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B14-0326_14-050 Nugget Lane boulder walls 09-19-14_1411145220.pdf
STRUCTURAL CALCULATIONS NUGGET LANE DUPLEX BOULDER RETAINING WALLS 4288 Nugget Lane Vail, Colorado PROJECT NO. 14-050 September 19, 2014 :"N SUNDQUIST DESIGN GROUP, INC. _' ... CI�F‘ PDO ... Residential Services Division VO'.•'tx%ID S••Ls 1/ IA Post Office Box 676I 4:). AUN Conifer,Colorado 80433 1715 C 65: 5 Design Group ; ' STRUCTURAL EXPERTISE•PRACTICAL SOLUTIONS (303)838-2222 phone 11 �"•� ;�.[•�• ��_� www.sundquistdesign.com Ih%u/ONAL E117". w-Review Comments-09-17-2014 09-32-53 e Department Markup Snapshot Planning File:B 14-0325 Application.pdf ChangeMark:jbatcheller Description:P001 Comment:Please include the geo-tech report addressing the geological hazards on site and the accompanying letter that were provided with the DRB application. The letter provided with the DRB application also needs to be revised.It states:"The proposed duplex construction and associated site grading shown on the July 28,2014,Alpine Engineering schematic grading plan should not increase the existing rockfall,snow avalanche,debris flow and debris avalanche hazards to adjacent properties including public streets,right-of-ways and easement.""Should"needs to be replaced with"will,"per the requirements of Section 12-21- 13C(2)(a). 1 Public File:Nugget_C 1.l.pdf ° Works ChangeMark:tkassmel Description:PW001 _.. Comment:Minimum culvert size shall be 18"Connect culverts with inlet to eliminate roadside hazard 1 Public File:Nugget_S 1.1.pdf '�" Works ChangeMark:tkassmel - Description:PW001 Comment:Provide design detail for multiple tiered walls.Provide Design calculations for each type of wall,tiered and not tiered.Provide design parameters, assumptions and Factor of Safety caluclations. •---111 Repei,e 6et ittrro.cott). 4_ — *It*,14-11EP-- (IMO/46e vAk. two v4A1A- gerAltsx6E- 5*° (ATOM., iC)tIIIVASLAMfe.c. V ficotpfa, vr- 60-erit = l.S m t�1• 10/01/2003 14:02. 9709269089 LKP ENGINEERING INC PAGE 03 ' • •� �d ' Y f,- �s, Engineering, CIWJI.,lOBO CHtCAL !4 . y • • • • SOIL AND FOUNDATION INVESTIGATION • • FOR PROPOSED RESIDENCE LOT 2;BIGHOR,N ESTATES 4288 NUGGET LANE TOWN OF VAIL EAGLE COUNTY,COLORADO PROJECT NO. 03148 OCTOBER 1,2003 0,011.4441„i• .41),:•..4Y.9"10;:9.41111, :1 4 ie./ cv3t0t1 129.528 ler) icr ; 'P p /2.>• ,• • NAV M wow PREPARED FOR: MR.MICHAEL BLOOM • MICHAEL BLOOM REALTY COMPANY 3615 BLAKE STREET DENVER,CO F.O.Box 2837, Edwards,CO 81632, (970)926-9088 Tel, 970 926-9089 Fax 1.0101 2003 14:02 9709269089 LKP ENGINEERING INC PAGE 07 r F FOUNDATION RECOMMENDATIONS The proposed residence should be supported with conventional type spread footings, ngsa _ designed for imaximum allowable soil bearing pressure of 1500 psf. he footings should be placed on the undisturbed silty sand or gravelly sand.Based on our field investigation from the two test pits,the silty,gravelly sand was encountered at a depth p h of 2 feet in both Test Pits.We recommend minimum width of 16 inches for the con.tinuous footings and $ feet for the isolated footing pads.Continuous foundation walls should be reinforced top and bottom to span an unsupported lengthof at least 10 feet. v' We recommend a minimum of 48 inches of backfill cover for fossp rotection of the footing subsoils. Thefoundation excavation should be observed bythe undersigned engineer esr tp verify that the soil conditions encountered duringconstruction are as anticipated in this report. The foundation excavation should be free from excavation soils frost,organics spoils, g s anrd standing water. We re nd nr 4 :- of'tbg�oUn at on excavation. Soft spots detected during gag the proof-rolling,should be removed by overexcavation.Anyoverexoava ' within . �ox�w�dun the proposed foundation,should be backfilled in 8 inches loose level liftso and compacted to 10��� of the maximum dry density and within 2 percent of the optimum moisture content as determined in a laboratory from a Standard Proctor test D-69S . A structural (ASTM � fill,placed under footings should be tested by the engineer or her ves on representatives regular basis. p SLAB CONSTRUCTION The natural on-site soils,exclusive of topsoil and organics, are suitable to supportlightly lightly loaded slab-on-grade construction.The subgrade for the slab-on-grade construction�' gx z�stru Evan should be proof compacted to detect and remove soft spots.They should backfill oie rexcavated soft spots LKP Engineering,Inc, 18/01/2009 14:02 9709269089 LIT ENGINEERING INC PAGE 08 is and other undexslab fill with the on-site soil,free from organics,to soil and or other suitable p material, compacted to a minimum of 95 percent of the maximum standard Proctor density (ASTM D-698). Suitable material should be free from topsoil,organics and rock fragments g g greater than 3 inches. The concrete slab should be constructed over a 4-inch,layer of clean gravel consisting of- 3/4 inch gravel with at least 50%retained on the No.4 sieve and less than3 as ' percent snug the No. 200 sieve. They should reinforce the concrete slab-on-grade and score control joints according to the American Concrete Institute requirements and per the recommendations of the designer to reduce damage due to shrinkage.The concrete slab should be separated from the foundation walls and columns with expansion joints to allow for independent movement without causing damage. � .TMMNC WALLS Foundation walls retaining earth and retaining structures that are laterallysupported • pp rted should be designed to resist an equivalent fluid density of 60 pcf for an"at-rest"condition. q Laterally unrestrained structures,retaining the on-site earth, should be designed to resist an designed equivalent fluid density of 40 pcf for the"active"case. The above design recommendations assume drained backfill conditions and a horizontal backfill surface.Surcharge loading due to adjacent structures,weight of temporary stored g p construction materials and equipment,inclined backfill and hydrostatic pressure due to undrained backfill should be incorporated in the design. Theyshould toprevent buildup the bui of hydrostatic pressure behind the retaining wall. UNINERDRAIN SYSTEM To reduce the risk of surface water infiltrating the foundation subsoil, we r s ll, ecomrnend installation of a foundation perimeter drain(see Figure No.4).The foundation perimeter drain r . LKP Engineering,Inc. hw ~o '/ y % oo -- ` .,_ig J k 3 p p \ w m \ I :IF --- 2 i. ---:2-'---_--_-- \\\\ C...) \\ Led WZ� mr \ \\ �em -O U / \ \ .- ZWp / /- `\ �\ Jm N tl -� \ \\ w a�otl p N ♦; -lea / ;;,-,-, -__ --- ._,, \ x 3 / i,i ,� \\ v �W op�� `_\ J ao 3� I / Ivo'pQ 6JZ 00 n^ � /1 /I pp.. rf /0 0 II A =a Q I Q o Ei__m b 3 3 m } \\\ aii-. 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