The URL can be used to link to this page

Home My WebLink AboutB13-0016 REV1 CR1 APPLICATION AND SOILS REPORT f Department of Community Development { 75 South Frontage Road TOWN OF lr�?I� _ Vail,CO 81657 TOWN Tel: 970.479.2128 www-vailgov-com Development Review Coordinator TRANSMITTAL FORK] 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. -------------------------------------------------------------------— ApplicationlPermit#(s) information applies to: Attention: O Revisions _ VQ/ / ---dz O Response to Correction Letter (O _attached copy of correction letter 6 Deferred Submittal - S 0� (%Other S /S Jqc-.,79K� Project Street Address: (Number) (Street) (Suite#) Building/Complex Name: Description of Transmittal/List of Changes, Items Atfached: o, / 4qe�9 J' , Applicant Information IV (architect,contractor,ownerlowner's rep) f� Contact Name: ',G•`/•C 1 9�u• l�C/� Address:_P,o _�B0 X 2 T 0 City State: C O zip: Z- Contact Name: / �. / I/nl�k 1�(J J�� — (use additional sheet if necessary) Contact Phone: Building Permits: Revised ADDITIONAL Valuations(Labor&Materials) Contact E-Mail:e-I H -fyA �Qi L C. S��•+ •z o~ i(DO NOT include original valuation) I hereby acknowledge that I have read this application,filled out Building: $ 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: $ ordinances of the Town applicable t e o. Total: $o Owner/Owner's Representative Signature(Required) - - --------------------------------------------------------------------------------------------------------- Date Received: [MAY For Office Use Only: O 013 Fee Paid:Received From: �Cash Check#CC: Visa/ MC Last 4 CC# ezp.date: WN OF VAIL Authorization# Hepworth-Pam-lak Geotechnical,Inc. [—j 5020 COUnty Road I i4 ortech Glenwood Springs,C,lorado~1601 Phone:970-945-1985 HEPWORTH-PAWLAK GEOTECHNICAL Fax:970-945-8454 email:hp�e> hp�etrch.cum April 24, 2013 Vail Custom Builders Attn: Clinton Amundson P. O. Box 2809 Vail, Colorado 81658 (Clintona,vailcustom.com) Job No. 113 066A Subject: Observation of Excavation, Proposed and Addition and Remodel, Milmo Residence, Lot 51, Glen Lyon Subdivision, 1415 West Haven Drive, Vail, Colorado Dear Clinton: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the excavation at the subject site on April 22, 2013 to evaluate the soils exposed for foundation support. The findings of our observations and recommendations for the foundation design are presented in this report. The services were performed in accordance with our agreement for professional engineering services to Vail Custom Builders, dated March 21, 2013. The addition is planned to be attached to the east side of the residence and consist of a lower(main floor) level enclosing an existing porch area as new living area. The new foundation will support the main level addition and two stories of existing building above. The new foundations will consist of three footing pads with a connecting grade beam designed assuming an allowable soil bearing pressure of 2,000 psf. The ground floor will be slab-on-grade. The existing residence is founded on shallow spread footings. At the time of our site visit, the foundation excavation for the three footing pads had each been cut in one level from about 4 to 4% feet below the adjacent ground surface. The soils exposed in the bottom of the excavation consisted primarily of medium dense, clayey sand with gravel and cobbles. There was some clayey sand with gravel fill at subgrade in the southern pad excavation. The excavation subgrade areas had been compacted. Results of swell-consolidation testing performed on a sample taken from the site, shown on Figure 1, indicate the soils are moderately compressible under conditions of loading and wetting with a low hydro-compression potential. The sample was at least partly disturbed due to the rock content. The results of a gradation analysis performed on Parker 30.3-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 Vail Custom Builders April 24, 2013 Page 2 a sample of the sand soils(minus 1 fz inch fraction) obtained from the site are presented on Figure 2. No free water was encountered in the excavations and the soils were generally moist. Considering the conditions exposed in the excavations and the nature of the proposed construction, spread footings placed on the undisturbed natural soil designed for an allowable bearing pressure of 2,000 psf can be used for support of the proposed addition. The existing fill at subgrade in the southern footing pad excavation appears limited in area and depth and should be acceptable to bear the footing on. There could be some differential movement with respect to the existing structure which should be considered in the design. Removing the fill below the footing would provide a lower risk of settlement. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Lopse and disturbed soils in footing areas should be removed and the bearing level extended down to the undisturbed natural soils and the subgrade compacted. It should be feasible to leave the existing fill in place the southern footing pad excavation with the risk as discussed above. The bearing soils should be protected against frost and concrete should not be placed on frozen soils. Exterior footings should be provided with adequate soil cover above their bearing elevations for frost protection. Any continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Structural fill placed within floor slab areas can consist of the on-site granular soils, or suitable imported granular soils, compacted to at least 95%of standard Proctor density(SPD) at a moisture content near optimum. Backfill placed around the structure should be compacted to at least 90% SPD (95%in pavement areas) and the surface graded to prevent ponding within at least 10 feet of the building. Landscape that requires regular heavy irrigation, such as sod, and sprinkler heads should not be located within 5 feet of the foundation. The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavations and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. This study is based on the assumption that soils beneath the footings have equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In order to reveal the nature and extent of variations in the subsurface conditions below the excavations, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. Our services do Job No. 113 066A G99tech Vail Custom Builders April 24, 2013 Page 3 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. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH—PA GEOTEVHNICAL, INC. e,,e�fb31! David A. Young, P.E. ,� a a 4M 2-216 attachments Figure 1, Swell-Consolidation Test Results Figure 2, Gradation Test Results Job No. 113 066A r� wetting ■n111Ri�i��N 11MM111Compression 1111 Sw ELL-CONSOLIDATION TEST RESULTS t�Illul�� ll�l■■�IIIIN ■�111111■;INNII� �u�■anui■��i� ■�YN I�ii�ii��■■�n I HYDROMETER ANAL SIEVE ANALYSIS I TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 24M 7HR 45MK 156811 GWK/WAN. 4ML 16814. I20D 0100 ON) 130 #18 08 14 3W 3W 112' 31 6 (r a, 0 100 10 90 Z 20 80 30 70 w: 0 40 6D Z < co Cr 50 50 Z z 0 w 0 LLI cc (r w uj CL 60 40 CL 70 so 80 2D 9D 10 �=j 100 =-r:r1EEE1 0 X1 Am Ms M .019 -OV M4 .150 300 AM 1.18 235 435 95125 19.0 375 762 1152 200 DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT ANE SAM =F-= GMVEL T COBBLES MEDIUM COUSe RNE I COMM I Gravel 26 % Sand 57 % Silt and Clay 17 % Sample of: Clayey Sand with Gravel From: Bottom of Middle Footing Pad Excavation 113 066A 1HEPW(GOH gteqh INICAL GRADATION TEST RESULTS FIGURE 2 RTH�AWLAIC