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Home My WebLink AboutPRJ07-0259 B07-0292 LEGAL!futPo 03-03-2010 4:07 pm Inspec$on FffluFs.f R:Forting pase 10 Requested Inspect Date: lhursday, March 04,2010' Inspeclion Area: SH Site Address: 789 POTATO PATCH DR VAIL A/P/D Information Activitv: E0$0132 Tvoe: B-ELECConstTvob: Occuoahbv: Ovu-rier: 789 POTATO PATCH LLC' Contractor: HOEHN ELECTRIC OF COLORADO Description: \MRE HOT TUB Reouested Ins pection{s'l COLORADO Time Exp: Sub Tvoe: NDUP Status: ISSUED _. U'se: __ Insp Area: SH Phone: 201-780-8178 Phone: 507-833-5121 REouested Time: 09:00 AM' Phone: 507-833-5121 -or- 970-343- 0601 Entered By: CGUNION K zlqlp44t Inspection Historv Item: 110 ELEC-ServiceItem: 120 ELEC-Rouoh08/10/09 InsDector: shahn Action: CR CORRECTION REQUIRED ,Cglnnent: resbhedule when the lub access is opened.Item: 130 ELEC-ConduitItem: 140 ELEC-Misc.Item: 190 ELEC-Final REPT131 Run Id: 11103 NOTE: rHrS PERMIT MUST BE POSTED ON JOBSTTE AT ALL TIMES/.':".\ t--\\-/zt TWNtrliNLV Town of Vail, Community D"udopr"ntl66uth Frontage Road, Vail, Colorado 81657 p. 97 0.47 9.21 39 f , 97 0.47 9.2452 inspection s 97 0.47 9.21 49 ELECTRICAL PERMIT NDUP Job Address: 789 POTATO PATCH DR VA|L Location.....: Parcel No...: 210106301025 OWNER 789 POTATO PATCH LLC 08t0712009 Phone: 201-780-8178 3 HATHAWAY LANE ESSEX FELLS NJ 07021 APPLICANT HOEHN ELECTRIC OF COLORADO 08/07/2009 Phone: 507-833-5121 316 lOTH AVE, SE WASEA MN 56093 License:408-E CONTRACTOR HOEHN ELECTRIC OF COLORADO 08/07/2009 Phone: 507-833-5121 316 IOTH AVE, SE WASEA MN 56093 License: 408-E Desciption: WIRE HOT TUBValuation: $250.00 Square feet: 0 FEE SUMMARY Permit #:E09-0132 PRJ07-0259 ISSUED o8t07t2009 08/07/2009 ozto3t2010 Project #: Electrical Permit Fee-----> Investigation Fee--------------> Will Call Fee----------> Use Tax Fee-------------------> Total Calculated Fees----> $0.00 $0.00 $4.00 $0.00 $4.00 Total Calculated Fees-> Additional Fees--------> TOTAL PERMIT FEE---> Payments---* BALANCE DUE-----> $4.00 $48.75 $s2.75 $s2.75 $0.00 APPROVALS Item: 06000 ELECTRICAL DEPARTMENT 08/07/2009 JLE Action: AP CONDITIONS OF APPROVAL Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLTANCE. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correcl. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this slruclure according to the towns zoning and subdivision codes, design review approved, Intemalional Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR I SHALL BE MADE TWENTY.FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE Signature of Owner or Contraclor elec_prm_o41908 Prinl Name Date rl llll I | * * ** arr**t]*')****tt*aalt*a**l a*'lt *'rr****l*it 'l i * *ttt'rt*laXltt.'lllrl{ 1{ I * r**++a** ** * * +* TOWNOFVAIL, COLORADO Statement*lllif,**allt*rat*ta atlaaaa* * * * ftt I I 't I t*atrtaat*t* **t*t*t*+*f,t* * * * t { + + t + { t { t t { { t r' t * { * {*l'****{' Stat,ement Number: R090000995 Amount: $52,?5 08/O7/2OO9O1 :30 PM Payment Methodr Cagh Inlt: JLE Notation: CASI{ Permit No: Parcel No3 Site Addregs: Iocation: Thla Payment: EP 00100003111100 wc 00100003112800 2101- 053 - 0102 - 5 789 PqTATO PATCI{ DR VAIIJ, Tlrtr>e I EL,ECTRICAL PERMIT Total Fees : Total AIjJ Pmts 3 Balance: 809- 0132 $s2 .7s 'l'|l* * * r+**'t'l**'i * +* * * t+*t*il * 'l * | * * | * * * *** t*it*tt*** * * * * * * I | *t I | * * 't *!t*'t'ta'tt * * 't't't*****{.** * * * i * * ACCOI,JNTITEM LIST: Account Code Description Current PrntE $52.7s $s2.7s $0.00 EL,ECTRICAIJ PERI.IIT FEES WII,IJ CAIJIJ INSPEqTION ITEE 48,15 4.00 ELECTRICAL PERMIT (Number) (Street) Building/Complex Name: (Suite #) Office Use: Efectrical Permit#: A) tot*'/2etock# | subdivision:\Ail fu+4lo Project#: Yk\ol-O>E1 Buitdins Permir#, [1o1- o.2-1r- Contractor Company: Company Address: wasa,a state: MN zto'5bffi7 Contact Name: Conlaci Phone: E-Mail 3ao- leb5- Town of Vail CoDlractor Registration No.: Contractor Signature (required) Detailed Description **on Wi(Q- hO? {<^t- Work Class: New \f Addition ( ) Remodel ( ) Repair( ) other ( )I Type of Building: , Single-Family ( ) Duplex S! Mutti-ramity( ) Commercial ( ) Restaurant ( ) Othert ) ;;;":;.; ffi llfl] AUG o? zooe UlI rowru or vnt I Prooertv Information,^,*ti 2lol6cAol64; (For parcel #, fontact Eagle County AssessoB Office at 970-328-8640 or visit www.ea glecounty. us'/patie) Tenant Name: Owner Name:191 COMPLETE SQ. FOOTAGE FOR AREA OF WORK AND VALUA- TION OF WORK (Labor & Material) Amount of SQ Ft.: Erecrrical$: 7&L #eztq 29-May-09 TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVELOPMENT 75 S.FRONTAGEROAD VAIL. CO 81657 970-479-2138 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES NEW (SFR,P/S,DUP) PERMIT Permit #: 807-U292 Project#: PRI07-0259 Job Address: 789 POTATO PATCH DR VAIL Status . . . : APPROVED Location.....: 789 POTATO PATCH Applied . . : 09/04.12007 Parcel No...: 210106301025 Issued . . : l0l08l2007 Expires.....: llll3lzffi7 owNER 789 POTATO PATCH 1-O/O'/2OO7 3 TIATHAWAY I,N ESSEX FEr.r.S, NiI 07021 coNrRAcroR surrDER rNc o9/04/2oo7 Phone: (970) 925-2777 PO BOX L393 EDWARDS co 81632 Iri.cense: ?89-B APPLICAM TOM 'JAFFE 09/O4/2OO7 Phone: 20]--78O-9L78 3 HATHAWAY IJANE ESSEX FEI,I.,S NJ 07021- owNER TOM JAFFE O9/O4/2OO7 Phone: 2OL-7AO-817A 3 HATHAWAY ITA}iTE ESSE:T FEIJI-,S Nir o702L Desciption: CONSTRUCTION OF A NEW DUPLEX Occupancy rype Factor Sq Feet Vafuation Totals... 8,909 $1,560,000.00* Number of Dwelling Units: 2 Town of Vail Adjusted Valuation: 1,560,000.00 Revision Valuation: $0.00 FEE SLTMMARY **i:t+++'tlt*:t*:t't'r******'|'*'.*'|3.r:r:+:a*d.:Ftia+*it{.r'lt.*a'r:***:r**'r***:t Building---> $7,652.75 Restuarant Plan Review- > $0.00 Toial CalculaFd Fers--- > $14,462.39 Plan Check--> 54,974.29 Rccreation Fee------- > $1,336.35 Additional F€€s------- > S0.00 Investigation- > Will Call--- > s0.00 ToTAL FEES------ > 5L4,462.39 Toral Permit Fee------> $L4,462.39 $4.00 Approvals: Item: 051-00 BUII-,DING DEPARTIIIENI 09/a8/2OO7 cgrunion Action: CR contrnent s sent F: \cdev\Cxnrs\pERMrT. coMMENrs\Bo?- 0292\Bo7- 0292 . Doc to/o4/2o07 cgnrnion Action: AP approved revised pla-ns addressing conmentss OL/31/2OO9 cgunion Action: AP revisions with issue date of 1,2/Lt/07 appr, field set issued It,en: 05400 PI'ANNING DEPART'I{ENT o9/to/2oo7 bgibson Action: DN B1dg. permit plans do not cornply nith DRB plans. Ernail sent to contractor, ilohn Sunderland, on 9/t0/O7. Lo/o5/2oo7 bgibson Action: APCR see conditions 0r/17/2008 bgibson Action: APCR Revisions approved by planning. The applic, P8y[reDts----------- > BALANCE DIJE----. > 9L4 , 452 .39 s0.00 *********'***************:|.*{.*:|.*:|.*l.'t*{.***************:t*{.**l.**{.**'.*:l.,*:|.|t:|.*i.,t{.,!'N.'l***,r*****,r*'f't'|.*!i*'t*'t*'|.***** CONDITIONS OF APPROVAL Permit#: BW-U92 asof03-20-2fi)8 Status: APPROVED ***{.*****'*,*****'.1'*****'*******,N.*|t************,**:*{.*{.****,|.*'.*:|.'t'.****'t{.,**,|.*,&{t1.**:t*:t*J.i.,'{.{t**{.******** Pernrit Type: NEW (SFR,P/S,DUP) PERMIT Applied: WlMlzffi7 Applicant: TOM JAFFE Issued: l0l08l2007 Job Address: 789 POTATO PATCH DR VAIL l.ocation: 789 POTATO PATCH ParcelNo: 210106301025 *,f*'f****{.l.*****:**,t******,|.*,|.*,|.**************,|'*****,t*!t**t(*'(*,l*t.***i.*{.,|t{.****,t*,}***,l*'l*,|.*'|t{.!***.**.**.*!t*,**:t*** CONDITIONS *{.'|t{.:l:|.*{.*!t*!t*:i*'|.*'t{.,|.***d.************i.*{.******'|.***:|G'|tl.:t*'t***'|.*****{.'t'.,ri.:|.*!t{.!t*:**!******* Cond: 33 (PLA}O THIS PROJECT WILL REQURED A SITE IMPROVEMENT SI]RVEY. SUCH STJRVEY SHALL BE SLIBMITTED AND APPROVED PRIOR TO REQLIEST FOR A FRAME INSPECTION. Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQLIRED TO CIIECK FOR CODE COMPLIANCE. Cond: CON0009302 Monitored fire alarm system required and shall comply with NFPA 72(2002) afi VFES standards. Cond: CON0009303 Fire sprinkler system required and shall comply with NFPA l3R(2002)and VFES standards. Cord: CON0009440 The applicant must revise the east unit's master bedroom and master bathroom dormers to comply with the 33' maximum building height ftom natural grade prior to framing inspection. Entry: 0111712008 By: bgibson Action: AP Cond: CON0009,141 The applicant must revise the exterior lighting plan to not exceed a maximum of 18 fixtures prior to frarning inspection. Cond: 18 (BLDG.): STAIRWAYS ARE REQLJIRED TO MEET SECTION R3ll.5 OF THE 2003 IRC OR SECTION IOO9 OF THE 2OO3IBC. Cord: 19 (BLDG.): GUARDS ARE REQLnRED TO MEET SECTION R312 OF TI{E 2003 IRC OR SECTION 1012 0F THE 2003 IBC. Cord:34 (BLDG.): A COPY OF THE SOII^S REPORT WILL BE REQLIIRED BEFORE A FOOTING INSPECTION WILL BE CALLED FOR. Cond:39 (BLDG): EMERGENCY ESCAPE AND RESCUE OPENINGS ARE REQLJIRED TO MEET SECTION R3l0 OF THE 2OO3 IRC OR SECTION 1025 OF THE 2OO3 IBC. revise the exterior lighting plan to not exceed a maximum of 18 fixtures prior to inspection. IIEM: 05600 FIRE DEPARTI{ENT 09/06/2007 DRhoades Iten: 05500 PITBIJIC WORKS 09/06/2oo7 gc with a Pu.bl ic Way permit. 0t/28/2OO8 csalli rTEM: 05550 ENGINEERING CIVIIJS Action: AP See conditions. Perimeter exceeds 300t, L,andscape features prevent Fire Department accesrs. Reference IFC (2003) 503 .1.1Fire sprinkler system required. Monitored fire alarm system required. Action: coND Provide Revoca"ble ROW permit and a stagiin Action: AP revisions approved See the Conditions section of this Document for any conditions that may apply to this permit. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan and state that all the information as required is correct. I agree to eomply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this strucfire according to the towns zoning and zuMivision codes, design review approved, International Building and Residential Codes and other of the Town applicable thereto. REQT'ESTS I1OR INSPEICTION SHAII BE MADE TWENTT-FOI,IR. IIOT,]RS IN ADV AT OIJR Oll'ICE FIROM 8:fl1 AM.4PM. SIGNATURE OF OWNER CTOR FOR HIMSELF AND OWNEF FRO14 :SUNDER INC.FRX NO. 197A926t932 Dec. 17 ?AA7 @2i ASPtj. Pz tt_ ,A\ AppLrcATroN wrLL Nor BE AccEprED rF INcoMpLETE gR uNstGlrED - ^-($) ^rrlr*'ar rv' rtrLl trv r E't a'eErr Er" t"*"--ry l\\17-lr'l m]rfilffiV/,Lv REvtstox-To rout N oF vAtL ButlDtlrtc pER[ttr Aoprreb Fermlrs erE ?€qul|ld for olcclrlc.l, plumblngt mcsl||nlerl, gtc.l 75 S. Frontage Rd. Voll, Cdordo al€51ffiAfl Revblon sobmltelG rnuct Includc thc Fleld Sat of approved Cms. No tuilhqr l4pmctlonr 'OE,JR. REVISEDTOTAIJ S Aegssott Aro loto3oloas im 61\rrrt Wod(ClaE: Neutd Addiflon( ) Rernodel ( ) Repelr( ) Derno( ) Othef( ) Wotk Type: Intedor ( ) F<lerior ( )Do€s en EHU exist at this locetion: Yes ( ) No TyTa of Bldg.: Slhgb-temlly ( ) TwoJemity Multi-fE|||lly ( ) cofim€rciet ( ) Rcrurrnt 1 ) othsr ( ) No. of Exhtlng Dt'rellirE UnitB in thiB bulldlng:No. of Accomrflddion Unlls h thb buiHlng: I. BEST COPY F;lEd.v\FOnMahf mlts\A{Hlntlh.rUdlru*ntbtL+l &AO7do6 Pag€ I at t AVAfr-ABr E December 18,2007 To: Chris Gunion Building Plans Examiner Town of Vail Building Safety and Inspection Services 75 South Frontage Road Vail, Colorado 81657 RE: Building PermitNo. :807-0292 Dear Mr. Gunion: We are submitting a Revisions to Constuction Coordination Set dated l2/lll07 and wanted to highlight for you the areas that have been revised. Otherwise the plans remain as the 'Response to TOV comments' set dated 9/28/07: 1. 2. 3. A crawl space has been added to accomodate for the lower footing elevations due to unanticipated soil conditions. Re: 46.0, S2.0 The lower level patio walls have been removed and the grading revised to utilize boulders already existing on site. Re: A3.0, S2.0 The Master Bedroom dormer on the West unit and the Master Bedroom and Master Bathroom dormers on the the East unit have been revised to comply with a condition put on the permit by the DRB to meet height requirements at these dormers. Re: A4.0, A5.0, A5.1, A5.2, A'6.0 Some additional exterior details have been added to 4,6.1 for clarification. The Mechanical rooms have been moved to the crawl spaces in both units. Re: A3.0, 46.0, A9.0 & A10.0 The interior layout on the Lower Level of the East unit has been revised. Re: A3.0, 2t45.2, A9.0 & A10.0 The configuration of Bedroom #4 on the West Unit has been revised. Re: A3.1, ,A,9.l 4. J. 6. 7. Segerberg Mayhew Architects cc. JP Sunderland - Sunder Inc., File Segerberg, Mayhew & Assoc iates Architects, P.C., A.t.A. Kurt Segerberg Main Office: 1000 South lrontage Road Wcst, Delver OEc€: 1617 Waar€ Strret, Suite C2 email: info@smarchs.com Vail, CO 81657 o phonc: 910 476 4433 CO 80202 r phone: 303 623 3355 c fax 970 476 4608. fax: 303 623 2262 http://www.smarchs.com Suite 300 r. Denvcr, I lt prr',rrth-Pal lrrk (;r',,1r,.ltlli.,1L. ltrc. 5(rlt\ ( lorrnrr R,rrrtl 15.{ ( llerru,,,.i.l SfrLni:., (','1, 'r rJ,' i 16t) l [-lr,'nt: 97t)-e)45 - 7.)ss HEPWORTH - PAWLAK GEOTECHNICAL November 26,,2007 Sunder, Inc. Attn: John Sunderland P.O. Box 1393 Edwards. Colorado 81632 Subject: Job No. 107 0825 Observation of Excavation, Proposed Duplex, Lot23, Vail Potato Patch, 789 Potato Patch Drive, Vail, Colorado. Dem Mr. Sundedand: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the excavation at the subject site on November 6,2007 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 accordance with our agreement for professional engineering services to Sunder, Inc., dated October 31,2007. Hepworth-Pawlak Geotechnical, Inc. previously conducted a subsoil study for design offoundations at the site and presented our findings in a report datedAugust 21,2007, JobNo. 107 0463. The proposed duplex will be a two story wood frame structure over a walkout basement level stepped into the south facing hillside. The garages will be at the main level. Ground floor will be slab-on-grade. Spread footings placed on the natural granulm soils and sized for an allowable soil bearing pressure of 2,000 psf were used in the desigrr based on oru previous report. At the time of our visit to the site, the foundation excavation was mostly complete and had been cut in multiple levels from about 3 to 15 feet below the adjacent ground surface. Several areas in the central portion ofthe building had not been completed. The excavation stepped down the south facing hillside. The soils exposed in the bottom of the excavation generally consisted ofclayey sand with gravel and scattered cobbles. Organic soils were exposed in the garage slab area. Results of swell-consolidation testing performed on a sample of clayey sand with gravel taken from the site, shown on Figure 1, indicate the soils have low compressibility under existing moisture conditions and light loading and a minor collapse potential (settlement under constant load) when wetted. The sample showed moderate compressibility upon increased loading after wetting. No free water was encountered in the excavation and the soils were slightly moist to moist. Considering the conditions exposed in the excavation and the nature ofthe proposed construction, spread footings placed on the undisturbed natural granular soil designed for an allowable soil bearing pressure of2,000 psfshould be adequate for support ofthe "EGlEtl v6 ,'.:. I TOWN OF VAIL Parker l0l-iJ41-7119 r Coloraclo Sr.rings 7lt)-(t1).5562 e Srlvcrtltoruc 97tl-468-1989 Sunder, Inc. November 26,2007 Page 2 proposed duplex. There could be some post-construction settlement of the foundation if the bearing soils become wet. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils in footing areas should be removed and the bearing level extended down to the undisturbed natural soils. The topsoil should be removed from the garage slab area. 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. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 72 feet. Foundation walls acting as retaining structur€s should also be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for on-site soil excluding vegetation, topsoil and oversized rock, as backfill. A perimeter foundation drain should be provided to prevent ternporary buildup ofhydrostatic pressrue behind the basement walls and prevent wetting of the lower level. Structural fill placed within floor slab areas can consist ofthe on-site soils compacted to at leastg5o/o ofstandard Proctor density at a moisture content near optimum. Backfill placed around the structure should be compacted and the surface graded to prevent ponding within at least 10 feet ofthe building. Landscape that requires regular healy irrigation, such as sod, and sprinkler heads should not be located within 5 feet of the foundation. Other recommendatiors contained in our previous report should also be followed. The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavation and the previous subsoil study. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. We should be informed of variations in the subsurface conditions evaluated during construction which could change the recommendations contained in this letter. Ifyou have any questions or need furthsr assistance, please call our offjice. Sincerelv. HEPWORTH _ PA Jordy Z. Adamson, Jr., Rev. by: DEH JZAlksw attachment $\1.-^rrr$lj:-% ,k*& Job No. 107 0825 Figure I - Swell-Consolidation Test Results cdeecfr Moisture Contenl : 11.3 Dry DensitY : 117 -200 = 32 Sample of: Clayey Sand with Gravel percent pcf percent From: Bottom of Excavation at North Side (l /Compression ,upon wetting L 't I 0 'I ;e2 o aia Eo 4 0.1 1.0 10 r00 APPLIED PRESSURE. Ksf 107 0825 Gd HEPWORTH. ffiecf1 PAWIAK GEC'fECHNICAL SWELL-CONSOLIDATION TEST RESULTS Figure 1 TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVELOPMENT 75 S. FRONTAGE ROAD vArL, co 81657 970479-2138 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES NEW (SFR,P/S,DUP) PERMIT Job Address: 789 POTATO PATCH DR VAIL Location.....: 789 POTATO PATCH Parcel No...: 210106301 025 Permit #: 807-0292 Project #: PRJ07-0259 Status. .. : ISSUED Applied. . : 09104/2007 Issued..: 1010812007 Expires.....: 04105/2008 OhINER 789 POTATO PATCH 3 HATHAI'IAY I.,N ESSEX FEI,,LS, NiT o7 02L CONTRACTOR SUNDER INC PO BOX 1393 EDWARDS Lu .JLOSZ License:789-B APPI,ICANT TOM .]AFFE 3 HATHAWAY I,ANE ESSEX FELLS NJ 0702t OWNER TOM iIAFFE L0/Os/20O7 09/04/2007 Phonez (970) 925-2777 09/04/2007 Phone: 201-780-8178 09/04/2007 Phone: 201-780-8L78 3 HATHAWAY LANE ESSEX FEI.,LS NJ 07 02L Desciption: CONSTRUCTION OF A NEW DUPLEXOccupancy Type Factor Sq Feet Valuation Totals... 8,909 $1,550,000.00* Number of Dwelling Units: 2 Town of Vail Adjusted Valuation: 1,560,000.00 RevisionValuation: $0.00 *t+.*.t*||.rt''l.+|'*,|*l.|*.+|ltl|*,}|+t,||'t+l|:t||+ti'l|+.ltlt+.*ttl'ttFEEsUMMARYrt|itl'|ti*l.||*,|*|t*ttl|ii****i|*+| Buifding-> S?,652.15 Restuarant Plan Review-> $o.oo Total Calculated Fees--> S13,95?.39 Plan Check-> 14,974.29 Recreation Fee------> $1,336.35 Additional Fees------> $0.00 Investigation-> go.oo TOTAI, FEES--> 913,967.39 Total Permit Fee--> 913,e67.39 Will Call---> 94 . oo Pa,,Inenls---------------> $13 , 957 . 3 9 BALANCE DUE__> 90. o0 Approvals:Item: 05L00 BUIL,DING DEPARTMENI 09/t8/20o7 cgunion Action: CR comments sent p : \cdev\cttRrs\pERMrr . CoMMENTS \80 T - 02 92 \B0 7 - 0292 .Doc 1o/o4/2o17 cgruni on Action: AP approved revised plans addressing comments Item: 05400 PLANNING DEPARTMENT 09/t0/2007 bgibson Action: DN BJ.dg. permit plans do not comply with DRB i plans. Email sent to contractor, ,John Sunderland, on 9/L0/07. 1.O/ 05/2007 bgibson Action: APCR see conditions Itsem: 05500 FIRE DEPARTMENI 09/06/2007 DRhoades Action: AP See conditions. Perimeter exceeds 300' . Landscape features prevent Fire DepartmenE access. Reference IFC (2003 ) 503.1.1 Fire sprinkler system required. Monitored fire alarm system required, Item: 05500 PUBLIC WORKS 09/06/2007 gc Action: COND Provide Revocable ROW permit and a stagi j-n( a Public Way permit, Item: 05550 ENGINEERING CIVILS ,r *.l al rtt*a l t lt 'r a1r See the Conditions section of this Document for any conditions that may apply to this permit. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is conect. 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 subdivision codes, design review approved, lnternational Building and Residential Codes and other ordinances ofthe Town applicable thereto. REQUESTS FOR INSPECTTON SHALL BE MADE TWENTY-FOUR HOURS IN ADYANCE BY TELEPHONE AT 479-2t49 OR AT OUR OFFICE FROM E:00 AM . 4 PM, SIGNATURE OF OWNER OR CONTRACTOR FOR HIMSELF AND OWNER 't*!t.,F*,t.*{.*{.*{.{.*:l.+**++**++****,}'|,t*+*+'}'t.,t*,}'}*'i**'|.'|.******'lt***'i*,*'|.****+**'|.*******'l****l|l******** CONDITIONS OF APPROVAL Permit #: 807-0292 as of 10-24-2007 Status: ISSUED *+t.'}{.,f*!t.*:|.*{.'t.******,i'}****+********,t.'t***'|.'**,}*'|.,}{.'t.*******'t**'i*:}********'|.******'|+*******,|*****'**'l.!}'|:t*:l,f*'.* Permit Type: NEW (SFR,P/S,DUP) PERMIT Applied: 09104/2007 Applicant: TOM JAFFE Issued: 1010812007 Job Address: 789 POTATO PATCH DR VAIL Location: 789 POTATO PATCH ParcelNo: 210106301025 * * * * * * * ,| * :i * * * * * ,i {. '} * t *t **{.**************'t,1.**'}**+*+*'}******'l****t*****'li*,t +{. * * * ** 'f * {. *{. 't * * *+ '} ** * 'i i"l"l' + * *'i*'l'*:l' CONDITIONS * *:t**,i* **d. *'t * ** *'l * * * ** * * * *:t:** * ** *+ +** **i* 'i*** * * * ** * * 't *'t * ** * * {( *{. * l',1'lt't + * * ** {t * * ** * * * ** * * * +* *******{' * * * ** *** Cond: 33 (PLAN) THIS PROJECT WILL REQUIRED A SITE IMPROVEMENT SURVEY. SUCH SURVEY SHALL BE SUBMITTED AND APPROVED PRIOR TO REQUEST FOR A FRAME INSPECTION. Cond: 12 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: CON0009301 Cond: CON0009302 Monitored fire alarm system required and shall comply with NFPA 72(2002) nd VFES standards. Cond: CON0009303 Fire sprinkler system required and shall comply with NFPA l3R(2002)and VFES standards. Cond: CON0009440 The applicant must revise the east unit's master bedroom and master bathroom dormers to comply with the 33' maximum building height from natural grade prior to framing inspection. Cond: CON0009441 The applicant must revise the exterior lighting plan to not exceed a maximum of l8 fixtures prior to framing inspection. tt: APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNSIGNE Soz.oaqA V Separate Permlts are required for plumbing, mechanical, etc.l CONTRACTOR INFORMATION Bulldins Permlt #: ryt{mr* Vail, Colorado 816ti7 SotM2-,^)(_ Email address:. W^ Fax#: :$ b6ooo L PLUMBING: $ DO, Oc>O contacr person ano pnone #'s: 4 ?tD_t11. JDI+J grW4t.lrrt=t iqo- tBC< COMPLETE V NS FOR BUILDING PERMIT & Materials IOTAL:$ j Assessons Offlce at 970-328-86/m or visitFor Parcel # Contact Phone <{ir--4 JobAddress: -?Bt QAWu (A<zJ+ Subdlvislon: (p"+ttwer ?ft , Work Class: New Addition( ) Remodel( ) Repair( ) Demo( ) Other( ) Does an EHU exist at this location: Yes () No (t-)- TypeofBldg.: Single-family( ) Two-family(vfMuni-famity( ) Commercial ( ) Restaurant( )Other( ) No. of Accommodation Units in this building: Wood/Pellet ( ) Wood a Fire spflnKler Svstem Extst: Yes of ot Noff Noff nrr r= 2007 VAIL n [e/F lnl =- l.i AUG |jIJ It tl 27 OFF:\cdev\FORMS\Permib\Building\building_permiL4- t7-2007. DOC c&Ftecrt HEPWORTH. PAWLAK GEOTECHNICAL SIJBSOILSTI'DY FOR X'OUITDATION DESIGN PROPOSED DIIPLEX LOT 23, BLOCK 1, VArL/POTATO PATCH 0789 POTATO PATCH DRTVE VAIL, COLORADO JOBNO.107 0463 AUGUST21,2007 PREPAREDFOR: 789 POTATO PATCIT,LLC ATITI:TOMJATTts 3 HATSAWAYII\NE ESSEX XELLS, I\[EW JERSEY 07021 Heprvorth-Pawlak Ceotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone, 970-945-7988 Fax: 914-945-8454 email' hpgeo@hpgeotech.com =;:,"x,=D TOWN OF VAIL E iltl Parker 303-841-7119 o Colorado Springs 719-633-5562 r Silverthome 970-468-1989 PI]RPOSEAhID SCOPE OF STI]DY This report presents the results ofa subsoil study for a proposed duplex to be located on Lot23, Block l, Vail,/Potato Patch, 0789 Potato Patch Drive, Vail, Colorado. The project site is shown on Figure l. 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 to Tom Jaffe dated June 16, 2007. A freld exploration program consisting ofexploratory 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, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, desigr recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed duplex will be a two story wood frame structure over a walkout basement level located on the lot as shown on Figure l. Ground floors will be slab-on-grade. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 14 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. The existing residence on the lot will be removed for the new constuction. Ifbuilding loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. 107 (X63 eESfoecrr SITE COI\DITIONS The lot is occupied by on existing single family residence located as shown on Figure l. The terrain is steep south facing hillside below Potato Patch Drive. The site has undergone previous grading for the construction of the existing residence including considerable fill along the up slope portion ofthe lot adjacent to Potato Patch Drive. There is a small creek along the eastem lot boundary that flows downhill to the south. Vegetation consists of grass and weeds with aspen trees. There is an existing residence on the adjacent Lot22 and a new residence under construction onLot24 at the time of oru field exploration. ROCKX'ALL IIAZARI) The northem % of the lot is located in a severe rockfall hazard zone as mapped by the Town of Vail (Town of Vail, 2000). The rockfall source is the cliff along the upper valley side to the north. Based on our experience in the area, the terrain, typical small size ofthe rocks and the existing residences upslope ofthe site, we believe the rockfall risk is moderate. Mifigation of the rockfall potential at the lot appears limited to direct protection of the building by reinforcing the uphill side walls. Construction of the proposed duplex on tJre lot should not increase the rockfall hazard to adjacent properties including roads and utilities. X'IELD EXPLORATION The field exploration for the project was conducted on July 12 and 13, 2007. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were drilled where access and utilities allowed. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck- mounted CME-45B drill rig. The borings were logged by a representative of Hepworth- Pawlak Geotechnical, Inc. Samples of the subsoils were taken with l% 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 Job No. 107 (M63 G&&ecn -3- 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 ofExploratory Borings, Figure 2. The samples were retumed to our laboratory for review by the project engineer and testing. SITBSIIRT'ACE COI\DITIONS Graphic logs ofthe subsurface conditions encountered at the site are shown on Figure 2. The subsoils, below about 6Y,to 15% feet of fill and topsoil consisted of medium dense, clayey silty sand with gravel and cobbles that extended to the boring depths of29 and 31 feet. Drilling in the granular soils with auger equipment was occasionally diffrcult due to scattered cobbles and possible boulders. The fill was variable density, clayey silty sand mixed with some topsoil. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, and gradation analyses. Results of swell-consolidation testing performed on relatively undistwbed drive samples of the natural sand soils, presented on Figures 4 and 5; indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on a small diameter drive sample ofthe natural gravelly sand are shown on Figure 6. The laboratory tesfing is summarized in Table l. Free water was encountered in the borings at the time of drilling and when checked I or more days following drilling at depths from about 13% to 20 feet. The subsoils were moist to very moist becoming wet near and below the free water level. . FOTJIIDATION BEARING CONDITIONS Spread footings placed on the natural granular soils should be suitable for foundation support of the building. The existing frll and topsoil will need to be removed and the bearing level extended down to the natural granular soils. This may require subexcavation below design bearing elevation in areas. Job No. 107 0463 Geecft -4- DESIGN RECOMMEI{DATIONS FOTJNDANONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recornmend 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 bearingpressure of2,000 psf. Based on experience, we €xpect settlement offootings designed and constructed as discussed in this section will be about 1 inch. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement offoundations 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 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) All existing fill, debris, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the natural granular soils. The exposed soils in footing area should then be compacted. 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. Job No. 107 M63 Gstecft -)- FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount ofdeflection should be designed for a lateral earth pressure computed on the basis ofan equivalent fluid unit weight ofat least 50 pcf for backfill consisting ofthe on-site granular soils. Cantilevered retaining structures 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 ofan equivalent fluid unit weight ofat least 45 pcffor backfill consisting ofthe on-site granular soils. The wall backfill should not contain debris, topsoil or oversized rocks. 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 near optimum. Backfill in pavement and walkway areas should be compacted to at least 95Yo of tbe 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 formdation wall backfill should be expected, even ifthe material is placed correctly, and could result in distress to facilities constructed on the backfill. Use ofa select granular material, such as aggregate base course, and increasing compaction to at least 98% standard Proctor density should help mitigate the settlement potential. The lateral resistance of foundafion or retaining wall footings will be a combination of the sliding resistance ofthe 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 Job No- 107 0,{63 cE&ecrr -6- calculated based on a coefficient offriction of0.40. Passive pressure ofcompacted backfill against the sides ofthe footings can be calculated using an equivalent fluid unit weigbt of 350 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 ofpassive resistance. Fill placed againstthe sides ofthe footings to resist lateral loads should be a granular material compacted to at least95Yo of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive oftopsoil, 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 lhan2o/o passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95Yo of maximum standard Proctor density at a moisture content near optimum. Required fill can consist ofthe on-site granular soils devoid ofvegetation, topsoil and oversized rocks. UNDERDRAIN SYSTEM Free water was encountered below the expected cut depth but it has been our experience in mountainous areas that the water level can rise and local perched groundwater can develop during times ofheavy precipitation or seasonal runoff Frozen ground during spring runoffcan also create a perched condition. We recommend below-grade Job No. 107 M63 c$tecfr - l- construction, such as retaining walls, crawlspace 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 ofexcavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum l%6 to a suitable gavity 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 lYz feet deep. SITE GRADING The risk ofconstruction-induced slope instability at the site appears low provided the building is located as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed about l0 to l4 feet. Fills should be limited to about 10 to 12 feet deep and be compacted to at leax95Yo of lhe 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 95% of the maximum standard Proctor density. The fill should be benched into the portions ofthe hillside exceeding 20Yo grade. Permanent unretained cut and fill slopes should be graded at Zhoizontal to I vertical or flatter and protected against erosion by revegetation or other means. The risk ofslope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered inpermanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the duplex has been completed: Job No. 107 M63 cstech -8- lnundation ofthe foundation excavations and wrderslab areas should be avoided during construction. Exterior backfill should be adjusted to near optimum moish.re 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. The ground surface surrounding the exterior ofthe building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of l2 inches in the first l0 feet in unpaved areas and a minimum slope of 2Y, inches in the first 10 feet in paved areas. Free-draining wall backfill should be capped with about 2 feet ofthe on- site soils to reduce surface water infiltration. Roof downspouts and drains should discharge well beyond the limits of all backfill. Landscaping which requires regular heavy inigation should be located at least 5 feet from foundation walls. LTVIITATIONS 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 at the locations indicated on Figure l, the proposed type ofconstruction and our experience in the area. Our 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 concemed 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 ofthe recommendations may be made. r) 2) 3) 4) s) Job No. 107 0463 Gd&ecft -9- This report has been prepared for the exclusive use by our client for desigrr purposes. We are not responsible for technical interpretations by others of ow 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 verifu that the recornmendations 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 ofthe geotechnical engineer. Respectfirlly Submitted, CAL,INC. David A. Young, Reviewed by: Steven L. Pawlak, P.E. DAY/cay cc: Segerberg Mayhew Architects - Attn: Kurt Segerberg Monroe & Newell Ensineers - Attn: Lauren Gernz REFERENCE Town of Vail ,2000, Official Rockfall Hazard Map, Town of Vail: Prepared by the Town of Vail, Colorado (Adopted by the Town Council on October 17, 2000). Job No. 107 0463 e&5tecrr LOT 24 8230 \ APPROXIMATE SCALE 8220 ,\ - ' 8250 ,zzu '-t/\I I I I I I\ lli ri-\/-Y\,,Yi - \ roreg| \ irocrr \ PROPOSED DUPLE( I I t \ \lr \ \ \ I I I I LIllll rl ORING 1 o UJ Eo IO k.L o Fo(L EXISTING RESIDENCE lr jt 0798POTATO t PArCH DRrvE i , I ,ud i t-EXISTING DRIVEWAY,I toTz 107 0463 eEFtecrrHoxorth-Podd( Ccotcdrnlcd LOCATION OF EXPLORATORY BORINGS Figure 1 BORING I ELEV.: 8041' BORING 2 ELEV.= 80a2' (D 0)LL .E o I.JJ 18112 wc: 11.7 DD : 122 u- o (6 o LrJ28/12 WC : 13.4 DD = 121 20t6,nrc WC = 9.0 +4=19 -200 = 3O 17112 Note: Explanation of symbols is shown on Figure 3. 107 0463 e55b'crrHrgfrth-Poid( Got6d|nlcd LOGS OF EXPLORATORY BORINGS Figure 2 LEGEND: K E ffi F i 18/12 FILL; manplaced clayey silty sand mixed with topsoil, scattered gravel and cobbles, variable density, very moist, mixed brown and dark brown. TOPSOIL; organic sandy silty clay, soft, very moist, dark brcrwn. SAND (SC); clayey, silty, scattered gravel and cobbles, medium dense, moist becoming wet near and below free water level, brown. Relatively undisturbed drive sample; 2-inch l.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch l.D. split spoon sample, ASTM D-1586. Drive sample blow count; indicates that 1 I blows of a 140 pound hammer falling 30 inches were required to drive the Calilornia or SPT sampler 12 inches Free water level in boring and number ol days following drilling measurement was taken. Depth at which boring had caved when checked on August 8, 2007.-----) NOTES: 1. Exploratory borings were drilled on July 12 and 13, 2007 with 4-inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximalely by pacing from features shown on the site plan orovided. 3. Elevations of exploratory borings were obtain from contours on the site provided and checked by instrument level. 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 transilions 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. u, l 107 0463 eEftecrrHl9rorth-Porlok Gcotctfi nlcol LEGEND AND NOTES Figure 3 0 1 ;s2 .o .Da^ Eo 4 0 i ;e)c-o'6ooo_J E 4 o.1 10 10 1001.0 APPLIED PRESSURE - ksf APPLIED PRESSURE - ksf Moisture Content : 11.7 Dry Density : 12. Sample of: Clayey Silty Sand From: gqd6g l atByz Feet perceff pcf \-- \(No movement _upon wetting I Moisture Content : 13.4 percent Dry DensitY : 121 Pcf Sample of: Clayey Silty Sand From: ge1;6g 1 allS)/zFeet \-- ) -.l No movement upon wetting o.l 1.0 100 SWELL-CONSOLI DATION TEST RESULTS Moisture content : 10.3 percent Dry Density = 121 Pcf Sample ol: Clayey Silty Sand From: Boring 2 at 15 Feet \ Compression upon wetting -t I 0 1 bs2 '6 Eso. EoO 4 0.1 1.0 10 100 APPUED PRESSURE - ksf 107 0463 esteArHE WonTHPAwLAx GEoIECHT{IGAL SWELL-CONSOLIDATION TEST RESULTS Figure 5 ,ot"r. , "t TIME FEADINGS I 0 45 MlN. 15 MlN.60tv!lNtgMlN.4 MlN. 1 MlN. #2@ #1@ U.S. STANOARD SERIES #50 #30 #16 #8 CI..EAF SOUARE OPENINGS 3tt 3t+ 11tt 3' 5'6'I roo lrj.40 .2, F lrJ .E F50z UJoE UJ(L60 602 aDa IL 50F z LtJoE lrJ40(L 100 .001 .@2 .005.@9 .019 .Og7 ,074 .1SO .3OO .600 1.18 2.36 DIAME]ER OF PARTICLES IN MII,LIMETERS 4.75 9.5 19.0 12.5 37.5 76.2 152 n3 127 GMVEL 19 7"SAND 51 %SILTANDCI.AY 30 % LIQUID LIMIT % SAMPLE OF: Clayey Silty Sand with Gravel PLASTICIry INDEX % FROM: Boring 2 at 20 Feet GRADATION TEST RESULTS 1U0- EFO:<JclFONE--o uto rt| .A (t) hc)h (J (! .t) h ra hc) (J E aa ha =ir-ra= >r-o'Fe* | .r, ile "t'arl >it c)it >\{:ito du) ta -c.) () l9F \-t b0 0i- EgEE =oo.J() atF =J IE IUoE uJ 9x lH8G 9r-q=8 Ffi:g (\l oro zIF o tr(, ?eo rn J ||J?s o 01 ir iEfi E GIN (\c{ 3g; EgE € r-tf, to 6ldco c.)o oi Etr S oo sro ral (\ Hlr c! (f, @so o ctztlo ogZJ JO oE =E*u,H;8Fo_E YUJE ;FE<FJ+E-OFEEo3=o.=HA Fmm: To: Date: SubJect: CCI Hey John, Bill Gibson jp@sunderinc.om 0911012007 2:19 PM Jaffe Residence (807-0292) Chris Gunion The To,vn of Vall Plannlng D€partment has revlerrued and denied the building permit application for the new Jaffe duplo( located at 789 Potato Patdr. The submitted building pemlt applkatbn does match the Design Review apprcved plars for thb protsct. The bulHlng pemlt appllcation must be rcvised to comply with the projects Deslgn Revlew approval, or a Change to Approved Plans Deslgn Rfliew appllcatlon must be submltted for additionally Town re\riew. If )ou have any questlons, feel free to contact directv via email ot *, 97}-479-2173. Sinc€rely, Bill TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVELOPMENT 75 S.FRONTAGEROAD VAIL, CO 81657 970-479-2138 NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES NEW (SFR,P/S,DUP) PERMIT Job Address: 789 POTATO PATCH DR VAIL Location.....: 789 POTATO PATCH ParcelNo...: 210106301025 Permit #: 807-0292 Project#: PRJ07-0259 Status...: ISSUED Applied. . : 09/04/2007 Issued. . : 10/0812007 Expires.....: 04/0512008 OIINER 789 POTATO PATCH 3 HATHAWAY LN ESSEX FEL.,LS, N.T o7 02L CONTRACTOR ST]NDER INC PO BOX 1393 EDWARDS co 81632 License:789-B APPI,ICANT TOM iIAFFE 3 I{ATHAWAY I./ANE ESSEX FEI.,LS NiI 07 027 OWNER TOM .fAFFE Number of Dwelling Units: 2 Town of Vail Adjusted Valuation: 1,560,000.00 to/os/2007 09/04/2007 Phone: (970) 926-2777 09/04/2007 Phone: 201-780-8178 09/04/2007 Phone r 201--780-8178 RevisionValuation: $0.00 3 HATHAWAY LANE ESSEX FELI-IS NiI O7021 Desciption: CONSTRUCTION OF A NEW DUPLEXOccupancy Type Factor Sq Feet VaLuation Totals... 8,909 $1,550,000.00* .|***.**'|,}*',}|tf*|*'t*t**{*ll*.*l:l***:||***..*.,r,r**''.****i*|i|l*, Buifding-> 97,652.75 Restuaranl Plan Rcview-> $O.OO Total Calculated Fe€s--> S13,967.39 Pfan Check-> 94,974.29 R€cr€ation Fce---> S1,336.35 Addirional Fees--> $O.Oo Investigation-> $O.OO TOTAL FEES-_..-> $13,96?.39 Total Permit Fee--> $13,96?.39 Will Call--> 94. oo Paymcnts------*-> $13, 96?.39 BALANCE DUE------> $o. oo * 't t r ** r'i *r * tr,|:t i * Approvals:Item: 051-00 BUILDING DEPARTMENT 09/1-8/2007 cArrnion Actj-on: CR comments sent F : \ cdev\ CHRrS \PERMIT . COMMENTS \B 0 7 - 0 2 9 2 \B0 7 - 0 2 9 2 . DOC 10/04/2007 cgunion Action: AP approved revised plans addressing comments Item: 05400 PLANNING DEPARTMENT 09/10/2007 bgibson AcEion: DN BLdg. permit plans do not comply with DRB i nl ans Flmai 1 Sent tO LO/05/20j',7 bgibson Item: 05600 FIRE DEPARTMENT 09/05/2007 DRhoades contractor. ,John Sunderland, on 9/10/07 Action: APCR see conditions Actlon: AP See conditions. Perimeter exceeds 300' . I-,andscape features prevent Fire Department access. Reference IFC (2003 ) 503 . 1. I Fire sprinkler system required, Monitored fire alarm system required. Item: 05500 PTIBLIC WORKS 09/06/2007 gc Action: COND Provide Revocable ROW permit and a stagiin( a Public Way permit. Item: 05550 ENGINEERING CMLS t ** * ', * * a* t *a r't til See the Conditions section of this Document for any conditions that may apply to this permit. DECLARATIONS I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is conect. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this strucfure according to the towns zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances ofthe Town applicable thereto. REQUESN FOR INSPECTION SHALL BE MADf, TWENTY.FOUR HOURS 4 PM. BY TELEPHONE AT OR AT OUR OFFICE FROM E:00 AM . SIGNATURE CONTRACTOR FOR HIMSELF AND OWNER **'i*i'*+{.*****,t*,t*'|.*'|.'i*'t*'t,}'}'l.'}'|.**tl.*'|.:t:|'{.*+**++'t******'t(**'********{.'t*!|.'l.****'}***** CONDITIONS OF APPROVAL Permit #: 807-0292 as of 10-08-2007 Status: ISSUED j.**'f***{.'***,}*,|.*,t.,}'t.**ti*t|.*'t't.'}'l.tt't**+*+***t**'t*++***'t,}'t*,},t.'l.{.*+{l**!|.,}** Permit Type: NEW (SFR,P/S,DUP) PERMIT Applied: 0910412007 Applicant: TOM JAFFE Issued: 10/0812007 Job Address: 789 POTATO PATCH DR VAIL Location: 789 POTATO PATCH ParcelNo: 210106301025 *'}***'l.:+:|.**:l.**,t***{.'}*,}****:}*l.'}*tt*{.**!**'|.**'l.*{.*'}:l.:}:t:**!*:t't***:tt{.:t.+{.:r*d.************+ CONDITIONS *****{.'}d!:}*,1.'i't**!i****++***:}*+****{.****************{'**'t****:t****!*,1.i*******:t*****,t * *****,1. *:t,i***:f :r*:}'}!t 'l ** ** * Cond: 33 (PLAN) THIS PROJECT WILL REQUIRED A SITE IMPROVEMENT SURVEY. SUCH SURVEY SHALL BE SUBMITTED AND APPROVED PRIOR TO REQUEST FOR A FRAME INSPECTION. Cond: l2 (BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPLIANCE. Cond: CON0009301 Cond: CON0009302 Monitored fire alarm system required and shall comply with NFPA 72(2002) and VFES standards. Cond: CON0009303 Fire sprinkler system required and shall comply with NFPA l3R(2002)and VFES standards. Cond: CON0009440 The applicant must revise the east unit's masler bedroom and master bathroom dormers to comply with the 33' maximum building height from natural grade prior to framing inspection. Cond: CON0009441 The applicant must revise the exterior lighting plan to not exceed a maximum of I 8 fxtures prior to framing inspection. ll Vail, Colorado 81657 BUI Separate rmits are requi CONTRACTOR INFORMATION ffi;."'oaTe"" "'t AP cal, plumbing,mecha etc.l Jdt^J 5,J,.W121*{-'So$0r2-,^J(- , W^ Fax#: :$ $6o0o L PLUMBING: $ fDO, OoO COMPLETE VAL ONS FOR BUILDING PERMIT & Materials For Parcel # Contact Assessors Office at 970-328-8640 or visit FOR OFFICE USE ONLY JobAddress: -?81 ?O 1vgO (p4Job Name: JrffL oo?c"s 4o UA4L,b t165E- work:(pJ+tttler ?rt , WorkClass: New6y' Addition( ) Remodel( ) Repair( ) Demo( ) Other( ) Does an EHU exist at this location: Yes ( ) No (l-)-Work Type: Interior ( ) Exterior ( ) Both ( Type of Bldg.: single-family ( ) Two-family (v/ uuttitamity ( ) commercial ( ) Restaurant ( ) other ( ) No. of Accommodation Units in this building:No. of Existing Dwelling Units in this building: ?,-. GasAopliances( ) GasLoqs( ) Wood/Pellet( ) WoodBurn GasLoss( )wood/Pellet( ) @ VtrR 2oo? llllU vAlL ^".,- ftrcEr I auo zz 'T.CJWN OF F:\cdev\FoRMS\Permits\Building\buildingjermit-4-17-2007.DOC August 24,2007 Mr. J.P. Sunderland Sunder, Inc. P.O. Box 1393 Edwards, CO 81632 RE: JAFFE DUPLEX Dear J.P,: Enclosed herewith are four sets of stamped Jaffe Duplex permit drawings for submittal to the Town of Vail, I have also included two copies of the soils report (which also addresses the rock hazard issues), the REScheck compliance certificate and inspection checklist and the asbestos report. You will need to supply the construction staging plan per the Town of Vail requirements. We will be available to field any questions or comments which the Town may have during the permit review process. Please let me know if you have any questions. Sincerely, SEGERBERG, MAYHEW & ASSOCIATES, ARCHITECTS Tom Jaffe Sarah Mikkelsen-Krick Segerberg, Mayhew & Associates Architects, P.C., A.I.A. Mail: P.O. Box 4700 . Vail, CO tl65t . e-mail:Main Ollice: Easle-Vail . I0l Eaqle Road. Blds. 6 . Ayon, CO 81620 . Denver OlTice: 12600 west Colfax AienLre, Suire A-f40 . Lakewood, CO 80215 infoadsmarchs.com phone: 970 4'76 1433. Fhone: 303 623 3355 http:llwww.smarchs,comf;x: 970 416 4608. fax. 303 623 2262 lnl E\, l-EUvEln\ hl AUB z? zoo? U TOWN OF VAIL HEPWORTH - PAWLAK GEOTECHNICAL STIBSOIL STT]DY FOR FOIJhTDATION DESIGN PROPOSED DI]PLEX LOT 23, BLOCK I, VNIIPOTATO PATCH 0789 POTATO PATCH DRIVE vArL,coLoRADO JOBNO.107 0463 AUGUST21,2oo7 PREPAREDFOR: 789POTATO PAT(H, LLC ATTN: TOMJAXTE 3 EATHAWAY LAI\E ESSEX ImLLS, IYEW JERSEY 07021 Heprvorth-Pawlak Geotechnical, Inc. 5020 County Road 154 Clenwood Springs, Colorado 81601 Phone: 970-945-?988 Fax 9i0-945-8454 email: hpgeo@hpgeotech.com O=RJ 2oo7 lU VAIL 27 OF te /Ft_E \, AUG TOWN Parker 303-841-7119 .Colorado Springs 719-633-5562 o Silverthorne 97 0-468-1989 PT]RPOSEAI\D SCOPE OF STI]DY This report presents the results ofa subsoil study for a proposed duplex to be located on Lot23, Block 1, VaiVPotato Patch, 0789 Potato Patch Drive, Vail, Colorado. The project site is shown on Figure l. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotecbnical engineering services to Tom Jaffe dated June 16,2007. A field exploration program consisting ofexploratory 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, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressrues for the proposed building foundation. This report summarizes the data obtained dwing this study and presents our conclusions, design recommendations and otler geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed duplex will be a fwo story wood frame structure over a walkout basement level located on the lot as shown on Figure l Ground floors will be slab-on-grade. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 14 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. The existing residence on the lot will be removed for the new construction. Ifbuilding loadings, location or grading plans change sigrrificantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. 107 0463 e&eecrr -L- SITE CONDITIONS The lot is occupied by on existing single family residence located as shown on Figure l. The terrain is steep south facing hillside below Potato Patch Drive. The site has undergone previous grading for the construction ofthe existing residence including considerable fill along the up slope portion ofthe lot adjacent to Potato Patch Drive. There is a small creek along the eastem lot boundary that flows downhill to the south. Vegetation consists of grass and weeds with aspen trees. There is an existing residence on the adjacentLot22 and a new residence under construction onLot24 at the time of our field exploration. ROCKFALL IIAZARI) The northern ?/c of the lot is located in a severe rockfall hazard zone as mapped by the Town of Vail (Town of Vail, 2000). The rockfall source is the cliffalong the upper valley side to the north. Based on our experience in the are4 the terrain, typical small size of the rocks and the existing residences upslope of the site, we believe the rockfall risk is moderate. Mitigation of the rockfall potential at the lot appears limited to direct protection of the building by reinforcing the uphill side walls. Construction of the proposed duplex on the lot should not increase the rockfall hazard to adjacent properties including roads and utilities. NELDDTPLORATION The field exploration for the project was conducted on July 12 and 13, 2007. Two exploratory borings were drilled at the locations shown on Figure I to evaluate the subsurface conditions. The borings were drilled where access and utilities allowed. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck- mounted CME45B drill rig. The borings were logged by a representative of Hepworth- Pawlak Geotechnical, Inc. Samples of the subsoils were taken with l% 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 Job No. t07 0463 Gstecft -J- 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 ofExploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testins. SI]BSIJRF'ACE COI\DMONS Graphic logs ofthe subsurface conditions encountered at the site are shown on Figure 2. The subsoils, below about 6%to 15% feet of fill and topsoil consisted of medium dense, clayey silty sand with gravel and cobbles that extended to the boring depths of29 and 31 feet. Drilling in the granular soils with auger equipment was occasionally difficult due to scattered cobbles and possible boulders. The fill was variable density, clayey silty sand mixed with some topsoil. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, and gradation analyses. Results of swell-consolidation testing performed on relatively undistwbed drive samples of the natural sand soils, presented on Figures 4 and 5; indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses perfomed on a small diameter drive sample ofthe natural gravelly sand are shown on Figure 6. The laboratory testing is summarized in Table l. Free water was encountered in the borings at the time of drilling and when checked I or more days following drilling at depths from about l3%to20 feet. The subsoils were moist to very moist becoming wet near and below the free water level. . X'OUIIDATION BEARING COIYDITIONS Spread footings placed on the natural granular soils should be suitable for foundation support of the building. The existing fill and topsoil will need to be removed and the bearing level extended down to the natural granular soils. This may require subexcavation below design bearing elevation in areas. Job No. I07 0463 c$tecrr -4- DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recornmend the building be founded with spread footings bearing on the natural granular soils. The desigt and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of2,000 psf. Based on experience, we expect settlement offootings designed and constructed as discussed in tJfs section will be about I inch. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior erade is typically used in this area. 4) Continuous fotrndation walls should be well reinforced top and bottom to span local anomalies, such as by assuming an unsupported lengh of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Formdation and Retaining Vy'alls" section ofthis report. 5) All existing fill, debris, topsoil and any loose ordisturbed soils should be removed and the footing bearing level extended down to the natural granular soils. The exposed soils in footing area should then be compacted. Ifwater seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. Job No. 107 0463 G$tecft -5- FOUNDATION AND RETAINING WALLS Foundation walls and retaining structwes which are laterally supported and can be expected to undergo only a slight amount ofdeflection should be designed for a lateral earth presswe computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures 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 ofan equivalent fluid unit weight ofat least 45 pcffor backfill consisting ofthe on-site granular soils. The wall backfill should not contain debris, topsoil or oversized rocks. 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 backlill 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. Art 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 near optimum. Backfill in pavement and walkway areas should be compacted to at least 95Yo of the mar<imum 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 ofa select granular material, such as aggregate base course, and increasing compaction to at least 98% standard Proctor density should help mitigate the settlement potential. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance ofthe 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 Job No. 107 0463 ce&ecrr -6- calculated based on a coefficient of friction of 0.40. Passive pressure of compacted backfill against the sides ofthe footings can be calculated using an equivalent fluid unit weight of 350 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 ofpassive resistance. Fill placed against the sides ofthe footings to resist lateral loads should be a granular material compacted to at least 95%o of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive oftopsoil, 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 thn2o/o passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95o/o of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site granular soils devoid ofvegetation, topsoil and oversized rocks. TINDERDRAIN SYSTEM Free water was encountered below the expected cut depth but it has been our experience in mountainous areas that the water level can rise and local perched groundwater can develop during times ofheavy precipitation or seasonal runoff. Frozen ground during spring runoffcan also create a perched condition. We recommend below-grade Job No. 107 0463 cStecfr construction, such as retaining *atr, "ru*trpu." *A U*".ent 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 ofexcavation and at least I foot below lowest adjacent finish grade and sloped at a minimum lYoto a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2To passingthe 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 l%feetdeep. SITE GRADING The risk ofconstruction-induced slope instability at the site appears low provided the building is located as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed about l0 to 14 feet. Fills should be limited to about l0 to 12 feet deep and be compacted to at least95%o of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefirlly prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions ofthe hillside exceeding 20Yo grade. Permanent unretained cut and fill slopes should be graded at 2hoizontal to I vertical or flatter and protected against erosion by revegetation or other means. The risk ofslope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. Ifseepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the duplex has been completed: Job No. 107 0463 cstecft -8- Inundation ofthe foundation excavations and underslab areas should be avoided during construction. 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. The ground surface sunounding the exterior ofthe building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first l0 feet in unpaved areas and a minimum slope of 2Yz inches in the first l0 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. Roof downspouts and drains should discharge well beyond the limits of all backfill. Landscaping which requires regular heavy irrigation should be located at least 5 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 tle data obtained from the exploratory borings drilled at the locations indicated on Figure l, the proposed type ofconstruction and our experience in the area. Our 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 concemed about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation ofthe 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 diflerent from those described in this report, we should be notified so that re-evaluation of the recommendations mav be made. l) 2) 3) 4) 5) Job No. 107 0463 c&eecrr -9- This report has been prepared for tle exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the prcject evolves, we should provide continued consultation and field sewices dwing construction to review and monitor the implementation of our recommendations, and to veriff that the recommendations have been appropriately interpreted. Significant desigrr 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 ofstructural fill by a representative ofthe geotechnical engineer. Respecttully HEPWOR CAL,INC. Steven L. Pawlak, P.E. DAY/cay cc: Segerberg Mayhew Architects - Attn: Kurt Segerberg Monroe & Newell Ensineers - Attn: Lauren Gemz REXERENCE Town of Vail ,2000, Oficial Rockfall Hazard Map, Town of Vail: Prepared by the Town of Vail, Colorado (Adopted by the Town Council on October 17, 2000). ?l Job No. 107 M63 cstecft APPROXIMATE SCALE 1": 30' EXISTING DRIVEWAY I I JI lbonr\o il jl LOT 23 BLOCK 1 t- LOT 24 LOT 22 II r I I I I 1-r 0798 POTATO t PArCH DRrvE i I I urrd i RESIDENCE \I I GN 107 0463 e&ftecrrHlprorth-Porlqk Glotrdrnlcql LOCATION OF EXPLORATORY BORINGS Figure 1 BORING 1 ELEV.:8041' BORING 2 ELEV.:8M2' 9/12 n)(D TL c .9 6 -!uUJ 1u12 WC = 11.7 DD = 122 (D tl- .9 (g o)tr27n --- -: 2U12 WC = l3-4 DD = 121 20112 27 2016,2W WC = 9.0 +4: 19 -200 = 30 17112 8015 29112 Note: Explanation of symbols is shown on Figure 3. 107 0463 cS5bcrrlhgrqth-Podd( Gcotc.inlcol LOGS OF EXPLORATORY BORINGS Figure 2 LEG n a ffit [3 F i 8112 FILL; manplaced clayey silty sard mixed with topsoil, scattered gravel and cobbles, variable density, very moist, mixed brown and dark brovrrn. TOPSOIL; organic sandy silty clay, soft, very moist, dark brown. SAND (SC); clayey, silty, scattered gravel and cobbles, medium dense, moist becoming wet near and below free water level, brown. Relatively undisturbed drive sample; 2-inch l.D. California liner sample. Drive sample; standard penetration test (SPD, 1 3/8 inch l.D. split spoon sample, ASTM D-1586. Drive sample blow count; indicates that 18 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. Free water level in boring and number of days following drilling measurement was tiaken. Depth at which boring had caved when checked on August 8,2W7. 107 0463 estecfrH.orcrth-Porld( Gotccfi nlcol LEGEND AND NOTES Figure 3 0 1 bs2c '6 Eso. EoO 4 0 1 *2c- '6 <t,(D o 4 o.1 1.0 10 10 100 APPLIED PRESSURE - ksf Moisture Content -- 11.7 Dry Density -- 122 Sample of: Clayey Silty Sand From: g64ng l al|/z Feet percen pcf \ \(No movement -uponwetting I APPLIED PRESSURE - ksf Moisture Content : 13.4 Dry DensitY = 121 Sample of: Clayey Silty Sand From: g66pg j at1gy2Feet percent pcf \-- ) -.t No movement upon wetting o.1 1.0 100 SWELL-CONSOLI DATION TEST RESULTS Moisture Content : 10.3 Percent Dry DensitY = 121 Pcf Sample of: Clayey Si[y Sand From: Boring 2 at 15 Feet ;s C '6o Q) o_ E 0 1 2 4 5 APPLIED PRESSURE - ksl 107 0463 cS5hscFt HEFWOR'H.PA.WLA'K GEOTECHNICAI SWELL-CONSOLI DATION TEST HESULTS Figure 5 ,otr . ,, TIME READINGS I 0 45 MlN. 15 MlN.60 rtlNtgMtN.4 MtN. 1 MtN. #20O U.S, STANDARD SERIES #100 #50 #30 *16 #8 CLEAF SOUAFE OFENINGS 3le 314' 11lZ 3' 5" 6"!"roo ouJ .40 Flr,E F50zlrlov, lrJ(L60 602 6a (L 50F z lrJ C)E lrJ 4(L 100 .001 .o02 .005 .009 .019 .007 .074 .100 .399 .600 1.18 2.36 DIAMEIER OF PAFTICLES IN MILLIMEIEHS 4.75 9,5 19.0 12.5 76.2 ts2 203 127 GRAVEL 19 %SAND 51 %SILTANDCLAY 30 % LIQUID LIMIT OA SAMPLE OF: Clayey Silty Sand with Gravel PLASTICITY INDEX % FROM: Boring 2at2oFeet GRADATION TEST RESULTS uJo- .EFOyJctto;t-'o uJ @ aa (a (l) >. a\t.u ID (! U B .a EiFrrl =>r-o':>t :-F.',, i l(€lu, il e' '.lEil ts'it >l '{'9ilu - .t) >r aA q, c)-,>cg cd JAO oPu=-zoFiif{?g c EEE 8 :oo-'O oF =) otlt @Eul F 9- 388L 9re=8 =J Fpl*al ca zIF o Eo ozG<e)o rn JrlZS o o\ dr i?l" E olN N c.l *g;?6' r r98 F-nc.l cJ @(o c.)A q o\ z 9F ooJ q, JL =(It It-^o-|luJvo s@ S cf)rn t\l o =Eoo (\l o(oso Fo ctz lto') o9ZJ J", ot =Ei LlJg; 8Fo_E }<UJEjdE <FJ+r!ioFtEot=HA COLORADO'rru7t FIY'IR;A?,t =.tY,fl: J^l, C olorado EnvirO-Assesmenrs 12335 W. Brandt Pl. Littleton, CO 8012? (303)547-8903 Fax:( 720) 479-8447 : July tr7,2007 LIMITED ASBESTOS CONTAINING MATERTALS SURVEY JP Sunderland Sunder INC PO Box 1393 Edwards, Colorado, I 632 tr dET.Vtr TOWN OF VAIL Prepared For: Property Photo: 789 Potato Patch DR Vail, Colorado 81658 :, t-t,t BEST COPY AVAI!.ABtE "$ i I ------,F- Al,,% e COLORADOqruEA,- ENVIRo-ASSESM ENTS, LLc -'.1' I MoLD. AsBEsTos . ALLERCENS Colorado EnvirO-Assesments 12335 W. Brandt Pl. Littleton, CO 80127 (303)547-8903 Fax:(720) 479-8447 ? Iuly 17,2A07 LIMITED ASBESTOS CONTAINING MATERIALS SURVEY JP Sunderland Sunder INC PO Box 1393 Edwards, Colorado, 1632 Prepared For: COLORADO ENVIRO-ASSESMENTS, LLc MOLD . ASBESTOS . ALLERCENS Limited Asbestos llndoor Quality Inspection Date: Iuly 17,2007 JP Sunderland Sunder INC PO Box 1393 Edwards, CO. 81632 Properly Inspected: 789 Potato Patch DR, Vail CO. 81658 Property Location: Vail CO. 81658 As requested onl/12107 we performed a limited asbestos inspection. All samples taken were delivered to Reservoirs laboratory a certified and accredited laboratory. The laboratory analytical results if any of the samples are attached to this report. We do not accept any responsibility for these analyses. A Limited inspection included inspection of accessible materials in the areas request by the client of accessible materials. Samples were taken in tJre areas of concern as per the contractor's request. These areas are listed on the assessment form, l5 samples were taken. . . Sampling [Type/Method]: Bulk sampling - samples were collected using wet methods to minimize the possibility of a fiber release. Bulk sampling; is done by knife or other similar coring devices, suitable to cut through the entire thickness of the material being sampled. Bulk samples are for the purpose of a cross-section of the sample building material to be collected and sent to the lab for identification. Site Visit/Work performed: To save the building owner additional expenses, we tested randomly throughout the residence as required by Colorado Reg 8 guidelines for suspect materials that may have contained asbestos. In some areas; work performed was a non-destructive survey, in otler areas was a minimal destructive survey. These areas will need to be abated by a professional abatement contractor based on the lab sample results. These areas are listed on the assessmpnt form, 15 samples were taken A. C. Brockmire, 12335 west Brandt Pl., Littletoq CO. 80127 Sample areas: Assessment Asbestos Containing Materials Form Date Sample No# Description / Location PLM Results 6lta07 Samplel200l Main Floor Wall ND 6tr2t07 SampleL2002 Main Floor Wall ND 6tL2t07 SamoleL2003 Main Floor Wall ND 6lt2t07 SamplelC00l MFCeiling ND 6n2/07 SamoleLC002 MF Ceiline ND 6t12/07 SamnleLC003 MFCeiling ND 6/12107 SamnleFTl Floor Grout ND 6t12t07 SampleFTZ Floor Grout ND 6t12/07 SampleTT3 Floor Grout ND 6n2/07 SampletIVAC I HVAC Insulation ND 6/12t07 SampleltVAC2 HVAC Insulation ND 6n2/07 SampleHVAC3 HVAC Insulation ND 6n2t07 Sample L3001 WBBR ND 6nzt07 Sample L3002 WBHall ND 6/t?/07 Sample L3003 WB I{VAC rm ND ND - Non Detect // TR - Trace. < 1% Visual Estimate // PC - Point Count Lab Results / Asbestos Containing Building Materials identified by sample: The samples taken phown "ND" as listed here in EMLab P&K Laboratory report. No abatement work will be requiied in these areas. This report is limited only to the areas these 15 samples wer€ taken. A. Samples / Meet Colorado Regulation 8 / IV.E.3.b None B. Samples / Meet Colorado Regulation 8 / IV.E.3.a None Note: Recommend Point counting when the Lab report shows TR (Trace) asbestos, this is to show whether samples meet eitler section in Colorado Regulation 8 (IV.E.3.a or IV.E.3.b). IV.E.3.a- a homogeneous area is considered not to contain ACM only if the results of all samples required to be collected from the axea show asbestos in a amounts of one percent or less. IV.E.3.b - a homogeneorui area shall be deterrrined to contain ACM based on a finding that the results ofat least one sarnple collected from the area show the asbestos is present in an amount greater than one percent. Abatement work will need to be abated in these areas, which meet Colorado Regulation 8 / IV.E.3.b. If, there is any other area the client or contractor plans on doing work, those areas should also be tested. This report is limited to these 15 sarnples areas taken or other areas outline in the report as writlen "suspected A Observations (Visible Inspection): The house was built in 1981. No vinyl tile on flooring (wood & concrete), Electical wiring is 12 gauge and newer. FIVAC is metal plrrms & duct workings, no boiler. Mechanical Plumbing is all copper tubing / seams - no gaskets within the system. Ceiling and Walls - is all homogeneous (Wall board). Notice Limitations: Our goal is provide information and scientific data as to the environmental condition on the date and at the time of this inspection. We provide you with the findings, any laboratory analysis results you authorized, and ofler our opinions and site references ifrequested but CEA does not accept responsibility over the interpretation of the data. An inspection of normally accessible areas was made in accordance with the requested scope of work. Due to the limitations of the physical inspection process, CEA csnnot report or accept responsibility for materials or conditions that may exist in the areas that were not inspected and included in this report. This report cannot warrdnty the absence of microbial growth in areas not inspected, and is limited to areas inspwted as listed in this report. This inspection is not intended to be technically exhaustive and is not to be used as a guarantee or warranty, expressed or implied, regarding the adequacy, perforrnance or condition of the inspected structure. This report is subject to the limitation as agreed in writing. Credential s/Certifi cations : Greg Sellars: Certified Mold Inspector, Asbestos conhactor, Certified & Licensed Asbestos Building Inspector, EPA Certified in Air Monitoring Specialist. Amie Brockmire: Certified Mcrobial Consultant, Board Certified through American lndoor Air Quality Association. Certified in Microbial Remediation and Protocols, Hazwoper Class "A" Certified. ATI Certified in Mioobial MVOC and VOC'c). Instructor in Mold Remediation & Sampling. *FEMA" Qualified lnstructor First Response. Certified in Allergen lnvestigations. Certified in Water Restoration and Odor Contols, Certified & Licensed Asbestos Building Inspector & Management Planner. If you have any questions please feel free to call Amie / (303) 547-8903 or I at (303) 562-8354. Greg Sellars CMI, Asbestos Conhactor, ABI, AMS Arnie Brocknire cMc, cMI, CMRS, OCT' WRT Hazwoper Certified ABI Client Colorado Enviro-Assessment. LLC CiO; Mr. Arnie Brockmire Re: Vail: Potato Patch ASBESTOS PLM REPORT: EPA METEOD 600/R-93-116 14500 Trinity Blvd., Suite 106, Ft. (866) 465-66s3 Fax (858) 569-5806 Date of Samplng: 07 -12-2007 Date of Receipt : 07 - 12-2007 Date of Report : 07 -17 -2007 EMLab P&K Worth, TX 76155 www.emlab.com Total Samples Submitted: Total Samples Analysed: l5 I5 0with C Lgb lD-Vcrsioat : 1354558- I Lab lD-Vsrsioot : 135455 7-l lrb lDvqsiod: 1354556-l kb lD-Vctsiort: 1354555-l The results relate odv to |he iteDs lcsted lnterpretation is lcft to tb€ company aad/or persons wbo coaducted thc field work The lest rcpoi il"lt-.oi* t"proO""id exccpt in firll, without inittco approval ofthc bbbrat6ry. Tbeicporl must ool be uscd by the clieni lo claim Prcducl certification, approval, or endosernent by NVLAP, NIST, or any agency oflhc federal govemmint. All samoles were rcccived in acceotable coadition unless o6crwisc loted- EMLab P&K rescrves the righl to dispose ofall samples afler a period o?thtty (30) days, accordiig to all state and f€deral guidelines, unless otherwise specifed Inhomogenous sarDples arc s€peraled into homogenous subsamples and arulyzed individually. ND means no fiben were detected Whcn detected the minimr"p detectiotr and rcpofiing limil is less tlnn lol. u ess poht counting is performed. I A 'Venion" greater than I indicales amended data. o , , EMLab lD: 310829, Page I of 4 Location: L2001. Main floor wall Sample Layen Asbestos Content White Textue ND Whit€ Drywall ND Composlte Arbestos Fibrour Contetrt:ND Composite Non-Asbesto r Fibrou! Content:2(P/o Cellulose Sample Composlte Homogeneig:Poor Location: L2002, Main floor wall Sample Layers Asbestos Content White Textwe ND White f,hywall ND Composlte Asb$tos Fibrous Content:ND Composite Non-Asbestos Fibrous Content:2trlo Cellulose Sample Composlte Homogene!!4 Poor Locadon:Main floor wall Sample Lryers Asbestos Content White Texture ND White Drvwall ND Composlte Asbestos Fibmus Content:ND Composite Non-Asbestos Fibrous Content:2fflo Cellulose Sample Composlte llomogeneity:Poor Location: LC00l. MF Sample Layers Asbestos Content White Texture ND White Dhywdl ND tomposite Asbestos Fibrous Contenh ND Composite Non-Asbestos Flbrous Content3 20olo Cellulose Sample Composite Ilomogeneih Poor IV'E'3'b - a homogeneols area shall be detemrined to contain ACM based on a findingthat the results ofat least one sample collected from the area show the asbestos is present in anamount greater than one percent. Abatement work will need to be abated in these areas, which meet Colorado Regulation g /Iv'E'3'b' I{ there is any other area the client or contactor plans on doing work, those areasshould also be tested- This report is limited to these 15 sanples areas taken or other areas outlinein the report as written..suspected A Observations (Visible Inspection): The house was built i. ry91. No vinyl tile on flooring (wood & concrete), Electrical wiring is 12gauge and newer. IIVAC is metal plums & duct workings, no boiler. tr,te"ta"i"a ftumUin! is Atcopper tubing / seanN - no gaskets within the system. Ceiling and Walls - is all homoge-neous(Wall board). Notice Limitations: Our goal is provide infomtation and scientific data as to the envirorunental condition on the dateand at the "'ne of this inspeclion. We provide you with the findings, any laboratory analysisresults you authorized, and offer our opinions ani site references ir.Jqu"stea, but CEA does notaccept responsibility over the interpretation of the data Aa inspection of norrnally accessibleare€$ was made in accordance with the requested scope of *ork. Du. to the limitations of thept y:ig inspection process, - cEA cannoi r"port o, a"c"pt ,"spo*ititity ro, materials orconditions that may exist in the areas that were not inspected and included in this report. Thisreport cannot warranty the absence of microbial growth in areas not inspected, and is iimited toareas inspected as listed h 9t report. This -inspection is not intended io be technicallyexhaustive and is not to be used'as a guarantee or wananty, expressed or implied, regarding the 1!egua!Y, perforrnance or. condition of the inspected stucture. This report is subject to thelimitation as agreed in writing. Credentials/Certifi cations : Greg Sellars: Certified Mold Inspector, Asbestos contractor, Certified & Licensed AsbestosBuilding Inspector, EpA Certified in Air Monitoring Specialist. Arnie Brockmire: Certified Microbial Consultant, Board Certified through American tndoor Air Quality Association. Certified in Microbial Remediation and Protocoli Hazwoper Class ,.A,, Certified' ATI Certified in Microbial (MVOC and VOC'o). Instructor in Mold Remediation & l*P-!h-g' "FEMA' Qualified Instructor First Response. Certifred in Allergen Investigations.Certified in Water Restoration and Odor Conhols, Certified & Licensed Asbestos nuitaingInspector & Management Plattner. If you have any questions please feel free to call Arnie / (303) 547-sg03 or I at (303) 562-g354. Greg Sellars CMI, Asbestos Contactor, ABI, AMS Arnie Brochnire CMC, CMI, CMRS, OCT, WNr Hazwoper Certified, ABI Clieot Colorado Enviro-Assessmetrt. LLC C/O: Mr. Amie Brockmire Re: Vail; Potato Patch ASBESTOS PLM REPORT: EPA METHOD EMLabP&K 14500 Triniry Blvd., Suite 106, Ft. Worth, TX 76155 (866) 465-6653 Fax (858) 569-5806 www.emlab.com Date of Sanpling: 07 -12-2007 Date of Receipt: 0'l - l2-2Q07 Date of Reporu 07 -17 -2007 600/R-93-116 Locatiotr: LC002. MF Lab ID-Vcrsiod: 1354554-l ple Layers Asbestos Content White Texture ND White fhvwail ND Composlte Asbertor tr'lbroor Conteut:ND Composite N on-Arbesto r Flbrour Content:20lo Cellulose Sample Composite llomogen€lty:Poor Location: LC003. MF . lrb lD-Vccsionl: 1354553-l Sample Layers Asbostos Content White Textue ND White Drvwall ND Conposlte Asbestos Fibrous Content:ND Composite Non-Asbestos Flbrous Content:20lo Cellulose Sample Composlte Homogenelty:Poor Location: FIl, Floor Location: FT2. Floor The results relale only to th€ it€ms tested lnterFetation is leff to the compalry and/or persons who corducted the ficld work. Tbe test report shall not be reproduced except in firll, without writtcn approval ofthc laboralory- The report must not be used by the clietrt to claim product certificaiion, approval or endorsement by NVLA!, NIST, or any agency ofthe feder.l goverruncnt. AII samples were received il acceptable condilion unless othcnyisc Dotcd. EMLab P&K rcscrves thc right to dispose of all samples after a period ofthirty (30) days, according lo all stale and lideral guidelines, ur css olherwise specified lnhomogenous sarnples are seperaled into homogenous subsamples and analyzed iadividually. ND means no fib€$ w€rt detected- When detected thc m;nimrm detection a.nd reporting limit is less than l7o unlcss poinl counting is pcrformcd. Iab lD-Versioat: 1354551 Lab ID-Vcrsionf: Sample Layen Asbestos Cortent Dark Gray Grouting Material ND Composite Asbestoc tr'ibmus Content:ND Composit€ Non-Asbestor Flbrous Content:5% Glass Fiben Sample Composite Homogenelty:Good Sample Layers Asbestos Content Black Gmutins Material ND Composite Asbestos Fibrous Content:ND Composite Non-Asbestos Fibrous Content:ND Sample Composite Eomogenei Good Location: TT3. Floor l"ab lD-Vsrsiool: 1354550- Sanple Layen Asbestos Content Blabk Groutins Matef,ial ND Composlte Asbestos Fibrous Content:ND Composite Non-Asbestos Flbrous Contents ND Sample €omposite llomoseneltv:Good I A "Venion" grearer |bal I indicales amended data.EMLab ID: 310829, Page 2 of4 Client: Colorado Enviro-Assessment. LLC(YO: Mr. Arnie Broclcnire Re: Vail; Potato Patch ASBESTOS PLM REPORT: EPA METHOD EMLab P&K 14500 Trinity Blvd., Suite 106, Ft. Worth, TX 26155 (866) 465-6653 Fax (858) 569-5806 wwwemlab.com Date of Sampl ing: 07 - 12 -2007 Date of Receiptl. O7 -12-2007 Date of Report 07-17-2007 600/R-9!116 Location: HVACI, IIVAC insulation l"lb lD-Vcrsioa]: 1354549- Sample Layen Asbestos Content Silver Foil Wrap ND Yellow Insulation ND Conposite Arbectoc Flbrour Content:ND Composite Non-Asbestos Fibrous ConteDt:85% Glass Fibers S'Ir|ple Comllositc Homogenelty:Good kb lD-Vcrsio$: 1354548-l Location: Location: L3001. WB BR ttVACS, HVAC insulation Lob ID-V6siod: 1354547- Sample Layers Asbestos Content Silver FoiI Wrap ND Yellow lnsulation ND Composite Asbestos Fibrour CoDtenC ND Composite Non-Asb$tos trIbmus Cotrtent:85% Glass Fibers Sample Composite Eonogenelty:Good Lab lD-Vcrsionl: 1354546-l ample Layen Asb€stos Coltent White Texture ND Whit€ Joitrt ComDound ND White Drywall ND Composite Asbestos tr'ibrous Content:ND Composite Non-Asbestos Fibrous Contentl 2fflo Cellulose Sample Composite Ilomogeneltv:Poor Location: L3002. WB hall Lab lD-Vgtsiont : 1354545- Sample Layers Asb€stos Content White Texture ND Composlte Asbestos Fibrous Content:ND Composite Non-Arbestor Flbrous Content:ND Sample Composite Homogeneity:Good The-rcsults relaie only ro tbe items tested. Inrerprchtim is left to thc company and/or persons who conducled the field worlc The t€sl Eport sball:rot bc rcproduced cxcept in firll, withoul ivritten approval ofthc bb6raiory. Thc'report must nol be uscd by thc clienl io claim proiuct certifcation, approva! or etrdos€meDt by NVLAP, NISt, or any agcngr ofthe-fcderal lovernmenr. All.sarnp-lcs wcre- rcceived in accepable condition unlcss othcrwisc uoted EMLab P&K reserves tlre dght to dispose of all samplcs afler a period oftbirty (30) days, according io dl slate and federal guidelines, unless otherwise specified- Iphomrcgelous.sapples are seperated into honogenous subsamples and analyzcd individually. ND means no fibers were detecled. Whe! delcc'ted, the m;"i-n- detection and lEponing limif is lcss than' I o/o unlcss p-oint counting is 'performeA I A "Venion" greater tban I indicates amended data. EMLab ID: 310g29, page 3 of4 Client: Colorado Enviro-Assessmenl LLCC/O: Mr. Amie Brockmire Re: Vail; Potato patch .^ IJf QQ rriniry Blvd., Suite 106, Ft.(866) 465-66s3 Fax (858) 569-5'806 Date of Sarnpl lng:- 07 -12-2007 Dale of Receipt: 07 - 12 -2007 Date of Repon : 07 -li. -2007 EMLab P&K Worft, TX 76155 www.emlab.com Lsb ID-Vcaiod: 13545,9-l The-rcs'll( relate oDly to tbe items tstcd.,Iltcrprctation is left lo thc company and/or persons who conducle<t lhe field work rhe tcst reDortsrau rot be rcproduced cxcept itr ftll, witho-ul-itritr.o "pp-""ioiti" fu;"a;"y. n"i"p.rr -,riioolu-.ila uy ttre clicnr to crain pmductcenrncabon, apploval or endorscmerr by Nvt_.,cp, Ntii,.i-y "firi7.rm,i.ii.i;;";;;. . * - All samples wcre rcceived in acceo- Lblc condition unless othcrwisc norcd. EML:b p&K reservcs thc right to disposc of all samples aftcrapenod oftbirty (30) davs, accordiig ro a[ srare and fd;rai cuiirli;;; "d.., "rherwise specifed. LnhomoseBous samples are scDcrated into hgEog€rous subsamplcs and anal)"cd irdividoally. ND rneans tro fibers w€re d€tectcd" whenif ff hli:ffi :'-H#1"fi"H.H#g;g"ff ffi"il;f, "*;'"ili";;ifisT'o#;;ffi '" ,, EMLab tD: 310829, page 4 of 4 **\1,'#vffi iv, STATE OF COLORADO ASBESTOS CERTIFICATIOI{* Colorado Department of public Heatth and Environment Air Pollution Control Division This certifies that Arnold C Brockmire Certification No: 13745 has met the requirements of 25-7-507, C.R.S. and Air eualityComrnission Reguiation No, g, part B, and is hereby certified state of Colorado in the following discipline: Building Inspector* Issued: I0/2/2006 Expires on: l0/ZlZ007 -- ll12 *yuli**.^ r'atid ontl,with rhe possession of a(eftutcuriott itt the litcipline ryecilietl ubuve. Control by the 1.J current Division-approyel trqhri E course '--.-:T:.' ",f Ittltt*t****altatf+aatfffaaaaat***a*a**'|t't*l|t*'}l*aa+**a*f*l't*taa*t+*'}*lftt****'}*'}'}lffff***tf TOWNOFVAIL, COLoRADO StateNne0t +ttfafa+t*a*aa*aaa'.*l*a****a**+**aaa+fl****+***'}aaafa*f**a!a+ltala++{t**++*l**ff**fllfa**a**aagtatenent lfirnber: RO7OOO1755 lmount: 94,000.00 O9|O4/2OO7O4:15 PM Payment Dlethod: Check POTATO PATCIT LLC CASHIERI' CHECK PermLt Nos BO7-O292 1'1pe: llEW (SFR,P/S,DI'P) PERr,Er Parcel No: 2101-053-OXO2-5 SitE Addreaas ?89 POTATO PATCH DR VAII, Iocaeion: 789 PC,llATCl PATeH raits ils Notation: 6LOO65/789 Total Feea: 912,631. 04 Tota1 eLL Pnt6: 54,000.00 Current Pmts lrhLa PaymenE: S4,000.00 Balance: 98, 631 ' 04 *aaaa****llllaflllt*t+*ttatatt*tt*aaat{rtlaaafa*ta**{'a{'{r+l++tlllaaf*attlla*aa*+atttl**1"}*'}'}*'} ACCOI,JNTITEMIJST: Account Code Des cription PF OO1OOOO31123OO PIAN CHECK FEES 4, 000.00