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Home My WebLink AboutB13-0268 1 Department of Community Development 75 South Frontage Road TOWN OF V41L Vail, CO 81657 Tel: 970-479-2128 www.vailgov.com Development Review Coordinator ERMIT AP LICATION rQQI__Q(n�- (Separate applications are required for alarm &sprinkler) Project Street Address: Project#: IZ- DRB#: c� .PJ`3 o Q toll `1 (Number) (Street) (Suite#) � D 0L Lo ^` I Buildin g Permit#: 'N f Building/Complex Name: Contractor Information Lot#: Block# Subdivision: Business Name: ti Business Address: Ojp� p3 p Work Class: New( } Addition ) Alteration City �Q�\ State:_Co zip: Type of Building: 6 Single Family Duplex Multi-Family 0) Contact Name: Commercial Other 0) i Contact Phone: ct7o gQ gf L 3p a p Inn (tJ ¢ �� S . LO t� Work Type: Interior 0) Exterior Both Contact E-Mail: 0 I hereby acknowledge that I have read this application,filled out i Valuation of in full the information required,completed an accurate plot plan, Work Included Plans Included Work and state that all the information as required is correct. I agree to ;Electrical )Yes )No )Yes )No comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to i Mechanical DYes ®)No )Yes DNo the town's zoning and subdivision codes, design review ap- proved, International Building and Residential Codes and other : Plumbing ( Yes O)No Yes ONo � i ordinances of the Town appli ble thereto. 07-L, �/ 4B44Mtirtg )Yes ®)No )Yes ®)No t spo i X Value of all work being performed: $ cc O/ o OoD Owner/Owner' r Signature(Required) (value based on IBC Section 109.3&IRC Section 108.3) Electrical Square Footage Applicant Information Detailed Scope and Location of Work: o. ;Applicant Name: �C)w, � LA 8:�L ' 0. ?Applicant Phone: C( (.) 1?C) c) a t \- 'APPlicantE-Mail: jc,.�blS, cC,ir, t � O �t-e'CZta. CLL_.j N _ Project Information `"� S�eiz vi ALL C 1Ck� ,."u .TS.QsL1S e,-a Ks�t16�!� Owner Name: K� .�T-tlZ2� o� t- Parcel#: P ' o )i - n c � _ 0 I _'C)T lam' (For Parcel#,contact Eagle County Assessors Office at(970328-8640 or visit ( t�yU (�• nT7 www.eaglecounty.us/patie) - (use additional sheet if necessary) VPL pj For Office Use Only: Date Received: Fee Paid: SQ! 2 9 y �r�E E Received From: Cash Check# JUL 16 2013 CC: Visa/ MC Last 4 CC# exp date: Auth # TOWN OF VAIL Dropbox - DRB Shoring & Grading Signed Application.pdf Page I of I Department of Communi 75 SoW TOWn OF VAIL T1 w Development Rev Application for Design Review Changes to Approved Plans General Information: This application is for all changes to approved plans prior to Certificate o(Occup tion for Design Review cannot be accepted until all required information is received by the Community partment. Design Review approval expires orte year from the date of approval, unless a building per construction commences_ Submittal Requirements: The Town of Vail offers two(2) methods for submittal of materials for review of applications. Materials either digitally or on paper, Whichever method you select all materials shall be submitted in that form Design Review process. The Town encourages you to consider using the submittal of digital document it submitting digitally all elements of the application shalt be uploaded to the Town's share file site as materials. If submitting paper three (3) copies of the materials noted with an asterisk ( ) and one (1) are required. The materials necessary to have a comp!ete application are as follows: 1, Copies of all pertinent approved plans with illustrated, labeled charges, 2. Joint Property Owner Wfitten Approval Letter, it applicable. Fee: $20 Single Family Duplex Multi-Family 0 C( Description of the Request: DRB approval to proceed and submit for staged building permits and a shoring and excavation permit in advance of a building permit, Physical Address: 1067 Riva Glen, Vail, CO 81657 Parcel Number: (Contact Eagle Co.Assessor at 970-328-864C Property Owner, Michael M. Noell Revocable Trust 1/6 Noell Management Services Mailing Address: 971 Spraddle Creek, Vail, CO 81657 Phone: 757-572-2735 Owner's Signature: 'ke No fA Primary Contact/Owner Representative: Mike Foster, Triumph Custom Homes Mailing Adclrew 12 Vail Road, Suite 700, Vail, CC) 81657 Phone: 303-475-4413 E-Mail: miket*11triumphdev.com Fax: 970-479-0619 https://www.dropbox.com/sh/txaul37caegymll/ddOvOfG6Dc/DRB`/`2OShoring`/`20`/`26... 7/11/2013 Jul 16 13 08:14a Spiegel Construction 9705241213 p.2 J P.O. Box 1320 970-524-1212 Eagle, CO 81631 (fax) 970-524-1213 CONSTRUCTION 970-904-0694 Site Proposal for: Noell Residence Reveg To: Beck Building Company 7/1/2013 Bid Scope: Description Qty. Unit Unit $ Total$ Truck In Fill 2583 CY $17.07 $44,091.81 Grade Fill 2583 CY $2.12 $5,475.96 $0.00 Truck In Top Soil 469 CY $17.07 $8,005.83 Top Soil 469 CY $10.03 $4,704.07 Grade Top Soil 469 CY $5.33 $2,499.77 $0.00 Hydro Seed 21967 SF $0.15 $3,295.05 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $68,072.49 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 . $0.00 $0.00 $0.00 $0.00 04-23-2014 Inspection Request Reporting Page 9 4:10 pm Vail, CO - City Of Requested Inspect Date: Thursday April 24 2014 Site Address: 1067 RIVA GLEN JAIL AKA 1000 SPRADDLE CREEK ROAD A/P/D Information Activity B13-0268 Type: COMBO Sub Type: ASFR Status: ISSUED Const Type Occupancy: Use: R-3 Insp Area: Owner MICHAEL M.NOELLE REVOCABLE TRUST Applicant: BECK BUILDING COMPANY Phone: 970-949-1800 Contractor: BECK BUILDING COMPANY Phone: 970-949-1800 Description GRADING AND SHORING WORK Comment SCANNED APPLICATION. ROUTED TO WARREN AND F-2.-DRHOADES Comment emailed corrections to contractor-MHAEBERLE Comment Cannot reduce valauation when work has already been done-MHAEBERLE Comment REV1 RECEIVED SHOWING REVISIONS TO SOIL NAIL WALLS. REVISED TO TEMPORARY AND PERMANENT SO THAT NAILS DON'T GO BEYOND PROPERTY LINE. REDUCED THE VALUATION BY $44,000.00 ROUTED TO C-1.-DRHOADES Comment: resubmitted plans routed to martin-JMONDRAGON Requested Inspections) hem- 90 BLDG-Final Requested Time: 02:00 PM Requestor Phone: Comments follow up Assigned To JMONDRAGON Entered By: JMONDRAGON K Action Time Exp: Inspection History Iir- Item 410 Special Inspect-progress rept Item 420 Special Inspect-final rept �� . Item 500 PW-BackfillInspection Item 501 PW-Access/Staging/Erosion °/Item 90 BLDG-Final REPT131 Run Id: 14817 r sr April 30, 2013 Triumph Development Attn: Mike Foster Vail, Colorado 81657 !net�istei_S yahoo.cli-ii Job No. 113 048E Subject: Rockfall Hazard Review, Proposed Noell Residence, Lot 6, Spraddle Creek Estates, 1000 Spraddle Creek Road, Vail, Colorado Dear Mr. Foster: As requested, we have reviewed the rockfall potential hazard for the proposed Noell residence at the subject site. The purpose of our review was to evaluate if the proposed residence is exposed to a rockfall hazard. Summary of Findings: Our field observations indicated that the proposed residence on Lot 6 is not exposed to a rockfall hazard. Scope of Study: A field reconnaissance of the project area was made on May In addition we have looked at aerial photographs, detailed topographic maps and 2013. published regional rockfall information by Schmueser and Associates (1984) and Town of Vail(2000). This report summarizes our field observations and presents our findings regarding the rockfall hazard potential at the site. The study is supplemental to our previous proposal for professional services with Triumph Development dated December 21, 2012. Hepworth-Pawlak Geotechnical previously performed a subsoils study for foundation design of the proposed residence at the site and submitted our findings in a report dated April 15, 2013, Job No. 112 048A. Site Conditions: Spraddle Creek Estates is located on the south-facing Gore Creek valley side just to the north of the Vail town center as shown on Figure 1. The general topography in the project area is shown on Figure 2. The lots are located on a hillside bench and average slope of the bench across the proposed building site on Lot 6 is around 40% down to the south. This 40% grade hillside slope continues uphill of Lot 6 to the north. Spraddle Creek Road is located to the north of the proposed building site and construction of the road has required several retaining walls to limit hillside disturbance. ?�'i_ti tl• f 1 1C.i sa { rlr.; ,i? �:l'`!`n— 1` -633 i)-(12 Triumph Development May 8, 2013 Page 2 Native vegetation in the area is mostly grass, sage brush and other brush with some aspen trees. The existing retaining walls and revegetated cut slope uphill of the proposed building site appear to be performing satisfactorily with respect to erosion and global stability. Field Observations: The steep hillside bench at the Spraddle Creek Estates is underlain by glacial till deposited by valley glaciers that occupied this part of the Gore Creek valley during the middle Pleistocene-age Bull Lake and late Pleistocene-age Pinedale glaciations (Kellogg, 2003). The Bull Lake glaciation occurred between about 132 and 302 thousand years ago and the Pinedale glaciation occurred between about 10 and 35 thousand years. The glacial till consists of subrounded, gravel- to large boulder-size rocks in a sandy loam soil matrix. Rockfalls in the Vail area have occurred during historic times in areas down slope of some rock outcrops and numerous rockfall blocks are common at the ground surface below the unstable rock outcrop start zones. Active rockfall zones are also present in the Vail area on very steep,road cuts that are erosionally unstable. Rock outcrops that could be potential start areas for future rockfalls are not present uphill of the proposed building site on Lot 6. The existing road cuts uphill of the proposed building site on Lot 6 are revegetated and erosionally stable. The existing road cuts should not be a potential source of future rockfall that could reach the proposed building site on Lot 6. Regional Rockfa ll Information: The regional rockfall study by Schmeuser and - - Associates (1984) indicates a potential medium severity rockfall-area-downhill cif Spraddle Creek road in the area down slope of the valley ide bench y shown on Figure 2 but the 1984 stud does es not show a hazard over the rest of the Spraddle Creek k Estates including Lot 6. The Town of Vail(2000) regional rockfall map shows much of the Spraddle Creek Estates including Lot 6 in a medium severity rockfall area, but based on our site specific review, in our opinion, and Lot 6 is not in a rockfall hazard area. i I During excavation for the residence and infrastructure, large cobbles and boulders will probably be encountered. These rocks could be a source of rockfall below the site which should be considered in the planning and construction. Limitations: This study was conducted according to generally accepted engineering geology principles and practices in this area, at this time. We make no warranty either express or implied. The information presented in this report is based on our field observations. This report has been prepared exclusively for our client to evaluate if the proposed residence is in a rockfall hazard area. Our scope of work is limited to rockfall hazard potential and does not include evaluation of any other geological hazards that may Job No. 113 048B _ GeStech Triumph Development May 8, 2013 Page 3 be present in the area. We are not responsible for technical interpretations by others of our information. If there are questions, please contact us. Respectfully Submitted, HEPWORTH- PAWLAK GEOTECHNICAL, INC. Ralph . Mock Engineering Geologist Reviewed by: J 1 r s David A. Young, P.L 32-216 RGM/ksw attachments Figure 1, Project Site Location Figure 2, Project Site Map cc: RMT Architects—Paul Miller(Raul -rnlaaarchi:tects.com Beck Building Company- Tom Solawetz Qomiil,�a] itcis^eonl) Monroe and Newell— Craig Carroll (ccarrgll(u t» nroc.-1gwelt --n) REFERENCES Kellogg, K. S. and Others, 2003, Geology Wap of the Vail East Quadrangle, Eagle County, Colorado: U. S. Geological Survey, Map MF-2375, Version 1.0. Schmueser and Associates, 1984,Rockfall Study- Toi,77 of'Vail: Prepared for the Town of Vail (November, 29, 1984). Town of Vail, 2000, Official Roc4lWl Hazard Uap, Town of Vail: Prepared by the Town of Vail, Vail, Colorado (Adopted by the Town Council on October 17, 2000). Job No. 11_i 048B - ---- C -�Xtech I s —Spraddle'Creek- ? Estates f� III A.- Vail t. e-�u r•. st } ti - Explanation: I f j'•:ji i_ot6 1 0 2000 ft. ! i I Scale:1 in.=2000 ft. Contour Infer al=40 ff. May 201? 113 0488 �ftecti I Proposed Noell Residence Lot 6 Spraddle Creek Estates "F="` )RI t4-AWL,",,CF- EC,�"„ Project Site Location Figure 1 t s r _-. `�`• 9hWaYl7p��stBO�o �\ - � ;ti fit\ - - 1 lo Explanation; Existing Residences Proposed Residence on Lot 6 Topographic slope Break: Prominant topographic slope break along south side of valley side 0 250-"t_ bench. t Scale:1 in.=250 R. Topographic information from Town of Val GIS Department Contour Interval: 2 ft- k-4 I I I May 2013 113 048E :� Proposed Noell Residence Lot 6 Spraddle Creek Estates HEPWOR7H-pgwLgK GEOTECHNICAI Project Site Map Figure 2 j ll fit f< "`.^ a,i• it cs: '` t ,... (;_! 1-0--WOItiI f—1..PAWLAK GEOTEi.,E'iN1(:AL fay l'.i� 4, SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED NOELL RESIDENCE LOT 6, SPRADDLE CREEK 1000 SPRADDLE CREEK ROAD VAIL, COLORADO JOB NO. 113 048A APRIL 15, 2013 PREPARED FOR: TRIUMPH DEVELOPMENT ATTN: MIKE FOSTER 12 VAIL ROAD VAIL, COLORADO 81657 nnefoster5(hi),vahoo.coni <33'z�el 'l}>-`�I iii`;} . TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY...................... _ 1 _ PROPOSED CONSTRUCTION...................................:.....• _ 1 _ SITE CONDITIONS......................... . -2- . .. .................................... ROCKFALL HAZARD...... - 2- FIELD EXPLORATION........................... SUBSURFACE CONDITIONS................. . _ 3 _ . .................................... FOUNDATION BEARING CONDITIONS.................................. . DESIGN RECOMMENDATIONS................................... . _4- . .................................. FOUNDATIONS..................................... ....... ..... ... ........................................ -4- FOUNDATION AND RETAINING WALLS.........................................................- 5 - FLOOR SLABS........................... UNDERDRAIN SYSTEM................. - 7- SITE GRADING .......................... ............ ACE DRAINAGE..................................................... LIMITATIONS ................................ REFERENCE.................................. - 11 - FIGURE 1 -LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - GRADATION TEST RESULTS TABLE 1 -SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for the proposed Noell Residence to be located on Lot 6, Spraddle Creek, 1000 Spraddle Creek Road, Vail, 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 general accordance with our proposal for geotechnical engineering services to Triumph Development dated December 21, 2012. f 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 and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable f 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 subsurface conditions encountered. PROPOSED CONSTRUCTION The residence will be located on the lot as shown on Figure 1 and be a one and two story structure over a walkout basement. Ground floors will be slab-on-grade. Grading for the structure will be considerable with cut depths up to about 30 feet along the uphill, northeastern side of the excavation. The excavation will typically daylight to the southwest. We assume relatively light to moderate foundation loadings, typical of the proposed type of construction. Permanent shoring is proposed on the uphill side of the excavation and directly below Spraddle Creek Road. The shoring is tentatively planned to be soil nail walls. There will be extensive boulder walls retaining part of the cuts along the uphill side and the fills along the downhill side of the residence. Job No. 113 048A GZx9techz i s - 2 - 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 lot is vacant and located on a southwesterly facing hillside below Spraddle Creek Road. The ground surface has undergone some previous gr adin g primarily for an access drive into the lot from Spraddle Creek Road that was constructed with generally shallow 3 cuts and fills. The terrain is moderately steep to steep ranging from about 30 to 40%. t Elevation difference across the proposed residence ranges from about 12 to 28 feet. Vegetation consists of grass and weeds with scattered aspen trees in the west part of the lot. There are scattered cobbles and boulders on the ground surface. The site was covered with up to about 2 feet of snow at the time of our field exploration. k s t ROCKFALL HAZARD 4 I The lot is in an area of medium severity rockfall potential according to the Town of Vail I rockfall hazards mapping(Town.of Vail,.2000). We believe the risk is probably low due i to the existing road and development above the site. We can provide a more detailed study of evaluation of the rockfall hazard desired. FIELD EXPLORATION The field exploration for the project was conducted on March 27, 2013. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight augers powered by a track-mounted CME 45 drill rig. Even with the track-mounted rig, the borings had to be drilled on the access trail due to steep terrain. Access to a planned third boring in the western portion of the proposed residence was not possible beyond the access trail. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Job No. 113 048A G(�gtech - 3 - Samples of the subsoils were taken with 1% 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 DAS86. 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 encountered, below about 1 foot of organic topsoil, consisted of medium dense to dense, clayey silty sand and gravel with cobbles and boulders that extended down to the maximum depth drilled of 17 feet. Drilling in the dense granular soils 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, gradation analyses and Atterberg limits. The soils were too rocky to obtain undisturbed samples for swell-consolidation testing. Results of gradation tests performed on small diameter drive samples (minus P/2 inch fraction) of the coarse granular subsoils are shown on Figure 4. The liquid and plastic limits testing indicate the fine portion of the subsoils to have low to medium plasticity. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The natural granular soils possess moderate bearing capacity and relatively low settlement potential. Spread footings bearing on these soils appear suitable for foundation Job No. 113 048A ��P �Otech - 4 - support of the building. Based on our experience in the area, we expect the clayey silty sand and gravel with cobble soils will be encountered in the excavations at the site below fill and topsoil. We do not expect groundwater will be encountered in the excavation but additional subsurface exploration could be done to verify these assumptions prior to or during excavation for the building. Due to the extensive grade changes above and below the residence, we expect that boulders above the residence will not be feasible as structural retaining walls but may be feasible as a facing if properly constructed. The overall stability of the hillside should also be evaluated as part of the retaining wall system design. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 3,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be up to about 1 inch. 2) The footings should have a minimum width of 18 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be v' pro �ded with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be well reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least i I Job No. 113 048A C (�gtech 1 - 5 - 12 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) Existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened I and compacted. Voids created by boulder removal should be backfilled with structural fill or concrete. If water seepage is encountered,the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for walls up to 12 feet high for backfill consisting of the on-site granular soils. For laterally supported walls taller than 12 feet, the walls should be designed for a uniform lateral pressure of 25 H in psf where H is the wall height in feet for backfill consisting of the on-site granular soils. Cantilevered retaining structures up to 12 feet in height which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at Ieast 45 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures taller than 12 feet in height which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a uniform lateral pressure of 22 H in psf where H is the wall height in feet for backfill consisting of the on-site granular soils_ The wall backfill should not contain debris, topsoil or oversized rocks. Job No. 113 048A c�gtech - 6 - 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 within about 2%of optimum. Backfill in pavement and walkway areas should be compacted to at least 95%of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Use of select granular imported material such as road base and increasing compaction to at least 98% standard Proctor density could be done to reduce the settlement potential. 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 375 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist Iateral loads should be suitable granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. Job No. 113 048A c(�Xtech i s i i d i - 7 - 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, 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. 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 drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on 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 topsoil and oversized rocks, or a suitable granular material can be imported. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy vy or seasonal runoff. Frozen round during spring g g p ing runoff can also create a perched condition. We recommend below-grade construction, such as retaining walls, craw Ispace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free-draining granular I material used in the underdrain system should contain less than 2%passing the No. 200 Job No. 113 048A s gtecn - 8 - 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 1% feet deep. SITE GRADING There is a risk of construction-induced slope instability at the site due to the moderately steep to steep slope and relatively deep proposed cuts of up to about 30 feet for the basement level. We understand the cuts along the uphill sides will be shored, probably by soil nailing. This type of system should be feasible for hillside retaining provided the shoring is properly designed and constructed. Micro-pile wall shoring may also need to be included. A contractor with considerable experience in this area should design and install the shoring. Free standing cut slopes should not exceed one level, about 10 feet and be sloped back to a stable grade for both temporary and permanent condition. Embankment fills should be limited to about 10 feet deep and be compacted to at least 95% 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 9�%of the maximum standard Proctor density. The fill should be benched horizontally into the steep hillside slope. Some long term settlement of deeper fills should be expected. Using a select granular material and increasing compaction to 100% standard Proctor density could be done to reduce fill embankment settlements. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and be protected against erosion by revegetation or other means. The risk of slope instability will be 'm creased if f seepage is encountered in cuts sand flatter slopes may Y 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. We should j review the shoring and site grading plans for the project prior to construction. i lob No. l 13 048A G(;�ortec!'h - 9 - 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) Surface water should not be allowed to discharge down the steep slopes at the site uncontrolled. The surface water should be collected and discharged into rip-rapped or lined channels. 5) Roof downspouts and drains should discharge well beyond the limits of all backfill. 6) Landscaping which requires regular heavy irrigation should be located at least 3 feet from foundation walls. 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 the locations indicated on Figure 1,the proposed type of construction and our experience in the area. Our Job No. 113 048A G(cgtech - l0- services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. 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 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. Respectfully Submitted, HEPWORTH - PAWLAK --HNICAL, INC. David A. Young, - P 32-218 Ile' J-7,15 Reviewed by: lANAL 41111/!1 Steven L. Pawlak, P.E. DAYlksw cc: Monroe. &Newell— Craig Carroll(ccarroll(<Lmonroe=newell.com) RIVIT Architects—Paul ]Miller (paul @'rmtarchitects.com_) Beck Building Company— Tom Solawetz (tomi«beckbuikls.con) Job No. 113 048A _- GecPteech - 11 - REFERENCE Town of Vail, 2000. Official RockfallHazard Map, Town of VaiL Prepared by the Town of Vail, Vail, Colorado (Adopted by the Town Council on October 17, 2000). I Job No. 113 048A GeStech t APPROX ATE SCALE: 60' tt 1� i ' qj, .!• � �� t BORING 1M g.�d��FJ,� f'' N 1 O�acj J9' iti .`f x\ 4,41 ill �I; �� "--' p�• _ � r� BORING 2 ti(( PROPOSED,] Z R SIDENCE 'o c > d s act ) 4q -ry .ar a/r �:, � . , I- }t t5-i, :} ` I err � , �"'-�.,� tr,,<'��•9r dpi f, "iLr pf' r t f t ►; aF f, t odi o. i F"; 113 048A �teCh LOCATIONS OF EXPLORATORY BORINGS FIGURE 1 �EP�t10!�TH-PAWLAK GF:�TECHNIC: _ BORING 1 BORING 2 ELEV.= 8546' ELEV.= 8538' 8550 8550 8545 8545 I 10112 Q�r WC=9.9 +4=25 -200=28 4• 8540 T a° 8540 b 33/12 WC=11.1 -200=31 LL=26 °J ¢= PI=9 LL 8535 LL 0 14/12 8535 c ro o > M a> 4; > W 'cr W 8530 60/12 8530 WC=3.0 _ +4=30 Q -200=22 .C;P 8525 •c. 39/12 8525 WC=6.9 -200=32 Q LL=20 P1=4 8520 8520 Note: Explanation of symbols is shown on Figure 3. M p 113 048A �-r, ' r'tE?ch LOGS OF EXPLORATORY BORINGS FIGURE 2 HEPWORTH-PAWLAK GEO TECHNICAL I J LEGEND: TOPSOIL;organic sandy clay and silt with scattered cobbles, firm, moist, dark brown. aSAND AND GRAVEL (SC-GC);with cobbles and boulders, clayey, silty, medium dense to dense with depth, slightly moist to moist, brown, low to medium plastic fines, rocks are primarily subrounded. i nRelatively undisturbed drive sample; 2-inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch 1.D. split spoon sample,ASTM D-1586. 33/12 Drive sample blow count; indicates that 33 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. Practical drilling refusal. Where shown above bottom of log, indicates that multiple attempts were made to advance the boring. NOTES: 1. Exploratory borings were drilled on March 27, 2013 with 4-inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content(%) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit(%) PI = Plasticity Index(%) H 113 048A L HEP !>tech LEGEND AND NOTES FIGURE 3 WORTH-PAWLAK GEOTECHN1CAL L ••s •1 /• 1t t 1 ��f!- ��f!-f�fffff>•!�flrs� 1l-1l-Iffl� �011��lt!♦•01!♦�' 1>��■f1a1lfl�■�It�v��..�l��l��1� / �11�11>♦��I�t1l1♦�I>_I)I-��_!+llif��l�t1!♦t1♦1� / s��If>•Ifffff l�l>-��11�1�1>-1>-1>-11>•�1!• t>-1!>-�t>-1�1�1�1l-1��>•11•f��1�11a��1'1�1� �t>_f!s cif!-f�1>�11!-ifs�!_11l-�f1fl, ■ .1 �-tea-�!-�l�j��t�!l��l/!••��1!•�� fffilt>-!•Bffff�t��'I��I!_ff� 1�l11l�I�r� • t�Ifl�N�N1�1� �_ ��10�1/I>•1�� 1>_f!-f!•f!- m2m i1>l��11!-ffl-1>_f�t!♦�f!_ff!♦�� t.t��Ot)♦1�1�1�1l1♦ ��1��-�0 i •/ It!!>♦111/♦�I��I�1�1��l1'•�1!_IIl,�1' .1 1�� t>-1l-fl-ffffffl��--�1>,I�1!-ff!♦�� 1>•��ffff'ffffff�t>-!_��--IVa1l1--�fH� � r��1>•�Ir,�1� :1 �tl-f1♦tl-it>•ii•I�f�I��ifl>•�/t�fl/•�1��1� / �■l-i=�If'�fif,fffff'fff,ff!_t!-�rl�•t��f�flffff! fl-1-�'f!_�f!_fif,■111=�f� ��=1f•l1��1>, • Il-I�t�t�1/1_ t't�il>!♦1>'fffiff,l�1�l�11l-11-if!♦1.1' / ��O1>-�1I-1/_��Il>♦.�IIf:i1��1�I1)♦�� .1 t>-tl-N)!•fil/♦f�11!-tiff!♦�Ifl,1!-��fl-1>-f>>�>�� Iil>♦-�-f�fl-fjjjjjf,t�•)- �1��fl-N�=� �lff!♦/�O�f!♦flf�lflflf!>fa ■ ��fa�-cif!-�t111♦11��l�1!-if1,11♦� /• It // 11• I 1 11 .II • / t G(�p'rtech GRADATION TEST RESULT � ' f � r i b � Q Cd CO ra Q m r 0~ `� G» cad 0 -j U 60 z U] � LL) 0 CO GO cif ria cn -� CD 0 a� C's C's ro cd >, >Ed U V C'7 U U C7 z 0 o = U U)u- am U H Z J D J U) U Q W 0 F-W U a Z �r Z IL = W a U m H >- W ~_ O m K e N v T Q Y W x Q J O Zzo° w LLJ J m m U y N W 00 .--i Q F Q WQO� N EL 0- a_ U- _ o } O O Z Q ° d O Q o m a IL o L1J U � w 2 U) C7 Q a N p � m c� J a Q �W Z a J W F- K jW F- O Q� Z - m aoo Zoo O 1=- p w N 0 a p U U J W J (� Q Z m 0 --' Department of Community Development ' 75 South Frontage Road TOWN OF VAIL � Vail, CO 81657 Tel: 970.479.2128 www.vailgov.com Development Review Coordinator TRANSMITTAL FORM Use this form when submitting additional information for planning applications or building permits. This form is also used for requesting a revision to building permits. A two hour minimum building review fee of$110 will be charged upon reissuance of the permit. Application/Permit#(s)information applies to: Attention: Revisions Response to Correction Letter 0_attached copy of correction letter P3 �� Q Deferred Submittal 1� 0 Other Project Street Address: 1 (Number) (Street) (Suite#) Building/Complex Name:.E�MZ.JWl P..o.o Description of Transmittal/List of Changes, Items Attached Applicant Information i?-,\Q-Nt lS('60--S (architect,contractor, owner/owner's rep) tl)na,`C - K2 y OISRA 7b `` Contact Name: •tc��..��o�i�-.a (' �...aat�y �`�- -MALI g�_ ll S Address: b 8 b X_G{D 21 CD �L Stat City � ` e: C� Zip: c «g Contact Name: C0 Lcti ).p_A Z (use additional sheet if necessary) Contact Phone: 1 O q O!{- Lb D a Building Permits: Contact E-Mail: ►� �� • 1 S C Revised ADDITIONAL Valuations(Labor& Materials) p ,� C k�' . o h (DO NOT include original valuation) I hereby acknowledge that I have read this application.. filled out Building: $—<a-,-, poo in full the information required,completed an accurate plot plan, and state that all the information as required is correct. I agree to Plumbing: $ comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according Electrical: $ to the town's zoning and subdivision codes, design review ap- proved, International Building and Residential Codes and other Mechanical: $ or f able thereto. X Total: $0 Owner/Owner R re a Signature(Required) OQ w RISE T-Ax Cg yD)) Date Received: O l For Office Use Only: Fee Paid: AUG f UU Received From: A 2 3 2013 Cash Check# CC: Visa/MC Last 4 CC# exp.date: Authorization# TOWN OF VAI L i 4 d-PFPWC}RTH—#'AWLAK B)TECHNICAL May 22, 2013 Triumph Development Attn: Mike Foster 12 Vail.Road, Suite 400 Vail, Colorado 81657 nietosieryahoo_c9m Job No. 113 048B Subject: Debris Flow Hazard Review, Proposed Noell Residence, Lot 6, Spraddle Creek Estates, 1000 Spraddle Creek Road, Vail, Colorado Gentlemen: As requested, we have reviewed the debris flow potential hazard for the proposed Noell residence at the subject site. The purpose of our review was to evaluate if the proposed residence is exposed to a debris flow hazard and is an addendum to our rockfall hazards review report for the project dated April 30, 2013,under the above job number. Summary of Findings: Our field observations and literature review indicate that the proposed residence on Lot 6 is not exposed to a debris flow hazard risk. Scope of Study: A field reconnaissance of the project area was made on May 19, 2013. In addition we have looked at aerial photographs, detailed topographic maps and published regional debris flow information by Town of Vail(2000). This report summarizes our field observations and presents our findings regarding the debris flow hazard potential at the site. The study is supplemental to our previous proposal for professional services with Triumph Development dated .December 21, 2012. Hepworth-Pawlak Geotechnical previously performed a subsoil study for foundation design of the proposed residence at the site and submitted our findings in a report dated April 15, 2013, Job No. 112 048A. Site Conditions: Spraddle Creek Estates is located on the south-facing Gore Creek valley side just to the north of the Vail town center as shown on Figure 1. The general n c}iliti ill�„;` ' jti Triumph Development May 22, 2013 Page 2 topography in the project area is shown on Figure 2. The lots are located on a hillside bench and average slope of the bench across the proposed building site on Lot 6 is around 40% down to the south_ This average 40%hillside slope continues uphill of Lot 6 to the north. About 300 to 400 feet west of Lot 6 is Spraddle Creek, a fairly well incised drainage. Spraddle Creek Road is located to the north of the proposed building site and construction of the road has required several retaining walls to limit hillside disturbance. Native vegetation in the area is mostly grass, sage brush and other brush with some aspen trees. The existing retaining walls and revegetated cut slope uphill of the proposed building site appear to be performing satisfactorily with respect to erosion and global stability. Field Observations: The steep hillside bench at Spraddle Creek Estates is underlain by glacial till deposited by valley glaciers that occupied this part of the Gore Creek valley during the middle Pleistocene-age Bull Lake and late Pleistocene-age Pine-dale glaciations (Kellogg, 2003). The Bull Lake glaciation occurred between about 132 and 302 thousand years ago and the Pinedale glaciation occurred between about 10 and 35 thousand years ago. The glacial till consists of subrounded, gravel- to Iarge boulder-size rocks in a sandy loam soil matrix. The glacial till has had a relatively stable, recent geologic past and landslides or potentially unstable slopes that could produce debris flow material are not present in the area of Lot 6. The existing road cuts uphill of the proposed building site on Lot 6 are revegetated and erosionally stable. The existing road cuts should not be a potential source of debris flow that could reach the proposed building site on Lot 6. Regional Debris FIow Information: The regional debris flow map by Town of Vail (2000) indicates a medium severity debris flow potential area that crosses the eastern part of Lot 6 and extends through a narrow width in the central part of Spraddle Creek Estates. The debris flow risk designation may be from a debris avalanche risk due to the locally very steep hillside in this area,but based on our site specific review, in our opinion, Lot 6 is not in a debris flow (or debris avalanche) hazard area. Limitations: This study was conducted according to generally accepted engineering geology principles and practices in this area, at this time. We make no warranty either express or implied. The information presented in this report is based on our field observations. This report has been prepared exclusively for our client to evaluate if the Job No. 113 048B Gf C&' ech Triumph Development May 22, 2013 Page 3 proposed residence is in a debris flow hazard area. Our scope of services for the current study is limited to debris flow hazard potential and does not include evaluation of any other geological hazards that may be present in the area. We are not responsible for technical interpretations by others of our information. If there are questions, please contact us. Respectfully Submitted, HEPWORTH - � '-, TECHNICAL, INC. kw b P P. 15.222 Steven L. Pa. R ak 522 Rev. by: DAY SLP/ksw Attachments: Figure 1, Project Site Location Figure 2, Project Site Map cc: RIVIT Architects—Paul Miller( aul c rtntaaarchitects.cotn) Beck Building Company- Tom Solawetz ao mrbeekbuilds.eom) Monroe and Newell—Craig Carroll (ccarrooll(rt lnoiu'oe-n ll.coni) REFERENCES Kellogg, K S. and Others, 2003, Geology Map of the Vail East Quadrangle, Eagle County, Colorado: U. S. Geological Survey, Map MF-2375, Version 1.0. Town of Vail, 2000, Official Debris Flow Hazard Map, Town of Vail: Prepared by the Town of Vail, Colorado (Adopted by the Town Council on October 17, 2000). Job loo. 113 048B --- F, - l 1 { S ¢ �.rt � t .✓�`� qty }`�4 _ Y 8� ^�a, v•I,: Spraddle- reek r I - i�t - Estates _ i. - - - L•1 i sf4� il' A" 1 N Nv a YA. MN • Y Explanation:;- !; Lot 6 0 2000 ft' f 1 i Scale:i in.=2000`t. Contcur Interval=40 ff. May 2013 '113 048B �� Proposed Noell Residence Lot 6 Spraddle Creek Estates FQ_F !)R-';H:-F.�YLAK G_QTCCY.N;CAL Figure 1 Protect Site Location C to L . "l "F�" `�` `.;��.•-..; (tRl�f Bob-•..., ,,�.:_.� .\: �• � - INN _ •`ice.. Explanation: �t Existing Residences Proposed Residence on Lot 6 r� Topographic Slope Break- Prominant topographic slope break along south side of valley side bench. 0 250 fL r I Scale:1 In.=250 ft. Topographic information from Town of Vail GIS Department Contour Interval: 2 ft. May 2013 Ll13 0488 �f�Ch Proposed Noel) Residence Lot 6 Spraddle Creek Estates HEPWORn1+PAWCA1:GEOTE471 )CAL Project Site Map Figure 2- NOTE: TH/S PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES .� ?��I+dO�'Y�II.'. Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 COMBINATION BLDG PERMIT Permit #: B13-0268 Project #: PRJ13-0081 Job Address: 1067 RIVA GLEN VAIL Applied.....: 07/16/2013 Location......: AKA 1000 SPRADDLE CREEK ROAD Issued. . . : 09/05/2013 Parcel No....: 210105301006 OWNER MICHAEL M. NOELLE REVOCABLE 07/16/2013 971 SPRADLE CREEK RD VAI L CO 81657 APPLICANT BECK BUILDING COMPANY 07/16/2013 Phone: 970-949-1800 780 NOTTINGHAM ROAD, AVON PO BOX 4030 VAI L CO 81658 License: C000003131 CONTRACTOR BECK BUILDING COMPANY 07/16/2013 Phone: 970-949-1800 780 NOTTINGHAM ROAD, AVON PO BOX 4030 VAI L CO 81658 License: C000003131 Description: GRADING AND SHORING WORK Occupancy: R-3 Type Construction: VB Valuation: $150,000.00 ..._..,,.......................................,,....,�...__........._,.......,..,,.. FEE SUMMARY ..............�,,.,.,,.,.....x.=.........._....,,...,._.......,,,�..._.,....,,...._... Building Permit-----------> $1,273.75 Bldg Plan Check----------> $827.94 Use Tax Fee-----------------------> $2,800.00 Electrical Permit---------> $0.00 Elec Plan Check-----------> $0.00 Restuarant Plan Review--------> $0.00 Mechanical Permit------> $0.00 Mech Plan Check---------> $0.00 Additional Fees--------------------> $0.00 Plumbing Permit--------> $0.00 Plmb Plan Check---------> $0.00 Recreation Fee--------------------> $0.00 Investigation-----------------------> $0.00 Will Call------------------------------> $5 00 TOTAL PERMIT FEES--------------> $5,016.69 Payments-------------------------------> 55,016.69 BALANCE DUE------------------------> a0.00 .....................x=........_........._.........__...........,......_.......................,,«...............�.......,..,...................,............«......................... DECLARATIONS I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the town's zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM -4:00 PM. combination permit_012811 I • t iV��A7 V��... 1� . w+......+.+:r�+xxx�we:r:r,r..+��xr+x.,r,r,rxrrr�x��+.x:r:wwwxww�txxxx.ewwwwwx,rxwx++n:xx��,rwv.w�w�w��;��wwwwwxw,rxxxxx.,r:wx��v.,r,r�ww�+x�,rw�,r,r,.,.x��r,r��xxxx+�,.,r,.,.,.x«s.xxxxr��:.��wwww,erxx+.+.r� CONDITIONS OF APPROVAL TO BE MET PRIOR TO FINAL SIGN OFF Permit#: B13-0268 Address: 1067 RIVA GLEN VAIL Owner: � MICHAEL M. NOELLE REVOCABLE TRUST Location: AKA 1000 SPRADDLE CREEK ROAD ............................x,,,..............,.....,.,,.,...................,...,.�,,......,......,.....,.....,.......,..........,...........,.........,,......,,,,................. Cond: CON0013345 As built grading plans required [prior to final including special inspections final report) combination permit_012811 ' r � �� s **w*w*r****««**.+«******r r r t,t+t**«««r*r*w««««*,t,t**w w«««««,t*t*,t�******x t***w*«*«,r«,t tr**t*****«r*w*r,r***,r,r*te**tr***«,r.,r+t+t+r r r***w w w««,r«tr***�***,t**««««*,r***w* REQUIRED INSPECTIONS AND STATUSES Permit#: B13-0268 Address: 1067 RIVA GLEN VAIL Owner: MICHAEL M. NOELLE REVOCABLE TRUST Location: AKA 1000 SPRADDLE CREEK ROAD «**�*,.***********«********�**********.,********************««««««*�****««„******�**,..,««*.,�***************,,�„**********************,.,.*«««««**„*.******., Item: 00410 Special Inspect-progress rept Item: 00420 Special Inspect-final rept Item: 00500 PW-Backfill Inspection Item: 00501 PW-Access/Staging/Erosion Item: 00090 BLDG-Final combination permit_012811 �