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Home My WebLink AboutVAIL POTATO PATCH FILING 1 BLOCK 2 LOT 5 RETAINING WALLFebruary 15,2010 Mr. Ron Amars Mrstitf Development P.O. Box 2096 Edwards, CO 81632 Engineering, Inc. CTVIIJ(EOTECITNICEI, Open Hole Obsenation & Foundation Investigetion Lot 5, Block 2, Vail Potato Patch 7608 Potato Patch Road, Town of Vail F.agle County, Colorado ProjectNo. 10003 Dear Ron: At your request, on February 9 and 10, 2010, we visited the construction site at 7608 Potato Parch Road, Town of Vail, Eagle County, Colorado. The purpose of our site visit was to observe and test the soil exposed in the foundation excavation for a proposed addition. The excavation consisted ofa small, hand dug test pit, approximately 6 inches below the existing footing under tbe laundry room. The soil exposed at tlre bottom ofthe test pit consisted ofbrown, silty, sandy gravel with cobbles and boulders. Soil samples were taken from the excavation and were tested for natural moisture content and grain-size distribution. The test results are appended to this report. We undentand that the proposed addition was designed for a bearing pressure of2000 pst. The soil exposed in the test pil for the proposed addition is suitable for the designed muimum allowable soil bearing pressure of 2000 psf The report is limited to the area that was tested. An open hole inspection will be required to veri$ uniform soil conditions throughout the proposed addition. The proposed addition on the north side of the residence will have a very limited access between the building and the hillside, and the proposed cuts will be in the order of l2 to 14 feet. For this ar€a we recommend helical piers. Please consult with your structural engineer and the helical pier installer for the design and installation of the helical piers. If the building department requires a lener for the installation of the piers, we should be contacted to observe and record the installation of each pier. Foundation walls retaining earth and retaining structures that are laterally supported should be designed to resist an equivalent fluid density of60 pcffor an "at-rest" condition. Larcrally unrestrained structures, retaining the on-site earth, should be desigrred to resisl an equivalent fluid density of40 pcf for the "active" case. The above design recommendations assume drained backfill conditions and a horizontal backfill surface. Surcharge loading due to adjacent stnrctures, weight of temporary stored construction materials and equipment, inclined backfill and hydrostatic pressure due to undrained backltll should be incorporated in the design. They should try to prevent the buildup of hydrostatic pressure behind the retaining wall. P.O. Box 283?, Edwards, CO t1632 Tel (970) 92G9088, Fax (970) 926-9089 Mastif Development. Page 2-Project No. 10003 February 15,2010 We have assumed that there is an existing perimeter drain at the foundation level. A foundation perimeter drain should be constructed and tied in with the open ends of the existing drain pipe. The foundation perimeter drain should consist ofa 4-inch diameter, perforated pipe, sloped to a suitable gravity outlet" or to a sump pump location, at a l/4 inch per foot for flexible or at a l/8 ofan inch for rigid pipe. The drain pipe should be laid over a plastic liner, glued to the foundation wall and covered with a minirnum of 6 inches of -3l4-inch freedraining grzurular material. Geotextile (Mirafi l40N or equivalent) should be used to cover the free-draining gravel to prevent siltation and clogging ofthe drain. The backlill above lhe drain should be granular material to within 2 feet ofthe ground surface to prevent a buildup ofhydrostatic pressure. Exterior backfill should be compacted at or near the optimum moisture content to at least 95% of the maximum standard Proctor density under pavement, sidewalk and patio areas and to at least 90% ofthe maximum standard Proctor density under landscaped areas. They should use mechanical methods of compaction. Do not puddle the foundation excavation. The site surrounding the building structure should slope away from the building in a// directions, including the north side of the building. A minimum of l2 inches in the first l0 feet is recommended in unpaved arcas, and three inches in the first l0 feet in paved areas. The top of the granular foundation backfill should be covered with a minimum of I foot of relatively impervious fill to reduce lhe potential of surface water inliltrating the foundation subsoils. Surface water naturally draining toward the proposed building site should be diverted around and away from it by means ofdrainage swales or other approved methods. The roof drains and downspouts should extend and discharge beyond the limits of the backfill. It is not recommended to introduce excess water to the foundation soils by installing sprinkler systems next to the building. The installation of the sprinkler heads should insure that the spray from the heads will not fall within 10 feet of foundation walls, porches or patio slabs. Lawn inigation must be controlled. This report has been prepared according to locally accepted Professional Geotechnical Engineering standards for similar methods of testing and soil conditions at this time. There is no other warranty either expressed or implied. Ifyou have any questions, please do not hesitate to call. Sincerely, LKP Enginecring Inc.Reviewed bv:tu Peter Petrovski Jl_WP | 2-LKF20l0\ 10003\ l0003opcnhd.wpd LKP Engineering Inc. c&Ftecrr HEPWORTH. PAWLAK GEOTECHNICAL March 5, 2010 MastiffDevelopment Attn: Luke Richter P. O. Box 2096 Edwards, Colorado 8 I 632 (jt lwoodworks(@vahoo. com) Job No. I l0 036A Subject: Observation of Excavations and Helical Pier Installation, Proposed Additions to Residencg L,ot 5, Block 2, Vail Potato Patc[ 760 Potato Patch Drive, Vail, Colorado Dear Luke: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the excavations and the helical pier installation at the subject site on March 4, 2010 to evaluate the soils exposed for foundation support. The findings ofour observations and recommendations for the foundation design are presented in this report. The services were performed in accordanrre with our agreement for professional engineering services to MastiffDevelopment, dated February 26,2010. LKP Engineering previously observed the soils exposed in the building crawlspace and provided foundation bearing design recommendations for the additions, submitting their findings in a report dated February 15,2010, Project No. 10003. We havebeen provided a copyofthatreport. Proposed Construction: Two additions are planned to the residence. One addition will be attached to the east side and the other addition attached to the north side ofthe residence. The additions will be single story wood frame construction with floors over crawlspace. The eastern addition will be founded on spread footings designed using an allowable soil bearing pressure of 2,000 psf There will also be several nerv footing pads in the crawlspace area of the existing structure also designed using an allowable soil bearing pressure of2,000 psf The north side addition has been designed to be supported on two helical piers bearing in the natural soils with an allowable individual pier capacity of 7.5 kips. Site Observations: At the time of our site visit, the two exterior building addition areas had each been cut in one level from about 4 to 5 feet below the adjacent ground surface. There were minor cuts in the existing crawlspace footing pad areas. The soils exposed in the bottom of the eastern addition and the crawlspace footing areas consisted of medium dense, clayey sand and gravel with cobbles. The results ofa gradation analysis performed on a sample of the bearing soils in these areas (minus 3 inch fraction) obtained from the site are presented on Figure l. No free water was encountered in the excavations and the soils were generally moist. I'urkr'r ltll-54 l-711,) . (.tiltrnrrio Sl.rinqs il9-fr jl-iifrl o )ilrtrllr,,r'n,' rl;a-+65-lt)5(.) IvlastiffDevelopment March 5, 2010 Page2 Existing bascmeot bundation wall backfill was exposod d the north sile addilron area The fill was €stimated d about 5 feet decp below subgrade (ofthe 5 feet deep excavation) adjacent thc existing building. The two helical piers were to pqr€fratethe fill ard ort€rd fonndation bearing down to the natural soils. The piers, which were single helix and ly2 inch bar, were designed to be located near the tvlo 45 degree angles ofthe dditbn wall away frrom the existing formdation While on-site we observed the installation ofthe two desip helical piers plus m additional pier (Pier No. 3) added due to tbe two design piers being sligltly offlocation Pbr No. I was bcded to the north ard had an irstalled length of abont 9t/2 M' Pier No. 2 was bcated to the south ard bad an in$alled length of about 5'A M. Piers I and 2 rypeared to bear in the natural soils and dweloped torque indicating ultimate capacigr of 15 kips. Pier No 3 was located adjacent to the existing fonndation wall to thc east and bad m installed depth of about 7 M, frd apprently reflrsed on the existing footiog and no torque te$ was perbrmed- Recomrncndrtions: Oonsidering the conditions orposod in the eastern additbn area and the crawlspace froting pad excavdions, and the natrre of the proposed oon$rudion, spread frotiags placed on tbe rmdietubed natural granulr soil designed br an albwable soil bearing pressure of2,fi)O psfshouH be adoquate 6r support ofthe proposed east€rn additbn area and ncw crawlqrace froting pads. There could be some differential s€filement with r€spoct to the existing structue which should be oonsidered in the design Footings should be a minimum width of 16 inches for contimrous walls and 2 feet for oolumns. Any fill and loose distwbed soils in the footing aeas shouH be rcmoved and the bearing level etd€oded down to the rmdistufted n*ural granutr soils The becing soils sbould be pnfedcd ngainst frost Erd concr€t€ should not be placed on fiozen soils. Exterbr botings shoub be provided with adequate soil cover abovc their beaing elevations for frost protection. Contimrous foundatbn walls shouH be well reinforced top md bottom to spaSr local anomalies such as by assuming an unsqryorted length of at least l0 feef. Foundation walls acfing as retrining structmes shouH also be desiped to resist a lateral erth pressrre basod on an equivalem fluid unit weight of at least 50 pcf br on-site soil as backfill. A perimeter fornddion drain sbould be provided to prevent tetryoray buildry ofhydrostdicpressrebehind the frrmdation walls and wetting ofthe crawlspacereas Helical Pier Nos. I srd 2 app€ar to bear in the natrnal soils and develop adequate capacity to support the 7.5 kip design loads. Pier No 3 may have sone capocity bearing on tbe existing builditrg footing. Tbe structural e'ngine€r shoukC revicw the installed pier locations and capacitics. There could be somc differestial settlement ofthe addition with r€sp€ct to th existing stnrcture which sbould be consilerod in the design Bactcfill placed aot'"d thc stnrcture Sould be well corpacted and the swfice graded to prevent ponding within at least l0 feet ofthe building. Iandscape that requires regular heavy irrigation, such as sod, ad sprinkler heads shoub not be located within 5 ftet of the foundations. Job No. I l0 006A estecfr MastiffDevelopment March 5, 2010 Page 3 Limitations: The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavations and helical pier drilling conditions, 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 the and helical piers 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 ofvariations in the subsurface conditions below the excavations, drilling would be required. lt is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. Our services do not include determining the presence, prevention or possibility of mold or other biologicat contaminants (MOBC) developing in the future. Ifthe client is concemed about MOBC, then a professional in this special field ofpractice should be consulted. If you have any questions or need further assistancg please call our office. Sincerely, HEPWOR CAL,INC. attachment Figurer, l'#lffi,l$-ril',,, Job No. I I0 036A cAFtecn TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVELOPMENT 75 S.FRONTAGEROAD VAIL, CO 81657 970-419:2138 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ADD/ALT SFR BUILD PERMIT PCTMit #: B06-0181 Project # PRJ06-0263 Job Address: 758 POTATO PATCH DR VAIL Status . . . : ISSUED location.....: 760 POTATO PATCH DR Applied . . : Wllll2ffi Parcel No...: 210106302015 Issued . .. : Wll8l2ffi6 Expires. ..: 0lll4l2007 owNER MYHREN, VTCTORTA H. 07/lL/2006 355 CITAYTON ST DETiIVERco ao205-4228 APPLICANT EAGT,E EYE HOME MANAGEMEIm, I07/!L/2OO6 Phone: (970) 84s-1051 PO BOX 4351 VAIL co 816s8 L,icense:802-B CONTRACTOR EAGLE EYE HOME I'{,N.IAGEMENT, TO7/LL/2O05 Phone: (970) 845-1051 PO BOX 4351 VAII-, co 81658 Li.cense: 802-B Description: REPI..ACEMENT OF EXISTING DRYSTACK RETAINING WAI.,L WITH NEW CONCRETE BI,OCK RETAINING WAIJIJ WITH STONE VENEER Occupancy: E3 E3 Type Construction: V B Valuation: $30,000.00 Revision Valuation: $0.00 Total Sq Ft Added: 0 *r!*'a'r:t *i.*'*r.:i*'*'*rr'*,.t 'r'i'**4.*'iL**r'ti.'tt'i,r*'Fr*'r'r:r****'atoha*r.t *'r***t ***{.t*tt FEE SLIMMARYBuilding----> $441.75 Restuarar Plan Review-> Plan Check*- > W1 .7 5 Recreation Fee-------- > Investigation-- > $0.00 TOTAL FEES------------- > Will Call------> $3.00 $0.00 Toul Calculated Fees-- ) $886.50 $7s.00$0.00 AdditionalFees------) $886.50 Total Permit Fee----- > $961.50 Paymefts:--------- > $961.50 BALANCE DUE.------ >$0.00 Approvals: Item: 05100 BUIITDING DEPARTMEMf 07/L8/2oo6 fRM Action: Ap ftem: 05400 PLANNING DEPARTMENf 07/L7/2oo6 er Action: Ap Item: 05600 FIRE DEPARTMENT Item: 05500 PUBIJIC WORKS 07/L'7/2OO6 gc Action: DN Provide stamped PE drawings of wall and factor of safty. O7/LS/2OO6 gc Action: AP***************** See the Conditions section of this Document for any that may apply. DECLARATIONS I bereby acknowledge that I have read this application, filled out in full tlre information required, cornpleted an acsurate plot plan, and state that alt the information as required is correct. 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 towns zoning and zubdivision codes, desigt review approved, International Building and Residential Codes ard other ordinancps ofthe Town applicable thereto. REQTJESTS FOR INSPECTION SHAII BB MADE TWENTY.FOUR HOUN,S IN ADVANCE BY ITIJPIIONE AT 479-2149 OR AT OUR OFFICE FROM 8:IXI AM -4PM. OF OWNER OR CONTRACTOR FOR HIMSELF AND OWNER ,t{.{<*,F{.,r{.,r***,|.'|.,l*,|t*****:t.*****'f*!t******:}**:t.!t.{.'|.{.t|.*****,|.********{.{.*{.*{.:|.{.*i(,* CONDITIONS OF APPROVAL Permit#: 806-0181 asof07-18-2006 Status: ISSUED 1.*****'|.*:|.**1.d.*l*:|.{.**,*,l**,F*'*'|.,Nt******{.!t**********:******'|.l.'t**'t,t'|t'***{.1.*****!*{t******i.,|.{.** Permit Type: ADD/ALT SFR BUILD PERMIT Applied: 07llll2ffi6 Applicant: EAGLE EYE HOME MANAGEMENT, INC Issued:07/18/2006 (970) 845-1051 To Expire: 0lll4l2n7 Job Address: 758 POTATO PATCH DR VAIL Location: 760 POTATO PATCH DR ParcelNo: 210106302015 Description: REPLACEMENT OF EXISTING DRYSTACK RETAINING WALL WITH NEW CONCRETE BLOCK RETAINING WALL WITH STONE VENEER *'N.*'r*i.*'t{.,t*1.***'r***X.*:1.**********'t*:t*:**********rt*** COnditiOnS ****!N.*****1.**r.**r**i.,1.*********r.{.:*{.*****:t!***** Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: 16 (BLDG.): (SFR) SMOKE DETECTORS ARE REQLnRED PER SECTION R3I3 OF THE 2OO3IRC. Cond: CON0008273 ******{'*'}*********+*+i*+{.'t*+++***+++*+f'l'lt+*+++********{'f++***++*+*****'}++t****************+ TOWNOFVAIL, COLORADO Statem€nt ***:f:i**t'tt.i**********'i*i*'i'|*+++'|'t+++**+ft+t***t*+**++++****t++'i*****+**********f+******f,**** Statement Nuftber: R050001011 Palment Method: Check Eye Home Mgmt Amount: S951 .50 07/L8/2oo6o2:40 PM fnit : IJC Notation: #2422/Eag]-e *tf****++t+1.+,lr**{.'lr*****l'i++++++*****+*+f,+t+***++*++***++*****+*t+*t+*+t***,}*******f****lt*+* Permit No: Parce1 No: Site Addrees: Location: This Pa)ment: ACCOUNT ITEM LIST: AccorlJrt code BP 00100003111100 cL 00100003123000 PF 00100003112300 wc 00100003112800 805 - 0181 2101-053 -0201-5 758 POTATO PATCH 750 POTATO PATCH $951 .50 Description TIT)e: ADD/ALT SFR BUIIJD PERMIT DR VAIIJ DR ToEal Fees: $961.50 Total ALL Emts: $961.50 Balance: 50.00 Currents Pmts BUIIJDIIiIG PERMTT FEES COIITRACTOR LICEIiISES PI,AT{ CHECK FEES I{IIJIT CAIJIJ INSPECTION FEE 44L ,7 5 75.00 44L.75 3 .00 tuLe APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNSIG *m 75 S. Frontage Rd. Vail, Colorado 81657 Eag- orgt d##$!t DF4OU^ ATION o)5* ng, mechanical,etc.lSeparate Permits are requ CONTRACTOR INFORMATION ALUATIONS FOR BUILDING PERMIT & Materials BUILDING: $ELECTRICAL: $oTHER: $ '$n,O>O,A PLUMBING: $MECHANICAL: $TOTAL:$ For Parcel # Contact FOR OFFICE USE ONL Assessors Office at 970-3284640 or visit Per"ed!# robNan.##fu 4,lrr--, A tooooo""v,o ?rhbn /J Lesat Descriptfn ll r-ot' ll do"r' ll rinng,Subdivision: ,.llt"-hy€Z ownerc Namel't'uat/e /"1,,/, rn r--.ll Address: 7bb Fzta6 F",t/- lPh;E 9*l,''-*tw1;o-4 Address: €q[oEl A"r^'non7r6-L701 Ensineer K EA /z ^\ ll Address:7o7 tLb PJ. Ar^a f Detailed description of worl*-et-/;* Z.i,;"', D"-Z( WorkClass: New( ) Addition/) Remodet( ) Repair!f, Demo( ) Orher( ) Work Type: Interior ( ) Exterior fif eotn ( )Does an EHU exist at this location: Yes ( ) No (W Type of Bldg.: Single-family ( ) Two-family (f Muniramily ( ) Commerciat ( ) Restaurant ( ) Other ( ) No. of Exisiing Dwelling Units in this buildini;:No. of Accommodation Units in this buildino: No/Type of Fileplaces Existing: Gas Apptiancer &f G". Loqs AC Wood/pellet ( ) Wood Burninq ( No/Type of Fireplaces Proposed: Gas Appliances ( ) Gas Logs ( ) Wood/Pellet ( ) Wood Burning (NOT ALLOWED) Does a Fire Alarm Exist Yes k) No ( ) J[ loes a Fire Sprinkler System Exist: Yes ( ) NolF F:\cdev\FORMS\Permits\Building\buildingJrermit.DOC $$-} Page 1 of 15 0210912005 cotfii.|rFr DEYELoFilExt Design Revierr Boa:rd ACTIOI{ FOR}4 Depertment of Community Development 75 South Frontage Road, Vail, Colorado 81657 t€l: 970.it79.I139 fdxi 970.479.2452 web: www.vailgov.com Project Name: Project Description: Pafticipants: MYHREN WAII DRB Number: DR8060252 RNAL APPROVAL FOR THE REPUCEMENT OF DCSTING DRYSTACK RFTAINING WALL WITH NEW CONCRETE BLOCK RETAINING WALL WITH STONE VENEER (dUC tO fAiICd EXiStiNg WAII) 06l2612006OWNER MYHREN, VICTORIA H. 355 CI.AYTON ST DENVER co 80206-4228 APPLICANT SBDS P.C.0612612006 Phone: 390-6709 PO BOX 385 AVON co 81620 ProjectAddress: 758 POTATO PATCH DRVAIL Location: 760 POTATO PATCH DR tegal Descrlption: Lot: 5 Block 2 Subdivision: VAIL POTATO PATCH ParcelNumber: 2101-063-0201-5 Comments: see condiuons MoUon By: Second By: Vote: CondiUons: BOARD/STAFF ACTTOI{ Action: APPROVED Date of APProval: 06/30/2006 Cond:8 (PLAN): No changes to these plans may be made without the written consent of Town of Vail staff and/or the appropriate rerview committee(s). Cond: 0 (PLAN): DRB approval does not constitute a permit for building. Please consult with Town of Vail Building personnel prior to consBuction activities' Cond: 201 DRB approval shall not become valid for 20 days following the date of approval. Cond: 202 Approal of this poect shall lapse and become void one (1) year following the date oi iinal approvat, untess a building permit is issued and construction is commenced and is diligently pursued toward completion' Cond: CON0008231 At the ume of building permit submittal, the applicant shall provide a factor of safety nting for the proposed walls. !o96-aaa (iof) .rsr-6'6 (rYr) aalog of, Nol:l]!,n l6flr-6t6 (0?6) a-ogr rlls 9C919 (D 'lrY l t YIYIIO /r lfgl zte (oa ol u6!..p puo 6!tr..vt6u. p,nl3.rF 'rN''srNYr-lnsNo. ullu>l oovuoTos "IIVA UAIUO HJJVd OJVJOd O9Z S'I'IVrtt CNINIVIUU NflUH,tIAI It .l-l,l | :lelsl I :|llx ol Eii; Fl FI I o @o (DU) c\l o -t - --tq) -atc ID -vv Ji-=i<.1>i ir- ioj zr3 F 6z---;-] ,E)eO({ |1 J) (q4 rJf >- l--- lU'lt I IO, I lu.q o- C}g1 U'.'$ cs, Iil:lrl&e 'a o = =oF o 23EErD c! 9 6 0: E€T"U E i;.U : S:E oo{.,(J;0r: ; " 9q T s;;s h E 553 :!- ! a)(,,.,8Ji! 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AT TOP, N/ID-HT. & BOT. OF WALL f5's VERT. @ 16'' CENTERED IN FULLY GROUTED CELLS (2)-#5's CoNT. HORlZ. TOP & BOT. 2 3/4" PERIMETER DRAIN PER \ SOILS ENGINEER \ frS's x 3'-2 TRANSV. @ 16" O.C. N STONE VENEER PER ARCH. CONT. BOND BM. REINF. vv/ (2)-#s's CoNT. HORIZ. AT TOP, MID_HT. & BOT. OF WALL (E) DRIVEWAY CONT. L ax4x1 /4 w/ 5/8"ax4" EXP. ANCH's @ 16" IN FULLY GROUTED CELLS (OR USE CN/U suPPoRT) (2)-#5's CoNT. HORIZ. TOP & BOT. l5's x 3'-2 TRANSV. @ 16" O.C. (6)-#s's coNT. LONGIT. fs DwLS x lf @ 8" o.c. l+IN FULLY -r' Z GROUTED I _J CELLS >< @ I-+ f5 DWLS x @ 8" O.C. IN FULLY GROUTED CELLS CMU STONE SUPPORT OR USE ANGLE (SEE LOWER WALL) (6)-#s's coNT. LONGIT. f5's vERT. @ I6'' CENTERED IN FULLY GROUTED CELLS 2 3/4"'*iv* tJ r-) C-G e I\)O(>o) =(L r.r)N oi.:: v @oo(\lo F- 3 j t- t.lJo(\a (f) ro (o q) =o =U)1 =o) .E t E = Iot- =o -) PERIMETER DRAIN PER SOILS ENGINEER | -J f,\$\: ffilo- =i SCALE: aaiN lE s Fi€ FiFF MYHREN RETAINING WALLS 760 POTATO PATCH DRIVE VAIL, COLORADO KRM "o*"r.to"t.. '"".l.u.to.ol .n91....i.0 o^d d..i9n P.O aor .5r? 66J! r. OrrAW Al/t vrlL. @ 65t SU|IE r!a-2 (gto) 9,rFulr uTTlfTor. co lo!21 (r^r) 9.9-r5rr (JoJ) 9rJ-1606 (f^r) 9tJ-96.7