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HomeMy WebLinkAboutpitkin.bldg.264503202002 (2006)t ' Coty �ommunitpDevel ML naduld July 28, 2008 Jack Wilkie 22 Sunset Dr. Unit 3 Basalt, Co 81621 Re: refund request for permit # 0108.2006.PRBK 7035 E. Sopris Creek Rd Dear Jack, I have received your request for a refund for the above permit. Because no work was started on this permit, and because you cancelled the permit while it was still valid, Pitkin County refund policy enables me to refund 80% of the permit fee. You paid a permit fee of $1,453.50; I am therefore refunding $1162.80 Please call me at 920-5101 if you have any questions. Regards, Tony Fusaro Pitkin County Chief Building Official 000001 0- cq& 130 S. Galena Street Aspen, Colorado 81611 (970) 920-5526 fax 920-5439 www.aspenpitkrxom 0 .J DATE: 5/22/2008 Send to: Tony Fusaro Chief Pitco Building Official Attention: Office Location:Aspen, Colorado Fax Number: O URGENT COMMENTS: ❑ REPLY ASAP JA& JACK WILKIE BUILDER INC. From: Jack Wilkie Office Fax: (970) 927-4712 Phone Number: (970) 927-4226 Number of Pages, Including Cover: One X PLEASE COMMENT ❑ PLEASE REVIEW ❑ FOR YOUR INFORMATION Tony, I would like to withdraw my application for permit for renovation to 7035 East Solons Creek Rd, Snowmass,Co. 81654. Permit number 0108.2006.PRBK...... Effective today May 21, 2008. Would you please review the file and refund the appropriate amount (80°/x0 of the Permit Fee to me. I can be reached for comment on my cell phone .. 948-4223. Thank you, Jack Wilkie President (:Lr r INP. CIF Bt!ii.I1F4, lr4c Office (970) 927-4226 Fax (970) 927-4712 Cell (970) 945-4223 jw@jwbinc.conr -F wal)0*11-1111-a i Jack Wilkie Builder, Inc. 0022 Sunset Drive, Unit 3, Basalt, Colorado 81621 phone number (970) 927-4226 1 fax number (970) 927-4712 �c 23q�2 Iz 000002 ��q/° 130 S. Galena ASPEN* PITKIN COMMUNITY DEVELOPIV Aspen, CO 81611 PERMIT APPLICATION 90-5448 Inspection line 090 9220-5448 PITKIN COUNTY CITY CITY OF ASPEN El Applicant to complete numbered spaces only. r DEPARTMENT General � p' �/ APIeJr��myl/j7�� PERMIT No. ,�:J� ,. JOB ADDRESS 11CSLJ-�- ) 63� Sa�Res Cer�K Rte. s v 2. LEGAL LOT NO. ^ BLOCK TRACT OR SUBDIVISION (❑BEEATTACHED SHEET) — DEW. CQP,ra�. a-F1.K CF.. s SC�6Qtvlyonl DDEE OC/-. OWNER1 MAIL ADDRESS ZIP PHONE FD 3• �AcK �o �srsPRls CPeO_ RD, Sfaawl s Cp 8! 9a�-y NIGKTL� CONTRACTOR MAIL ADDRESS PHONE LICENSE NO FN orj_Z Sr er.T bk. 43 ca 9a7 -16-1w- /9' 7 'TMH ARCHITECT OR ENGINEER OF RECORD MAILADDRESS PHONE LICENSE NO 5. SAKE As ABOVEMS DESIGNER MAILADDRESS PHONE LICENSE NO RF 6• 5Ah6 Az A4>v& 7• CLASSWORK ❑NEW ADDITION El ALTERATION ❑REPAIR ❑ ENERGY LOGE FEE USE TAX CENSUS CODE G.I.S. FEE USEOFBUILDING PLAN C CK FEE PERMIT FEE ZONING /_ /4? 8 iii P&Ibl imr. r ����-� VALUATION OF WORK SQUARE FOOTAGE Type of Cixvi; Bon Oaupenay Group LotArea 10. 11. Is there food service in this building ❑ YES $t NO 5¢e M SO 1, No. al Simi. Oca. LveE 061:1 SqA.) .) AO 4 12. Is LPG used? (YES EI NO NOOF BEDDRROOOOMS Um Ta a FIM 9pN bsRWWW7 ❑Vee ❑NP 13. Parcel ID # ,2614:5-o-i�ogona MUING ADDED AHrm System RsquheC9 ❑vee ❑tip 14. Remarks No. of Dwelling Unit OFFSTREET PARKING SPACES covemd un�o+eyed SPECIALAPPROVALS REQUIRED AUTHORIZED BY DA �-L ZONIN 0 HPC (� PARK DEDICATION ENVIRD. HEAL IyV c py Pi1EaUBMIRAL APPUTON ACC By PLANS aPPRO"Ei}FG�^N� BY / (1 -,/!/IIS BT ENGINEERI PARKS / /V/ O FIRE MARSHAL WTE GATE DATE WATER TAP I DA NOTICE ASPEN CONSOL SAN. DIST. SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMBING, HEATING, OTHER VENTILATING OR AIR CONDITIONING. sig `p THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION ppYMENT OF PITKIN COUNTY USE TAX OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 1BU DAYS AT QUARTERLY RETURNS WILL BE SUBMITTED. ANY TIME AFTER WORK IS COMMENCED. MONTHLY OR I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND1 ❑ DEPOSIT METHOD 0.5%OF 26% OF THE PERMIT VALUATION PAID KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AT ISSUANCE. A FINAL REPORT ON TOTAL ACTUAL COST MUST AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED BE FILED WITHIN 90 DAYS OF SUBSTANTIAL COMPLETION OF WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT WORK AND/ OR ISSUANCE OF THE CERTIFICATE OF OCCUPANCY/% DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PRO- C , VISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. IT IS MY RESPONSIBILITY TO ❑ EXEMPT. EXEMPT ORGANIZATION REVIEW THE APPROVED PLAry,SAND ANY COMMENTS THAT ARE CONTAINED R5437UCTURE AND(OR PROJECT IS BUILT IN ❑ RESALE: STATE& PITKIN COUNTRY RESALE NO. THEREON AND EE THAT COM PII A E CODES. S AND F ANYONE WHO USES AND / OR CONSUMES BUILDING MATE:NOT PITKIN COUNTY IS SUBIECTTO THE 0.5% UTAX SIGIUTJ CTOR (DATE) MAYBE PLACED ON THE OWNER'D /OR THE C _ PROPERTY LIENS TRACTOR'S PROPERTY WHEN USE TAXIS PAID SIGNATURE OF OWNER OF OWNED BIIILDERI (DATE) I nr nnl IRI F FFF THIS FORM IS A PERMIT ONLY WHEN VALIDATED F.pergy C9{le Vglldalion 7n Check j(�de n c 0001903 u "unn oInr.—.., ..,....-....... Zo ina V (dation(566 Permit Validation 0.5 % Use Tax Deposit Validation Cie D n R V Pitkin County _ CommUnily�evQlupmenh�arlm� November 8, 2006 Jack Wilke Jacke Wilke Builder, Inc. 0020 Sunset Dr, Ste #3 Basalt Cc 81621 Re: Plan review extension request, permit #0108.2006.prbk 7035 E Sopris Creek Rd Dear Jack, Your request for an administrative plan review extension has been reviewed and granted as allowed by 2003 IRC Sec. 105.5. Building permit number 0108.2006.prbk, applied for on June 9, 2006, must be issued and all fees paid before June 9, 2007 or the application will become null and.void. Please call me at 920-5101 if you have any questions. Regards, a.��4416� Tony Fusaro Chief Building Official Pitkin County 000004 130 S. Galena Street Aspen, Colorado 81611 (970) 920-5526 fax 920-5439 www.a penpitkin.com I N C O R P O R A T E D November 6, 2006 Pitkin County Office of Community Development Attention: Tony Fusaro RE: Building Permit it 0108-2006 ARBK Dear Tony, This is a request for an extension of building permit #0108-2006ARBK, for the addition to my residence at 7035 East Sopris Creek Road, Snowmass CO. Due to the late date in the building season I have decided to postpone my start date to avoid performing critical excavation and foundation work during winter. At this time I am asking for a six month extension of the issuance of the building permit. I understand that this is a one-time extension. Thank you for considering this request. If you have any questions please contact Chris Dolan, the project manager, at 927-4226. Respectfully,��- Jack Wilkie Jack Wilkie Builder, Inc. 0020 Sunset Drive, Suite #3 Basalt, Colorado 81621 970/927-4226 Fax: 970/927/4712 000005 z•d S669-LZ6 OL6 d3a-lina 3AIIm 'C e60:80 90 LO AoW I I I a I ChenONorthernjnc. Job No. 4 153 90 00000) A member of the HUH group of companies SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED SECOND STORY ADDITION 7035 EAST SOPRIS CREEK ROAD SNOWMASS PITKIN COUNTY, COLORADO Prepared For: Jack Wilkie 7035 East Sopris Creek Road Snowmass CO 81654-9206 01082006 E_ -s. 5C9G Poac '_- G....... 50,'_. �_c:acc c'oC M3945 �1, 303 945-2363 Facs e RECEIVED JUN 0 9 2006 Pitldn County Building Dept. December 19, 1989 N I CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LIMITATIONS TABLE OF CONTENTS FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 000007 Chen ONoi lien1 1I1C. 1 2 2 2 3 4 5 6 6 7 11 CONCLUSIONS The proposed addition should be founded with spread footings bearing on the natural subsoils and designed for an allowable soil bearing pressure of 2000 psf. The footings and floor slab should be protected against frost heave. Other design and construction criteria relating to geotechnical aspects of the proposed addition are presented in the body of the report. PURPOSE AND SCOPE OF STUDY ' This report presents the results of a subsoil study for a proposed second story addition to the garage located at 7035 East Sopris Creek Road, Snowmass, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of ' the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering ' services letter to Jack Wilkie, dated October 31, 1989• A field exploration program consisting of exploratory borings was con- ducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine their engineering characteristics. The results of the field exploration and labora- tory testing were analyzed to develop recommendations for foundation types, ■ depths and allowable pressures for the proposed building foundation. The ■ results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed addition are included in the report. M' 000003 r, Chen N, rIIIo-11,1111" -2 - PROPOSED CONSTRUCTION The proposed construction will include adding on next to the existing garage and a second story wood frame addition to the garage. The existing garage floor and foundation is slab -on -grade which is proposed to be under- pinned to carry the new loads. Grading for the addition is expected to be relatively minor with cut depths up to about 8 feet. We assume relatively light foundation loadings, typical of the proposed type construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The project site is occupied by the existing residence, with the addition to be constructed on the west side of the garage. Past construction activity has resulted in a variable depth of fill in the area, probably up to about 10 feet along the upslope side of the garage. The ground surface slopes at about 10% toward the north with about 7 feet in elevation difference between the exploratory boring locations. We understand the garage floor heaves during the winter, probably due to frost penetration below the slab. FIELD EXPLORATION ' The field exploration for the project was conducted on November 2, 1989. Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck -mounted CME -55 drill rig. The borings were logged by a representative of Chen -Northern, Inc. 000009 Chem Nollhern.InC. r -3- Samples of the subsoils were taken with 1 3/8 -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, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSOIL CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 2. The subsoils consist of 6 feet to 11 feet of clayey sand and gravel fill overlying natural silty clays and silty to clayey gravel with cobbles and boulders. Hard to very hard claystone bedrock was encountered within both borings at 9 to 14 1/2 feet below the ground surface. Drilling in the dense gravels overlying the bedrock 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, dry unit weight and gradation analysis. Ithe water level could rise during spring runoff. I 000010 Chen�NorthernAnc. Results of a gradation analysis performed on a small diameter drive sample (minus 1 1/2 -inch fraction) of the upper fill are shown on Fig. 4. The labor- atory testing is summarized in Table I. Free water was encountered in the borings at depths of 4 and 12 feet below the ground surface. The soils encountered were moist to wet. We expect Ithe water level could rise during spring runoff. I 000010 Chen�NorthernAnc. 1 -4- FOUNDATION RECOMMENDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend spread footings bearing on the natural subsoils below the existing fill for support of the addition and garage underpinning. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed natural subsoils should be designed for an allowable soil bearing pressure of 2O0T 0 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) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the natural sub- soils. Any voids resulting from boulder removal should be filled with concrete. A gravel mat may be placed on the natural subgrade soils to facilitate construction. placement. Free water should be removed before concrete The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protec- tion Placement of foundations at least 48 inches below exterior grade is recommended in this area. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth 00011 I -5- pressure corresponding to an equivalent fluid unit weight of 50 pcf. Backfill should consist of predominantly granular soil. 6) A representative of the soil engineer should observe all footing excava- tions prior to concrete placement to evaluate bearing conditions. FLOOR SLABS The natural on-site soils exclusive of topsoil are suitable to support lightly to moderately loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. The requirements for slab reinforcement should be estab- lished by the designer based on experience and the intended slab use. A minimum 4 -inch layer of free -draining gravel should be placed beneath interior slabs to facilitate drainage. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site granular soils devoid of vegetation, topsoil and oversized rock. Prior to placing new fill, all old fill and topsoil should be completely removed. Insulation should be provided 000012 ChenONorthern.Inc. -6 - against the outside of the foundation walls below grade to reduce the poten- tial for frost penetration below the floor slab. UNDERDRAIN SYSTEM Free water was encountered at shallow depth during our exploration and it has been our experience in the area that the groundwater level can rise and local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drain tile placed in the bottom of the wall Abackfill surrounded above the invert level with free -draining granular mate- rial. The drain should be placed at least 2 feet below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction Aand maintained at all times after the addition has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 000013 ChemNorther11. hlc. I I I I 0 -7- 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 soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation 000014 Chen ONor licni.fnc. bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, 'P R`a CHEN-NORTHERN, INC. T �0.9�. d , By L� 15222 _ Steven L. Pawlak, P.E. s W Or-e5"' Q Reviewed By Daniel E. Hardin, P.E. SLP/ec 000015 Che li O N )li.il,`' i PI(" 10 bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, 'PA�< CHEN—NORTHERN, INC. �,Y.,•��tiST E RFGq'�' .yy 1522 5 7 (f > L aT°7 r By Steven L. Pawlak, P.E. Of C9 c Reviewed By �- Daniel E. Hardin, P.E. SLP/ec 000016 Chen'rN'orihe:r;1 ijlc I I I 0 I I I I m I I _ I � EXISTING BORING • z GARAGE AND PROPOSED ADDITION AREA it EXISTING • i RESIDENCE - \ i BORING I i - J 00017 IEXISTING ISTREAM BUILDING ENVELOPE APPROXIMATE SCALE I" = 30' 14 153 90 I Chen@Northern,lnc. I LOCATION OF EXPLORATORY BORINGS I Fig. I I rel 10 15 20 Boring 1 Elev. = 107' 8/12 5/12 16/6,-0/6 50/0 Boring 2 Elev. = 100' Approximate Garage Slab Level 20/12 WC=12.3 DD= 123.4 +4=42 -200=17 11/6,50/5 85/2 Note: Explanation of symbols presented on Fig. 3. Elevation of Boring 2 assumed as 100'. 0 S 15 20 000013 4 153 90 ChenNorthern,Inc. Logs of Exploratory Borings Fig. LEGEND: ® Fill; clayey sand and gravel, loose to medium dense, moist to wet, brown. ©Silty Clay (CL); sandy with some gravel and shale pieces, very stiff, moist to wet, gray to gray brown. Sand, Gravel, Cobbles and Boulders in clay matrix (GM -SM); dense, wet, brown. 19 153 90 1 ChenONorthern,Ine. I Legend and Notes I Fig. 3 Claystone Bedrock; hard to very hard, slightly moist, gray. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon sample, ASTM D-1586. 8/12 Drive sample blow count; indicates that 8 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. drilling. Free water level in boring at time of ---'-Depth at which boring caved following drilling. rig refusal. Where shown above bottom of log, indicates multiple TPractical attempts were made to advance the boring. NOTES: 1. Exploratory borings were drilled on November 2, 1989 with a 4 -inch diameter 2. continuous flight power auger. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were not measured and logs of exploratory 4. borings are drawn to depth. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. " 5. The lines between materials shown on the exploratory boring logs represent the `= approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 19 153 90 1 ChenONorthern,Ine. I Legend and Notes I Fig. 3 oChen -Northern, Inc. 4 153 90 C-) F TABLE 1 SUMMARY OF LABORATORY TEST RESULTS C=) CZ)GENERAL N E R A L D E T A I L S Leachingt 0 Chambers 0 N Wilkie Addition Septic Systexzzz .L Grade Quick r�y �ok o�o��.ol c«„ Grade I EI..t...1 ra �o SCHIO Lim frem Wabr Lin. Gum, Control Floc L. N Fl L Slarl Lwd Vniphon Hole 16 dia) huL fi L—�,;Hydromatic Pump Pump Pedestal 1250 Gallon Concrete 1000 Gallon Concrete Septic Tank Pumping Chamber 3'' Manifold Eljen Curtain Drain So�h�dJ♦0 3' Efflu.M 0boh.... Lire 1E Certificate of Occupancy or Letter of Completion (most recent project) Final Inspections Any Supporting Documents Site Plans (no architectural plans) If there are previous projects they will follow in the same order.