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HomeMy WebLinkAboutApplication- PermitNo. 7020 GARFIELD COUNTY BUILDING, SANITATION, and PLANNING DEPARTMENT 109 8th, Street, Suite 303 Glenwood Spring%, CO 81601(970) 9454212 Job Address tO/yy ,i u /2+ Q . Com) klt v7�. Nature of Work Building Permit Use of Building Owner Coutracto Amount of Permit$ a.)/(1 -4-P. ceGt_ Date Cod /9 9 / Clerk • GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO TELEPHONE: (970) 945-8212 %] Applicant to complete numbered spaces only. PERMIT NO. / 04740 /0{ v -a C INSPECTION LINE: (970) 945-9159 PARCEL/SCHEDULE NO. IOBADDRESS: / g/ R ve,2baafI2 , (' +k33 5 -4' V( 1,,R. a-(- be. 1 LOT NO. BLOCK NO. SUBDIVISION/EXEMPTION / pa Tagg a 475, a f�o7 2 ( end Su bs 2 r �l/frit-5 r r r 1 . - f "{J!/1 le I ri""i' f2 I 3 +, co•rlawnnartr�� < r f 0crun'tcc �//� . r4,,, /erg g 41' S 5/ 4,'_ . PMC ( /-4i! LIC. Nom c— 4 ARCWIIC1AIPfOaEER f ADDMEU Pa . 11CNO: 5 BQ, PT. Of BUILDING2. /i% fi -F f / SQ. PI.OPIA7 I 2 00 wan _2 r I T! '� /y NO. OP FLOORS 6 USP OF BUXOM /N 6 Z x_111 r 6 K ri S I r, ffAi(-_c A( r u-' ewAi s -T Lu ,- ) 4.A4 8 cI.AM OF WORE K GAMMON GAL UA1ION LWOW ORm/pVE 9 OAIIA(S<' MIME IepOVBLE CAMiG ORT: oI . ODOUR I /� 10 0 Da1VEWAY spout DON SES *WAGE DWPOIAI GLOM QiB PIAN CQV4 A1U Af 17''r VAUTAUON OF WORE, $ ADJUSTED VALUATION:• SPECIAL CONDEMNS: NOTICE A SEPARATE ELECiRICAI. PERMTF 1S REQUIRED AND MUST BE ISSUED BY THE SPATE OF COLORADO. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS. OR IF CONSTRUCTION OR WORK LS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME. TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS ODVERNINO THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIO OR CANCEL THE PROV •N OF ANY OTHER STATE OR LOCAL LAW RE •.' • TING • . , - • N • ' O; THE PERFO CE OF CONSTR ' •N./ ,i0IP -410. PLAN CHECK FEE J slid 0• a 1 Nr PERMIT FEE: J // Q/ 7.2 J TOTAL FEE: DATE PERMIT ISSUED: /5/ r / 7r1 yf OCC: GROUP: CONST: TYPE: B3 -. 1 V M 4 ZONING SETBACKS: �� .. a Bbova. / 9 �J.l L�/+., J , _1.,,,,,, �A. � .1�'L% � /r' �/��IrI MANU. HOME: . ISDS NO. & FEE: Building Dept. Approval/Date ,. . . ....1I9A,". AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PIANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. 114 CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORIIY GIVEN IN 30.21101 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WITH W THE LOCATION. ERECTION. CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE TT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHFJt DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS. OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND R4PLEMENIATTON DURING CONSTRUCTION RESTS SPECIFICALLY WTITT THE ARCHITECT. DESIGNER, BUILDER AND OWNER. COMMENT'S ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Ouform.003 1 HEREBY ACKNOWLEDGE THAT I HAVIT READ AND UNDERSTAND THE AGREEMENT ABOVE. 181„) «12DN "c�n`z3 tcl e of 11/44I. 9,1 rhe Of4,19,tglirOZ 4t_ _41 S,LIIr a 71"pr_921_01 37eiv # • • /it, 0 _742_0,_g y1411 7 The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector. 2. A permanent address assigned by the Garfield County Building Department posted where it is readily visible from an 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, kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing. 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot & cold running water, all floors and walls finished and a privacy door. 5. All steps inside or outside over three (3) steps must have handrails. All balconies or decks over 30" high mush have guardrails constructed to meet all 1994 UBC requirements. b. 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 VACATION 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 # cacbw/final.wpd Dat/ /‘ 9 'N 72'53V5." `E •' 489.35'z: 6-W0/up?) RIY. '.r?» ..__ OPEN9 saAC1s' ;. :,..;., • 4.32r,AC S,, r., • T� • 17i1Er� FACT • WASrEH'Ar R rREA _• }ape EASEMENT' FOR O/E1Jf tin `.1 X9.96 N b5'1J'Og8.0Q• 1 114 1 1 _• 1 C. U y 0�i h N 68'25'56 E I 12568' y y ,577 � � 1 •1 . y l ria Ti N 70.0670' E 149. 3' 1 � � 1 y GOp L 1 1506.7 cP `°Jos SQ 1 iN 65'5021. E 72,.99' 1 11 13g f7.2 1°Jss.a0• y �'Es 1 N 655521' E f24 99. 55 ', Rawl 335 (8U Is• Ci Few, is f,<* 4 . SOILS AND FOUNDATION INVESTIGATION 16 RESIDENTIAL LOTS RIVERBEND BY THE RIVER GARFIELD COUNTY, COLORADO CTL/THOMPSON, INC. CONSULTING ENGINEERS 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 DRIVE • GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 945-2809 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 9 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 CTLIT GS -2112 SCOPE This report presents the results of our soils and foundation investigation for 16 residential lots at Riverbend By The River in Garfield County, Colorado. We explored the subsurface conditions to provide foundation recommendations for single 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 CYUT GS -2112 1 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 CONDITIONS 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 loads we assumed for our analysis were between 1000 and 3000 pounds per lineal foot on continuous footings and maximum interior column loads of 15 kips. We should be informed If actual construction is different than described above. MESA STRUCTURES CTL.JT 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 f111 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 CTLIT GS -2112 3 for garage floor slabs and exterior concrete network. 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. likediStidimi 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 tes should be no steeper than 1.5:1 (horizontal to vertical) for Type C soils or*(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 CTLIT 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 Tots 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 th_gugh 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 psi. 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 CTL/T GS -2112 5 3. Minimum footing sizes are desirable. We recommend a minimum width 0116 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. Type 2 Foundation - Footings On Clays 1. Footings bearing on clays can be designed for a maximum allowable soil bearing pressure of 3,000 psf 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 footin ds are used below bearing walls a 4 -inch void should be provided beneath t e grade beame�ads to concentrate dead load of the building and to allow space for expansive soils to swell; 3. Foundation wails 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. Crawlspaces should be well ventilated. We believe, that scabs -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 b 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 of 15 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 45pcf 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 Toads. 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 CTLJT 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 10 within 2 percent of optimum moisture content and compacted to at least 95 percent f ASTM D 698 maximum dry density. Import soils should be evaluated by our oratory 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 CTLJT 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 the buildings be with native fauna or other scheme with low irrigation requirements. Backfill of the foundation wails can be with on-site material, less 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. LIMITATIONS 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 CTL/T GS -2112 10 advised if 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. rYIJTHOMPSON, INC. Wilson L. "Liv" Bowden Professional Geologist (5 copies sent) MESA STRUCTURES CTL/T GS -2112 11 INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS (HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO Date Issued.. `J ( (C Zoned Area Permit No..P t AGREEM ENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulationsrelated 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 re ulatioLs 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 Inspec or nd IIMMEIATELY BECOM NULL AND VOID. Use Ivjetvol �h# •u.0144.qbbl ,CAteith.,To-k Address si,Le al D s ription ' • het* '' i Owner t. �`J Contractor r ' ,_3 )41 ,setbacks • Fron.t Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION kECORD Footing el. _ 9 't t� 1�L Foundation � / L .. yf I Underground Plumbing 4, .(g-94. '✓ Insulation i _ z _9 ? 4 o Rough Plumbing & .20_1� Drywall 7L ( 1 Chimney & Vent CkA,,,., f., Electric Final (b State Ins ector) Gas Piping 4 -17 .Qq Final _,.// 9- ��/ Electric Rough (By State Inspector/9 770,-- Septic Final Framing (- /7- T9' Notes: (To include Roof in place and indows and Doors installed). ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 945-9159 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVED DO NOT DESTROY THIS CARD Date I ogp,4440%.16 IF PLACE() OUTSIDE - WITH CLEAR PLASTIC