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Home My WebLink AboutINDIAN CREEK SOILS REPORTf' FIL E COPY TOWN OFVAIL 75 South Frontage Road Vail, Colorado 81657 303-47e-2 I 38 / 479-2 I 39 FAX 303-479-2452 March 23, 1995 Departnent of Community Deve lopment Mr. Mark R. Ristow Executive Vice President FirstBank of Vail 17 Vail Road Vail, CO 81657 RE: Hazards aflecting Indian Creek Townhomes' Building #2, Lot A'1' Block A, Lionsridge Subdivision, Filing 1, 1139 Sandstone Drive Dear Mark: Michael Lauterbach has asked me to send you this letter for the purpose of documenting the environmental hazards which affect the above referenced property. The property is located within the medium and high severity rockfall zone and the high and moderate debris flow zones' The property owner hal hired a professional Geologist to review the site and recommend mitigation ineisuies aimed at reducing the risk of rocks and/or debris reaching the residences (see attached copy of letter lrom Nicholas Lampiris, Consulting Geologist, to Mike Lauterbach dated May 20' 1993). I hope the information contained in this letter is what you needed from Mike, however if you have any questions or comments, please do not hesitate lo contact me at 476-2138. Sincerely, / / fuC,','6i{@ Jim Cumutte Senior Planner cc: file enc: Lampiris letter vJ / zL/ v;, lurr/ i. 8{5 58iI6 {rT a/es.ao e4 HouFq llay 201 1?.?s t03o SGTI:\C Nioholas t,ampirfs, ph.D. ooNsul-nNc etolocrsT 0]6c tNcllc'(ll llt{E SILT. @LORADO &66E 16 001 lt' R[CD\\u'{ 2 \ \99$ llike Lauterbach PB Ecx S4StVeil, CD 81658 REi Lots.A-1, A-Zl Llon.E Ridge gubdtvlsion Deer I'h. Leut:rbachr I have revlewed the two lots (eix units) ag ehown on theacE.orpanyrng matr-f6r purFoses of Rock Fall ar,J-oeorrs Flon revie+tfor the Tcwn of Vail. The six srt* r,aG1"en iiJ="" to be outq{'the ceBrus ran cnanner. The drivew;t;;i--;i; anct cross thefen, ho*ever. This is ln a roeatron where the ridges, contarning the Eource of.Fotent'lel falltn_E rccksl are at a liw ievet *iin'iesp.ct to thagites, Roeks wllt reae,h the sites, but. if they i", will hava.lltt-le energy. Few unetable'rockg Grcur sbcve this propo=ea 1?":1?er*tr.tr but on the western rtdge, raree ;";l; shoutd be€tebilized or renovedl mltigation +6r'rock-lait-s'nourg be at thercrr of each rinit Hhere a 3 llz foot consrete stern narl should beconstructed to :t least 3@ pounds per squere foot rtrengtrr ancbt protected with en€rgy absorptiva roeteriat sueh es log ridlng-i.or fny dssrs or widor+s'in thi-s-rear tnteivtr, i :totrar r+atr (tnthe forra of e baffte) should be constructed to Froteet thts'cpanlng frosr rorring rocks. This wirt gi:airi "La,.." rock fatlheeard to the project. Txo berns 3hou1 d be--constructad, ls hre noted in the.ticrd; toprote<t the units dlrectly on either side oi lr,.-elrrv Hhtrh iEthe slte of debrie.flo* aitivity fronr ttoe tc ticne. Thesc bcrosarust be six {eet high near tne Lsildings eno-tap=i- to""rd thehlllBlde and they oust link thl nerr real- eorner of :gch unltrylth'the hirlgidt-r_thereoi noi-aiiowing ntrd to rcach the rear cfthr hooeg' Thir wirl &erF any fror. in their hrstoric pathr downth...l(isting'gully. itud'or debrie reachrng tne ciie warrc (thegarrg. tn both -1"i?t ean only E.ruse 'ornriar a.o,iel to a non-vttal portion of the hooe. the western bern "u"i-crcss an oldJerp rord to be n{fcstive and that roec =houl,cf bc noctlftecr toprcvant florg fron forlowlng lt tow:rd other po.-ronr cf thcdtvrlcpaent. 3 SGXINC Eoo4'' "tI The conrtruetion of tht6e unltr, or thr prcporad ottlgrtlenr HiIl no't lncnetle the.hezard to othar property or gtrustures, or topubltc rtghts-sr6-wey, bultdlrtgs, roldrl ttreeti, lerenents,.uttlittri or fecllttler or other prop:rtler of any lclnd. Eoilsanglnr'erlng rtudlat err rlready evelleblr end =ttll rpprogrlatefor thr3a sit:e. If therr lrr qqestleng ptrur contret oa. c o chen and associates, C O N S U LT I N G E N G I N lnc. EERS sontrcuiloArloll tllGllrlttlllG 96 SOUTH ZUNI SIIEET Dtxvll" colot^Do t0223 SOIL AND FOUNDATION INVESTIGATION FOR PROPOSED EARTH INTEGMTED SHELTERS LoTS A-.1 6 A-2 LloNs RtDGE, FILtNG #l vAlL, coLoMDo PREPARED FOR: oivnl wesreRN REALTY P.- 0. DMVER tl vAlL, coLoMDo 81657 toll71+7r05 FEBRUARY 6, I98IJoB N0. 2t,285 OfrlCEt: COIOIADO ttllxct COIOiADO ,, CU|XT9OD t' l{6t COIOIADO / CA5?lr. WYO INC I TABLE OF CONTENTS c0NcLUs loNs SCOPE PROPOSED CONSTRUCTION SITE CONDITIONS SUBSOIL CONDITIONS . FOUNDATION RECOHMENDATIONS FLOOR SLABS LATEML EARTH PRESSURES SITE GRADING -\ SURFACE DMINAGE H ISCELLANEOUS I I I 2 2 3 4 5 6 6 7 FIG. I . LOCATION OF EXPLOMTORY HOLES FIG. 2 . LOGS OF EXPLOMTORY HOLES FIGS. 3 . 5 . GMDATIOI'I TEST RESULTS TABLE I - SUI..I}.iARY OF LABOMTORY TEST RESULTS l I coNcLus l0Ns Subsol ls consist of dense, co€rse granular upper soils overlying col luvium and siltstonc bedrock. Numerous cobbles and boulders were Included In the soll proflle. Bulldlng foundations may be placed on spread footlngs deslgned for a maximum soil pressure of 51000 pounds per square foot. Upper granular solls are expectcd^to have an angle of lnternal frictlon of 35" to 40". Other soil- related design and constructlon detalls are dlscussed In the body of the report. . sc0PE The report presents thc resul ts of a soil and foundatlon investigation for the proposed earth lntegrated shelters to be located on Lots A-l and A-2 of the Llons Rldge, Flllng ll ln Vall, Colorado. Discussed In the report are the slte and subsoil condltlons, recommended type foundation, maximum soll pressure, lateral earth prcssures and other sol l-related design and construction deta | | s. PROPOSED CONSTRUCTION We understand it ls proposed to construct the residences wlth the uphill slde dug into thc hlllslopc. Relnforced esrth retalnlng structures wltl be used for the uphlll wall of'the unlts. A parking garage wlll be constructed at the lower end of thc sltc adJaccnt to Sandstone Drlve. A loop road wlll be graded to service thc structurcs, but no autornoblle traffic ls proposed. somc type of llft system from the garage to the units is proposed. lt 20 feet, but generally unlts. We assume thc spec i f lc site plan was o -2- is estimated that the maxlmum cut could be up to the cut wlll be on the order of l0 feet for the foundaiion loads wlll be relatlvely llght. No avallable et the tlme of thls study. ) SITE CONDITIONS At the time of our Investigatlon, the site was vacant. The ground was covered wlth grasses and weeds and some aspen and oak. The ground surface slopes down steeply to the southeast with a maximum d I fference In elevatlon of almost lO0 feet across thc site. The slopc varlcs from 2516 to \5%. Bedrock crops out above the site. Some loose blocks occur wlthin the study lots; however, these do not aPPear to bc of recent origin and no recent rockfal I ls evldent. Southeast of the slte are numerous condominlums four to f ive storles hlgh and of falrly recent constructlon. They appear to be In good condition from a foundatlon poiht of view. We understand excavatlon for sorp foundatlons encountered large bou I ders. SUBSOIL CONDITIONS Slx test holes werc drllled ln buitdlngs to determlne thJlubsoll are generally falrly conslstent but depths of layers. lt appears that the gcneral area of the proposed condlt,lons. The subsol I condltlons .rary considerably In gradatlon and Test Hole 4 encountered bedrock at a ,..\:l -3- depth of I feet. Drllllng was extrernely difflcult bccausc of numerous cobbles and boulders. Practlcal rlg refusal was met In all the holes. Several of the test holes were offset and redrllled to obtaln a greater depth. A trall was dozed for our access. The test holes were drllled on thls trall and start 2 to 3 fect below the orlginal ground surface. In general, thc subsolls conslsted of a shallow,4 to 5 feet deep, loose layer of soll overlylng a dense to very dense sand, gravel and cobble stratum. Two of thc tcst holes cncountered a dlfferent type stratum below the coarse granular solls. ln Test Hole 2 a sl ltstone mlxed colluvium was apparcnt and In Test Holc 4 apparently a slltstone bedrock formation was encountered. Thc col luvium materlal conslsts of slltstone pieces In a sllt and sand matrix. Presence of large cobbles and boulders was Indlcated by the dlfficult drilling condltion and the presence of large rock on the surface. Gradatlon analysls of samples obtained from the standard spllt spoon are shown on Flgs. 3 through 5. These represent only the l* Inch fractlon of matcrial rccovered in thc sampl ing process. No free water was encountered In the test holes at the tlme of drl l l ln9. FOUNDATION RECOHHENDATIONS Spread footlng type foundatlons appear to be rnost feaslble for thls slte. The followlng dcslgn and conltructlon dctalls should be observed: -4- (l) Footlngs placed on firm, undlsturbcd solls or rock may be deslgned for a maximum soll prcssure of 51000 pounds per square foot. Generally, these solls are capable of supportlng higher Pressures; however, I lmltatlons are in order because of the steepness of the site and thc varlable naturc which may be cncountered throughout the project area. Footlngs wldths should bc a minimum of 24 inches , for square footlngs and 18 Inches for continuous footings. (2) Continuous foundatlon walls should be well reinforced top and bottom to span an unsupported length of at least l0 feet. (3) Footings should be placed on undlsturbed soil. We suggest that the excavations for foundations be inspected by a representative of the soiI engineer. llhere solls arc dl sturbed by excavatlon such as remova I of boulders, the footlng should be extended to lower, flrm soll or compacted backflll placcd to the deslred grade. (4) All exterlor footlngs should be placed below the frost depth. {5) Footlngs should be placcd back from the edge of the slope at least , 5 feet. We assume that no footings will be placed on downslope n fill materlal. FLOOR SLABS a'The upper'natural solls are capable of supportlng nnderately loaded floors. Slab-on-grade constructlon ls feasiblc. Wc suggest that floor slabs be separated frorn bearlng walls and columns with an expansiorl 'r i- ') o -5- joint. Slabs should be provlded wlth adequate constructlon Jolnts to reduce damage due to shrinkage cracklng. A level ing course of gravel may be requlred below the floor slab to provlde a working surface for cast i ng. LATEML EARTH PRESSURES The uphill sldc of the bulldlngs wlll serve as a retelning wall. We understand that thls wlll bc constructcd by the reinforced carth technique. The upper granular soils appear to be sat lsfactory for use as backfill, Col luvlum and slltstone may contain cxccsilve flnes for this type of construction. The uppcr coarse granular soils can be expected to develop an angle of intcrnal friction of 35o to 40o when compacted to at least 958 standard Proctor denslty. For standard cantl levcred walls whlch can toleratc somc rotatlon to develop actlve pressures, we suggest lateral earth pressures be calculated on the basis of an cqulvalcnt fluld welght of 35 pounds pcr cubic foot where the backfill surface ls level. Where the backflll surface slopes up steeply then an Increase In this pressure ls reconrnended. For the approximate 2:l natural slope, this should be lncreased to 55 pounds per cublc foot. Reslstance to slldlng c.n bc takcn as.5 tlmes thc normal dead load. Passive earth pressure can be calculated on the basls of an equivalent fluld welght of 400 pounds per cublc foot. i.. -, -5- ] SITE GRADING We assume that some slte grading such as cuts wi ll be requl red both for the acccss road and the building slte ltsclf. We believe that the maJorlty of the materials encountered in our exploratory holes can be excavated wlth conventional equipment. The slltstone In Test Hole 4 appeared to be hard and may requlre a rlpper or llght blastlng In confined excavatlons. Cut slopes wlll stand temporarl ly on the order of l:1. Permanent slopes should be not stceper than 2:1. :' lf fltl is proposed for the development, lt should be placed on a prepared surface. Thls conslsts of removlng vegetation and benchlng the present slope to recelve thc fill. General overlot grading shoirld be compacted to at least 90? of stand€rd Proctor density. Flll to support floor slabs should be compacted to at least 95t of standard Proctor density. We do not recomrnend a combinatlon of f||| and natural soils for foundation support. Thls could be accompllshcd satlsfactorlly lf special attention ls glven to thc placcment and compactlon of thc flll. On-site soils are sultablc for use as flll throughout the arca. Sorrc selection of matcrl€l may bc needcd for thc relnforced earth technlque. SURFACE DRAINAGE It ls lmportant bulldlng sites. Thls that may surfacc dralnage bc dlrected away from the require swalcs Ei diverston ditches above the .t -7- units. ln addltlon, the followlng detalls should be observed during and after construct lon: (l) Excesslve wettlng or drying of the foundatlon excavatlon should be avolded durlng construct ion. (2) Backfill around the foundation should be moistened and compacted to at least 90? standard Proctor denslty. (3) The ground surface surroundlng the exterlor of the bulldlng should be sloped to drain away frorn the bullding in all directions. We recornend a minimum slope of 6 inches in the flrst l0 feet. (4) Roof downspouts and dralns should dlscharge well beyond the limits of all backflll. I.t I SC ELLANEOUS This report has been prcpared In accordance with gencral ly eccepted soil and foundatlon englneerlng practlces In thls area for the use by the cl ient for deslgn purposcs. The concluslons and reconrnendatlons submitted in this report are based upon the data obtained from the exploratory holes drlllcd at thc locatlons Indlcated on the exploratory hole plan. The nature and extent of variatlons between the exploratory holes or areas outslde the drllllng may not becorne evldent untll excavatlon ls performed. lf, durlng constructlon, soll, rock and ground water condltions appear to be different from those dcscrlbed herein, thls :.t t 't ') -8- offlce should be advlsed at.oncs so that re-evaluatlon of thc recommendatlons may bE made. We reconmcnd on-slte observatlon of excavatlons end foundatlon bearing strata by a soll cnglneer. CHEN AND ASSoC|ATES, tNC. Rlchard C. Hepworth, P.E; - RCH/Jahcc: l,lathews Assoc latesAttn: Hr. Gary Larson By 5ca 1.. l,'.40' ''-_\ €- ---. --_=:::=": '---'-- -' I 42t,285 LoCATlot{ 0F EXPLoRAToRY HoLES Flg. I (- lbt. lr E 1..302 Hol. I 81..256 of I-'1 I'l-1 '1I rol J I'1 1-115- I-1 1..1'l -l I I.5-1 ll3o-1 l I 135-J W II tltl ffi w V) 11 VT vil a I I l t=zt rd VAVlzvn hl llii'li, Pr-r3 vl_,,,oDI ncfusal flfl "'-oo''Fl- Fh,o,, ra:r"e3 W=,rr,, ffiH' I 5014 UC.z. I -zO0.23 LLr27 P l-9 17/ t2 uC-6.0 -200-45 LL-31 P 1.6 !!9C!9r H *i,l::,,ii;riil Hilil liiii,ii lillt,t:5lko - r.dd | 5h-brord- ffi cravol (cC-G|t) cl.ycy to 3llty, slndy, nur.rour cobbl€!, [!lt dcnrc to very dcnre, bro&n. r? Sl ltttonc-dcrlved colluvlrn. qr.v.lly. vcrv flrn. fl s.tt to broi.n. Tett llo16 4-pri'srlbly-illtrtooc bddrock. L Dlsturbcd rtandard rpllt spooo 3ar|Plc. ThG ry{|$ol 21,/t: I Indlcates th.t Zl blor,t of a llo-pouad hrnrr falllng I- J0 Inchcs ncre rcqulrcd to drlvc thc a glcr t2 lnch.r. I ['l Olrturoca augcr cuttlng3 ssplc.r" - Indlclt$ dcpth .t rrblch hol. crv.d. I lrral".tor practlc.l rlp rofurrl on €obblc!.' Alro Indlc.t.! iilltlpl. attqnptt on sd|. hol.s, !E: L Tort holo! rcrc drlllcd or Jrnu.ry lq, 15 .nd ;rrOrlth r lr-lnch dla.trr ponar aug.r. 2. Elavatlon3 !r. .pproxln.t. lnd r|cr! tak.n frgn coitours on p l.n provldGd. J. FrcG v.atGr w.r not oncountcrsd ln the holct at tha t Inc of drllllng. 4. l,rc - Uatcr Contcnt (X) 3 LL - Llqutd Llmlt (%); Pl - Pl.rtlclty Inircx (%); -200 - P.rc.nt P63tln9 llo. 200 Slavc r5 20 25 ,0 ,5 221t2 54/ l2 ll0-5.8 -2m-24 50lo soto.25 112t,285 loos Or eXrtUUrmY mL€S ilg, o c hen and associates. in o c. 7 HR. 15 MtN. HR. MIN '1@ '50 'ac'30 OIAMETEN OF PARTICLE IN MILLIMETERS SANO 25* c I ayey 33 x srLrANo cLAy 20 % PLAsrrcrrY rNoEx 5 % gravel FRoM Hole I at depth 19r OIAMETEN OF PARTICLE tN MILLIMETERS 9oo 60 MtN. r9 MrN 4 MrN. 't MrN. CLAY TO SILT GRAvEL \7 x LIOUID LIMIT SAMPLE oF Silty 4= z 2 op 70 80 $ ?HR r5 MtN 'rm 'so ..0'3o .to 't9o rrt' 3- 5- 6- .0.2 2 o z c z I c 60 MIN I9 MIN /I MIN. I MIN CLAY TO SILT GRAVEL 48 r LIOUID LIMIT SAMPLE oF silty h SILT AND CLAY PLASTICITY INOEX % depth J' Fig z_ 50E z €oo 70 SAND 37 yr t5 atclayey gravel FRoM Hole 2 GRADATION TEST RESULTS 21,285 60 MlN. 19 MlN.,l MlN. I MIN GRAVEL 25% LIOUID LIMIT SAMPLE oF Silty hen and associates, in SANO c I ayey o c oc. HR.7 HR. r5 MrN. to m 30 ao 50so a0 o z z o oz z ot (, z_ z (J 4l % srLr AND cLAy 34 % PLAsrrcrrY rNoEx % gravel FRoM Hole 5 at depth 18' 60 MrN. l9 MrN. a MtN. I MrN.'1@ '5o 'ao'3o .16 a .lag .297 | .590 L CLAY IO SILI GRAVEL 5 LIOUIO LIMIT srnele or VerY 21 ,285 * SAND 50* 3rsilty clayey u2 OIAMETER OF PARTICLE IN MILLIMETERS !t srLr AND CLAY \S % PLAsrcrw rNDEx 5 % sand FBoM Hole 6 at depth 3' DIAMETER OF PARTICLE IN MILLIMETERS HH GRADATION TEST RESULTS Fig HB. 7 HB, MrN r5 MrN. 60 MrN. i9 MrN.4 MlN. .m5 000 .0r9 CLAY TO SILT OO chen and associates, inc. '1@ '50 '40'30 'lG .,t 0t't .0a2 2.o OIAM€TER OF PARTICLE IN MILLIMETERS z 2 o c oz Fz () A @ 50 ao o z F z 60B 70 60 30 HB 7HR 15 MIN GRAVEL 3l % SAND 47" stLr ANO CLAY 24 X Lrouro LrMrr * ,ao"r,ctrY rNDEx % SAMPLE oF Clayey-si. lty. gravel ly FRoM Hole 6 at depth l8' sand fO MIN 19 MIN I MIN- I M'N 'l@ '5o 'ao'3o r'tr' 3- 5'5" .oE 508 z 60() GRAVEL I' LIOUID LIMIT SAMPLE OF !6 SILT ANO CLAY PLASTICITY INOEX FROM DIAMETER OF PARTICLE IN MILLIMETEFS 2t ,285 GRADATION TEST RESULTS Fig CHEN AND ASSOCIATES TABLE I SUMMARY OF LABORATORY TEST RESULTS Job No. 2l ,285 HOLE OEPTH (F E ET) NATU RAL MOISTU R E lv"l NATURAL DRY DENSITY (Pcr ) ATTERBERG LIIIITS UNCONF IN EO COMPRESSIVE STREN GTH (PsF) TRIAXIAL SHEAR TESTS Percent Pas s i ng No, 200 Sleve SOI L TYP ELr0ur0 LITIT (Y,l PLAST tcl TI TDEX 1.t"1 DEV IATOR STR ESS (PsF) CONFINING PRESSUR E (PS F) I 4.0 6.9 32 r3 Sand, clayey r4.0 12.2 43 Sand, clayey I t9.0 t.9 25 6 20 Sl lty clayey gravel- 2 3.0 2.5 t5 Sllty clayey gravel 23.0 6.9 33 tl 3l S I I tstone l+3.0 2.1 27 9 23 Sand, clayey 5 t8.0 3.2 34 Sllty clayey gravel 6 3.0 6.0 3l 6 45 Sand, clayey | 8.0 6.8 24 Sllty clayey qravel ta! CA-. DESIGN CRITERIA: Roof Live Load Floor Live Load Deck Live Load 80 psf 4O psf lOOpsf Basic Wind Speed 8O mph 1 1991 Seismic Zone UBC Edition FOUNDATION DESIGN: a. Design of individual and continuous footings is based on a maximum allowable bearing pressure of 3000 psf (dead load plus full live load).b. Footings shall be placed on the natural undisturbed soil, or compacted structural fill, below frost depth.c. Refer to report 21285 by CHEN & ASSOCIATES for additional requirements regarding soils.d. Provide continuous foundation drains around the perimeter of all basement walls and at the base of retaining walls. Contact soils engineer for details.e. Provide crawl space ventilation per UBC requirements.f. Soil conditions and types shall be verified by a representative of the soils engineer during excavation. Report any discrepancies from originalfindings to structural engineer for re-evaluation of foundation design. REINFORCED CONCRETE: Concrete design is based on the "Building Code Requirements for Reinforced Concrete" {ACl 31 8-891. Structuralconcrete shallhave a minimum 28-day compressive strength of 3000 psi. Concrete shall be proportioned using Type I cement. Admixtures containing chloride salts shall not be used. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of Concrete Practice. Anchor bolts for beam and column bearing plates shall be placed with setting templates. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and spaced at t0 bolt diameters unless noted otherwise. All exposed edges and corners shall be chamfered 3/4". Concrete coverage for reinforcing steel (ACl 318): Concrete cast against and permanently exposed to earth 3" Concrete exposed to earth or weather: #5 bar and smaller #6 through #18 bar Concrete not exposed to weather or in Slabs, walls, joists (#11 bar and Beams, columns ,,.qf#tfl* 1-112" 2" contact with ground:smaller) 314" 1-112" a. b. c. -d. e. f. g. h. REINFORCTNG STEEL: O a. b. a. b. c. d. c. d. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI Manualof Concrete Practice. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM Specification A615-79 and shall be minimum grade 60 exceptties, field bent bars where permitted by note on plan, or bars to be welded, which shall be grade 40. At splices in concrete, lap bars 36 diameters. Do not weld or use mechanical splicing devices unless specifically approved by engineer. At corners, make horizontal bars continuous or provide corner bars. Around openings and steps in concrete, provide (2)-#5's extending 2'-0" beyond edge of opening or step.e. Extend reinforcing steel a minimum of 24" through cold joints. Unless specifically located on plan or details, coordinate cold joint locations with engineer.f. Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a minimum of one full mesh plus two inches. Laps shall be wired together. STRUCTURAL WOOD FRAMING: e. f. g. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Dougfas Fir-Larch #2 and better, and all solid timber beams and posts 3" nominaf and wider shall be Douglas Fir-Larch #2. Studs shall be Stud grade and better Douglas Fir-Larch or Hem Fir. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2xG studs per plan and shall be nailed together with 2 rows of 16d nails @ 6" along each stud. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates placed directly on concrete walls or slabs shall be pressure-treated Hem Flr #2. Provide solid blocking at supports for wood joists and rafters. Within floor joist spaces beneath solid or built-up columns noted on plans, blocking of area equivatent to column above shall be provided. Except as noted otherwise, minimum nailing shall be provided as specified in the "Nailing Schedule" on the drawings (UBC Table 25-O). Unless noted otherwise, steel connectors such as those manufactured by the Simpson company shall be used to join rafters, joists or beams to other beams at flush-framed conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type U or Type HU hangers of a size specifically designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer for details as required. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load-carrying capacity and deflection criteria to TJI 25,35 or 55DF series joists in the depths and spacings indicated on plan. Provide blocking, bracing, web stiffeners and other accessories as required by the manufacturer. Laminated veneer lumber (LVL) headers and beams shall have the following properties: Flexural stress 26OO psi 1,80O,OOO psi h. Modulus of elasticity 1850 grain ------------- 2460 glue line (perpendicular to grain)750 psi 285 psiHorizontal shear Where two or three members are required, each member shall be fastened to adjacent members with two rows 16d nails spaced at12" o.c. unless noted. Where four members are required, they shall be fastened together with two rows of 1/2" diameter thru-bolts @ 24" o.c. unless noted. Framing notes: 1. Exterior Walls:A. All exterior walls are 2x6 studs @ 16" o.c. to a maximum height of 12'- 6", 2x6 studs @ 12" o.c, to a maximum height of 14'-6" and (2)-2xG studs @ 16" to a maximum height of 17'-4" unless otherwise noted. Cap with a double top plate installed to provide overlapping at corners and at intersections with other partitions. lf overlap is not possible, strap top plates with metal strap tie (Simpson ST292 or equivalent).B. Floor or roof framing members must be aligned to bear within 5 inches of the studs beneath.C. Provide 1/2" thick APA rated sheathing (plywood or OSB) rated 24116, exposure 1, at exterior face of exterior walls. Block all horizontal joints. D. Provide (3)-2x10 headers over all door and window openings unless otherwise indicated.E. At beam bearing locations in stud walls, provide multiple-stud posts equalto width of bearing member unless noted otherwise. 2. Interior Load-Bearing Walls:A. Interior load-bearing walls are minimum 2x4 studs @ 16" o.c. with 1/2" gypsum wallboard both sides unless noted otherwise. Cap with a double top plate installed to provide overlapping at corners and at intersections - with other partitions. lf overlap is not possible, strap top plates with metal strap tie (Simpson ST292 or equivalent).B. Floor or roof framing members must be aligned to bear within 5 inches of the studs beneath. C. Provide l2l-2x1O headers over all openings in wall unless noted otherwise.D. At beam bearing locations in stud walls, provide multiple-stud posts equal to width of bearing member unless noted otherwise. 3. Floor Construction:A. Provide 3/4" thick APA rated Sturdifloor rated at 20' o,c., tongue ahd groove, exposure 1. Glue and nail panels to all supports. lnstall sheathing with long dimension perpendicular to ioists and end joints staggered. 4. Roof Construction:A. Provide 5/8" thick APA plywood sheathing ftted 32116, exposure 1. Install sheathing with long dimension perpendicular to rafters or trusses and end joints staggered.B. Provide wind/seismic anchor at supports for all roof joists and trussed rafters. See nailing schedule. 5. Wind Bracing:A. Walls over 6 feet long which are sheathed with gypsum wallboard on both faces have been designed to resist wind forces in accordance with Tension parallel to grain Compression parallel to Compression parallel to Iv psi psi i. Table 47-l of the uBc.B. Screw 1/2" gypsum wallboard to all studs and to top and bottom plates with #8 x 1-118" drywallscrews at 7" maximum spacing.C. Exterior plywood or OSB wall sheathing is required unless specifically deleted by engineer. STRUCTURAL STEEL: a. b. Structuralsteelshall be detailed, fabricated and erected in accordance with the most current editions of AISC Specifications and Code of Standard Practice. Structuralsteelrolled shapes, including plates and angles, shallbe ASTM A36. Tube shapes shall be ASTM A5OO grade B. Pipes shall be ASTM A53 grade B or ASTM A501. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connections may be ASTM 4307. Bolt sizes shall be 314" diameter unless noted otherwise. Expansion bolts shall be wedge type with the following minimum embedments: 112" diameter ---- 2-112" 5/8" diameter ---- 3" 3/4" diameter ---- 4" All welding shall be done by an AWS certified welder. Delay painting within 3" of field welds until welds are completed. c. d. e. f. a. b. a. b. BACKFILLING: Do not backfillagainst retaining walls until supporting elements are in place and securely anchored, or adequate shoring is installed. Concurrent backfilling of each side of a retaining wall to final grades as indicated on plan or sections is required unless temporary shoring is installed. Verify type of fill with soils engineer and structural engineer prior to backfilling. GENERAL REOUIREMENTS: Structural erection and bracing: The structural drawings illustrate the completed structure with all elements in their final positions, properly supported and braced. The contractor, in the propersequence, shall provide shoring and bracing as may be required during construction to achieve the final completed structure. Contact structural engineer for consultation (not in contractl as required. Shop drawings: Submit shop and erection drawings for structural steel, miscellaneous steel, steel joists and girders, steel deck, masonry reinforcing steel, wood trusses, manufactured wood ioists and glue-lam beams to engineer for review prior to fabrication. Dimensions: Check all dimensions against architectural drawings prior to construction. Do not scale drawings. Construction practices: General contractor is responsible for means, methods, techniques, sequences and procedures for construction of this project. Notify structural engineer of omissions or conflicts between the working drawings and existing conditions. Coordinate requirements for mechanical/electrical/plumbing penetrations through structural elements with structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods used for c. d. lo construction shallte in accordance with the latest edition of the uBc.. e. Though every effort is made to provide a complete and clear set of construction : ,' documents, discrepancies or omissions may occur. Release of these drawings' anticipates cooperation and continued communication between contractor, architect and engineer to provide the best possible structure. NAILING SCHEDULE 2x floor joist to.girder, sill or wall plate ltoenaill 3 - 8d Fjoist to ohder, sill or wall plate ldown thru bottom chordl 2 - lod Sole plate to joist or blocking llace naill 16d @ 16' Top plate to stud {end naill 2 - 16d , Etud to sole plate 4 - 8d (toenaill or 2 - 16d lend naill Doubte studs lface naitl 16d @ 24' Doubled top plates (tace naill 16d @ 16" Top plates, laps and intersections (face naill 2 - 16d Continuous header, two pieces 16d @ 16' along each edge Continuous header to king stud ltoenaill 4 - 8d . Ceiling/floor ioists, laps over partitions (face nail| 3 - 16d Ceiling/floor joists to parallel rafters (face naill 3 - 16d Solid-sawn rafter to plato 3 - 8d toenails or Simpson H5 Fioist .after to plate ldown thru bottom chordl 2 - 12d Built-up corner studs ' 16d @ 24' ' Built-up beams leach member to adiacentl 1 6d @ 1 2' along each edge Plywood or OSB roof/wall/floor sheathing NOTES: 1 . The nails in this schedule are common wire or box nails. lf cooler, sinker, or other types of nails are used, contact engineer for required spacing and sizes. Z. lf staples are used, contact engineer for required spacing and sizes. 3. This schedule indicates minimum requirements for nailing. Where special conditions exist, use the specified nailing indicatod on the plans and details. 8d @ 6' along edges 8d @ 12'intermediate supports KRM CONSULTANTS, INC. P.O. Box 4572 vAtL, coLoRADO 81658 (303) 949-939r FN( (303) 949-t577 .,oB -.ND' sHEEr,.ro.za\F{EZ_TltAJs * JEP o^r. 41?-3,h€CATCUIAIED BY CHECKED BY ZoruNe<-rtot( f -#*€,uLE StMPSoxl Ltz= Zto s/^ztPso { Azt.Er 35W/ \NEE ST.|FFE^IE S/^^PSoN I'UT I + St,rafSo,rt l+t+vs Lto (VrrneSo,rt LuS+to tiIAAPS(2/V -zuT 3sl4 KRM CONSULTANTS, INC. P.0. Box 4572 vAtL, CoLoRADO 81658(303) 949-939r FAX (303) 949.rs77 "^."r*r.o"" \Ef) SHEET NO. ND I CHECKED BY tt:((-o loxlr, reE*tE.D "J G E- *,/ ,2V 2q 1Q"/,P,6 @46:,- ..+rt\ = _t o #snwl-s. YiL @48". 6', /Z\-+5-'= @{t -Tiap &BioD //t 7 L=\-84 N*ILS ,/ FER- BLkt"' P/+N€ t-. ,rlv a loo'-offi@ ag'-47 To, w+Lt_ l4'r t .$tr /ssDFe t:z ,, n?,*#3 "?.3!Jo,ry-.#s,s (px+r. ftGrz. @- lb L( z(z I-EDG"ER ttno\rlE/zs>e@b,t glt- r.O. FTr(a. o'-o 1-O.FL\t't/>. KRM CONSULTANTS, INC. P.O. Box 4572 vArL, coLoRADO 81658 (303) 949-939r FAX (303) 949.1577 sltEET i.ro.3Z *."r*r.o"" .\ F ^* */z3hs C}IECKEO BY 974-'t=7t-p KRM CONSULTANTS, INC. P.O. Box 4572 vAtL, coLoRADO 81658 (303) 949-9391 FAX (303) 949-rs77 c^.cr. r.o "" IEP-- o .. SHEET i|o. CHECXED AY DATE3/4't31Lg @ktY. T?E*re>Zy(oRorl ,>,d 'ftdA,B, s e-'AO " b?,";"62:q//t'-4//( : -4Fs:Dwl5. x 4'-1L @+b.b" ' 4'cpwe,3rJB ,1ll ', ;l .t . .14 rl. KRM CONSULTANTS, I P.O. Box 4572 VAIL, COLORADO 8T658 (303) 949-939r FAX (303) 949-L577 sHEETno. <4_ CALCULAT€O 8Y oo* Hzjfrt CHECKED BY 3/t'(scALE /'1-:lI-O ll+/b"N1rsD- TJTTLVa,@24 lq F IPST-JOl3r- 5A&/T'(?, J* sDr' /rS. y -.-a-zl,e+O': 'l /(l aoNtl-. TF5-,1,re> z{G re- wlb'Q x t6"4,8,'5 @*&'' Lz\-as:,t ZOA|-To72 <actr-- - x -x '- lo r0r$ I KRM CONSULTANTS, INC. P.0. 8ox 4572 vArL. cotoRADo 81658 (303) 949.939r FAX (303) 949-L577 SHEFT NO.<s *'*..^*o.r--\EZ.- o*, 4/ 4 /qS CHECKEO BY3/k"=- l Lo OATE |l+/g" Ttrr1=sptr@ lA'( -r-1:E EIYG. @'BPr-./ r\@-- aDNY. T-RF+T?D ZrbV vu/t/z"e K to"A ,V,,s q (b'' #5's Veer.@{b" +t Z-OAI]-.. @ vtrp t+1-: ${r _l+ .O,\&r.lx 44 KRM CONSULTANTS, INC. P.O. Box 4572 vAtL, coLoRADo 81658 (303) 949-939r FAX (303) 949-1577 SHEET NO.6A CAICULATEO AY JEP oor, .Hn/qS-. *" T*>r ax / t . furcg-' L #45C'4- - oB CHECKEO BY $r4u= 1t-o l'-b :*4Dwr-s. xr4r @?4 "'l'"zoN<.sLlB x-.4x(z t- (t) - es- 6..SDWL3. x g7'-+ T\O.\N.LLl- + I (-zJ-*5,5 CDNr-. TW*BoTl KRM CONSULTANTS, INC. P.O. Box 4572 vArL. coLoRADO 81658(303) 949-9391 FAX (303) 949-1577 TNcr AN- / tL. p*AsE Z #1v4-ob .*..r*. S7 " a"raor"o r" \EP , r, 4lz3/ag ..lll , d l-. 'r I'. l.' "l+ tl. zo(n T&A.reP=2*C .Fv.,/ '/":/,, k to"A ,8,,s 64 -l-'.O, W4t-t- //// ?--4t' aaLtL su6 LzY rfs5 @Nr:-rCF 9(BdT-- KRM CONSULTANTS, tNC. P.O. Box 4572 vArL, coLoRADO 81658 (303) 949-9391 FAX (303) 949-1577 cALcuLArEoBy -\ ^* 1-/4zs CHECKEO BY3/+n- t/-O KRM CONSULTANTS, INC. P.O. Box 4572 vArL, coLoRADO 81658 (303) 949-939r FAX (303) 949.t577 ,,o" ( A{Df AN aK. PI+AS -o\ sFEEr No- \J I \FP CALCULATED 8Y \T L-l I 37pu= lt-o l*t-,t**t CL. v+*sez #19roO ^* 4lzbf=< CHECKED BY Kesi- cFPar4lr- SA-r-:.= rt-5 53 tlVo"tt=175O*T1E BLLcq,, @z+"etb" /\t prZSr T'fP. {orsTt SPk-E KRM CONSULTANTS, tNC. P.O. Box 4572 vAtL, CoLoRADO 81658 (303) 949-9391 FAX (303) 949.1577 lFf,on. 472r. hs- a+"--lt-o CAICULAIED 8Y CH€CKEO 8Y 6(o ZONT-.wf '/z zxbE- @-+8 " .I-iZEKTED 'Q v to"A,B.'g lt-o T o. wl.u l- ibSbw L3. xz,bL e4g" @4-t-o Lz\- i#S/s eoNnTOP R 3,or, ?n llVg"rsz p36e lQ" T-S.L 4ry.2,. a Z4-" tN 0 .'l $ FlRsr sors.i-sPl<=rr.rP. ZrtZ LED('€-R- w/ 7l'Q rih"evp. /4+..tcr+<x.S, A_ +b, =- Jp:'r> .*>,s y)rc9 KRM CONSULTANTS, INC. P.O. Box 4572 vAtL, CoLoRADO 81658 (303) 949-9391 FAX (303) 949-1577 SHEET NO.'sn oF--- *,-"u*ruor" JiEF ^* 1z-6rou CXECIGO 8Y lb" rs=/=-or @ l(c" l-f,=-Bl-1(c2. e-Ze-4,,1^F. Zx 12-3J3 Brca< wEB- <OLID UNDER 2-r197 Zv 4 x4'-tc LK?P*T:l= w='.B CHECK RESAEST PREPARED BY:A-$,-K'" n(o.d'/r IDArE: //zz-/ q I VENDORNAME:U4ik ,44C-O-e,,{ 44_(eA-ahl VENDORNUMBER:oo ((6 ? DESCzuPTION OF EXPENSE: CLEAN UI, DEPOSIT REFUND IOR Bp # 6 y's Y NAME OFJOB:>nJ"'";-'lofC^4-4-=lL trz- ACCOUNTNUMBER:01 0000 22002 AMOUNT OFREFL}ND:a -S-i) O r 0 DATE APPROVED: APPROVAL SIGNATURE )il, rt tv;eT^- ) CI:-' )lr; a, i: )'L .\ t il I '+ -.1 \l : o ar ztt^i lrt O190lnr lo)lr I lc^: tn ct) \J6 l z r nm! },xrii!<e< >o6>m= zc 4 tJ1 rn m l< ' +;8;6(D (D =f-.O g) =+- X drl"=?3q)o Q 3ai sB. od= P r+U' Oiot*=E-g orE -s ;8 6': q o i--OO-r' 'ir=(D*=9 d s.9'g o o F'ooo s f(o Jo -lo{ !t o :l 3 @ = 5 oooo CL o =o oa lvrlFroo lFl Io\ lilL^ lO@ lca,oGT-!mrfl3=L!{ Jo @mx mT-{oz c-o(Da -{ m x o zm , cm 1lmv =-l= =o o 0) 6'-.5 oiro1 o' o"-l: ! o =.o.oo. 0, 1t o ;'o o oo oo t+. -to{ o st A):t oIT q):o 1t, !) o o of ooo.o lo o.(D 2.(o o oz-{ o -.1o N@= Nm= -< 12 , ^z z -l m €z m ll.@ ,'ll':'O g NOTE - COPY OF PERMIT TO BE KEPT ON JOBSITE CONSTRUCTION PERMIT october 15, 1993DATE 6438 hr ' department of community dwelopment TO BE FILLED OUTCOMPLETELY PRIOR TO ISSUANCE OF PERMIT TYPE OF PERMIT FlT E E BUILDING ELECTRICAL MECHANICAL PLUMBING FOUNDATION I. TYPE OF CONSTRUCTION I II III IV V 2, OCCUPANCY GROUP ABE H IR M OlvfSlON 122a34 GENERAL DESCRIPTION OF WORK ; PERMIT NO. z tr BUILOING 251-O00-oo )\ ELECTRICAL 5_OO0-00 PLUMBING 5-000-oo MECHANICAL 261.000.00 TYPE GROUP G,R.F.A. VALUATION PERMIT FEES v R-3 2678 s BUILDING PERMII 1384.00 4L334- ( t\ (-\\t\S\*- ts\s V M-l 500 s PLAN CHECK 900.00 TOTAL 3178 ELECTRICAL li5-00 NEW( r)W ALTERATION O ADDITIONAL O REPAIR()PLUMBING 75.00/PC 19.00 DWEI LING UNITS HEIGHT IN FT I ACCOMMODATIONUNITS ..-- NO, FIREPLACES MECHANICAL NOTISSUED RECREATION FEE il t] _oo INSULATION: TYPE THICKNESS R-VALLUE DESIGN REVIEW BOARO ?on nn DDrroon I CLEAN.UP OEPOSIT 500.00 ExT *ALLS | | I USE TAX WILL CAI,I,9.00 TOTAL PERMIT FEES 3341 . 00 .cB-EELDMANN- ,ILDING OFFICIAL SHELLY MELLO _ t_0Jz-93 DATE 10_r 2_93 AODITIONAL PERMITS NEEOED: Y N INITIAL "' c' I | | )NING ADMINISTRATOR OATE BLASTING )NING & BUILOING NOTES:"^-*, I I I hereby acknowledge that I have read this application, tilled out in tull the information required, completed an accurale plot plan, and state that all the information provided as required is correct. I agree lo comply with the information and plot plan, to comply laws, and to build this structure according to the Town'ancl n codes, design review approved, Unilorm Building Code and other ord applicable thereto. CLEAN UP DEPOSIT TO$ MJ LAUTERBACH 3451, vArL 81658BOX AND THE OWNER. ol the OF CONTRACTOR FOR HIMSELF JOB NAME: LOT 2 BL FILING lnupMIKE LAUTERBACH_ -^.^"*.* Box Yt5l LEGAL DESC. OWNER ARCHITECT FIRM SJ RIDEN MAIL ADDRESS GENERAL CONTRACTOR FIRM MIKE LAUTERBACH TowN oF vArL REG. No. 37 4-B FIRM STATEWTNFET.FCTRTC TOWN OF VAIL REG, NO. 128-EELECTRICAL CONTRACTOR TOWN OF VAIL REG, NO. PLUMBING TOWN OF VAIL REG. NO. TOWN OF VAIL REG. NO, TELE. OTHER CONTRACT /- r ,a+ ' ('''\-' h ) f-^'- crror.rl @ pERr.rrr o(!qg(N // /\--l'r E A9]( .3Hil"?[ X#l#ili3$u4*on.,o 1 0 raq3 ^ ,,, . Applr"^#sr BE FTLLED H""# ; ;;" ;;'"iL *",t,, I****************************** pERMIT INFORMATION ***************************** ttJ.-1-"orlding [ ]-Plunbing [ ]-Electrical [ ]-Mechanical [ ]-other Job Nane: A*4.-. C,-=--t<l Legal Descriptionz to1-_z' Block Filing owners Nane: hl,'1..c k-*k-rLc-c-L' Address:hr r crl /o.A Architect: 4J R,,1-*-Address:P:n.?-4t:.-l General Description;+ - F 8.. g ,, ot.,-. . Ph.6 -11( Work Class: 1{-New [ ]-Alteration g l-Additional [ ]-Repair [ ]-other Number of Dwe1linq Units: /Number of Accommodation Units z 'O / woodr/Pellet{prnber and Type of Fireplaces: cas Appliances_ Gas Logs / Wood/Pellet_vlll***************_*,***************** VALUATTONS *********************************r\ /jtracatz6?o&durlntne' g -ll'L'+'as RLLJMBING: I S,ooo Address: Plurnbing Contractor: Address: ELECTRICAL:$ 5,OAO MEcHANIcAtl. $l-6 OTHER: $ TOTAL: $.- fl*************************** CONTRACTOR INFORMATION ***************************'Eeneral Contractor: ht.'f - L*.- *<-'!- .-r Town of Vail Recr. No. <tr/-A Address:6"n-3El L*.- {<-r S- .- L*Town of vail Reg. No.-<zq-g Phone Number: Mechanical Contractor: Address: ********************************FOR BUILDING PERMIT FEE: PLUMBING PERMIT FEE: MECHANICAI, PERMIT FEE: ELECTRICAT FEE: OTHER TYPE OF FEE: DRB FEE: TYPE GROUP VALUATION Comnen a tr;Tr':44# Town of Vail Reg. No. I2g-( Reg. No. Town of VaiI Reg. NO. Phone Number: oFFICE USE ******************************* BUTLDTNG PI,AN CHECK FEE: PLI'MBING PI,AN CHECK FEE3 MECHANICAL PI,AN CHECK FEE: RECREATION FEE: CLEAN-UP DEPOSIT: ToTAIJ PERMIT FE,ESi'E'{t, BUTLDTNG: STGNATURE: ZONING: SIGNATI]RE: il , o,.-.., ro-{ Phone Number: Town of VaiI Phone Number: 475-clz't CLEAN UP DEPOSIT REFI'ND I L<.', {z-, b.- -.c-v €-^r ', &rl- Vo-.'l ' e' 6'C96 A rr t.' TO: FROM: DATE: SURTECT: 75 south fronlege toad vail, colorado 81657 (303) 479-21.38 or 479-2139 g ,t--<- y' ottlce of communlly development ALt CONTRACTORS CURRENTLYL REGISTERED WITH THE TOI^IN OF VAIL TOWN OF VAIL PUBLIC WORKS/COMMUNITY DEVELOPMENT M,ARCH 16, 1988 CONSTRUCTION PARKING & I{ATERTAL STORAGE rn summary' ordinance No. G states that it is unlawful for anvperson to litter, track or deposit any soi]., rock, sand, debrisor material, including trash durnpsters, portable toilets andworkmen vehicles upon any street, sidewalk, atley or publicpf?9e or any portion thereof. The right-of-way on aII Town ofVaiI streets and.roads is approxirnately 5 ft. off pavenent.This ordinance wilr be strictly enforced by the Town of vailPyllig works Department. persons found violating this ordinancewilr be giiven a 24 hour written notice to remove said material .fn the event the person so notified does not comply with thenotice within the 24 hour time specified, the pultic worksDepartrnent will remove said rnaterial at the expense of personnotified. The provisions of this ordinance stritt not bLapplicable to construction, maintenance or repair projects ofany street, or alley or any utilities in the right-a-way. To review ordinance No. 6 in full, please stop by the Town ofvail BuiLding Department to obtain a copy. rhanlc you for yourcooperation on this rnatter. o (i.e. contractor, owner) 75 soulh fronlage road Yall, colorado 81657 (303) 479-2138 ot 479-2L39 ottlce of communlty developmarrt !f this permi.t tequires a Town of Vail fiire Department Approval, Engineept's (lgUlig Works) reyiew and approval,' a planning' Oeparimentreview'or Health Department review, and a review by the euilbing Department, thte estilated time for a total review may take as longas three weeRg. All commercial (large or small) and all multi-family permits will have tq follow'the above mentioned maximum requirements. Residential and small projects should take a lesser amount of time. However, if fesi.denti.al or smaller projects impact the various above mentioned departments wi.th regard to necessary review, these projects mayalso talte the three week period. Every.attempt wi.ll be made by this department to expedite this permiit as s.gon as possible. I', the undersigned, understand the pl an check procedure and time frame.- BUILDING PERI.IIT ISSUANCE TIME FRAME ,C.-.-L +> Agreed to'by-. Tu.&.-- Pfoject Name Conununi ty Development Department. Town of Vail 25 South Frontage RoadVail, Colorado 8l-657(303) 479-2138 Plan analysis based onthe 1991 Uniform Buildinq Code Name: INDIAN CREEK #2Date: October 7, 1993 Occupancy: R3rM1 Type of Const: V-N NOTE:The code items listed in this reportlisting of al] possible code requirementsselected sections of the code. Address: 1139 SANDSTONE DR. COnIrACtor: MIKE I.,AUTERBACHArChiteCt: S.J RIDENEngineer: KIM MCGHEE PIANS ExAMiner: CHUCK FELDMANN are not intended to be a completein the 1991 UBC. It is a quide to FL NAME AREA MIN.LIGHT MTN.VENT NO.EXITS EGRESS 2 Bedroom #22 Bath room#22 Bath room#32 Bedroom #32 Ha11s, closets, etc TOTAL FOR FLOOR1 Master bedroom1 Master bath1 Kitchen t hini 1 r i rri r.r /'Y r..rrrrrn L Bath room1- HaIls, closets, etc TOTAL FOR FLOORB Bedroom #l-B Bath room#lB Laundry roomB GarageB HalIs, closets, etc TOTAL FOR FLOOR BUILDING TOTAL FOOTNOTES: 150 43 45 141 420 799 zLo )-2r 225 r.3r_ JZO z4 328 13 71 234 55 JZO 200 1055 21,7 0 15.00 0 _ 00 0.00 14.10 0.00 2t .60 0.00 22.50 1_3.10 JZ . OU 0.00 0.00 23 .40 0.00 0.00 0.00 0.00 7 .50 z - L3 z.za 7.05 0.00 r_0.80 6. 05 LL.25 I b. JU 1.50 0.00 11.70 2 .00 2.'75 0.00 0.00 Yes No No Yes No Yes No No No No No No Yes NO No No No Yes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t- 1) EGRESS - An operable window or door that opens directly. to the exterioris required from this room. The minimum clear openable area must meetthe following. -- Sec. L204.L) The minimum cl-ear heiqht is 24 inches2') The minimum clear width is 20 inches3) The minimum clear area is 5.? square4') The maximum siIl height is 44 inches2) The number of exits is based on Table 33-A3) A mechanical ventilation system may be used openings for ventilation. -- Sec. 1205. (c) 'f feeL (Dwellings )in in lieu.of exterior o I 4) The requirement for an egress window in the basement is based onSec. L204. ROOM DIMENSIONS: Habitable space shalI have a ceiling height of not'less than 7 feet 5inches. Kitchens, ha1ls, bathrooms and toilet compartments may have aceiling height of 7 feet measured to the lowest projection. If the ceilingis sloping, then the minimun height is required in only L/2 of t.he area. --Sec. L207 . (al Every dwelling unit shall have at least one room which has not l-ess than 120 square feet of floor area. Other habitable rooms except kitchens shall havean area of not less than 70 square feet. -- Sec. 1207.(b') Habitable rooms other than a kitchen sha1l not be less than 7 feet in anydimension. -- Sec. 120?. (c) GLAZING REQUIREMENTS:AlI glazing in hazardous locations is required to be of safetyglazing material . -- Sec. 5406. (d) 1) Glazing in ingress and egress doors except jalousies. 2) Glazing in fixed and sliding panels of sliding door assemblies andpanels in swinging doors other than wardrobe doors.3) Glazing in storrn doors.4) Glazing in all unframed swinging doors.5) Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steamrooms, bathtubs and showers. Glazing in any portion of a building wallenclosing these compartments where the bottom exposed edge of theglazing is less than 60 inches above a standing surface and drain inlet.6) Glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazxing is within a 24-inch arc of either verticaledge of the door in a closed position and where the bottom exposed edgeof the glazing is less than 60 inches above the walking surface.1l Glazing in an individual fixed or operable pane1, other than thoselocations described in itens 5 and 6 above, than meets all of thefollowing conditi.ons :A. Exposed area of an individual pane greater than 9 square feet.B. Exposed bottom edge less than L8 inches above the floor.C. Exposed top edqe greater than 35 inches above the floor.D. One or more walking surfaces wit.hin 36 inches horizontally of theplane of the glazing 8) Glazing in railings regardless of height above a walking surface.Included are structural baluster panels and nonstrt8tural in-fil]panels. See exceptions. SMOKE DETECTOR REQUIREMENTS : A smoke detector is reguired on the ceiling or wall at a point centrallylocated in the corridor or area giving access to each sleeping area. -- Sec. l-210 . (a) 4. A smoke detector is required on the ceiling or wall .in each sleepingarea. -- Sec. l-210. (a) 4. A smoke detector is required in the basement. -- Sec. 12L0.(a) 4. A smoke detector is required on all stories. -- Sec. L210. (al 4. If the upper level contains sleeping room(s), a smoke det8ctor is requiredin the ceiling of the upper 1evel close to the stairway. -- Sec. L210. (a) 4 Smoke detectors are required to be wired to the building's power source andshall be equipped with a battery backup. -- Sec. 12L0.(a) 3.Detectors shall sound an alarm audible in all sleeping area of the dwellingin which they are located. -- Sec. 1210. (a) 4. FTREPLACE REQUIREMENTS : FACTORY BUILT FIREPLACE:1) Unit must be an approved unit. -- Sec. 3705.(a)2l Clearances and hearth size must be per manufactures approval. -- Sec. 3705. (a) & (b) 3) Chimney height nust be per manufacturer, s approval and Table 37-B OCCUPANCY SEPARATION: Between the garage and the residence, materials approve$ for thr fireconstruction are required on the garage side only and'any doors betweenthe garage and the residence are to be a self-closing 1 3/8 inch solidcore door or a 20 minute fire door. -- Table 5-B & Sec; 503.(d) exc. #3 STAIR REQUIREMENTS: A stairway in a dwelling must be at least 36 inches wide. -- Sec. 3306.(b) The maximum rise of a step is 8 inches and the minimum run is 9 inches. -- Sec. 3306. (c) exc. #LProvide a handrail on one side a stairway 34 to 38 inches above the nosing ifthere is 4 or more risers. -- Sec. 3306. (i) Provide a guard rail where drop off is greater than 30 inches. Minimum height= 35 inches, maximum opening size = 4 inches. -- Sec. L7 12.(a) exc. #1The minimum headroom is 5 ft.- 8 inches. -- Sec. 3306.(o) Enclosed usable space under the stairs is required to be protected as requiredfor thr fire-resistive construction. -- Sec. 3306. (I) SHAFT ENCLOSURES:1) Chutes and dumbwaiter shafts with a cross-sectional area of not more than9 square feet may lined on the inside with not less t-han 26 gagegalvanized sheet metal with all joints locklapped. The ouLside must beL hr construction. AIl openings into any such enclosure shall be protectedby not less than a self-closing solid wood door 1,3/8 inches thick orequivalent. -- Sec. 1706. (f) 2) Gas vents and noncombustible piping installed in wa1ls passing through3 floors or less do not need to be in t hour shafts. -- Sec. 1706. (c) 3) shafts for gas vents, factory-built chimneys, piping, or ducts that donot extend through not more than 2 floors need not be in l- hour shafts. -- Sec. 1?06. (c) 4) All other shafts are required to be enclosed in a t hour assembly. -- Sec. 1?05. (a) ATTIC REQUIREMENTS:l-) Provide an access to all attic areas with a clear height of 30 inchesor more. The minimum size is 22 inches by 30 inches. There must be 30inches or more clear height above the access. -- Sec. 3205.(a) o 2) Provide ventilation in all attic areas. The net free vent area is to be not less than l square foot for each 150 squarerfeet of attic area. The vent area may be 1/300 if at least 50E of the required ventilating area is provided by ventilators located in the upper Portion of the attic. The upper ventilators must be at least 3 feet above the eve or cornice vents. -- Sec. 3205. (c) For a 11.0 sq.ft. attic area: Ratio Miminum sq.ft. of vent 1/r.50 0.071/300 0.04 ADDTT TONAL REOUIREMENTS : For R3 occupancyThis project wiLl require a site improvement survey. Such survey shall be submitted and approved prior to request for frame inspection. AI1 crawl spaces within the Town Of vail are lirnited to a earth to structural floor ceiling height of 5', be earth floor on1y, be ventilated as per UBC 25L6 (C) 5 with ninimum access as per UBC 25L6(c')2 and maximum access of 9 sq. ft- Any building site with a slope of 30 degrees or more shall require an engineer design. Such design shall address drainage, soil retainage and structural design. Excavation below slabs on grade shall not be permit.ted without prior approval Address numbers shall be posted plainly visible and legible from the st reet . For Ml occupancy Slope garage floor to allow for drainage to outside to provide a floor drain with sand and oi1 interceptor to dry well or to sevter. Any garage floor drain connected to sewer must be approved by Upper Eagle Va1ley Water & Sanitation District. In garages with living area above, the wa1Is of the gutigu wiich are bearing the area above sha1l be protected with one hour fire resistive construction. UBC 503(B) . Name: INDIAN CREEK #2Date: October 7, 1993 Occupancy: R3,ML Type of Const: V-N 1 Town of Vail 25 South Frontage RoadVai1, Colorado 81657(303) 4't9-2t38 Plan review based onthe 1991 Uniform Buildinq Code Town of Vait OFFICIF COPY Address: 1139 SANDSTONE DR. Contractor: MIKE LAUTERBACHArchitect: SJ RIDENEngineer: KIM MCGHEE Plans Examiner: CHUCK FELDMANN AL1 electrical work is to be complete to the requirements of the latest National Electrical Code,all Town of Vail Ordinances, and Holy Cross Requirements. This project will require a site improvement survey.This survey sha1l be submitted and staff approvedprj.or to a request for a frame inspection. Under no circumstances will a frame inspection be donewithout an approved site improvement survey. There sha1l be only one kitchen designated per dwelling unit alLowed by the T.own of Vail ZoningRegulations. ALl other such labeled areas are not approved and sha1l not be rough+in constructed assuch, ? .Exterior surfaces with stucco shall be provided wit.hexterior metal lath as per UBC 4706 with 2 layers ofpaper. Windows and doors are required to be adequately flashed(not with just screed metal). Alath inspection is required prior stuccoapplication- I A11 new construction within the Town of VaiI will berequired to have an initial insfection by TOV Public Works Dept. to approve site drainage and culvertinstallation. This approval must be complete prior to any inspection by the Building Departnent. This project is restricted fron the burning of woodin fireplaces. Unless the lot is a restricted lotin size, three gas logs fireplaces and three gas appliances are permitted per unit allowed. Gas }og chimneys enclosures shall be one hr. prot.ected. 10 11 1-2 1J In bathrooms with a tub or shower and j-n laundry rooms a mechani.cal ventilation system connecteddirectly to the outside shall be provided. Bathrms which contain only a water closet or lav. may beventilated with a recirculating fan. UBC 1-205(c). Domestic cLothes dryer exhaust ducts shall beinstalled as per UMC 1-1-04 and l-903. Flexible duct connectors may not exceed 6' in length and sha1l not be concealed within construction. Ducts shaLl termi-nate outside the buildinq and not exceed L4t length - No domestic dishwashing machine shall be directly connected to a drainage system wj-thout the use of an approved dishwasher air-gap fitting. UPC 508. Cross connection control devices shall be installed to protect pollution of potable water supply by use of approved backflow prevention devices. UPC 1003. Island fixtures shall be special- vented as per UPC 6L4. Plumbing fixtures with nechanical apparatus shal1 be supplied with an access panel for inspection andrepair of equipment. UPC 904. Dornestic ranges shall have a vertical clearance above the cooking surface of not less than 30" to unprotected combustible materi4l . uMc 1901. fn buildings of unusually tight construction (a11 new constructj-on within the Town of Vail), combustion air shall be obtained from the outside. Such combustion air openings tlalt be as per UMC Ch. i,OOro.r.O gas logs may be i.r"turr.O in solid-fue1 burning fireplaces provided the installation is according to the listing instruetions, any dampershall be removed or permanently blocked, and asafety shutoff valve is provided. UMC 803. Gas fireptace appliances are required to beinstalled as per listing insta'Ilation instructions -with a "B'r vent only. Combustion air must be supplied from the outside for all new constructionin the Town of Vail-. t t4 l_o t o I7 18 20 24 25 21. zz ZJ Furnaces not listed for closet or alcoveinstallation shall be installed in a room or space having a volume at least 12 timEs the volume of thefurnace. A boiler unit will require a space 16 times larger t.han the boiler. UMC 504(b) Supply a mechanical drawing indicating design of system, size (BTU and volume) of equipment, vent location and termination, and combustion air to be supplied prior to any installation. Gas piping shall not be instaitea in or on the ground under any building or structure and exposed gas piping shall be kept at least 6" above grade. uMc 2213 (b) Due to Colorado State Statutes, .all sink faucetts and shower heads are required to utilize flow restriction devices. Also, the maximum hrater close!flush usage 1s linited to a maximum of 3.5 gallons per flush. This factory-built fireplace must be an approvedunit. Include the manufacturets name, model number, and approval informat.ion. -- Sec. 3705. (a) The sj-ze of the noncombustible hearth must be per the manufacturets approval . -- Sec. 3705. (b) Unless the lower leve1 is clearly shown as a basement (6' or less from ffoor above to grade for 50? of building perimeter), a 3 fevel dwellinq willrequire 2 means of exiting from the 3rd. level if3rd. level exceeds 500 sq. fL. UBC 420 & UBC 3303 (a) . : At eaves and valleys an adequate underlayment shal-l be provided to protect a structure from ice buildup and water damage. Two layers of felt sofid mopped to sheathing and between layers or a commercialwater & ice shiel-d may be used as per Tab1e 32BL. Any building site with a slope greater than 30 degrees shal-I require engineer designed drawings. Avalanche areas shall require such engineered drawings also. Drainage and structural i-ntegrity shall be addressed by such drawings. Because of this project's locationr the foundation is required to be dampproofed to prevent damage to areas below finished grade. UBC 1707(d). 26 o 21 28 The structure is reguired to be anchored to the foundataion with L/2 incb anchor bolt,s. The bolts must be into the concrete or masonry 7 inches and spaced a maxlmum of 5 feet apart. See code foradditional requirements. -- Sec. 2907.(f') Include a copy of the soils report for the site to be built on. -- Sec. 2905. .i.' :.' ,r' i t:,- i' PERMIT READY FOR LOCATION: INSPECTION REQUEST TOWN OF VAIL ,/^ 1 #p INSPECTION:WED THUR FRI AM BUILDING: tr FOOTINGS / STEEL PLUMBING: tr UNDERGROUND tr BOUGH / D.W.V. tr ROUGH / WATER tr FOUNDATION / STEEL tr FRAMING r-r ROOF & SHEER" PLYWOOD NAILING tr GAS PIPING O INSULATION tr POOL / H. TUB tr SHEETROCK NAIL tr tr tr FINAL tr FINAL ELECTRICAL:MECHANICAL: . POWER tr HEATING tr tr o n ROUGH tr EXHAUST HOODS CONDUIT tr SUPPLY AIR FINAL tr tr FINAL -b-'APPRovEo ''tr DISAPPROVED REINSPECTION REOUIRED INSPECTOR