/'f r-.> . G lS e USE ONLY PERMIT FEE $/OZJ,5oPLAN HECK FEE $ ~<rzzg TOTAL FEE $ / 7 71, z,.g SCHOOL IMPACT FEE-$ NA= DATE PERMIT ISSUED --------------ZONING DISTRICT TYPE OF OCCUPANC_Y __ -_-:_-_-~-t::J;.:~---~-2..:::::=a~-~~-~-;z:::~·=~~-~---~=·~t=::===--- TYPE OF CONSTRUCTION V~ Af S . F. OF BU I LDING ( ;?-. '[J-0-0-~S~.-F-.~OF_L_O_T_O_,-(.-f~q-c-, ±_ MAX. HEIGHT .~ 1-1?J I ROAD CLASS. - SETBACKS FROM PROPERTY LINE: FRONT S'Pe -4.,..W.1--..-L-h1-~ / REAR RIGHT LEFT ---- OFF STREET PARKING SPACES REQUIRED ------ FLOOD HAZARD ----'--------~--~ CERTIFIED BLDG ELEVATION ---------~ SPECIAL CONDITIONS PROBLEMS •IITH PERl!IT ------------ ADDITIONAL INFORMATION NEEDED -------- CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR ENGINEER ---------------~ PLANNING DEPARTMENT DATE ·-·- _____ _, - -------~ '~ --- - -_________ ,,_____ ----------------------------------------------- -____ ~);J~$'bc C-__'~-?__(i_:"!!:_.~ _ ""j s 1.,1 _.1 : ,__ ::. (~4r2!S., ?cc) ?-b) ~) __ _ -¥co (4 O~J-:::---IV 0 V '-'-~ i:Ci:-J;:,,--~ cf -;><:--4~----~------- ----- ~4 - ->\"' ___ ___:_-________ _ 1 0,, : i l ,.; c-·;,;~ , __ , • 71;; f -;, / -------------· - --------------· _____ j__ __ --- ------------------- ~ c (') ::1:;;-- ----------3~ku-, __ -~·,1_·-~---z_i __ ~i_q _____ i;_ziL_~~---~~~~~ ---· -------~k=~-~::::--~~"_:::=-;:;;~::: .. :::.-'.'__ ----- . Jim McMurrey 945-1377 Building Official Garfield County Building Department February 22, 1993 109 8th St Glenwood Springs, CO 81601 Dear Mr McMurrey: We are transmitting the following documents for submittal for a building permit for a two story office/warehouse structure located at 5010 through 5042 /County Road 154: 1. Legal Description-one page plus 5-12-92 Scarrow & Walker survey, 2. Soil Report-20 pages including cover sheets by Chen/Northern · Job 4 268 92 dated June 30, 1992, 3. Structural review of plans-7 pages by Schmueser Gordon Meyer stamped and dated February 11, 1993. 2 SETS. 4. Original building plans of February 12, 1979 completely revised for this specific site-11 pages and dated 2-15-1993. 2 SETS. 5. Building permit application dated February 22, 1993. 6. State of Colorado well permit number 041159-F completed 5-11-92. This building is identical to a building we constructed in 1979. We have a new site specific soil report along with a new structural review of the footers, foundations, retaining walls, 2nd floor walls, masonry walls, wood beams and truss connections. We will provide the following as soon as they become available: a. Roof truss manufacturers engineering calculations with stamped truss plans I shop drawings. b. Floor system twin tee manufacturers engineering calculations with stamped twin tee plans I shop drawings. c. Soil report data and engineered design of septic system will be submitted with an application when the sewage disposal system test pit is made and tested. If you will need further information please call me. Sincerely, 1.~ William Slattery Slattery Investment 5134 County Road 15 Glenwood Springs, Co 945-5359 945-2711 81601 fax P.S. FEBRUARY 23 1 1993 •••• Also attatched is the Individual Sewage Dispasal System.Application dated Feb 23, 1993 ~~12 .BP F !LE APPRO\fZ:fJ: ' BUILDING DEPARTMENT DATE APPROVED:~~~~~,...--=~=--~~~~-;:;:;;;;;,--PLANNING DEPARTMENT DATE ,;t·. . ~ --------------.. ----------.. -------------------------------.... -------.. --.. ---------.......... --.... -.... ------.... --... --.. MODERN CABINET SHOP 3039452711 P.02 SLATTERY INVESTMENTS 5134 Gounty Road 154 Glenwood Sprimgs, Go. 81601 Garfield county, Colorado, described as follows• ___ ,. ___ _ A parcel . of land situated in Lots 34 and 35 of section 1, Township 7 south, Range 89 West of the 6th p .M. I . County of Garfield, State of Colorado, lying southwesterly of the Southwesterly .;i::ight~of-way· line of the Denver and Rio 'Grande Western Ra·ilroad (Aspen. Branch) , ·Northeasterly of the Northeasterly right-of-way line of a county Road, being Ola state Highway ·No. 02, said Parcel of land ia aesoi::'ibed as follows: Beginning at a point on the Easterly line of said Lot 34, being also a point on the Northeasterly right-of-way line of said county Road, whence an iron post with a brass cap found in place and properly marked for the Southeast corner of ea.id Lot 34 bears: s. 01°31'00" E. 114.30 feet; thence N, 64°12'15" W. 10 3. 62 feet along the Northeasterly right-of-way line of said County Road1 thence N. 70°42'48" w. 262.69 feet alon9 the Northeasterly ·right-of-way line of eaid County Road, to a point on the Northerly line of said Lot 34, thence s. 87°11 1 00" E. 216.71 feat along the Northerly lina of said Lot 34, to a j;:.oint on the Southwesterly 'right-of-way line of eaid railroad1 thence 316. 23 feet along the arc of a curve to the right having a radius of 2525.14 feet the chord of which bears s. 66°09'08" E. 316.02 feet1 thence s. 27°53'21" '1. 69.03 feet to a point on the Northeasterly right-of-way lino ·of said County Road; thence N. 62°06'39" w.· 93.57 feet along the Northeasterly r.ight-of-way line of said County Road1 thence N. 64°12'15" w. 54.70 feet along the Northeasterly ric;rht••of-way line of said County Road to a point on the west line of said Lot 35, the True Point of Beginning. The above described parcel of land contains • 61 acres, more or less. · --·--·---··" ''' ,.,, ~ ................ ' -·-···-.. ---· .... ·····~·"'" ,, --____ YVt.U.. CONSTRUCTION AND TEST REPORT ·-·~ .""I Fot omce UH only • QWS•lf • STA"f'E OF OOLORAOO, OFFICE OF THE STATE ENGINEER 1 t/.QO , · 1: WELL PERMIT NUMBER IHl l 52-E 2. OWNER NAME(S) Slatter~ Investm!H!ts Ma//lng Address 513~ RO~ l!IJ City, St. Zip ~l:enwooo Spr!ngs, ~('.) 81601 Phone ( 303) §45-0106 3. WEL!. 1.Q£8I!ON AS QRILLED; NE 1/4 NW 1/4, Sec. 1 Twp. 7 __£__,Range 89 w DISTANCES FROM SEC. LINES: 450 ft. lrom North Sec. line. and 2900 ft. from East Sec, line. OR (OOlifi 01 .ouffi) (ea.at or W6.!IQ SUBDIVISION: LOT~BLOCK FILING(UNIT) STREET ADDRESS AT WELL LOCATION: 4. GROUND SURFACE ELEVATION +4 ~ DRILllNG METHOD Cabletool DATE COMPLETED Mav 11. 1992 TOTAL DEPTH 95 ft. DEPTH COMPLETED 95 ft. 5. GEOLOGIC LOG: 8. HOLE DIAM. (In.) From (ft) To (ft) t>.otk OtiulpUQO ol Ma.t.rlal (iyp., _Size, COior, Water l.ooa11of1) 9 II 0 30' 7 II 30 41 ' f;-/, II :11 95' Q-3~' BQJ.ll d~x:a· & El. l l ~2·-25 I 7. PLAIN CASING Regroc~ [ormation 00 (in) Kind Wall Size From(ft) To(ft) 7" steel .231 0 40'. Wat!J!r i12cated 75-9Q' 5" PVC .250 35 SQ' - °"P"ERF. CASING: Screen Slot Slz.e: 5" PVC .250 50 95' ---- 8. FILTER PACK: 9. PACKER PLACEMENT: Material Type Site Interval Depth 10. GROUTING RECORD: ~N£Wt 1-II'g~~t D'lf~!jY Interval Placement REMARKS: , 5-15' g:i:av~ty 1 DISINFECTION: I voe liTH Amt. Used 2 TBS I~ M!.!.TEST~ 0 Check box if Test Data Is submitted on Supplemental Form. TE$TiNG .METHOD Bailer · Static. L.eY.el. 45 ft. Date/Time measu1ed May 11, i 9 92 , Production !'late 15 gpm . • ~o P.1,unpJ,ngJev~l. ft. Date/rime measured Ma;x: 11 I 1992 , Test length (hts.) .1 Hou;i;: Remarks 13, I Mv• ~ tht atatemont. tnadii Mttln and know th• contents tt'l•toor1 and IN.I lMy u• true~ my knowledge, (Pur;uanl to Sacdon 24-4•104 (13)(1) C.R.&., the makln, Q/ ft.JM ~montl herein 0Clt'lilitu~1 perjury In the MCCll'ld deg1e1t and i. punlah&blt aa a cla.u 1 mi:;demH11or,J CONTRACTOR Shelton Drilling, Inc, Phone~ 927-389~ . Lie. No. 894 Malling Address P.O. Box 1070, Basal:t;,, co 81 621 Namemtle (Please type or print) SignatYre ~~ Date Steve Shelton/owner _)\ 'i I.)~ ~ et'<'.)Y--...., 5-11-92 " ) " . ~---~ Form No. 'GWS-25 . OF!Fice·-aF THE STATE ENGINEER COLORADO DIVISION OF WATER RESOURCES ' •• • .Ji18 CanlennroJ Bldg., 1313 Sh11rm.., $\., Donwr. Oolot.ado 8<12Cl3 (303) BOG-3M1 894 6PPLICANT SLATTERY INVESTMENTS 5134 ROAD 154 WEL.l.. PERMrT NUMBER __ 0_4_1_1_5_9 __ . [___ ·- DIV. _5_ CNlY. ~ WO 2! DES. BASIN -MD - Lot: 3435 Block: Filing: Subdiv: APPROVED WELL LOCATION COUNlY GARFIELD NE 1/4 NW 1/4 Section _,l=--- Twp 7 S , Range B 9 W £hP.M. GLENWOOD SPGS, CO 81601 DISTANCES f'r:!OM SECTION LINES (303)945-0106 PERMrT TO CONSTRUCT A WELL 450 Ft. from North Section Line 2 9 o o Ft. from J!aat Section Line ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT . CONDrTIONS OF APPROVAi.. 1) This well shall be used In such a way as to cause no material Injury to existing water rights. The issuance of the permit does not assure the applicant that no ln]ury will occur to another vested water right or preclude another owner of a vested water right from seeking relief In a civil coun action. 2) The construction of this well shall be In compliance with the Water Well Construction and Pump Installation Rules 2 CCR 402·2, unless approval of a valiance has been granted by the State Board of Examiners or Water Well .,onstruetlon end Pump Installation Contractors in accordance with Rule 17. ""'Approved pursuant to CRS 37-90·137(2) for the construc~on Of a well, appropriating ground water tributary to tha Roaring Fork River, as an alternate point of diversion to tha Basalt Conduit on the condition that the well shall be operated .2lll:£ when a water allotment contract between tha well owner and the Basalt Water Conservancy District for the release of replacement water from Ruedl Reservoir Is in effect, or under an approved plan for augmentation. 4) The use of ground water from this well ls limited oommerolal purposes and Irrigation of not more than s,ooo square feet or lawn and garden. AH use of this well will be curtailed unless the water allotment contract or a plan for augmentation is In effect. 5) The maximum pumping rate shall not exceed 15 GPM. 6) The average annual amount of ground water to be appropriated shall not exceed 1.2 acre,fee~ (391,020 gallons). 7) A toteli%1ng flew meter must be Installed on this well and maintained In good workh'lg order. Permanent records of . all diversions must be malnti;ilned by the well owner (recorded at least annually) and submitted to the Division Engineer upon request, e) The well must be constructed not more than 200 feet from the location specified on this permit, and more than 600 feat from any existing well, whose owner has not given written consent. 9) The owner shall mark the well In a conspicuous place with well permit number(s), name of the aquifer, and ooun case number(s) as appropriate. The owner shall take necessary means and precautions .to preserve these markings. \<.""' ., • 1 ~· ,:i. , OWNER'S COPY .. Stahl S:ngl""r Receipt No. 0337538 Pu-a£ fMt(,~ (Acting) APR 2 ,1 1992 By A"'D I) 4 ""'~3 DATE ISSUED ""' EXPIRATION DATE r ii t.. !0\:1 APPROVED: KBM · , ChenONorthern,lnc. • SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED COMMERCIAL BUILDING 5000 COUNTY ROAD 154 GARFIELD COUNTY, COLORADO JOB NO. 4 268 92 JUNE 30, 1992 5080 Rooq 1!l:l G1:e11wood Spr,rigs. Co101aoc, a ;501 30J 945· 7458 .303 9<!$.?363 Facs1111,1c Ra::e:\Ved 7. z, I • <f"Z- 01Glll l>i!-Cotlfl Cc • . \ J( Fl I ~·- PREPARED FOR: BILL SLA TIER Y C/O MODERN CABINET SHOP 5134 ROAD 154 GLENWOOD SPRINGS CO 81601-9320 ' • • ChenO Northern, Inc. June 30, 1992 Bill Slattery c/o Modern Cabinet Shop . 5134 Road 154 Glenwood Springs CO 81601-9320 5080 Road 15·1 Glenwood Springs. Colorado 8160' 303 945· 7458 303 945.·2J63.Pacs1m11c Subject: Subsoil Study for Foundation Design, Proposed Commercial Building, 5000 County Road 154, Garfield County, Colorado. Job No. 4 268 92 Dear Bill: As requested, we have conducted a subsoil study for the proposed commercial building to be located at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area are variable and consist mainly of debris fan, silty sands and gravels with cobbles and boulders. A medium graded sand layer above dense alluvial gravels was encountered in Boring 2 located near the middle of the north wall of the proposed building. Groundwater was not encountered in the borings at the time of drilling. The proposed commercial building can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 2500 psf. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, CHEN-NORTHERN, INC. a---··:Z~ Thomas L. Allen TLA/ec Rev. By: SLP cc: Diemoz Construction Co. -Attn: Floyd Diemoz - • • • TAB.LE OF CONTENTS PURPOSE AND SCOPE OF STUDY ......................... ; . . . . . . . . . 1 PROPOSED CONSTRUCTION ....................... ; . . . . . . . . . . . . . . . 2 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 FIELD EXPLORATION ............................................. 3 SUBSURFACE CONDITIONS , ....................................... 4 FOUNDATION BEARING CONDITIONS .. ; ...................... : . . . . . 4 DESIGN RECOMMENDATIONS ...................................... 5 FOUNDATIONS .............................................. 5 FOUNDATION AND RETAINING WALLS ........................ 6 FLOOR SLABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 UNDERDRAIN SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 FIGURE 1 -LOCATION OF EXPLORATORY BORINGS FIGURE 2 -LOGS OF EXPLORATORY BORINGS FIGURE 3 -LEGEND AND NOTES FIGURES 4 AND 5 -GRADATION TEST.RESULTS TABLE I -SUMMARY OF LABORATORY TEST RESULTS CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Chen ~Northern. Inc. I PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil stu<:ly for a proposed commercial building to be located at 5000 County Road 154, Garfield County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The site is located on coalescing debris fans. Evaluation of the flooding potential at the site is beyond the scope of this study. A field exploration program consisting of exploratory borings was conducted to obtain · information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine engineering characteristics of the on-site soils. The • results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed • building foundation. The results of the field exploration and laboratory testing are. presented in the report. This report has been prepared to summarize the data obtained during this study and . . . to present our conclusions and recommendations based on the proposed constructio11 and the subsoil conditions encountered. Desig~ parameters and a discussion of geotechnical engineering considerations related to construction of the proposed commercial building are included in the report. Chen ONorthern. lnc. ··1£·111;~\1~·~1•, .1•111 ~1··1·•11••\I~. · • • • - 2 - PROPOSED CONSTRUCTION The proposed commercial building will be a two-story concrete structure with a steel frame roof. The lower level will be a walkout basement. Ground floor will be slab-on- grade and the second floor will be twin tees. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 10 feet. We assume moderate foundation loadings, carried mainly by walls, typical of the proposed type of.construction. If building loadings; location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report . SITE CONDITIONS The site is southwest facing and located along the northeast side of County Road 154. The ground surface is somewhat irregular and gently to moderately sloping with a total elevation change across the building area of a.bout 10 feet. The site is currently used for storage of vehicles, equipment, and landscape vegetation. The Glenwood (irrigation) Ditch ,:.,_ is located along the northeastern property line and an abandoned holding pond is located near the center of the property at the southern boundary. The ditch was flowing at the. time of our field work. Small piles of loose fill are located at various locations within the property as a result of the past site use. Mostof the building site is covered with a shallow depth of road base material. Native vegetation consists of grass, weeds and brushy trees . ChenONorthern.lnc. r - 3 - • The property is located near the transition with the steeper valley side and the flatter • valley bottom near the lower reaches of ephemeral drainage debris fan deposits. These deposits have overridden and probably eroded in places the coarse river gravel alluvium. There are no defined drainage channels through the property but the northwestern portion appears to have been most recently impacted by debris fan activity where boulders are strewn through the debris flow path. The existing irrigation ditch, the D&RGW railroad and Highway 82 which parallel the property uphill have blocked the natural drainage paths. This construction has probably mitigated the potential debris flow impact on the site but it should not be considered totally risk free. A drainage study wou Id be needed to evaluate the potential of flooding on the property . FIELD EXPLORATION The field exploration for the project was conducted on April 13, 1992. Three exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4-inch diameter continuous flight augers powered by a truck-mounted Mobile B-80 drill rig. The borings were logged by a representative of Chen-Northern,. Inc. Samples of the subsoils were taken with a 1 3/8-inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140-pound hammer falling 30 inches. This test is similar to the .standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density • or consistency of the subsoils. Depths at which the samples were taken and the penetration Chen~Northern. Inc. - 4 - • resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. • SUBSURFACE CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 2. The subsoils are variable and consist mainly of medium dense, silty sand and gravel containing cobbles and boulders. A 5-foot thick layer of medium dense, slightly silty sand was encountered in Boring 2 at a depth of 7 feet which was underlain by dense alluvial gravels. Drilling in the coarse gravel deposits with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposits . Laboratory testing performed on samples obtained from the borings included natural moisture content and gradation analyses. Results of gradation analyses performed on small diameter drive samples (minus 1 1/2-inch fraction) of the natural coarse granular soils are shown on Figs. 4 and S. The laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The soils encountere.d at the site are typical of colluvial deposits found on the northeastern side of the Roaring Fork Valley south of Glenwood Springs. These deposits • generally consist of angular gravel to boulder size sandstone fragments in a silty sand matrix. Chen~Northern. Inc. I ~·.,, i · • ·· •' I":: ..;, · , ··11 .;•. - 5 - • The matrix soils tend to settle when wetted under light loading conditions (collapse). Removal of boulders in foundation areas may result in overexcavation. The dense valley alluvial gravels typically have a high bearing capacity and low settlement potential. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread • footing foundation system. The construction criteria should be considered when preparing • project documents. 1) Footings placed on the. undisturbed natural granular soils should be designed for an allowable soil bearing pressure of 2500 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Prolonged deep wetting of the bearing soils could cause differential settlement. 2) The footings should have a minimum width of 16 inches for continuous walls and 3) 2 feet for isolated pads. Exterior footings and footings beneath. unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. Chen~Northern. Inc. ::.',·, ... • • • 4) - 6 - Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures sh.ould also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the 6) footing bearing level extended down to the natural granular soils. Overexcavated areas should be backfilled with fine graded granular materials compacted to 100% of standard Proctor density at a moisture content near optimum. The completed excavation bottom in foundation areas should be moistened and compacted prior to concrete placement. A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate .bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 50 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 40 pcf for backfill consisting of the on-site granular soils. Oversized rock, vegetation, topsoil and debris should be excluded from the backfill. Chen~Northern. Inc. • -7 - All foundation and retaining structures should be designed for appropriate surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures reconunended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. Some • settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill . • . The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.55. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 400 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material Chen Ii) Northern, Inc. • 1·11·.'I ::· 1 ···•··' ·• 1": ~. - 8 - • compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. · We recommend granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures. Imported granular wall backfill. should contain less than 15% passing the No. 200 sieve and have a maximum size of 6 inches. The upper 2 feet of the wall backfill should consist of the finer .graded on-site soil or a pavement structure should be provided to prevent surface water infiltration into the backfill. FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly to • moderately loaded slab~on-grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints . shoul.d be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4-irich layer of free-draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2-inch aggregate with less than 50% passing the No. 4 sieve and Jess than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can · • consist of the on-site gravels devoid of vegetation, topsoil and oversized. rock. Chen ~Northern. Inc. ' .: '"Id ~''ii''•'•·'.: 1'1/! :.;_ • "" ·' - 9 - UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less • than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. SURFACE DRAINAGE The irrigation ditch possesses a flooding risk to the site in the event it becomes blocked and/or overflows. The ditch appears to be currently well maintained. The following drainage precautions are recommended for the on-site improvements and should be observed during construction and maintained at all times after the building has been completed: • ChenONorthern. Inc. '•1' • • -10 - 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. It is very important to properly place and compact the backfill to limit post-construction settlements. 3) The ground surface surrounding the exterior of the building should be sloped to 4) 5) · drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be capped with about 2 feet of the on-site finer graded soils to reduce surface water infiltration. Roof downspouts and drains should discharge well beyond the limits of all backfill. Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. 6) Dry wells may not be feasible on the silty colluvial gravel areas due. to their poor drainage properties and the potential for foundation wetting and settlement. LIMITATIONS 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 upon the data obtained Chen 0 Northern, Inc. ·• I~-"'I: .... I · .-· •1 ~·· • -11 - from the exploratory borings drilled at the locations indicated on Fig. l, the.proposed type of construction and our experience in· the area. The nature and extent of subsurface variations 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 herein, this office should be advised at once so reevaluation of the recommendations may be made. We recorrunend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN-NORTHERN, INC. • Thomas L. Allen Reviewed By Steven L. Pawlak, P.E. TLA/ec • Chen~Northern. lnc. ::··,,1·-······ APPROXIMATE SCALE 1 11 = 30 1 • 4 2Ge s2 ChenONorthern,lnc. LOCATION oF EXPLORATORY eoR1NGs Fig. 1 ·<; • • Boring 1 Elev. = 972.5' ..... QJ QJ u.. I 975 970 c: -_965_ 0 ·-..... "' > QJ ~ -u.J 960 955 30/12 WC=3 +4,,.3;3 •200=24 -~ ~(plf,t! 13 Boring 2 Elev. = 974.5' Boring 3 . Elev. = 972.0' 31/12 WC=5 -200=40 15/ 12 WC'=2· :i-4=2. - - --200=8 ~ "' 975 .~\\ 970 E!;Jb ~0~2 -~~6~S- -- 19/12 wc~z +4,;32 .. -200=34 960 27/12 955 Note: Explanation of symbols presented on Fig. 3. 4 268 92 Chen ONorthern, Inc. Logs of Exploratory Borings Fig. 2 ..... 3l u.. c: 0 ·-..... "' > ·<11 -u.J • • • • ltf LEGFND: ~ Fi 11; road base, some debris . Sand (SP-SM); slightly silty, trace gravel, medium dense, moist, 1 i ght brown. Gravel (.GM); and sand, silty; medium dense to dense, moist, reddish-brown, cobbles and possible· boulders, angular rock (debris fan). Gravel (GP-GM); sandy, slightly silty, very dense, moist, brown, cobbles and boulders, rounded rock (valley alluvium). Drive sample; standa~d penetratiori test (SPT), ·1 3/8-inch I.D. split spoon sample, ASTM D-1586. · 30/12 Drive sample blow count: indicates that 30 blows of a 140-pound hammer falling 30 inches were required to.drive the SPT sampler 12 inches. T Practical rig refusal •. Where shown above bottom of log, indicates multiple attempts were made to advance the boring. NOTES: 1. Exploratory borings were dri I led on Apr! I 13, 1992 with 4-i nch diameter continuous flight power auger. 2. Locations of exploratory. borings were measured approximately by taping from features shown on the site plan provided. · 3. Elevations of exploratory borings were measured by instrument level survey and refer to .the. Bench Mark on Fig. 1. 4. ·The exploratory boring locations and elevations should be considered accurate only to the degree implied by .the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctuations in water level may occur with. time. 7. Laboratory Testing Results: WC = Water Content (%) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 4 268 92 ChenONorthern,Inc. . " Legend and Notes Fig, 3 L5 . • • I HYDROMETER ANALYSIS I SIEVE ANALYSIS 'i!}HR TIME READINGS I lJ S STANDARD SERIES I CLEAR SQUARE OPENINGS I 7 HR . >U 45 MIN \:)MIN 60 MIN !9 MIN .4 MIN I MIN ·200 ·100 ·50 '4C ·io " '., . 4 ,, ,, ,., ' 5" 6 ,. • •OO 0 90 " so "' 10 "' a ~ w z 60 40 ~ ~ < ~ • < w • 50 50• r • z z w w ~ 40 sou " w w • • 30 10 20 BO •0 ., 0 ''" 002 005 009 '" 037 014 "' 197 "' ' " I J8 4 76 951 '" 38 1. 76 I "' •DO 1. I " 20 is2 I DIAMETER OF PARTICLE IN MILLIMETERS SANO I GRAVEL CLAV TO Stl T I MEDIUM COARSE 1 FINE COARSE COBBLES FINE GRAVEL 33 % SAND 43 % SILT ANO CLAY 24 % LIQUID LIMIT % PLASTICITY INOL:X .. SAMPLE OF s i I ty sand and gravel FROM Boring 1 at 5 feet I HYDROMETER ANALYSIS I SIEVE ANALYSIS I 2)HR TIME READINGS I 'U.S STANDARD SERIES I CLEAR SQUARE OPENINGS I I HR '" 4fl MIN 15 MIN 60 MIN. 19 MIN 4 MIN I MIN '200 '700 '50 '40 'JO '" ., '4 • ,,. ... '"'" , .. fl"6" 100 0 90 ,, 80 20 70 "' ~ a ~ 60 4-0~ ~ • ~ < • • w r 50 so• z • w z u w "40 60U w " • w • 30 10 20 BO " 90 0 700 007 001 005 009 "' ,037 014 149 297 I 590 1. 19 . ,. 4,76 g 5:? '" '" 161 127 -· OJ I •I 1.0 "' I DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO Sil T I SANO I GRAVEL I FINE I MEDIUM COARSE FINE I COARSE COBBLES GRAVEL 2 % SANO 90 .. SILT ANO CLAY 8 % LIOUIO LIMIT % PLASTICITY INDEX " • SAMPLE OF sl1ghtly silty sand FROM Boring 2 at 9 feet 4 268 92 ChenONorthern, Inc. GRADATION TEST RESULTS Fig. 4 ' ! . . . l(Q ' . ' I HYDROMETER ANALYSIS I SIEVE ANALYSIS ~4)HR TtME READINGS I u.s STANDARD SERIES I CLEAR SQUARE QPtNING::. l-7 HR '70 4~ MIN 15 MIN. 60 MIN 19 MtN 4 MIN 1 MIN ·200 '700 ">O 'OD '30 ',, I 'R .. " \'O '' ,. "' •OO 0 90 " 60 "' 70 JO 0 ~ 60 w .,, ~ < ~ r < w ' '° 50. r r z z w w ii ~o 60/( w w ' • JO 70 20 eo IQ "' Q 00 001 002 005 009 019 037 074 149 .297 I .590 1 " 2.38 "' "' " 1 38 1 ' 76.2 127 ' I " 2.0 152 I DIAMETER OF PARTICLE IN MILLIMETERS I SANO I GRAVEL ]COBBLES CLAV TO SILT I FINE I MEDIUM !COARSE I FINE I COARSE I GRAVEL 32 % SAND 34 % SILT ANO CLAY 34 % .. % LIQUID LIMIT PLASTICITY INOi:X SAMPLE OF s i I ty sand and gravel FROM Boring 3 at 10 feet and 14 feet combined I HYDROMETER ANALYSIS I SIEVE ANALYSIS 24f HH TIME READINGS .,L U.S. STANDARD SERIES I Cl.EAR SQUARE OPENINGS 7 HA '10 45 MIN 15 MIN 60 MIN. 19 MIN 4 MIN. I M1N '100 ·so '40 ·30 "' ,., .. ,. "'•"' 1'1!'' 3" s·· e·· •00 Q 90 10 eo "' 70 JO ~ 0 ~ 60 ""~ ~ < < r ~ "" w 50< z r w z li"" w 60U w < • w • JO 70 "' 60 10 90 Q 2~00 001 002 .005 .009 0·19 .037 074 .149 .297 I _590 1. 19 . ,. 4.76 9 5~ 19.1 "1 76.2 127 I " 20 152 I DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT SAND GRAVEL :COBBLES I FINE I MEDIUM I COARSE FINE I COARSE GRAVEL .. SANO % SILT ANO CLAY .. • LIQUID LIMIT % PLASTICITY INDEX .. SAMPLE OF FROM i ' ' 4 268 92 Chen 0 Northern. Inc. GRADATION TEST RESULTS Fig. 5 ' - -e Chen-Northern, Inc. e c ,. 4 268 92 TABLE SUMMARY OF LABORATORY TEST RESULTS SAMPlE LOCATION ""'°"TION UNCONFINED . ,, NATIJAAI. NATURAL PERCENT ATTERBERG UMtTS MOISTURE DRY PASSING COMPRESSIVE SOU. OR llORING DEPTH CONTENT DENSITY GRAllEl SAND NO 200 UOUID PLASTICITY STRENGTH BEDROCK TYPE , .... , '"' ""'' (%) , .. , SIEVE LIMIT INl)EX ""'' '"' (%) 1 5 3 33 43 24 siltv sand & nravel 2 4 5 40 silty sand & aravel 9 2 2 90 8 sliahtlv siltv sand 3 _!2 .. .t-11 7 32 44 34 siltv sand & oravel . - . -..l Electric~Rough :1 1 ".>J,,fl-!c(MJ~r.I __ (by STATE inspector) · "'~' ·Final•·' · ·.:.2 ' '• • •::•, '': ,·.,,•.::;,o• ,' '•:,.•",.'~'.'.·t'·{J,~'l".:(·~~''.'~'ti'',· :'i: 'i ,',:'•'::I'[ i • . ALL LISTED ITEMS. MUST .BE INSPECTED AND APPROVED BEFORE COVERING - . WH.ETHERJNTERIOR OR.EXIER,IOil;'l)NDEll:GR()IJ':ID OR ABOVE GROUND. i ... ·, ., :; THiil PEilMrriS J.:ifu..Tlt1NsFE'itA'lii:.E'fl\1lr. .. , 1.:l.1' . ·.·. ·,;,,,,_· .. ,.,· .. ,'q.",''"'··I .·:.::, .",.:. 109 8th Street,· 1:· County Courthouse; .: Glenwood:Sprirlgs, C!Jlo 1 .. ,ED ··DO~TDESr~THISCAR(ii • , . '·. ~1111·· .· ·. . ·., '.·. I '4'"A~A!!'>J-L3l.··, ey/_ ~·:/ N ' ' ' ' ' ' ,' ,' ' ' ' ' ' ' IF PLACED OUTSIDE -COYER WITH. CLEARPCASTIC '. ,. '' o,: '' .,i :-,,:-:- 2i72 No change in lhc charncter Qf occupMcy of a building shall be made without a Ccrtificare of(kcupancy -(UBC Sec, 502) CERTIFICATE OF .OCCUPANCY BUiLDING D.EPARTMENT GARFIELD COUNT,~, ~OLORADO ,. ' '.,:-," '· hi.sued Wllhoul Fee November 30 Slattery I11veiit.miinte Permission iS t1ereby granted to ---~--~-~-c-C"c-c~~-------- Building Permit No. ___ __c4~7~2~4c___ ·-~--~----Zone pistrict ______ c_ ____ _ 19 jlJ o,·1u"l"d ,, 5010-.5042 Road 154, G16nw6:o·d Sprfngs · " "'" "' Lot __ Blk. __ Addition _____ _ for the rollowing purpose Offices/stbrage~~h~o=u~~·i\o•""c-~----------------- , {Slo1l! Nature of UHj Con!ractor ~emo:o.: Conl!ltruction Company . [~,u11nce or a Ccrtifknle of Occupancy •hflll not be con~trucd ,.;. Rn approval of Che prnvi1ion~ of !hi• code or of other ordinance• of the jurisdiction. Ccrtificatcs P"'rnming Co g;,,., au!hority to violnle or ~ancel the provi•ion! of thi,, code or of other ordinancc9 of the juri•iliction Ahnll nol be vo.lid: (UllC Sec. J07(a)). ' · _/ / , White: Owner Graan: LendlngAgencjl ·:,Yellow . I / I ,_;'