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Home My WebLink AboutApplication- Permitr1.4 Garfield County Building, Sanitation, & Planning Department 108 8th Street, Suite #201 Glenwood Springs, Co. 81601 Office- 945-8212 Inspection Line- 384-5003 NO. 8857 Job Address 1l kl 032``p J gL 5 ¶ thm i e , Nature of Work Bung Permit �'iss'-S 94 - «tX 'e ildin Use of Building i ryn, �` ��J /• T Owner .� �� La.�.a V Contractor IV\0 Amount of Permit $* ("'� ,�1 GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GTENWOOD SPRINGS), COLORADO TELEPHONE: (970) 945-8212 PERMIT NO. S!)-1 INSPECTION LINE: (970)384 5003 PARCEL/SCHEDULE Naa /85 3-11 OZ CCS -oao?097 NOB ADDRESS: 1 n i q e/ R I b 3 v (ev5o00`^ spri ?Is Co 0 1 O 1 1 IAT NO. �' BLOCK NO. SUBDIVISIONEXEMPTION jo ,f _,i �i'%NC 11 ii l fi 2 m„® 5ChneiOk =Nil) a uA�ct y Ceil0Ihied ��, 1 7 /7 Cou,u ty 2D 1 it3 pa �/„T 3 �m 01 Fv1 A-13 Ce a) . Co, SPC 800 z317 c 5. CO 445-744 Z. 4mm4 � 5m.m MOWS --- Y9 Unto 5 sq R oFIMMO IQ PT OP LOT 3 )it B®II NO Ornuwa 6 la 1:1116 OP•— /.71 (M t10.p?.WOAA.i jA a 7 �"°"°M 4, c3 61 ) gem e-- t ciNtudi (��1- S CLAM OFW0&L CINEW OADDITIoN ciu.,ERwTICel mww wwww 9 w,� MINGLE alas NT II REE car oaf=aoweLs 10 0 Wrnr rvnwr71�� ow arms& OMPOSAL I A.1 'TtT11 /6---S VALUA,RAlW W -I 7c^r' eine) `f'p MAAIB0 vauAm(4 3 34, 3'o t 41076 neoAcmm®ra 59.100„, d. aorpM 4% ig-ic R #r , mu �ootmi 7 card n -4, I. �t*►� � fps 8s-04 cr cgisd `a1Az _ NOTICE A SEPARATE ELECTRICAL PERbOT IS REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHOR77ED IS NOT COMMENCED WITHIN 130 DAYS, 02. IF CONSTRUCTION OR WORK IS SUSPENDED OK ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFERWOBKIS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF TAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRF3UAB1 TO GIVE Ta VIOLATE DR ANCEL THE PROVISIONS OF ANY OTHER STATE OR LOC LA• RE r i. CONSTRUCTION OR THE PERFORMANCE OF r r 4N. PIAN CHECK FEE: /� }-.Toa 484240 PEBNif FEE' z 95 242042.6fia TOTAL FEE: DATE PERMIT ISSUED: !s 7 4353.8 -i OCC: GROUP: CONST: TYPE: 7 .. 3 (1. 1 11-NAUTHORITY RR.. "f ZONING: SETBACKS: I /./ • is S'. i • o< sodsoumd having • 7,11 , . MAN). HOME: Tr is ISMS NO. d: a ,, mast _..- g_�D. / / Zit 4/r". . - . BaddingDept. , AGREEMENT PERMISSION IS HEREBY GRAN ED TO THE APPLICANT AS Oi1TIER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE DETABFD ON PLANS AND SPECIFICATIONS SUBMITTED ID AND REVIEWED BY THE BUBDINGDEPARTMENT. IN CONSIDERATION OF THE ISSUANCE OF THIS MIGHT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED GARFIELD COUNTY PURSUANT TO AUTHORITY Y GIV1L`N D 30.23.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FUI COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE THE PERMIT MAY THEN BE REVOKED BY NOTICE FR TEE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. TEE ISSUANCE OF A PERMIT BASED UPON PLANS. SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING' CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHET. VIOLATION OF ITIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS TtIRLSDICTION. • THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THMEAFITA DOES NOT RESMNS—IBURWS OK LIABILTILES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSE DURING CONSTRUCL10NREMTS SPECIFICALLY yam THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS OF1RE OWNERS INTEREST. too3 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT 5--4,0 Si .00 ,,S �D163 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 occupant use d the issuance of a Certificate of Occupancy for the dwelling under building permit # . .7/30/0 Signature Date bpcont N'j-id i 0-J0#1 VALUATION/FEE DETERMINATION Sa1Nid-r p esid. Applicant rt4&0C4 Address / 717 C. ie. /G S Date 8- 2). 3' Finished (Livable Area): Main 2 /4/ Upper /103 Lower 3264 #(4 Other (824 t (09 Total Square Feet Valuation Basement: Unfinished I t6 24 x1 Conversion of Unfinished to Finished Plan Check Fee for Conversing Valuation Garage: Crawl Space: Valuation 1 3)) y i g Valuation Decks/Patios: Covered Valuation 2 $Z Open Valuation Soo Total Valuation { ft acl Crefinui Subdivision "reitn, Rand Lot/Block to-i-5— Contractor p-j—SContractor D Otl 1,94, ws.ctcn !neid-. '4nt FwOrit iLFN Z2 214, 74 78¢ 23596 X474$ 460 O 334 34 C, 14) 3879.57 -13at 'butt_471,24 225, 2l0 /23, 85(0 O 2'3598 6oao 3'57 387, v33 /V').24 2&..55 50. az 4350. SI LE FR G: r p • VALUATION/FEE DETERMINATION Sal/01d-Qr As ;d. Applicant ailitiOpla Address / 717 C.I. 165 Date $- d)•03 Finished (Livable Area): Main 2 /4/ Upper //o3 Lower Other 32.44 ti49 Total Square Feet Valuation Basement: Unfinished it 24 x�i Conversion of Unfinished to Finished Plan Check Fee for Conversion Valuation Garage: Crawl Space: Valuation Ill} y i t Valuation Decks/Patios: Covered Valuation Open Valuation z $L y ay Soo fit Total Valuation Subdivision /f/tn, (`anc& Lot/Block to -/—S Contractor r,, / 0 •M. &ev-vv,avi C�ndF. 74 7$51 23s98 — 474E 4o0 354 34 a. 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, sheeting, 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 pound per square foot up to 7,000 feet in elevation, an 80 M.P.H. windshear, wind exposure B, windload of 15 pounds per square foot, and a 36 inch frost depth. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 1997 UBC, UMC and 1997 UPC. 1. Ls a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each comer of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. Yes 2. Does the site plan also include any other buildings on the property, setback easements and utility easements? Yes ?c,' 3. Does the site plan include when applicable the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent roperties), streams'or water courses? Yes/_ 4. Does the site plan indicate the location and direction of the County or private road accessing the property? Yes X - 5. 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? t, - - Yes 6. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes X 7. Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces's agd soffits? Yes �( 8. 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 loads and wind loads? Yes 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof r,�fters or joists or trusses? Yes 11. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes 12. 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 (undisturbed) grade contours? Yes X 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes At' No /110 4 a `9Q ,t% AT TFF t S me 14. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No 15. 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 3 i 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? or ltie._ Ktiv[z) 4'f" 01 1 Yes No .-- 617 ( .5q .j "� —fz� »1 P yv1 1 %/24rEvikie, 4- 17. 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 safety glazing for these areas? Yes X No 18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes A No 19. 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 ji7 No 20. 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 abuilding 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 archit committee deny or reject your building plans? Yes No 21. Will this be the only residential structure on the parcel? Yes /{ No If no -Explain: 22. Have tw (2) complete sets of construction drawings been submitted with the application? Yes_ 23. Do you understand that the minimum size a home can be on a lot is a 20ft. x 20ft.? Yes No 24. Have you designed or had this plan designed while considering building and other construction code requirements? Yes viz No 25. Does the plan accurately indicate what you intend to construct and what will receive a final inspection the Garfield County Building Department? Yes No 4 26. Do you understand that approval for design and/or construction changes are required prior to the appli on of these changes? YesNo 27. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application submittal and that you will be required to pay the "Permit Fee" as well as any "Road Impact" or "Septic System" fees required, at the time you pick up your building permit? Yes No 28. 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 afternoons. All inspections must be called in by 3:30 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 3845003 Yes No 29. 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 and occupancy of the building? Yes No - 30. 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 complying with the Uniform Building Code? Yes ' No ]�i44 4c D �s 667A.,v7rAk retie. 31. 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. A 777//5 -/ 5 Yes 7 No �-,4>F-7L,,. „ . rC 32. 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 applicable inspection. Yes x No 5 33. 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 buildin permit? Your attention in this is appreciated. Yes No I ' ereby acknowledge that I have read, understand and answered these questions to the b st of my ability. Phone: 97e, -�� 75441 ? (days); D .30/0-S (evenings) Project Name: Z1 ,% 4 A4 'C'SC E// /bc Project Address: �� I (. k (4J L.c tal4c-tt Notes: If you have answered "No" on any of the questions, you maybe 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 08/2002 6 PLAN REVIEW CHECKLIST Applicant/ r„t/jiitz1pDt Date g-20- 03 Building ✓Engineered Foundation Driveway Permit LASurveyed Site Plan ,Septic Permit and Setbacks fcm4f-ag, adelTopography 30% ✓ Attach Residential Plan Review List Minimum Application Questionnaire Subdivision Plat Notes c/ Fire Department Review r044414.0 paw itf—t7LValuation Determination/Fees Red Line Plans/Stamps/Sticker `Attach Conditions Application Signed �P Plan Reviewer To Sign Application (-----Parcel/Schedule No. t14. 40# Snowload Letter- Mani. Hms. GENERAL NOTES: Planning/Zoning Property Line Setbacks 30ft Stream Setbacks Flood Plain Building Height Zoning Sign -off Road Impact Fees HOA/DRC Approval Grade/Topography 40% Planning Issues Subdivision Plat Notes c�cFtec- HEPWORTH-PAWLAK GEOTECHNICAL SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED SCHNEIDER RESIDENCE LOT 5, THE PRESERVE AT PREHM RANCH GARFIELD COUNTY, COLORADO JOB NO. 103 213 APRIL 30, 2003 PREPARED FOR: JOHN SCHNEIDER c/o A4 ARCHITECTS LLC ATTN: BRAD ZEIGEL 100 NORTH THIRD STREET, SUITE 201 CARBONDALE, COLORADO 81623 Parker 303-841.7119 • Colorado Springs 719-633-3362 • Silverthorne 970.466-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 FIELD EXPLORATION 2 SUBSURFACE CONDITIONS 3 FOUNDATION BEARING CONDITIONS 4 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 FOUNDATION AND RETAINING WALLS 6 FLOOR SLABS 7 UNDERDRAIN SYSTEM 3 SITE GRADING 9 SURFACE DRAINAGE 10 LIMITATIONS 10 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS lob # 103 213 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 5. The Preserve at Prehm Ranch, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to John Schneider dated March 26. 2003. Hepworth- Pawlak Geotechnical, Inc. previously conducted a preliminary geotechnical study for the Prehm Ranch development and presented our findings in a report dated April 18, 2001, Job No. 101 147. We understand that the building envelope is outside the flood potential of Four Mile Creek and further evaluation of potential impact to the building is beyond the scope of this study. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification. compressibility and other engineering characteristics. 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. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. Job # 103 213 PROPOSED CONSTRUCTION The proposed residence will be a two story log structure over a walkout basement level. The attached garage and basement floors will be slab -on -grade. Grading tor the structure is assumed to be relatively minor with cut depths up to about 12 to 14 feet. We assume relatively light foundation loadings, 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 re-evaluate the recommendations contained in this report. SITE CONDITIONS The site was vacant at the time of our field exploration. The ground surface in the proposed building area varies from strongly sloping in the southern portion to steeply sloping in the northeast portion at grades up to about 50%. There is about 16 feet of elevation difference across the building area. Four Mile Creek is located to the south of the building area. Vegetation consists of a grassy meadow in the southern portion with scruboak, pinon and cedar trees on the steep sloping hillside. Numerous basalt cobbles and boulders are exposed on the steep hillside. FIELD EXPLORATION The field exploration for the project was conducted on April 11, 2003. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. Access to the drill rig was limited to the locations drilled due to the steep terrain, vegetation and rocks on the hillside to the north. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck mounted CME -45B Job# 103 213 - , - drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical. Inc. Slotted PVC pipe was placed in the borings to measure future water levels. Samples of the subsoils were taken with 13/e inch and 2 inch I.D. spoon samplers. The samplers were 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 resistance values are shown on the Logs of Exploratory Borings. Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of about'/ foot of topsoil overlying 6 to 121/2 feet of clay and sand. Relatively dense, silty sandy gravel containing cobbles and boulders was encountered beneath the clay and sand at depths of 61/2 and 13 feet. Drilling in the course granular subsoils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. Laboratory testing performed on samples obtained from the borings included natural moisture content. density, Atterberg limits, unconfined compressive strength and finer than sand size gradation analyses. Results of swell -consolidation testing performed on a relatively undisturbed drive sample of the clay, presented on Figure 4, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The sample showed moderate compressibility upon increased loading after wetting. An unconfined compressive Job # 103 213 -4 - strength of 1,450 psf was determined for a clay sample from Boring 1 at 4 feet. The laboratory testing is summarized in Table 1. Groundwater was measured at depths of 7 and 15 feet in Borings 1 and 2. respectively. The subsoils were slightly moist to wet below the groundwater level. FOUNDATION BEARING CONDITIONS The upper clay and sand soils possess low bearing capacity and generally moderate settlement potential. There is a risk of settlement for spread footings bearing on the upper soils. A lower risk alternative for foundation settlement is to found the structure on the underlying relatively dense gravels or compacted structural fill placed on the gravels. Due to the expected excavation depths of up to 12 to 14 feet and relatively shallow groundwater, dewatering will be needed during excavation and to protect the foundation against hydrostatic pressures. As an alternative to providing a comprehensive underdrain system to permanently lower the groundwater level. the floor slab can be designed as water tight and to resist bouyant forces. such as a heavily reinforced mat. Successful dewatering of the excavation will be critical to construction and long term performance of the proposed basement floor and foundation. As an alternative, the basement floor could be elevated to above the groundwater level. 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 subsoils or compacted structural fill. Job # 103 213 -5 - the design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the natural granular subsoils or compacted structural fill should be designed for an allowable bearing pressure of 2,500 psf. Based on experience. we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) 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. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) The topsoil, upper clay and sand soils and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural granular soils. As an alternative to deepening the footings, the design bearing level may be reestablished with a granular structural fill compacted to at least 100% of standard Proctor density at near optimum moisture content. The fill should extend laterally beyond the footings a distance at least equal to the depth of fill beneath the footings. If water seepage is encountered. the excavation will need to be dewatered before placement of the structural fill and concrete placement. We expect that trenches and sumps placed outside of the bearing areas can be used for the dewatering. Job# 103213 -6- 6) A representative of the geotechnical engineer should observe all tooting excavations prior to concrete placement and monitor the placement of structural fill 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 55 pcf for backfill consisting of the on-site soils. Where the water level is allowed to buildup above the floor level. foundation walls should be designed for a lateral earth pressure based on an equivalent fluid unit weight of 80 pcf for the on-site backfill. Cantilevered retaining structures which are separate from the residence 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 45 pcf for backfill consisting of the on-site soils. Backfill should not contain vegetation, topsoil or oversized rock. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic. construction materials and equipment. The pressures recommended 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 Job #103213 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 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf for dry conditions and 200 pcf for houvant conditions. 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 compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils. exclusive of topsoil. are suitable to support lightly loaded slab - on -grade construction. To reduce the effects of some differential movement. non- structural floor slabs above the water level should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should 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 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate Jub#103213 drainage. This material should consist of minus 2 inch aggregate with at least 5(n retained on the No. 4 steve and less than 2% passing the No. 200 sieve. The free draining gravel will aid in drainage below the slabs and should be connected to the perimeter underdrain system. To resist hydrostatic uplift. it may be desirable to design the basement foundation as a heavily reinforced mat using for a modulus of subgrade reaction of 100 tcf. 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 or a suitable imported granular fill devoid of vegetation. topsoil and oversized rock. UNDERDRAIN SYSTEM Groundwater was encountered at relatively shallow depths during our exploration. It has been our experience in the area that groundwater levels can rise and local perched groundwater can 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. To resist wetting of the basement area. a multilayered membrane should be provided. 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 above the flood level of Four Mile Creek. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve. less than 50% passing Job # 103 213 ettectn -9 - the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11 feet deep. The drain gravel backfill should extend up the foundation walls to above any seepage in the cut face and will probably be needed to within a few feet of the ground surface of the downhill side. Interior lateral drains consisting of 2 inch diameter perforated PVC pipe placed in gravel filled trenches should be installed on about 10 foot spacing under basement slab areas and sloped to gravity outlet or connect with the perimeter underdrain system. SITE GRADING Excavation into the hillside for the basement level is proposed to be relatively extensive and there is a risk of construction -induced slope instability. The backside of the excavation should be adequately sloped or shored to maintain stability. Fills should be limited to about 8 to 10 feet deep. Embankment fills should be compacted to at least 90% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 90% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts. an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. Job #103213 -10 - SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 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. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 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. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions Job # 103 213 Gtech -11- • + encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations. and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectively Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, Inc. Jordy Z. Adams Reviewed by: Steven L. Pawlak. P.E. JZAJksw Job #103213 • APPROXIMATE SCALE 1"=30' CONCRETE DIVERSION / / I/ LOT 5 PREHM RANCH 3 / EXIS11NG FENCE BUILDING ENVELOPE • BORING Xi X ' 413ORING'11 X 1 PROPOSED RESIDENCE r 1 1 N tO O Xr PROPERTY BOUNDARY o co 0 N r I 1 I 1 I I I I 1 1 I I I I 1 I 1 I I I i I 1 LP LPO -4 O 0 103 213 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY BORINGS Figure 1 Elevation — Feet 5950 - 5945 5940 5935 - 5930 BORING 1 ELEV.=5937' 4/12 8/12 WG19.D DD -109 U0661450 BORING 2 ELEV.=5646' 0 4/6.10/4 NC=8.7 DD -98 32/12 5950 5945 5940 WO -9.1 -200-74 - LL -30 PI -16 - 35/4 i 22/12 TOP OF BASEMENT SLAB ELEV. = 5933' 5935 5930 5925 5925 Note: Explanation of symbols is shown on Figure 3. Elevation — Feet 103 213 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY BORINGS Figure 2 LEGEND': ' —71 L h 39/ 2 1 TOPSOIL;' sandy silty clay, organics, firm, moist, dark brown. CLAY AND SAND (CL—SC); silty, with scattered gravel and cobbles increasing with depth, medium stiff to loose in Boring 1, very stiff to medium dense in Boring 2, slightly moist to very moist, mixed browns. GRAVEL (GM); silty, sandy, with cobbles and boulders, medium dense to dense, wet, rock. Relatively undisturbed drive sample; 2—inch I.D. California Drive sample; standard penetration liner sample. brown, rounded test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. Drive sample blow count; indicates that 39 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. Practical drilling refusal. Indicates slotted PVC pipe installed in boring to depth shown. 0,4 Free water level in boring and number of days following drilling when measurement was taken. NOTES: 1. Exploratory borings were drilled on April 11, 2003 with a 4—inch diameter continuous flight power auger. 2. Locations of exploratory borings the site plan provided. 3. Elevations of exploratory borings were plan. 4. The exploratory boring locations implied by the method used. 5. The lines between materials shown on the exploratory between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve. were measured approximately by pacing from the features shown on obtained by interpolation between contours shown on the site and elevations should be considered accurate only to the degree boring logs represent the approximate boundaries the time and under the conditions indicated. LL = Liquid Limit ( % ) PI = Plasticity Index ( % ) UC = Unconfined Compressive Strength ( psf ) 103 213 HEPWORTH—PAWLAK GEOTECHNICAL. INC. LEGEND AND NOTES Figure 3 V Moisture Content = 8.7 percent Dry Density = 98 pcf Sample of: Sandy Silty Clay From: Boring 2 at 2 Feet 0 1 • ��wetting Compression upon 2 c 0 .5 m 3 \\\\ I 0 4 5 6 0.1 .0 10 100 APPUED PRESSURE — ksf 103 213 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Figure 4 r z TEST 121?SULTS • • 1 sandy silty clay 1 sandy silty clay 1 sandy silty clay with gravC:1 - o - _ = r z r 0 7:- J C t ? F _ o Z - OM PERCENT PASSING NO 200 SIEVE C N NIDI LVOVIIO _ e i - Z - z - T ti , - ZCD C _ - z •- 70 z z ., r 8.7 n. SAM1'I E 1 OCA I ION .f I2 5 2 - — N Z1ZB-SY6 (oz6) auoyd Jo3aadsu1 Buipiing s)uoi;aaJJoo uayM O N 3 0 m o - z 0 0 0. s 0 • „r o7 A 0 0 o 0 < < A co • a FDI0 0 cr CD CD 0 C. W 0 • 3 0• 0 o • o Q — cti 7 ▪ Q w 3 ▪ °o.• 0 Q 00 • d m m o o 7 0 � O • c cr • A o • w co o 0. w 1 0 — 3, 0 < ) O lD Co 3 3' aw 0- o co C � 3 0.03 eD CD 0 O 0' w w O ry. 1 0 ^oaC CD C O 0 COi • a 5.• ay O a 1 3 00) 0 m 0 v,_ 0. �, a 0 m C �< 0 aN m CD n o FL . 0 co w 0 O F, CD C O N O D) vii 0. 3 — 1D r CD A O 0 o 0. ' ON ;hied l4 ♦ 0.4 ' oN 1!oned • ;e pa;enol qor ;e pe;enol qof 3 J O CO co C N N S O CD V 0 0 Ski CD Clc N O N C. o n 0 0 m 0. 0 0 co0 0 ° N N 0 N O a (1) 0 w n 0 0 o" 0. 0 0 0 0 700 m mim - 0' Zc ZZ Ov 7,3 n mm GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N° 3845 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY 1 ^7 I �-f/ �C �/� Owner's Name+ y� iv �� rl.resent dress n ` CIC-- �b3 Phone 7 `1" ✓ 1`J�-Zjr, System Location 1 1 C� 1 lk Legal Description of Assessor's Parcel No. 2I C85� S 1 4 - taL- Doc) SYSTEM DESIGN Assessor's Parcel No. This does not constitute a building or use permit. Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements' `///,JJJ Date Inspector agate"irk FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call tor Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other Date 1- 21 �� Inspector 4amRa&a. V-AlA rl�/[`.409(23 f 2✓ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25. Article 10 C R S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 6 months in )ail or both). White -APPLICANT Yellow - DEPARTMENT ' w No O DC/^ a �� (Z Assessor's Parcel NoC3-S114""DQ- ei Date m^ `DING PERMIT CARD -�T Job Address 17 1 ! al?, `lo Owne Contractor Addresst l [T C -9-1(d3 &US Addressl: Q • o�fl GF-O� Setbacks: Front Rear C‘c-oi est Footing ,[9—l0 -on - Foundation Lt) -7 Grout Underground Plumbjn Rough Plumbing (E Framing S-7-D(f few- 'nsulation 5-f g maim/ Roofing Drywall AA"' 7/uV/fYr. &4t'P1elP- Gas Piping -' -04, dC17✓1 LH NS Phone # Phone #94&-77.0c9-) Zoning Weatherproofing Mechanical Electrical Rough (State) Electrical Fin l tate) FinaIq14-0 ecklist Completed? Certificate Occupancy # Date �r Septic System # Date Final 4-3/-01i Other fa4Lgt- Cdwrt- ?ems Marra ,�QGwt l3 Rza....ap (3104.0 4 COIAPFA FD dWew'h ?N £. B -6--o9 (continue on back) INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT RFIELD COUNTY, COLORADO Date Issued.OS Zoned Area Permit No...sasi • 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 p,Lj IMMEDL4 ELY BECOME NULL AND VOID. Use Address or al DesFri tion OWuer� f/ — lir r •4 1 ractorr Setbacks Front Side 1 Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. f v -c Dert— .5 INMd�IAlrn<„_ nl(.ole. �t0r0�lirs✓�w THIS PERMIT IS NOT TRANSFERABLE Phone 384-5003 109 8th Street County Courthouse Glenwood Springs, Colorado. APP ' s VEDDO NOT DESTROY THIS CARD Date L1 O By IF PLACED OUTSIDE - COVER WITH CLEAR PLASTIC 6qj - 1tI'Jh WSr.;2 Footing _ .-0 44 Foundation Foundation /n - z'1 -o Underground Plumbing/p- 1 Insulation _ ',p attire rt i/+FC.^ri7 Rough Plumbing / -1-1) ArAnDrywall C, 37 ......W1111111111. , a Chimney & Vent ' -D V/ Electric Final (by State Inspector',1 6. :1 Gas Piping SrS ! . Final i —6 a, I� T Electric Rough (By State Inspector) jrgta1I{ Septic Final Framing 5-7-%' • (To include Roof in p ce and Windows and Doors installed). Notes: 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. APP ' s VEDDO NOT DESTROY THIS CARD Date L1 O By IF PLACED OUTSIDE - COVER WITH CLEAR PLASTIC 6qj -