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Job Address No. 8272 GARFIELD COUNTY BUILDING, SANITATION, and PLANNING DEPARTMENT 109 Btb, Street, Suite 383 Glenwood Spring', CO 01601(979) 945-9212 3 �e. y/ c CS4 / 7 Nature of Work Building Permit atu;$4A. Use of Building ownerR Contractor -� ,, l Amotmt of PermitS /6701- ;2 / Date s- %. o a o O a . x/7/0. J2 Clerk GARF(ELB COUNTY BUILDING PERMIT APPLICATION • T r TE L E' PI IONE if( 970) 9454212 GARFIELD COUNTY (GLF:NWOOD SPRINGS). COLORADO PERMIT NO, INSPECTION LINE (970)384-500 3 PARCEUSCHEDULF NO Km ADDRESS- 3 q g tvERaoAr Z P i v Li Ci LJ1b'7 1 LOT NO / / BLACK NO. SUBDIVISION/EXEMPTION R) Life E tip r1 ,E 5- 2 2 o r„E R R A r-_E °D.."Box RR? U Kl 5 g1 6.02 3*Ay-.3'1z ( net -341 f: 3 00..111.,.CTol l'f S AnD.t'u RI) 1( Ig i f 6 4�4 9,_1(_D 2L r Bq-3YZ! 1/C /:o 9 Py -3 yZ I 4 Ar041TECTlaa.zoLYr A.D.LAS PH UC NO 5 C �+ >c>�ocxui:na 153 -F -ft 19,Twwr 1 447 1 ., ' it w�nrt_Gr ,0 Of MOORS 6 USE UY■LIDD+: 47/14 L._� F A iii/14-A444.1#"1"""F 7 MCRAE wO11K AEI.v C0A15rtJcTio,..1 8 CLAM Of Prof -I 3ADDT1CN DALTE7lAnf A• :MOVE R:,tmloYE 9 cruwa. DS i ...^ ALa CARPORT =WAR cDOMLE I 0 c Dpr/ w y OEM7 O014 ERE fEWAUE DAP AL 1EPT1C1 r*!TY PLAN Cr), UN7Tr' _ ( VAll:AWN or WOa]Ufl l ADM= VAUJATKIN . I` � A ( l f.SPECIALog l CJJC)t ,sN o s ,n�.s,r� SPECIAL C1R,O1 R �,,, s -a T Fit L.,U r 8-7 E1 I-) u %3,4 NOTICE A SEPARA1l: ELFCTIOCAl. PERMIT IS kEQ IREU ANT) MIST Til. ISSUED BY THE STATE UV COLORADO THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED I5 NOT COMMENCER) WITHIN 110 DAYS. OR LF CONS'1RL'CTION OR WORK 15 SUSPENDED OR ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFTER WORK 15 COMMENCED- 1HEREBY CERTIFY THAT I HAVE READ AND EXA.MINFI) THIS APPLICATION AND }NOW TILL SAME IO BE TRUE. AND CORRECT. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WT1L BE COMPLIED WRIT WHEINER SPECIFIED HEREIN OR NOT THE (IRAN -TING OF A PERMIT DOES NOT PRESUME TO GIVE AL rHORrn 10 V1.LATF OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW • .(RIMING so NS t: CTION OK TEE. P RMANCE OF CONS.' A _ ,� �,. 30 OL PLAN CHECK FEE: �j ,(j—?ti8.9C, PERMIT FEE: j( I IfE2,Zs TOTAL FEE: 4DATE PERMIT ISSUED: r I J 0 I .1 1 I OCC: GROUP: CONST: TYPE: ` � II -'3 U.� V ,—! I ZONING. D SETBACKS. Sign •• 410,[,_ of( 417 ,or .u1LoTirad'gall re .Dd RSDS NO. FEE. V /4 A, BuddingDip, ApproraIThle Dept, Ac;ItFEMENT PERMISSION IS HEREBY GBtANTFD TO THE APPLICANT AS OWNER, CONTRACTOR AM3;OR THE AGENT OF THE CONTRACTOR OR QWN'ER TO CONSTRUCT TIT. STRUCIIJRE AS DETAILED ON PAINS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY TIE BUILDING DEPARTMENT, IN CONSIDERATION OF THE ISSUANCE. OF THIS PERMTT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTER) 11Y GARFEEII) COUNTY PURSUANT TO AUTHORITY GIVEN LN 30.21-201 CRS AS AMENDED. THE SIGNER FURTHER AGREES IIIAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WI17I IN THE LOCATION. ERECF!ON, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND 'THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT TETE BURRING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVTNTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN Lti V1OLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. nT. REVIEW OF TILE SUBMITTED PLANS AND SPECIFICATIONS AVD INSPECTIONS CONDUCTED T 1EREAFIER DOES NOT CONSTITUTE AN ACCEPTANCE. OF ANY RESPONSIBILJTIES OR LIABILITIES BY GARF IFIL) COUNTY FOR ERRORS. OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND BAPLE1 IENTAT1ON DURING CONS-IRUCII0N RESTS SPECIFICALLY Wali THE ARCHITECT, DESIGNER. BUILDER AND OWNER COMMENTS ARE INTENDED TO BE pONSERVATIVE AND TN SUPPORT OF THE OWNERS INTEREST'- G• �7� GadmnLnu3 ri I HEREBY ACKNOWLEDGE THAT I HAVE REAL) AND UNDERSTAND TILE AGREEMENT ABOVE. MEDAL) ??)Ct 1 f , h St 3 The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with washbowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1994 UBC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # 1'1?— bpcont 80 3( tier boed • --/tog 14 ) l�i4-FiN. To 71J.l4sF-Q VALUATION/FEE DETERMINATION R42•r * g272 ApplicantR_ I�.. #�,�� Subdivision Address Lot/Block Date A-1- OZ Contractor Finished (Livable Area): Main Upper Lower Other Total Square Feet Valuation Basement: Unfinished Conversion of Unfinished to Finished Plan Check Fee for Conversion Valuation Garage: Crawl Space: Valuation Valuation Decks/Patios: Covered Valuation Open Valuation ___ Kt it e -s4 /06-1 984 I01-9$') 31;488 748'0 5-4,9172 1,1 52. 03 J4-2, 19.8. Total Valuation 113 2 . 0`-) Building Permit Fee .1408,16 Plan Review Fee 5/5.w Total BP&PR �323,45 TAtir4D 2 -2o -oz. 141 01 .21 —ram. D 422,24 /3,824 1,15L .00 r r January 1, 1999 Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheating, house - rap, (which is required), siding or any approved building material. A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40# per ft. up to 7,000 F.Q.S. and an 80 M.P.H. wind. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. 1. Is a site plan included that indicates the distances of the proposed building or addition to property lines, other buildings, setback easements and utility easements? Yes t/ Does the site plan include the location of the I. S.D.S. (Individual Sewage Disposal System) and the distances to property lines, wells (on subject property and adjacent properties), streams or water courses? Yes (/ 3. Does the site plan indicate the location and direction of the County or private road accessing the property? Yes ✓ 4. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? n./ Yes 5. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces andthe ances required between wood and earth? Yes 2 Do the plans indicate the size and location of ventilation openings for the attic, roofjoist spaces's and soffits? Yes 7. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor Toads and wind loads? Yes Does the plan include a building section drawing indicating foundation, wall, floor and roof construction? Yes 1% 9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes 10. Does the building section drawing or other detail include the method ofpositive connection of all columns and barns? Yes 11 Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing grade cpntours? Yes V 12. Does the plan include any stove or zero clearance fireplace planned for installation including make and mod and Colorado Phase II certifications or phase 13 EPA certification? Yes No 13. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the 'form Building Code Chapter 37? Yes No 14. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? Yes No 15. Does the plan include a window schedule or other verification that windows provide natural light and ventil i in for all habitable rooms? Yes l/ No 3 i 16. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safetyglazing for these areas? Yes �/ No 17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the_plan? Yes ti No 18. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? Yes No 19. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? If you do not have written permission from the association, do you understand that the plan check fee will not be refunded should the architecturalcorjmittee deny or reject your building plans? Yes �/ No 20. Will this be the o . residential structure on the parcel? Yes No If no -Explain: 21. Have two (2 oniplete sets of construction drawings been submitted with the application? Yes 22. Do you under that the minimum size a home can be on a lot is a 20ft. x 20ft.? Yes No 23. Have you designed or had this plan designed while considering building and other construction code requirements? Yes No 24. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by t 'Garfield County Building Department? Yes No 25. Do you understand that approval for design and/or construction changes are required prior to the applicatio of these changes? Yes No 4 J 26. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit Fee" as well as any "School Impact" or "Septic System" fees required, at the time you pick up your building permit? Yes No 27. Are you aware that twenty-four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 4:00 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your in ection one (1) day. Inspections are to be called in to 384-5003. Yes t No 28. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupancy andupancy of the building? Yes No 29. Are you aware that the person signing the Permit Application, whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, is the party responsible for the project co ng with the Uniform Building Code? Yes No 30. Are you aware that prior to issuance of a building permit you are required to show proof of a driveway access permit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge Department at 625-8601. / Yes 1/ No 31. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups, unless you as the homeowner are performing the work? The license number of the person performing the work will be required at time of appli inspection. Yes No 32. Are you aware, that on the front of the Building Permit Application you will need to fill in the Parcel/Schedule Number for the lot you are applying for this permit on prior to issuance of a building permit? our attention in this is appreciated. Yes No 5 I hereby acknowledge that I have read, understand and answered these questions to the b t of my abili Phone: T8 21- 3'f a 1 (days); 7" dat a? (evenings) Project Name: / V f f o r / Project Address: 3 4 1 / 1/Fp. B oi% Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance of the permit or delay in proceeding with construction. bpminreq 8/00 6 SOILS AND FOUNDATION INVESTIGATION 16 RESIDENTIAL LOTS RIVERBEND BY THE RIVER GARFIELD COUNTY, COLORADO Prepared For: Mesa Structures P.O. Box 1989 Glenwood Springs, CO 81602 Attention: Mr. Steve Boat Job No. GS -2112 June 6, 1997 CTL/THOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRrVE • GLENWOOD SPRINGS. COLORADO 81601 • (970) 94S-2809 bai eOPY TABLE OF CONTENT SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 3 SITE GRADING 3 FOUNDATIONS 4 Type 1 Foundation - Footings On Gravels 5 Type 2 Foundation - Footings On Clays 6 FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK 6 BASEMENT CONSTRUCTION 8 PAVEMENT CONSTRUCTION 8 SURFACE DRAINAGE g LIMITATIONS 10 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURES 2 AND 3 - SUMMARY LOGS OF EXPLORATORY BORINGS FIGURE 4 - DEPTH TO GRAVELS CONTOURS FIGURES 5 THROUGH 7 - SWELL/CONSOLIDATION TEST RESULTS FIGURE 8 - EXTERIOR FOUNDATION WALL DRAIN TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS APPENDIX A - PAVEMENT DESIGN CALCULATIONS AND GUIDELINE MAINTENANCE RECOMMENDATIONS MESA STRUCTURES CTUT GS -2112 • • SCOPE This report presents the results of our sods and foundation investigation for 16 residential Tots at Riverbend By The River in Garfield County, Colorado. We explored the subsurface conditions to provide foundation recommendations for singie family buildings. This report includes a description of the subsurface conditions found in our exploratory borings, recommended foundation systems and geotechnical criteria for them, design pavement section alternatives and construction criteria for details influenced by the subsoils. Our 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 1. Our exploratory borings penetrated nil to 0.5 feet of organic clays or up to 4 feet of man made fill constructed with the on site sandy clays. The organic clays and fill were above stiff to very stiff, silty to sandy clays. The silty to sandy clays were underlain by dense to very dense, silty to sandy gravels with cobble and boulder in our borings TH-1, TH-5 and TH-7 through TH-12. No Free groundwater was found in our borings during our field investigation. 2. Depending on soils found at foundation elevation the buildings can be founded with footings on the undisturbed natural gravels or footings with a minimum dead load on the natural clays. Maximum allowable soil pressures and minimum dead load pressure recommendations are presented in the "Foundations" section. 3. Basement and garage floors will be slabs -on -grade. Slabs -on -grade floors can bear on the natural gravels or clay subgrade (see "Floor Slabs and Exterior Concrete Flatwork" section). All "topsoil", existing fill or other deleterious material should be removed from beneath slabs -on -grade floors. 4. Drive areas should be paved with either 5 inches of full depth asphalt or 3 inches of asphalt above 7 inches of aggregate base (see "Pavement Construction" section). MESA STRUCTURES CTLT GS -2112 1 i 5. Good surface drainage is important. Grading plans should allow for surface drainage away from the buildings and off the surface of paved areas and should be maintained at all times to reduce wetting of subsoils (see "Surface Drainage" section). SITE CONDmONS The subject site is approximately 10.6 acres located on a alluvial terrace above and to the south of the County Road 335. The New Castle/I-70 interchange is approximately 2 miles to the west. The existing Riverbend subdivision is across County Road 335 to the southwest. Land to the south, east and west has not been built on. A wastewater treatment facility is being constructed on property adjacent to the north with the Colorado River beyond. Ground surfaces at the site slope down to the north at grades measured and visually estimated at 2 to 6 percent. Vegetation consists of native grasses and weeds. Utility and infrastructure construction is in progress at the site. Roads have been roughed in and some fill has been placed in shallow drainages. An abandoned sewage disposal pond is being removed in the central part of the site. PROPOSED CONSTRUCTION Single family residential homes are to be built. The buildings will be one or two stories tall and wood framed. Basements will be an option. Basement and garage floors will be slabs -on -grade. Other floors in living areas will likely be structurally supported by the foundation with a crawlspace below. Foundation Toads we assumed for our analysis were between 1000 and 3000 pounds per lineal foot on continuous footings and maximum interior column Toads of 15 kips. We should be informed if actual construction is different than described above. MESA STRUCTURES CTVT GS•2112 2 SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling twenty-one (21) exploratory borings at the approximate locations shown on Figure 1. Our borings TH-1 through TH-16 were drilled for foundation analysis. Our borings S-1 through S-5 were drilled for pavement analysis. Drilling and sampling was directed by our engineering geologist who logged the soils and obtained samples for testing in our laboratory. Summary logs of our exploratory borings are shown on Figures 2 and 3. Our exploratory borings penetrated nil to 0.5 feet of organic clays or up to 4 feet of man made fill constructed with the on site sandy clays. The organic clays and fill were above stiff to very stiff, silty to sandy clays. The silty to sandy clays were underlain by dense to very dense, silty to sandy gravels with cobble and boulder in our borings TH-1, TH-5 and TH-7 through TH-12. No Free groundwater was found in our borings during our field investigation. We encountered auger refusal on cobble and boulder. In our opinion excavations for foundations and utilities can be accomplished with medium to large, heavy earthmoving equipment. We do not believe excavations into the granular soils will be more difficult at this site than at other sites in the locale. Estimated depths to gravels contours are presented on Figure 4. Laboratory testing to confirm field classifications and determine physical characteristics of the soils was performed. Results of our laboratory testing are shown on Figures 5 through 7 and summarized on Table 1. SITE GRADING We understand that grading will be limited to that required to construct basements and foundations. We anticipate maximum excavation depths of 10 feet. No fill will be below foundations but may be needed to achieve subgrade elevations MESA STRUCTURES CTAT GS -2112 3 • for garage floor slabs and exterior concrete flatwork. Areas to receive fill or bear slabs -on -grade should be stripped of vegetation, organic soils, existing fill or other deleterious materials. The resulting surface should be scarified to at least 8 inches deep, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). On-site soils free of organic matter, rock larger than 6 inches in diameter or other deleterious materials can be used as fill. Fill should be moisture conditioned to within 2 percent of optimum moisture content, placed in maximum 8 inch thick loose lifts and compacted to at least 95 percent of the standard Proctor maximum dry density. Fill placed in areas not to be built on can be placed as "common fill" and can be compacted to 90 percent of ASTM D 698. Excavation sides will need to be sloped or braced. We believe the gravels are Type C and the clays Type B as described in the October, 1989 Occupational Safety and Health Administration (OSHA) Standard governing excavations published by the Department of Labor. The publication indicates that temporary slopes should be no steeper than 1.5:1 (horizontal to vertical) for Type C soils or 1 to 1 (horizontal to vertical) for Type B soils above the groundwater level. Soils removed from an excavation should not be stockpiled at the edge of the excavation. We recommend the excavated soils be placed at a distance from the top of the excavation equal to at least the depth of the excavation. Free groundwater was not encountered in our exploratory borings. Depending upon excavation depths and time of year water may be present. If free groundwater is encountered, we recommend the excavations be sloped to sumps where water can be removed by pumping. FOUNDATIONS At footing elevations (approximately 4 and 8 feet deep) our borings encountered stiff to very stiff, sandy clays or dense to very dense, sandy gravels MESA STRUCTURES CT11T GS -2112 4 with cobble and boulder. Topsoil, existing fill or other deleterious material should be removed from beneath the building footprints. We judge the natural gravels to have excellent foundation support characteristics. Most of the clays tested exhibited a low to moderate swell potential. We recommend the buildings be founded with footings. At lots where gravels are exposed at foundation elevations, footings with a comparatively high soil pressure can be used. At lots where clays are exposed we recommend footings with a minimum dead load. We have assumed light structures that are sufficiently flexible to withstand some differential foundation movement will be built. The recommended maximum soil pressures and dead load pressures presented below should result in total settlement on the order of one inch. Maximum differential settlement may be one half of the actual total settlement. The risk of excessive differential or localized settlement can be reduced by careful attention to drainage precautions discussed under 'Surface Drainage'. Where excavations expose the natural gravels at foundation depths, we recommend footings at a comparatively high soil bearing pressure. Where low to moderately expansive clays are exposed at foundation elevations we recommend footings with a minimum dead load. We were told that basements are planned for most lots. Excavations for basements would generally extend through the clays and expose gravels on lots 5 through 11. On lots 1 through 4 and 12 through 16 we believe footings will bear on the natural clays. Footings can be designed using the following criteria: Type 1 Foundation - Footings On Gravels 1. Footings bearing on the natural gravels can be designed for a maximum allowable soil bearing pressure of 5,000 psf. Material loosened during the excavation or forming process should be removed from footing areas or compacted prior to placing concrete; 2. Foundation walls for continuous footings should be reinforced top and bottom to span undisclosed loose soil pockets. We recommend steel reinforcement equivalent to that required for a simple span of 10 feet. --� Reinforcement should be designed by a qualified structural engineer; MESA STRUCTURES CTUT GS -2112 5 • f 'EQ3 3. Minimum footing sizes are desirable. We recommend a minimum width of 16 inches for continuous footings and at least 2 feet by 2 feet for isolated column footings. Larger sizes may be required based on the structural loads; 4. The soils beneath exterior footings should be protected from freezing. We recommend footings be at least 36 inches below finished exterior grades. The local building department should be contacted to verify required frost protection depth. Tvpe 2 Foundation - Footings On Clays 1. Footings bearing on clays can be designed for a maximum allowable soil bearing pressure of 3,000 psi and a minimum dead load of 1,000 psf. Material loosened during the excavation or forming process should be removed from footing areas or compacted prior to placing concrete; 2. Where footing pads are used below bearing walls a flinch void should be provided beneath the grade beam between pads to concentrate dead Toad of the building and to allow space for expansive soils to swell; 3. Foundation walls for continuous footings should be reinforced top and bottom to span undisclosed loose soil pockets. We recommend steel reinforcement equivalent to that required for a simple span of 10 feet. Reinforcement should be designed by a qualified structural engineer; 4. The soils beneath exterior footings should be protected from freezing. We recommend footings be at least 36 inches below finished exterior grades. The local building department should be contacted to verify required frost protection depth. FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK We anticipate excavations will expose silty to sandy gravels or low to moderately expansive clays. We were told that basement floors will be slabs -on - grade. Floors in other living areas will be above basements. Garage floors and exterior concrete flatwork will be slabs -on -grade. The native gravels will provide excellent support for slabs -on -grade. Slabs -on -grade on expansive soils is unpredictable. Slight increases in moisture content of expansive clay subgrade can MESA STRUCTURES CTLT GS -2112 6 cause considerable heaving and cracking of slabs -on -grade. The only reliable method to mitigate floor movement on expansive soils is to construct structural floors with crawlspaces below. Craw'spaces should be well ventilated. We believe, that slabs -on -grade will perform satisfactorily on the lots on which the clays are located as long as moisture increases in the subsoil is minimized. We recommend the following design and construction criteria for slab -on -grade floors: 1. Slabs -on -grade should be placed directly on the natural gravels or clay subgrade prepared as discussed above under "Site Grading". Topsoil, existing fill or other deleterious material should be removed from beneath slabs -on -grade and replaced with non -swelling structural fill with 100 percent finer than 3 inches and a minimum of 20 percent silty and clay size particles (passing the No. 200 sieve) Fill should be moisture treated to 2 percent below to 2 percent above optimum moisture content, placed in maximum 8 inch thick loose lifts and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698); 2. Slabs -on -grade should be separated from exterior walls and interior bearing members. Vertical movement of slabs should not be restricted; 3. Plumbing below the slabs should be pressure tested prior to placing concrete. Trench backfill should be moisture treated to within 2 percent of optimum moisture content and compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698); 4. Mechanical systems placed on slabs -on -grade should be provided with flexible couplings to prevent movement from being transmitted to plumbing and ductwork. Plumbing which passes through slabs -on - grade should be isolated with sleeves; 5. Frequent control joints should be provided. The American Concrete Institute (ACI) recommends maximum joint spacing 0115 to 20 feet to control cracking. The above precautions will not prevent movement of slabs -on -grade floors in the event the soils become wet, but they will reduce damage when the movement occurs. MESA STRUCTURES CTL1T GS -2112 7 BASEMENT CONSTRUCTION Basement walls will be subject to lateral earth pressure. These walls are restrained and cannot move, therefore, they should be designed for the "at rest" lateral earth pressure. We assume on-site soils will be used as backfill. The native soils less than 4 -inches in diameter are appropriate for backfill. Where the on site gravels are used as backfill an equivalent fluid density of 45 pcf can be used to calculate the "at rest" lateral earth pressure. Where the on site clays are used as backfill an equivalent fluid density of 55 pcf can be used. The lateral earth pressure values do not include allowances for sloping backfill, hydrostatic pressures or surcharge loads. The risk of wet basement conditions can be reduced by careful attention to drainage precautions and recommendations discussed under "Surface Drainage". Where footings bear on the natural clays, we recommend foundation drains to reduce the risk of accumulation of surface moisture adjacent to foundation walls. Drains should consist of a 4 -inch diameter open joint or slotted pipe encased in free draining gravel. The drains should lead to a positive gravity outlet. A detail for a typical foundation drain is presented in Figure 8. PAVEMENT CONSTRUCTION The subgrade soils were investigated by drilling five (5) exploratory borings at the approximate locations shown as S-1 through S-5 on Figure. 1. Subgrade soils at each boring were sampled by our engineering geologist who directed field operations and logged the soils penetrated. Subgrade soils were sandy clays. Our laboratory investigation was designed to provide index properties of the soils sampled and subgrade support values which influence the pavement design. A sample of the clay from each boring was subjected to classification tests to determine a group index. The clays had liquid limits of 37 to 44 percent, plastic indices of 20 to 27 percent and 94 to 97 percent silt and clay size particles (passing the No. 200 sieve). Group index was 19 to 26. Laboratory test results are presented on Table A-1. We estimated a California Bearing Ratio (CBR) value of 4. MESA STRUCTURES CTL•T GS -2112 8 An equivalent daily load application (EDLA) of 3 which represents a design equivalent single axle load (ESAL) of 21,900 for a 20 year design period was used to determine the recommended pavement sections. Based on our calculations, we recommend 5.0 inches of full depth asphalt or 4 inches of asphalt underlain 7 inches of aggregate base in automobile parking or drive areas. We recommend a geotextile fabric between the clay subgrade and aggregate base. Prior to paving, the entire pavement subgrade should be scarified, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum standard Proctor dry density (ASTM D 698). Fill below pavement to achieve the subgrade elevations should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of ASTM D 698 maximum dry density. Import soils should be evaluated by our laboratory prior to trucking the material to the site. Before placing base course or full depth asphalt, we recommend the entire subgrade surface be proof rolled with a heavy (18 kips/axle) pneumatic tired vehicle such as a loaded ten wheel dump truck. Areas which deform excessively should be overexcavated and recompacted or otherwise stabilized. Pavements will require careful material and construction control. if a combination section is used, the aggregate base course should have a minimum R value of 78. The base course should be moisture conditioned to near optimum moisture content and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557). Asphalt should have a total resistance (Rt) of at least 95 and should be compacted to 95 percent maximum Marshal density. We recommend the asphalt be designed with at least 1650 pound Marshall Stability. The oil content, void ratio and gradation need to be considered in the design. SURFACE DRAINAGE The performance of foundations and concrete flatwork is influenced by the moisture conditions in the subsoils. The risk of wetting foundation soils can be MESA STRUCTURES CTLT GS -2112 9 reduced by planned and maintained surface drainage. Wetting or drying of open foundation excavations should be avoided. The ground surface surrounding the residences should be sloped to drain away from the residences in all directions. We recommend a slope of at least 12 inches in the first 10 feet. Plastic sheeting does not allow evaporation to escape and should not be used adjacent to the buildings. A geotextile fabric can be used adjacent to the buildings for weed control which will allow evaporation to occur and therefore not increase the moisture content in the subsoils. Sprinkler heads should be no closer than 5 feet from the buildings and should be directed away from the buildings. Where buildings are founded on the clays we recommend landscaping within 5 feet of the buildings be with native fauna or other scheme with low irrigation requirements. Backfill of the foundation walls can be with on-site material, Tess than 4 inches in diameter, moisture treated to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks or extensions should be provided at all downspout discharge locations. 1JMITAT1ONS Our exploratory borings were spaced to obtain a reasonably accurate picture of the subsurface. Variations in the subsurface conditions not indicated by our exploratory borings will occur. We should observe the completed excavations to confirm the soils are as anticipated from our exploratory borings. Our report was based on conditions disclosed by our exploratory borings, results of laboratory testing, engineering analysis and our experience. Criteria presented reflects the proposed buildings as we understand them. We should be MESA STRUCTURES CTLJT GS -2112 10 advised it the final design differs from our assumptions to permit us to re-evaluate our conclusions and recommendations. This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers 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. CTL/THOMPSON, INC. Wilson L. "LW' Bowden Professional Geologist (5 copies sent) MESA STRUCTURES CTL:T GS -2112 11 Z i f Z-50 'ON qor SONI808 AdOlV2lO3dX3 JO SNOI1Y301 to.p .001. =.1 s•I°°S s 0 70 riar vz rTi0m z - -<_ rn 0 O 0 ri 1 0 0 c Depth In F..f Depth In Feet • 11 1 l 1 I 1 1 1 1 I 1 1 1 1 I 1 l l r l 11 1 1 r I 1 1 1 1 I 1 1 1 1 I 1 1 1 1 l N • u. 0 O p u 0 y 0 U O U N SUMMARY LOGS OF EXPLORATORY BORINGS —11,177:4T7�u O •Cid• • N. • 'C. CA is3 W 2 a •ii♦ 1 \ \ \ • \ \\\ \ \ . I n °i 1 1 1 1 1 .♦), 1 1 1, I� tD'� Lf L 00 t 0 \ \ \ N N s= 0 0 \ N. T. N. 1 � c `\ `1 \ \ \ \ . \ \ \ \ \ . \ 1__1 1 1 1\, 1 1 1), 1\\ L. . N. . X. 1 1 g N N 0 2 I I W IM II \ t \n w Z• 1 1\1411, 71 uu w c" •,,L)\ 1 `1kii 1 1 1 \ w N4.0 03 N N 4i. N. 'X X, 'X X. N 1 _ 1 1 ,)_\ 1 1 1 1 0 ` ....... \ N N '''‚‚‚¼''' .D 1 1 1' ) 1 1 '3. ti. N u ✓ cos \ \ N L. • \ e V U U 00 N r -4. I U " Li> \. \ 1 X. \ ) 1 \ 1� a= a a CB N V 0 N N o u o w o a 4 u+ 0 IIIIII11ill Ll11I[1,1I I1lllIIIIlI1111IllIII fin! ui µIda pia! DI 41dssQ - 4 2 ziiz—sO oN qor SUMMARY LOGS OF EXPLORATORY BORINGS Ck o cco o •350ƒ - ▪ {�. 4c 3 ¥I2 • ¢;g� | ©009 Lilo l g- 0 ;§ 00 o.• AJDP •}slow •uAwq •Nlow 'Nos 'hpuos •sdolo 'Illi -sldwos Bog ss{oolpul o4'2To ••30. §-£• 2 _ 7 00 30 12 13- ] °- to Ai bIa& %kms Y;a -- Imo& _tea 0.° .�- I �� , �3 • 2� asig o - § ®� 0 2 Depth In Fort 1 Iii1 111111 G (I EMPRIZ gen o 1ittII „ i Ij /iinm sores o - ?•3 O ▪ 0 a0. x 3• a2 So o 2.o c� o � •a• 10 IT ? 0 a o o =c ,00l =. t :610*S a ,' COMPRESSION % EXPANSION 2 3 ADDITIONAL COMPRESSION. UNDER CONSTANT PRESSURE DUE TO WETTING 0.' 1 0 APPLIED PRESSURE — KSF 10 100 Sampleof CLAY, SILTY (CL) NATURAL DRY UNIT WEIGHT. 99 PCF From TI -t-2 AT 9 FEET NATURALMO{STURE CONTENT = 8.6 % 3 2 0 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING 01 APPLIED PRESSURE — KSF Sample of CLAY , SILTY (CL) NATURAL DRY UNR WEIGHT = 1 1 d PG From TH- 3 A T 4 FEET NATURAL MOLSTU'RE CONTENT = 1 2.8 % 10 10 100 Swell Consolidation Test Results JOB No. GS -2112 FIG. 5 6 4 COMPRESSION % EXPANSION 4 d EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING 01 APPLIED PRESSURE — KSF 1J SOmpleof CLAYS SILTY (CL) From TH-5 AT 4 FFFT 100 NATURAL DRY UNIT WEIGHT = 110 _PCF NATURAL MOISTURE CONTENT = 1 ?, 1 % Swell Consolidation Test Results JOB NO. GS -2112 ti`IG. 6 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING ai APPLIED PRESSURE — KSF Sample of From e 2 Z 0 10 CLAY, SILTY (CL) TH-10 AT 4 FEET 10 'c NATURAL DRY UNIT WEIGHT = 1 16 pc? NATURAL MOISTURE CONTENT = 10.4 % 0. APPLIED PRESSURE — KSF Sample Of _ CLAY, SILTY (CL) From TH- 12 AT 14 FEET EXPANSION UNDER CONSTANT PRESSURE DUE' TO WETTING 10 JOB NO. G5-2112 ,00 NATURAL DRY UNIT WEIGHT = 1 1 5 pc? NATURAL MOISTURE CONTENT = _ 8.8 % Swell Consolidation Test Results FIG. 7 • 1 SLOPE \ ENCASE PIPE IN WASHED PER } CONCRETE AGGREGATE (ASTM OSHA C33, NO. 57 OR NO. 67). 1 EX/2TENDHEIGHTOGRAVELF TOFOOATTING. LEAST I 1 t COVER GRAVEL WTTH FILTER FABRIC OR ROOFING FELT. SLOPE PER REPORT BACKFILL BELOW GRADE WALL -7 NOTE: DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF VOID AND FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED 8Y PUMPING. SLCPC 10 DOM 2" MINIMUM 8" MINIMUM --- OR BEYOND 1:1 SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) 4 -INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD 01 LAO IN A TRENCH WITH A SLOPE RANGING BETWEEN 1 /8 INCH AND 1 /4 INCH DROP I'ti R FOOT OF DRAIN PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE MOISTURE PENETRATION. REINFORCING STEEL PER STRUCTURAL DRAWINGS. PROVIDE POSITIVE SUP JOINT BETWEEN SLAB AND WALL. FLOOR SLAB FOOTING OR PAD EXTERIOR FOUNDATION WALL DRAIN JOB NO. GS- 2112 FIG. 8 . 3 1 •` N •N N a •O z m 0 JJ W U U U a. _J N to o } >- `n 35 0 0 ATTERBERG LIMITS as j os m 0 0 NATURAL MOISTURE (%) 8.6 O CO Nr r 1/1 N Q O CO f.:r r m m pp N Q DEPTH (FEET) 9 OI K Q Q Q V QI Q ,----,--~ 1 0 X I H TH-2 fel 2 H = H I r 0 i Y Y N h=- P1 APPENDIX A PAVEMENT DESIGN CALCULATIONS AND GUIDELINE MAINTENANCE RECOMMENDATIONS MESA STRUCTURES CTL'T GS -2112 CALIFORNIA BEARING RATIO -- 8 5 a0 70 -+ 30 20 --L_ 70 — 60 — 50 40 10---30 9 8 -~�- 2 a 7 6 -- 5 4 3 2 1 "15 5 1. I l.0 Q cC r— 500 �- 10 5 1 CBR VALUE EDLA AUTOMOBILE PARKING 4 3 AND DRIVES - STRUCTURAL NUMBER r 4 3 1 DESIGN NOMOGRAPH FOR FLEXIBLE PAVEMENTS JOB NO. GS -2112 SERVICEABILITY INDEX .-2.0 FIG. A-1 L ' 4 1 1 � i s DESIGN CALCULATIONS (GROUP 1 SOILS) DESIGN DATA Design Traffic Number (DTN) = 5 California Bearing Ratio (CBR) = 4.0 (estimated) Weighted Structural Number (WSN) = 2.0 (from Fig. A-1) DESIGN EQUATION SN = CID, + C2D2 C, = 0.40 - Strength Coefficient - Hot Bituminous Asphalt C2 = 0.12 - Strength Coefficient - Aggregate Base Course D, = Depth of Asphalt (inches) D2 = Depth of Base Course (inches) FOR FULL DEPTH ASPHALT SECTION: D, = ( 2.0 )/0.40 = 5.0 inches of Full Depth Asphalt FOR ASPHALT + AGGREGATE BASE COURSE SECTION: D2 = (( 2.0 ) - ( 3 )(0.40))/0.12 = 6.7 inches of Aggregate Base Course D2 = (( ) - ( 4 )(0.40))/0.12 = inches of Aggregate Base Course RECOMMENDED SECTIONS: 1. 5 inches of Full Depth Asphalt, or 2. 3 inches Asphalt + 7 inches Aggregate Base Course, or 3. inches Asphalt + inches Aggregate Base Course. Job No. GS -2112 Fig. A-2 �t .' b a. 1 e MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS The primary cause for deterioration of low traffic volume pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to Nvorkl* or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. The primary cause for deterioration of high traffic volume pavements is Toss of integrity of the asphalt concrete and subgrade failure. High volumes also create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations shall be performed each spring or fall. b. Reports documenting the progress of distress shall be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing shall be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20 year service life, at least one major corrective overlay can be expected. MESA STRUCTURES CTLIT GS -2112 A-3 • •• r� 1 1 1 • IP I MAINTENANCE FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations shall be performed each spring or fail. b. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preventive maintenance. c. Crack sealing shall be performed annually as new cracks appear. 2. 4 to 8 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. b. Typical preventive maintenance for rigid pavements include patching, crack sealing and joint cleaning and sealing. c. Where joint sealants are missing or distressed, resealing is mandatory. 3. 15 to 20 Year Corrective Maintenance a. Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge damage and material failure. b. Asphalt concrete overlays may be required at 15 to 20 year intervals to improve the structural capacity of the pavement. MESA STRUCTURES CTLJT GS -2112 A-4 4 • SUMMARY OF LABORATORY TEST RESULTS • • z 0 t ▪ • .1 1 W G CLAY, SILTY z O U a W L Z O 0 ti a ERBERG LIMITS o N z N 0 a a a • O O z 1 �- • INSPECTION• WILLVOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO Date Issued. 4. ►Qj Zoned Area Permit No..8.4:1) )' AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY ICO E ULL AND VOID. 46faittke4 c0,74e4.a.e Rifer bo. ` X i Ctrl Contractor Oti.) Nat" Use S ` lzkVt.. 414 AddresskigaliViptiollalr Owner Setbacks Front Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing 4.2- Qz X .5. Foundation Li _ pL ..S Underground Plumbing Insulation 60--44.02._ P, ,,wg 72. Rough Plumbing f.. c z-1,4 Drywall,. j 7-.0e, rav e n k Ft,„ ..•i, ate' Chimney & Vent _5-ZV --DZ Electric Final (by State Inspector) rl- s „0.1p..4 Gas Piping 5 .. z -o Z - Final .9.4_02..3.1(1,------ J.4_0.Electric ElectricRough (By State Inspector) $—Y �j� -v'1 ,, Septic Final Framing 3-....30_02.. (To include Roofin place and Indof s and Doors installed). 7 „..,,/rC" + f Notes:, I D Qs h Coco?. New DeA# : F400f; ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 384-5003 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVED DO NOT DESTROY THIS CARD Date II~ PLACED OUTSID - COVER WITH CLEAR PLASTIC