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Home My WebLink AboutB15-0287 NOTE: THIS PERM/T MUST BE POSTED ON JOBSITE AT ALL TIMES .• �wrla�u�. . Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 COMBINATION BLDG PERMIT Permit #: B15-0287 Project #: PRJ15-0421 Job Address: 3901 BIGHORN RD VAIL Applied.....: 08/10/2015 Location......: 3897 Bighorn Rd, bus stop Issued. . . : 09/24/2015 Parcel No....: 210111100006 OWNER TOWN OF VAIL 08/10/2015 75 S FRONTAGE RD VAIL, CO 81657 APPLICANT TOWN OF VAIL 08/10/2015 Phone: 970-479-2170 JOHN KING 75 SOUTH FRONTAGE ROAD VAI L CO 81657 License: C000003502 CONTRACTOR TOWN OF VAIL 08/10/2015 Phone: 970-479-2170 JOHN KING 75 SOUTH FRONTAGE ROAD VAI L CO 81657 License: C000003502 Description: Repair rotten logs and demo chimney and rebuild to match existing, construct foundation and slab with thin stone Occupancy: U Type Construction: Valuation: $100,000.00 ................................................................................. FEE SUMMARY ..«.......,........__...,,...�..........._..,.__...,.,.....,................... Building Permit-----------> $993.75 Bldg Plan Check----------> $645.94 Use Tax Fee-----------------------> $1,800.00 Electrical Permit---------> $0.00 Elec Plan Check-----------> $0.00 Restuarant Plan Review--------> $0.00 Mechanical Permit------> $0.00 Mech Plan Check---------> $0.00 Additional Fees--------------------> $3,444.69) Plumbing Permit--------> $0.00 Plmb Plan Check---------> $0.00 Recreation Fee--------------------> $0.00 Investigation-----------------------> $0.00 Will Call------------------------------> $5.00 TOTAL PERMIT FEES--------------> $0.00 Payments-------------------------------> 50.00 BALANCE DUE------------------------> $0.00 ................................................................................�.,,.,..,..._.............................,_..,.......,.............................,.............,,.._._ DECLARATIONS 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 town's zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM -4:00 PM. combination permit_012811 � . t i l.!�Vi r#i�.1 j +,r••w.+.x�w:s.�+�.��r,r�••••...+•xxxw�wo.xx+.+•+.eeeeee+.,e+w.+.ru+.x.�+++ee..+•ex..x�+w+.�+.e+�+,+x.ew•ww:w+x++ewe,rwrrww+:r,rx.x.w�xxw��v.e+exx+wxww�x��+w.+,r.,ex.x.ww�x�+xw.,ra.xww�+xxww,r,e.+xx�x• CONDITIONS OF APPROVAL TO BE MET PRIOR TO FINAL SIGN OFF Permit#: 615-0287 Address: 3901 BIGHORN RD VAIL Owner: TOWN OF VAIL Location: 3897 Bighorn Rd, bus stop •4RMtYeA'YrNfiYe#V�Rt1`f:�ffwwtel`R1`A1(#�'R'k'k'kfYrhtrfr�kil'ffrt�kfr�RfffwwleRtt/rf44Lrt1ffi�ktrRhtr��f��4t`feR44�f'M'4Yr4Y'tr�kR4lrf�t��fi44f44YertY'YrY#4trR�krt4f(1ef�/rl�i(A'4fififritrtf4i4�M�RRR1(44Mf fYeYe#it�kRRR�/f�f 4'ki(rtfrtr#h�kfrRdlki(/rRrtrtrtfff combination permit_012811 'n, t � �� *.*******,.***:***«*******«««*«*****.******�***«««««*««*******«*««,+***«««,.****�***««**«,+*««******,.***«***,+,,.*�***«****«*********«*******«**««******«** REQUIRED INSPECTIONS AND STATUSES Permit#: B15-0287 Address: 3901 BIGHORN RD VAIL Owner: TOWN OF VAIL Location: 3897 Bighorn Rd, bus stop ,,,,**************„*****„***********««*,.,.«««*****.*.****�****.***********«*««*********.*..*�*********«**,..*„*******«*********«*«.,.,***«****«*..****.*.« Item: 00010 BLDG-FOOTING 09/17/2015 By: sgremmer Action: AP Item: 00020 BLDG-Foundation/Steel 09/24/2015 By: sgremmer Action: PI Comments: CMU Item: 00070 BLDG-Misc. Item: 00420 Special Inspect-final rept Item: 00090 BLDG-Final combination permit_012811 �FSi�N�RITERIA� PITKIN CREEK Bl1S SHFLTER JOB d: 15�8-02 Roo(L ve Lootl(Snow) ---- ---- ---- ------ 80 psf Roof Dead Load ----- --- ----- ----- 15 psf - Fioor��e�oaa ------------------------- ioo asr Floor Dead Load------------------------------------ 15 psf W�nd(3 Second Gust) ---- 90 mph(E*p. B) Seismic�esqn Categary --- ----- ---- ----- B IBC/IRC Editian --------------- 2012 SPF IA1 INSP TION : o. No special structural inspections are reQuired. Periodic observotlons of construction by the slructural eng neer are not considered lo be speciol inspections. FOUNDAiION DESIGN� a. Des'gn of ndvdual and conl�nuous(ootnqs-s Dasetl on a ssumed maximum allowable bearng pressure of 2000 ps�(tlead IoaE plus full I�ve loatl) a b. Foundolon anG retannq walls have been Gesgned usng a an assumed lateral pressure of 50 °�� c a so-�ot��ai ru me c. Fooi ngs shall be placed on Ihe naturol und sturbeE so'I,o compoc e per endatons of the geotechncal enqneer below frost depth. A. P o�'de contnuous foun0atan Gra'ns around lhe permeler of oll basement walls ond at the bose of retan'ng walls. Contact geotechncal engneer for detals Prov'Ee crawl space vent lal on per IBC/IRC requ remen�s /. A representat've o(the geolechn cal eng neer sholl ver fy sa Is cond't'ons an0 fypes dur ng wt on Because geotechn cal 'nformat'on was not ava'lable at lhe t me a(preparat on of the�conslruct on Oocuments, we have used ossumed values based on s m lar s tes n the are. Construclon of lhe foundal-on may nol proceetl wthout ver'fyng these values Report any� discrepanc es from des gn assumpt ons lo siructurol eng'neer for re evaluof on of(oundal on tles gn g. Backfll around and above structural buttresses and rcta n ng wolls shall be compoct'on-tested per the recom endalons of the geolechn'cal engneer h. Do not backf II aga nst reto n ng walls unt I support ng elemenls(such os floor from ng)a i ploce and securely anchored or o0equate shorng s nstalled Concurrent backflling o(eachn side of a free stantl ng rela n'ng wall to f nal grades as nd cated on plan or sect on s requred unless lemporary shorng s nstalled 'i. Ver fy type of(II w th so Is eng neer and structural eng neer pr or lo backf II ng. R INFOR D ONCR TE o. Concrele desgn 's based on the"Bu'ICng Code Requ�rements for Renforcetl Concrele°(ACI 318) as adopted by Chaptar 19 of the 2012 IBC. b. Slruclural cancrele shall have a n mum 28-tlay compressive strenglh of 3000 psi. � c. Concrele shall be proportioned usn�g Type I-II sul(ate-resistant cemenl. Admixtures wntaining chioride salts sholl not be used. d. Cold weather concretng proceduros sholl be provdetl as rocommended n the ACI Monual of Concrete Prac��ce. e. Anchor bolls for wood sll plates shall be placed at 4 0' ma um spacng wth on anchor balt at 12"from each end or corner antl a m n mum of two a chor bolts per piece.e f. Concrele Coverage ior renfo/Cng steel' 1. Concrete cast ago nst and permanently e.pased to earth. 3" 2 Concrete exposed to earth or weather A. XS bar and smoller 1 1�2° B. k6 through �'10 bar 2" 3 Concrete not exposed to weather or n contact w�th ground: A. Slobs. wolls �osts(�11 bor ond smaller) 3/4" B. Beams, columns 1 1/2" REINFORCING STEEL: a. Detoiling, (abrical'ion ond placement of renfarcing steel sholl be in occordance with the ACI Manual o�Concrete Practice. b. Except where otherwlse noted on the drowings, remforc�ng bars sholl conform to ASTM Spec�f cat'on A615 and shall be groEe 60 c. Al spl ces lap Ears 44 d ameters. Do not weld or use mechan col spl-c ng tlevtts unless spec f colly approved by eng nee� d. At ca moke horzontai bars cont'nuous or provde co er Dars Around open n9s antl stepsrn ncrete,Orovde(2) ,y5 bors extendnq 2� 6 nbeyond edge o(openmg or sfep. e. Extend reinforcing steel a min um of 2'-6"through cold joinls. Unless specilically located n plan or detals, coordnale cold�omt locat'ons with engineer. f. Metr c bor s ze convers on table METRIC N�0 q13 {�i6 �'19 �'22 /J25 y29 �'32 $36 INCH POUND #3 j�4 NS $6 p7 /�B y9 �'10 p11 STRl1CTURAL MASONRY: a. Exterior walls and wails Oelow grode sholl be grade N-1. b. Mortar sholl conform to ASTM C270 antl shall be type 5 wlth min mum cube strength of 1800 ps Do not use mosonry cement or odm xtures unless approved by the eng neer c Grout sholl be coarse grout w-th m n mum cube strength af 2000 psi. Adm vtures snoii not Ee added unless opproveC by the eng neer d. M n mum pr'sm strength of masonry wall o sembl es shall be f m - 1500 ps e. Confarm to sze and neght I'm-tal�ons setsforth n Toble t.151 of AG 530 Groui snoli be placed n a cont nuous pour n I(ts nol e ceed ng 6 feet f. Bontl beam un ts shall be protlucetl from slondorE vert cally vo�tled un ts with pre cul knock- o�<< _=wa��= g. All mosonry sholl be iod up ru nng bond w'th exposed�onts laoled h. Use cont�nuous horzonfal �antnrenforcng'n oll mosanry walls,c ns'stng of 9 gage s e weided to 9 ga9e trussed cross wires. W�dth of joint rein�orcing�sholl be approximatelyezwir s than wdth o/wall. Provde pretobrwteE co ners and tees. Wire sholl conform fo A57M Spec�fcaton A B2. Maximum veilcal spocng af�ont re'n�orc�ng shall be 16". i. Provde 1/2"ciearonce or exponson materal between mosonry and other struclurol elements unless noted olherw se. j. Verlcal co trol �onls sholl be provded full heght of masonry walls os IocateE on the C�ow ngs Construct control �o nts as cont nuous head�o nts w lh mortar roked Dack 3/4' at bolh faces and 50%of the horzontol jonl reTforcng cut at the�ont. Bond beam renforcing and grout shall conlnue through the�ont k. Fill all oitls and cells within 12"either sitle o(centerline of beam or column bearing locafion with(2)-q4 reinforcing bars and grout continuous to foundalion unless noted olherwise. I. Masonry walls, nclud'ng ste wolls,shall have a contnuous hor'zontal bond beam ca s'sing of (2) p4 Cars antl sol d groul al Ihe top of the wall and ot B' 0"max mum vert colnspac ng unless notnd olherw se. m. Open�ngs' mosonry walls shall be remforced with o p4 re�nforc�ng bar m o vertical grouted cell each side of the opening and(2)-k4 bars in a horizantal bond beam above and below the opening. E.tend reinforcing ond grout 2'-�"past opening o all sides. n. Masonry wall shall be grouted only at those cells containing reinforcing steel unless spe<ifically a�tno.�zee ey tne eoq��ee,. GENERAL REQUIREMENTS' a. Structurol erection anG brocing: Tne structural drawings i��ustrate the comp�etetl structure with ol� elements in their fnol positions,properly supported antl broced. T�e cantractar, in the proper sequence shall provde shorng ana bracng os may be requ-retl tlurng constructon la och eve the fnal completed sl�uclure. Contact structurol eng neer(or consultatan(nol'n ontract)as requ�red. b. Constructon pract�ces. General contractor s responsble(or mean,methods, techn'ques sequences antl procedures tor construct'on of th s project Notfy structural eng neer o� ' ' on(licts�etween the w king drowings and existing conEitions. Coordinote �equ emenls for mechanical/electrical/plumbing penetrations through structural elements with structural eng neer Jo6ste sofety's the sale responsbl'ty of ihe controctor AIl methods sed for construct on shall De'n occordance w th the latest ed t�ons of the IBC/IRC. <. Detals not specfcally shown on the drawngs sholl Ce constructed n a ma ner m'lor to the deta�is thot a shown for iike conditions 7hese items sholl be Drought tanthe attention o�the struclural engrneer as soon as poss'ble tor approvol Approval shall be obta ned prior to ��tw�aat o� d. AIl terproofng and flash ng-s the respons blty of the arch tect and conlractor e. It s the respons blty of the contractor to contact the structurol eng'neer at the oppropriote t me lo perform s te observat on v s ts. Observot on vs'ts ta the jobs�te by the eng nee�ore for determ nvl on o(9eneral conformance w th the conslrucl on documents and sholl not be nstruee as nspect'on. (. Though ery effort s mode to provde a complele and cleor set af construct-on documents, d�screpanc es or om ss ons may occur. Release of these tlraw ngs ant'c'pates cooperot on ond continued communication between the controctor, orchitect and engineer to provide the best poss'ble slructure These Grawngs hove been prepared/or Me u o(a quol'lied conlractor ezperenced n the construct'on technques and systems dep-cted,se g. E.�sting structures: Contractor sholl be responsibie for verify�ng tlimensions, elevat�ons,frominq, fountlation an0 onything else that may affect the work shown on the tlraw�ngs. UnCerpinning, shoring antl bracing of existing structures shall be the responsibilily of Ihe cantiacfor. � , `� firr ti � . _'_____ ,'_'_"" , _ __' �j\ �I I-- �-'�f;.�-1 _�l..,�_ ��, � _ -. .::.� . 1 _.... . _ �__ — _... � r-. L _ _-z ."= I . . r� '. r � � a , _ . I _ � 76"WIDE INTERIOR ' _ CMU FOR HEARTH � / I 1_(DRY STACK) Jf .,.i�,a �'�' - /�-' 1 _ �f �ti� �C6��d ._ �r _ // _ ____. .._.. ..... " :..:1 ..„_-:_. .� ___. coHr.HaRiz. aoNO ��1G��//, I BM. W/(2)-N4�s� �l ./� TOP OF WALL .--� -.I�=�'=_ -j -- i i �:% % � 1 � � %/ —�_ /�, I Z A4 DWLS I� _-� —I.:_ ,.. � �24"O.C.L ;/ IN FULLY �� _:_1 �� GROUTED �, `� - CELLS �� I i . _ f . _. i- :.. �� i�r. . . , i L�� "l �2x6 STUDS�16" O.C.w/k�"OSB OR` PLYND. SHEATHING, ; TYP. CONT.HORIZ.BOND ( �BM. W/(2)-#4 s� '�,. B' OMA%. k�TOPJ OF WqLL /' �y4's VERT.�24" O.C. B"CMU WALL __ � , �,,,._� � CONT. TRTD. 2x44 w/Y�"x10"A.B.'s . '�. �48" O.C. ..r�'5�.�G.:�^��.�2� . _ /J \'� .I FY�TG. LOG�M.J 4 JE:;KIN(; , �y4 DwLS x � . �24"O.C. � .��i ,. IN FULLY �j "� � GROUTED 7p' '� �� CELLS ' •� �� , / / � (2)-�5's CONT. 5" �•_p•. 5" HORIZ. NOM. 2� 0• -WATERPROOFING/FLASHING ��. BY OTHERS ^j �_,�.� _ . -CONT.HOR12�BOIJD BM. W/(2)-M4�s� '.x�'. .,..... TOP&LEDGE OF WALL �� -N4's VERT. �24'x5'-D '' ''i -8'CMU WALL �C.%GP C✓._�.^�� - .. Yz"m x 10" A.B.'s�48" O.C. IN CONT. TREA7E� 2x8 R ` ! � � �� I� CONT. HORIZ.BOND � 1 aM. w/(z)-ga's o -�� J TOP OF wALL tr ,i_„ �, /. --�,i�� . �. -STD. WIRE JOINT :PROVIDE CONT BOND STO. WIRE JOINT REINF.HORIZ. �16" '�..BM.�NORTH & ( REINF. HORIZ. �i6" O.C. �SOUTH WALLS(BELOW�� O.C. G �OPNG ..A..) � -12"CMU WALL ' �� , 8"CMU WALL I � j •I J ,, � ` � / �k4 DWLS x . PROVIDE CON7. BOND �� 24"O.C. � ` BM.�EAST&WEST � ' IN FULLY >WALLS(BELOW OPNG - . GROUTED 7p" �� . ^g••� , ;� CELLS . ' � >�.(IN A�DITION,PROVIDE " 4 DWL. IN FULLY ` ' ROUTED CELL ON EA � PERIMETER DRAIN PER � DE OF EA^OPN�.) / SOILS ENGINEER (Z)-k5's CONT. g" g" B" PERIMETER DRAIN PER HORIZ. �� SOILS ENGINEER Z. �.. 2 SCALE' �"= 1�-0" 1 SCALE: �••- 1•-0•• STD. WIRE JOINT S� 51 REINF. HORIZ, �16" �c FIELD VERIFY ALL DIMENSIONS z8._,.. //4 DWLS i �2a' O.C. `� IN FULLY �� GROUTED CELLS /' � �5's CONT. g" 8" 16" g" g PERiMETER HORIZ. �12" NOM. NOM. NOM DRAIN PER ' EA. WAY SOILS ENGINEER 3 SCA�EE �" = 1'-0" 51 � -i' � \'��_' i � \��\ _. ......_ � � % #5 DWL's x MA%. , _ _ , LENGTH POSSIB:E i � -_ i, DRIVEN INTO�"m.4" HOLES O EA. COURSE. � __ __ FILL w�2,500 Dsi GONC. \\) I __ � - / _ � ''.- 'I .`_ = j �� _ -- L�_ .._.. J _— \ � � � � � .' -- - ::. -�., ,,,_ It,: -:.-: \ � ' 1�1 N `FLUE/ 3 I � 51 I I al I :� � — — 1.'s� �I ' _. TYP.'I B ��. �� Lm _ ( I , a-2xt2 I BM PKT. 8._�. _ �.. ,.�, 'm tl I�o � � ,; s, � � L — y n e 1'-10" z4_2 j 4 ' —rQ S� — —\�- i^' � , �� / � CONC.FTG 2 Ox2 Ozi'-C � w/(3)-�4'sx7' 6 EA WAY ' -, _��i._i__��/�� s�s s�s i I 4-2z12��`. I I J -_`i-' L I I 7-10" _� i ✓ SIMPSON ABU66& PC66 O BOT k . TOP OF 6.6 � � INDICATES CMU/OPNG.'s-- ( FOR CRANE LIFT SVSTEM. '� SEE SCHE� 4'-10" — — � I SK2 -'� � �N NEW 72"0 CONC. �B I� I ' PIER w�BASE ,�� BELLED TO 1B"m I NEW TRTD.2x10 I LEDGER w/(3)-5" �1,PKT. LEDGERLOK SCREWS �12"O.C. (FOR 2x72�`: I i � RAMP SUPPORT) � I i 1 I 51 I � � I c I B � _ _ J I 'I EXSTG. CONC. PIER, TYP. ,-_„�.—T♦ � - � - i 6,_p.. � 8�_g^ � 6-0" � k 23'-11" �� DAMAGED PER SK1, NP. a TYP. BM. PKT REPAIR scn�e: �:"= i�-o" NORTH 51 � FOUNDATION PLAN S�A�E: , 4° _ ,�-o° �� ^ %- �...--_. - � LEDGERLOK OR TIMBERLOK � � SCREwS AT 12"O.C.INTO ��"-- �� EA.NEw 2x10 � \ �� SISTER 2x10(9'LONG)TO , EA.SIDE OF LOG(wHERE ' END IS DAMAGED)w/3�" \ LEDGER�OK SCREWS�12" EXSTG. LOG PURLIN w/ O.C. 2x10's SHALL BEAR f OAMAGED ENO. ON NEW CMU LEDGE. �� (NOTCH AS NEC.) ''�, �� s TYP. JOIST—END REPAIR scn�e: �:"_�'-o' � 51 /'_./�f��_��_��:�\��._/�--�, PLAN NOTES �.i-v-�,,.-��.,��-. ..., � ' �,. ' 1. FOOTING ELEVATIONS ARE BASED ON FINDING ADE�UATE SOIL BEARING CONDITIONS AT THAT�EPTH. ' CONTACT ENGINEER IF OVEREXCAVATION IS REOUIRED. CMU OPENINGS FOR LIFTING BEAMS 2. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH FOUNDATION WALLS UNLE55 NOTED A 12" wIDE x 12" HIGH OTHERWISE. B 78" WIDE x 24" HIGH 3. MASONRY FOUNDATION WALLS ARE 8"THICK AND CONTINUOUS FOOTINGS ARE 10" THICK z 24"WIDE � UNLE55 NOTED O7HERWISE. NOTE: THESE DIM.'s ARE q qLL OPENINGS AND STEPS IN WALLS SHALL BE VERIFIED w/CONTRACTOR. APPROX.. ACTUAL SIZES & 5 POSTS FROM ABOVE ARE INDICATE� � LOCATIONS MUST BE 6 0o NoT S�A`E oRAW�N�s. � COORDINATED w� � ' BUILDING MOVER rn N � I N U D Z � _ C N o F � �. Z � a� a � `y � 7 [ � rn Z O m N� U � � 0 �`° a ap « o � U mU : Y � °> a .AQ tE�sTf'�'F'O �^U`3u4�•2W. j8 ..qo�fs370NF� 6 09/14/2015 W � � V 1 V 1 Q Q � � F�+�1 � O � a ^ , 0� l Y; O V 1"�9 P'�9 � 1--� � � � � � �� designed by TDH drown by JDM checked by MTN issued PERMIT 08/06/15 REVISED 08/27/15 REVISED 09/1a/15 sheet S � JOB #1508-02 � ��t ��:1 M _ :.�--, ,�,�°��—. OF�i�N CRITERIA� PITKIN CREEK BUS SHE�TER J06 8� 1508-02 Roof L've Load(Snow) ---- ----- ----- ------- 80 pst Roof Oead Load --- ---- --- ------ 15 psf Floor Live Load -----------------------'-'----------- 100 Psf Floor Dead Load- --- 15 Dst Wnd(3 Second Gust) --- -- ----- 90 mpM1 (Exp. B) Seism c Des gn Category --- ---- - ----- B IBC/IRC Edt'on --- --- --- --- 2012 $P IA INSP TION : o. No specal structural 'nspect'ons are requ'red Per'od'c observat'ons of construction by the structurol eng neer ore not consdered to be spec al mspectons. FOUNOATiON DESIGN� a. Des gn of nd'v'dual and cont nuous foat ngs's based on an assumed maximum allowable bearng pressure of 2000 ps((dead load Dlus full Ive load). b. Foundat'on and retanng walls have been designed using o on assumed laterol pressure o(50 pcf. c. Footings sholl be placed on the natural und'sturbed so'I,o compocted structural fill per the endot'ons of the geotechn'cal engnee.,below frost,depth d. Pro�de contnuous toundaton Erons around the permeter ot oll basement walls and at the base ot retan'ng walls. Conta<t geatechncal eng'neer for deta'IS. Prov'de crawl space venYlaton per IBC/IRC reQUirements. f. A representatve of the geotechn'cal engneer shall verty sols cond'Yons and tyyes durng avat on.Because geotechn cal nformat'on was not ava lable ot the t me of preparat on of the construct on documents we have used assumed values based on s'm lar s tes n the areo. Constructon of the toundaton may nat proceed w'thout ver'frng these values. Report any dscre0onc'es from des'gn assumptons to structural eng'neer for re evaluaton o(toundat'an des'gn. g. Back('ll oround and ohove structural buttresses and retan'ng walls sholl be compacton-tested per the recom endat'ons oi the geotechn cal eng'neer h. Da not backfll ogo nst reto n ng walls unt I support ng elemmts(such os floor tram ng)a i ploce and securely anchored or adepuate shorng is mstalled. Concurrent backfling of eachn s de of a(ree stond'ng reta n ng wall to fnal grades as nd cated on plan or sect'on's requ'red unless temporary shor ng's'nstalled. i. Verty type of fll w'th sols engneer ond shu<tural engneer pr'or lo hackfll'ng. REMFORCED CONCRETE o. Concrete design's based on the'Bu'Idng Code Reqdrements for Renforced Concrete"(ACI 318)as adopted by Chapter 19 of the 2012 IBC. b. Structural concrete shall have a m nimum 28-day compressive strength o(3000 psi. c. Concrete sholl be proportioned using 7ype I-II sulfate-resistont cement. Admixtures containing chlor'de salts sholl not be used. d. Cold weather concretng procedures shall be prov'ded as recammended'n the ACI Manual of Goncrete Proctce. e. Anchor bolts far wood s II plotes shall be placed at 4' 0'mav um spac ng w th on anchor holt at 12" from wch end or comer und a m'n'mum of two a chor bolts per piece.e f. Concrete caverage for renforcng steel 1 Concrete cast aganst and permanently exposed to earth� 3" 2 Concrete exposed to earth or weather A �'5 bar and smaller 1 1/2" B k6 through K18 bar 2° 3. Concrete not expased to weather or n ontact w'th ground: A Slabs,walls jo sts(�11 bar ond smoller) 3/4° B. Beams,columns 1 1/2" REINFORCING STEEL a. Detailing, fabrication and placement of reinforcing steel shall De in occordance with the g� Manual of Concrete Practice. O. Evicept where otherwse noted on the drowngs,renforcng bars shvll conform to ASTM Spec fwt on A615 and shall be grade 60 c. At spl ces lap bars 44 d ameters Do nol weld or use mechan'cal spl c'ng devices unless SDecocalrs�maroved by engneer. d. At ke hor2ontal bars tontnuous or provde cor er bars Around open'ngs and stepsrn crete,provde(2) /5 hars extendng 2' 6"�6eyond edge of openng or step. e. Extend reinforcing steel a min um of 2'-6"through cold�omts. Unless specfcolly located n plon or deteils,coordlnate�cold joint locations with engineer. f. Metric bar size conversion table: . METRIC K10 �13 µ16 R19 /22 /25 #29 y�32 /36 INCH-POUND M3 �4 µ5 #6 /7 �8 M9 µ10 y11 $TRUCTURAL MASONRV: Exterior wolls and walls below grade sholl be grade N-1. b. Mortar sholl con(orm to ASTM C270 and shall be tyye S with minimum cu6e strength oi 1800 psi. Do not use mosonry cement or odmixtures unless approved by the engineer. c. Grout sholl be coarse grout with minmum cube strength o�2000 psi. Admiztures sFall not be added unless approved by the engineer. E. M n mum pr'sm strength ot mosonry wall a sembl es sholl be f'm = 1500 psi. e. Conform to s e and he'ght I'm'tatons sets(orth n Table 1.15.1 0!ACI 5}0. Grout shall be ploced in o cont'nuous pour'n I'fts not exceed'ng 6 feet � f. Bond beam un'ts sholl he produced from standard vert cally voided units with pre-cut knock- OuS C WOII3. g. All m onry shall be loid up ru ning bond with exposed joints taoled. h. Use wntlnuous horizontal jointnrein(orcing in all m onry walls, c sisting of 9 goge s e welded to 9 gage trussed cr Width of jo'nt rein(orcing�shall he approximotelye2wir less than width ot wall. Provide prefabricated wrners and tees. Wre shall conform to ASTM I f ont renfore shall be 16" Spec fcat on A 82 Max mum vert co spac ng o � ng i. Provide 1/2"ciearonce or expanson materoi between masonry ond other structural elements unless noted otM1erw'se. j. Vert'cal control jo nts shall be provided full he'gM1t of masonry walls as located an the drow'ngs Construct control joints as contnuous head jonts w'th moriar raked back 3/4"at both foces ond 507.of the horzontal�ont renforcng cut at the�ont Bond heam renfornng and grout sM1011 contnue through the�ont. k. Fill oll oids and cells within 12'either side ot centerline of beam or column bearing location with (2)-�4 reinforcing bars and grout continuous to foundation unless noted otherwise. I. Mosonry wolls,including site walls,sholl have a ontinuous horizontal bond heam consisting of (2)-�4 bars and solid grout at the top of the wall ond at 6'-0"mazimum verticai spacing unless noted otherwise. m. Openings in onry wolls shall be r infarced with a k4 reintorcng bar in vert'cal grouted cell each side o([he opening and(2)-q4 bars in a horizontal bond beam above and below the opening. ExtenO reinforcing and grout 2'-D"past opening on all sides. n. Mosonry wall shall be grouted only ot those calls containing reinforcing steel unless speci(ically autharized by the engineer. GENERAL REOUIREMENTS: a. Structurol erect'on ond bracing: The structural drawngs illustrate the completed structure with oll elemmts in their final positions,properly supported and broced. The contractor,in the proper sequence, shall provide shoring and bracing os may be required during constructian to ach'eve the tnol campleted struciure. Contact structurol engneer for consultat'on(nat in ct a u red. contra ) s rea b. Construct'on prott'ces. General Contractor's respons'ble(or means meihods fechn que5. sequences ond procedures for construction of this project Notify structural engineer o( ' ' s or confllcts between the w king drawings and existing conditions. Coordinote �equirements tor methonical/electrical/plum6ing penetrotions through structural elements with structural engineer. Jobsite safety is the sole responsibility of the contracior. All methods sed for construct'on sholl be'n accordance w'th the lotest ed t ons of the IBC��RC c. Oetols not specfcally shawn on the drawngs sholl be consbucted n a manner milor to the detols that a e shawn for I'ke condt'ons. These'tems shall be brought to tM1e attent'on of the structural engrneer as soon as possble for approval Appraval shall be obtamed pror to ��tw�aa�a� d. All terproof ng and Flash ng's the respons 6'I ty af the arch tect and tontractar. e. It is the responsibility of the contractor to contact the structurol engineer at the appropriote time to perform site observation visits. Obserwtion visits to the jobsite by the engineer are for determination of general contormonce with the construction documents and sM1all not be construed as inspection. f. Though every effort is made to provide a complete and clear set o(construction documents, discrepancies o m ssian may occur. Release of these drawings anticipotes cooperation and continued c unicationsbetween the contractor,architect ond engineer ta provide the best passible structure. These drawings hove been prepared for the u of a qualifed controctor experenced n the construct'on techn ques and systems dep�cted se g. Exstng structures Contractor sholl be respons'ble for verfNng d'mensons,elevatons,framng, foundot'on ond anyth ng else that may affect the wark shown on the drow'ngs. Underp'nn'ng. shoring and bracing of esisting structures shall be the responsibility of the controctor. � _ � c..1�� 6' '> NN�d W��l NN __'�_ _______�I_______ � ��r 1 _.R. .. I 41r�_n� : i -_ �—_ -�. -� _- l:::: n:. '-, �-- i -___ _. �._. . ' M1,.L i � !_ a _ . _ '�, C^.,:,: , .. i�.,-,� .��.._ .= 16"WIDE INTERIOR �. CMU FOR HEARTH ( ! � I' ��(DRY STAOK) p��prr�� I� I J/: .__ - - _ CONT.HORIZ.BOND l G'� j I - � BM. W/(2)-�4's O TOP OF WALL /� ' f I- I � �'` f` � = �°•- ��ftJ�D,,�� '4 DWLS x L � ;, _..�_-. . s O 24"O.C. IN FULLV �� % �� j GROUTEO � '--- � II_ n CELLS � / : �_.� �,. ��_ � � �� `2z6 STUDS m 16" O.C.w/Jf"OSB OR�� PLYW�. SHEATHING i TVP. 1 �l �CONT.HORIZ BOND : 6M.W�(2)-�4 s O ��:�. 8 0 MAX.dc O TOP; OF WALL " ��_,�._ _,� /` ��4�s VERT. O 24"O.C. �8"CMU WA�L Fr_;; ,,' � / � �WONT TRTD 2x4 /X� 10 A.B O 48 0 C 7�'��6 9'C�'�� ,,.4� r�! J I 3 L�_.F>> µ4 DWLS x // i O 24'O.C.� � IN FULLY � �'-, /, � GROUTED �p" �� j °i CELLS % � % / o c�� a< (2)-�'S s HORIZ. WATERPROOFING/FLASHING '� BY O7HER5 �CONT�HORfZ��OIJD � BM. W/(2)_$q�s� ' ,..._ TOP k IEDGE OF WALL �� I �� y4's VERT.Q 24"r5'-0 �.,.. 8"CMU WALL �?-'��>k`..-�Y� ; J4"0 z 10" A.B.'s O 48"O.C. ' IN CON7.TREATED 2z8 R _ I i � �� CONT.HORIZ.BOND L, �.,.� BM. W/(2)-i4's O f. ..., . TOP OF WALI STD. WIRE JOINT r` �'�f' STD.WIRE JOINT �PROVIDE CONT. BOND � REINF.HORIZ O 16" '�,BM. 6 NORTH& � REWF.HORIZ.O 16° O.G. i SOIITH WALLS(BELOW� O.C. �12"CMU WALL %OPNG. "A") � 8'CMU WALL i S / <'� % / i � � ,' ' �4 DWLS z �� PROVIDE CONT.BONO�' O 24"O.C. J � BM.O EAST&WEST ' ' IN FULLV LL i WALLS(BELOW OPNG.i� �, GROUTED �p" - g") „� " CELLS , � . - - _ �>.b(IN AD�ITION, PROVIDE � o ' 4 DWL. IN FULLY �PERIMETER DRAIN PER 1'-0" 6" SOILS ENGINEER NOM. 2• 0• ' � ROUTED CELL ON EA. - .IDE OF EA.OPNG) ;� �.J��_�_,�,_ � (2)-/5's CONT. g' g" g" PERIMETER ORAIN PER HORIZ. ,,,,, SOIlS ENGINEER 2. 0.. 2 SCALE: �"= 1'-0" � SCALE: �" = 1'-0" STD. WIRE JOINT S� 51 REINF.HOR2. 6 16" O.C. FIELD VERIFY ALL DIMENSIONS 28�_4'• �4 DWLS I_i� O 24"O.C.L IN FULLV �� GROUTED CELLS � :�' �NS's CONT. g" 8" 16" g' 8' , PEFIMETER HORIZ.O 12� NOM. NOM. NOM. �RAIN PER EA.WAY SOILS ENG�NEER 3 SCALE� ��= 1'-0� 51 � __. ��/_'\..✓-.., � : l, / p5 DWL's x MA%. / LENGTH POSSIBLE 1 -�- �� DRIVEN INTO��0z4' HOLES O EA. COURSE. , _______ __ FILL w/2,500 psl CONC. �, _ I ` i . . / __ '__. ,.- ... l -_. r_- -.- '.. _ — _�_' '._ .._.... _ '�, - . :.,1. . �� . __ /� a TYP. BM. PKT REPAIR SCALE: �"=1'-0" q'-2' 24-2• 4. 10'. / r� 4 2 � l ool � — — —_ _�S1 _,,.— —.,-$1, — — — — � ��.��,{ .i-� I — _ _ _— — _ � — � — �i / (3)-2.B�BM s O "I�-� � _ . . ..-. „ ,f �`. FLUE CHASE/7YP.1 I ,..�..t-�, /-'V� ^ � �(� ��—��j ..B I�� J CONC F7G.2-Ox2-Oxt.-0 �'��. I LI' L�� ,� �_�w��3) k4'sx1'-6 EA.WAV� �� a -� 0 3 I i $1 'I I a I 0 a 2 �� J '�. _, �T. 8'-1" 7'-10" �" SIMPSON ABU66&�, �i �� PC66 m BOT.k , TOP OF 6 6 _ �.� : ,--... ,:_._..�... � INDICATES CMU OPNG. n FOR CRANE LIFT SVST _� l SEE SCHED. m � �, 1'-10" 23�_11'• LiJ` - _ I _ _ J � NEW 12"0 CONC. � ;� PIER w/BASE BELLED TO 18"m NEW TRTD. 2x10 LEDGER w/(3)-5" LEDGERLOK SCREWS O 12"O.C. (FOR ,� � RAIAP SUPPORT� � 'I � I =1 a �EXSTG.CONC. PIER TW. REPAI AMAGED PIERS P SK1, TYP. �._5. 5� ;' NORTH � —' FOUNDATION PLAN SCALE: 1 4�� _ ,�—o� � _ , � _._,. .: , _ .'\_ %'�_ /\.��-� _� �� ,j__. �-_:��-��. �� i"'� LEDGERLOK OR TIMBERLOK ��. � SCREWS AT 12'O.C.INTO �`�� " EA.NEW 2z10 L� � ; SISTER 2x10(9'LONG)TO ' EA.SIOE OF�OG(WNERE END IS DAMAGED)w/3�' ' � EXSTG. LOG PURLIN �EOGERLOK SCREWS O 12" � w� O.C. 2x10's SHALL BEAR DAMAGED END. ON NEW CMU LEDGE. � (NOTCH AS NEC.) s TYP. JOIST-END REPAIR SCALE: �"= 1'-0" s PLAN NOTES �,,_-,- --.,-„-�.: �.-,� -... .. .�� v�`� t. FOO7ING ELEVATIONS ARE BASED ON FINDING ADEQUATE SOIL BEARING CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF OVERE%CAVATION IS REQUIRED. CMU OPENINGS FOR LIFTING BEAMS 2. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH FOUN�ATION WALLS UNLESS NOiED A 12" WI�E x 12'HIGH OTHERWISE. � B 18"wIDE x 24"HIGH 5. MASONRV FOUNOATION WALLS ARE 8"THICK AND CONiINU0U5 FOOTINGS ARE 10"7HICK x 24"WIDE UNLE55 NOTEO OTHERWISE. NOTE: THESE DIM.'s ARE q qLL OPENINGS AND STEPS IN WALLS SHALL BE VERIFIED w�CONlRACTOR. APPROX.. ACTUAL SIZES & 5. POSTS FROM ABOVE ARE INDICATED:� LOCATIONS MUST BE 6. 00 NOT SCALE DRANINGS. COORDINATED w/ ? BUILDING MOVER �� ti'.M �' c � n N i i � �rn U � ? U .. � � o H P °: Q � a� � `y J � � Z � O � U � �� G o am � o � � m � � dJ Y � a> � �+lf . O'ti[� •NPo r t3 ° �4{� 90 �6 SSIpNP�E 09I22I2015 1� � �r� V 1 � � N� � �y `-�I � fi.� O � � O � o �..� W � 1--1 W1M� � w ✓ � � �� 4 1""'7 designed by TDH drawn by JDM checked by MTN issued PERMIT 08/O6/15 REVISED 08/27/15 REVISED 09/14/15 REVISED 09/22/15 sheet S1 JOB #1508-02 \ \ .� i �-� � � \ \ . r � nrcrN CRITERIA PITKIN GR K B H TER JOB M: 1508-02 Roof L ve Load(Snow) -- ---- -- - 80 psf Roof Dead Laad -- ----- -- - - �5 Dsf Floor Lve Load ---- -- - -- -- 10�psf Floor Dead Load --- - - - --- 15 Dsf Wnd(3 Second Gust) -- - - -- -- 90 mph(Exp.B) Sesm'c Oesign Category --- - - -- -- B IBC/IRC Ed't'on — --- - - - -- Z��Z SPECIAL INSPECTIONS: a. No spec'al slructural'nsD��t ons arz requ red Perbd'c observot ons of construction by the structurol eng neer are not cons dered to be spec al nspect ons FOUNDATION DESIGN: a. Design of ndividual ond continuous footings is based on a ossumed moximum allowable bearing pressure o(2000 psf(dead load plus full live lood). b. Foundation and retaining walls hove been designed using a an assumed laterol pressure of 50 f c Footings shall be placed on the naturol undisturbed soil,or compacted structurol fill per the endations of the geotechnical engineer,below trost Oepth. d. Pro�ide continuous foundation droins a ound the perimete.of all basement walls and at the base of reta n ng walls. Contact geotechn'col eng neer for deto Is. Prov'de crowl space vent'lat'on per IBC/IRC requrements. f. A representat've of the geotechn'cal eng neer sholl verfy sols cond't'ons and tyyes durng excavat'on Because geotechn cal nformat'on was not ava loble at the t me of preparat'on o/ the canstruct on documents,we hove used assumed values based on s m lor s tes m the are. Construct'on of the(oundaton moy not proceed wthout verfNng these values Report any� discrevanc'es from des'gn assumptons to structural engneer for re evaluotion of foundaYon des'gn g. Backfll around and above structurol Euttresses and reta'n ng walls shall 6e compoct on tested per the recom endat ons o(the geotechn cal eng'neer h. Do not back(II ogonst retonng walls untl supportng e�ements(such os Floor fromng)a i place and securely anchored or adeq�ate shorng s nstalled. Concurrent backfling of each� side ot a tree stand ng reta n ng wall to final grades as nd�cated on plan or sect on s requ'red unless temporory shor'ng is'nstalled i. Ver fy type ot t II w'th so Is eng neer ond structurol engineer pr or to backfll'ng REINFORCED LONCftETE: o. Concrete des gn 's based on the 'Bu'Id'ng Code Requirements fo.Reinforced Concrete' (ACI 318)as adoD�ed by Chapte.19 of the 2012 IBC. b. Structu.al conerete shall have a m m 28-day compress've strength of J000 psi. c. Concrete sholl be proportioned using Type I-II sulfote-resistant cement Admixtures containing chlorde salts sholl not be used d. Cold weather concret ng procedures shall be D�ovided as recommended in the ACI Manual of Connete Pract'ce. e. Anchor bolts for wood sll plotes shall be ploced at 4 0�m 'mum spacng wth one anchor bolt at 12" from each end o and a m nimum ot twoaanchor bolts per piece. f. Concrete c rage for reintorcngrsteel 1. Concrete cast againsl and permanently exposed to earth: 3" 2. Concrete exposed to earth or eather: A. /5 bar and smoller W 1 1/2" B. $6 through µ18 bar 2" 3. Concrete not exposed to weather or ontact w'th graund. A. Slobs walls, jo'sts(Xll barnond smaller% 3�4° 8. Beams,columns 1 1/2" REINFORQNG STEEL� a. Deta'I'ng fabr'caton and plocement of renforcing steel shall be in ocrordance with the SI Alanual of Concrete Pract'ce. b. Except where otherw se noted on the drow ngs,re'nforc ng bars shall conform to ASTM Spec�f cot'on A615 and shail be grode 60 c At spl ces lop hars 44 d ameters. Do not weld or use mechan cal spl c'ng dev'ces unless $Pecornelrs�maroved by eng neer. d. At ke horzontal bars tont'nuaus or provde corner bars. Around open'ngs and steps n ncrete provde(2) �5 bars extendng 2' 6'beyond edge of open'ng or step e. Extend renforcmg steel o mn um af 2'-6"through cold pnts. Unless spec'fcally located n plon or deta Is coord nate rold�o nt locat ons w th eng neer. (. Metrc bar sze convers'on ta61e. METRIC N�0 �1J //16 /19 /22 /25 �'29 �'32 g36 INCH POUND N3 84 MS �6 /7 g8 jj9 y10 N11 STRUCTLIRAL MASONRV: Ezterior wolls and walls below grode sholl be grode N-1. � b. Mortar shall coniarm to ASTM C270 and sholl be type 5 with minimum cube strength o(1600 ps'. Do not use masonry cement or admxtures unless approved by the engineer c. Grout sholl be coarse grout w th m n mum cuhe strength of 2000 ps Adm xtures sholl not be added unless approved hy the eng'neer d. M n mum pr'sm strength ot mosonry wall o sembl es sholl be f'm 1500 ps. e. Conform to sze and heght I'm'tat'ons sets(orth in Table 1.151 of ACI 530 Grout shall be ploced'n a conYnuaus pour'n ffts not e ceed'ng 6 feet f. Bond beam un ts shall be produced from standard vertically vo ded units with pre cut knock- o�t� ss.a��s. g. All m onry holl be la'd up ru nng bond w'th exposed 'pnts taoled. h. Use contnuous horzonlal ja'nt�renforcng'n all m onry walls.c s'st'ng of 9 goge size w e wetded to 9 gage trussed cross w�es Wdth of�o'nt renforcng shall be approxmotely 2"r less than w'dth of woll. Prov'de prefabr'cated comers ond tees Wre shall conform to ASTM Specfcaton A-82. Mox'mum vertcal spacng of�ont re�nfarcng sholl be 16' i. Prov'de 1/2"clearonce or expanson mater'al between masonry and other structurol elements unless noted otherw se j. Vert'cal control 'p'nts shall be provded(ull he'ght of masonry wolls os located on the draw'ngs Construct control jonts as contnuous head jonts w'th mortar raked back 3/4"at both faces and 507.af the horzontal�ont reniorcng cut at the�ont Bond heam renforcing and grout sholl continue through the�ont. k. Fill ell oids and cells within 12'either side of<entertine of beam or column bearing location with (2)-,y4 reinforcing 6ars and grout contlnuous ta foundation unless noted otherwise. 1. Alasonry walls,including site walls,sholl Fove a<ontinuous harizontal bond beom co sisting of (2)-�4 bars and solid grout at the top of the wall ond at 8'-0"maximum verticolnspacing unless noted otherwise. m. Openings in onry walls shall be reintorced with o�4 reinforcing bar in vertical grouted cell each side of the opening and(2)-a4 bars in a harizontal bond heam above and below tM1e opening. Extend reinforcing and grout 2'-0"past opening on all sides. n. Masonry woll shall be grouted only at those cells containing reinforcing steel uniess specifically authorized by the engineer. GENERAL REOUIREMENTS� a. Structurol erect'on and bracing: The structurol drawngs illustrate the completed structure with all elements in their finol pasitions,properly supported and braced. The contractor,in the proper sequence, sholl provide sho.ing ond bracing a may 6e requireE during c nstruction to achieve tFe final completed structure. Contact structural eng neer for consultaton(not in ontroct)as reQU red b. Construct'on proct'ces: General contractor s responsble for mean methods,techn'QUes, sequences and procedu.es for construct'on o�th s project Not ty structurol eng neer ot om ss'ons or confl cts between the w k ng draw ngs and ex st ng cond t�ons Coord'nate requirements for mechonical/electrical/plumbing penetrotians through structural elements with structurol eng neer Jobs te safety's the sole respons 61 ty of the controctor All methods sed(or constructon shall be n accordance wth the lotest ed'tons of the IBC/IRC. c. Detals not specfcolly shown on the drowngs shall be canstructed n a manner 'm'lor to the deta'IS that are shown for I'ke cand t'ons These'tems shall be brought to the attent'on of the structurol engneer os soon as possbk for apOroval ADDroval shall be obtaned pror to 'nstWl�lat'on d. AIl terprootng and flash ng s the respons b'I�ty o(the arch tect and contractor e. It's the responsbl ty of the contractor to contact the structurol engneer at the appropr'ate t'me to perform s'te observaton vsts Observaton v'sits to the�obste by the engneer ore tor determ'not on of general conformonce with the constructan documents and shall not be onstrue�dV os nspecton f. Though ery effort s made to provde a complete and clear set af construct'on documents, d screponc es o s on may occur. Release of these draw ngs ant c pates cooperot'on and ontinued c wtionsbetween the contractor,architect and engineer to provide the best poss'ble structuren These draw ngs have been prepared tor tM1e u e of a qualiled controctor experenced n the constructon techn'Ques and systems depcted.s g. Existing structures: Contractor shall be respansible tor veritying dimensions,elevations, framing, foundat'on and anything else thot moy offect the work shown on the draw'ngs Underp'nning, shoring and brocing of e.isting structures shall be lhe responsibility of the contraclor. .�,a �� -�� ' z � -� �( � , N6"'�! P�"�"! NL'�" . � _ '_""__�'_'______ -_�-' �,. ?„��.�\!� .� _ ;._-: � n-�� ., �:: ._ r �. — �___. � I �' I � � I - - � - ��_�� ha� . � � � - -� 4 I I 1 ' _ � ^ � 16"WIDE INTERIOR '� _ i l_CMU FOR HEARTH I I� `(DRV$TACK) �' �, .��.?v'S��. �:_f , .. I __.._. _._.. _. _ :-� . ._ .:.:,. . CON7.NORIZ.BOND I,--ij I BM. W�(2)_k4's� ".�� , TOP OF WALL « .- -_: �---- - -:::i �f:�.i ,..1 ._ _�_. . i % i X4 DWLS x L ,� � --.I� s O 24"O.C. IN FULLY �d�� / � ' �� GROU7E0 / _ -i ,� CELLS . - . •t�i� �-2a6 STUDS O 16" �� i O.C. w/J¢"OSB OR( PLYWD. SHEATHING, ' TVP. < �CONT.HORIZ. BON� ! BM.W/(2)-#4�s� �`� 8 0 MA%.&O TOP' OF WALL � r�� . �.—� � �� ; _ _ _ �� _� � � �8Y OTHERSFING/FLASHIN� �. . ' � . .�.,� ,, , _;-- � DONT.HORfZ 90�JD /-.i .-:-.�_. - BM. W��) �4's O ( . .. .__. - TOP k LEDGE OF WALL �CONT TRTD 2�4 ', �� \ w/J4.�o n.a.'s �'�,` ya's veRr.o za".s'-o i � O 48 0 C % ��y'�9'S'_�.�� I ' 8'•CMU WALL P-.+��'��.... . Jf"0 x 10"A.B.'s O 48"O.C. � �'� i � IN CONT. TREATED 2x8 R �t i __ .... / __ ;� II. ,.j. . - / ___._ __ _ � CON7. HORIZ.BOND / � BM. W/(2)-�4's O '_YF_J � � � � 3^' � TOP OF WALL , ,._. , . _-. 'r-;r; W4 DWLS x s O 24°O.C. J' � M FULLV � � GROUTED �p" CELLS n $4's VERT. O 24"O.C. - 8"CMU WALL STD.W1RE JOINT REWF.HORIZ. m 16" O.C. �4 DWLS x L O 24' O.C. IN NLLY �� GROUTE� CELLS . / ., -�.!.. . .._ . o � \1 ":- � ° ^ b /g5 s�CONT. g' 8" 16' 8' 8" PERIMETER 1 HORIZ.O 12 NOM. NOM. NOM. ORAIN PER EA �yA� �'� SOILS ENGINEER 3 SCALE: ��= 1'-0� 51 � � i� •�-� _ ✓_"\i ... . I ..._= p5 DWL's x MAX. � ' LENG7H POSSIBLE ., � �- - DRIVEN INTO ib'0x4' i � _:�. � � HOLES O EA. COURSE. � _, FllL w/2,500 psi CONC. 1 , ..___ .--_I-_ __. � � � � I ' _. __ � -�.- l _ _ �_- ._. ,,. ^ , � " --_ �.—: .�. -_� -_: �-_:: :.: , ___ ..�.- �._. ..-,. a TYP. BM. PKT REPAIR scn�e: �;"=i•-o° (2)-y5's CON7.� g" �•-p" 5'• HORIZ. NOM. Z,_�. STD. W1RE JOIN7 ,pROVIDE CON7. BOND�� f f�T�y�r STD. W1RE JOINT REINF. HORIZ.�16" �,BM. �NORTH& � �- REWF.HORIL O 16' O.C. ��SOUTH WALLS(BELOW,) �l� O.C. IOPNG. "A") � 12"CMU WALL .� 8�CMU WALL iV � r. , n i H4 DWLS x �� PROVIDE CONT. BOND�� O 24"O.C. J i BM.9 EAST&WEST �� ! IN FULLV � )WALLS(BELOW OPNG.i �'�� GROUTED �p" g"� �- ." CELLS i - ?8(IN ADDITION, PROVIDE ,�� '- " � 4 DWL. IN FULLY ' ROUTEO CELL ON EA �.IDE OF EA.OPNG.) -PERIMETER DRAIN PER � � SOILS ENGINEER (2)-�5's CONT. 8' 8" g" PERIMETER ORAIN PER HORIZ. N�� SOILS ENG�NEER 2._�.. 2 SCALE: �"= 1'-0" � SCALE'. �"= 1'-0' 51 51 FIELD VERIFY ALL DIMENSIONS 28•_4" 4'-2' 24-2' 4'-1 p" _�� 4 2 00 _ _ � _�Q 51 _� S1 __ — — A A • � ' . .,.� � .�� .�_,� — _� ._�. .�_�,, i� �(3)-2 8 BM.'s O �� - + _ .I SK2 ' ,�, „ ,. I�:,, ` , �-.;_� .:' �� \ :{'" 'I.� �� NEW 12"0 CONC. BI � _ " - " '- .I CONC.FTG 2-Ox2 Ox1' 0 B I PIER w/BASE ;n �i i ; � BELLED TO 18"0 . , w/(3) /4 sx1 6 EA WAV {\ .�- — _ rn �,-.,,..,_. .._. � � q.� I �.� . , �.Q NEW TRTW 2x10 I I LEDGER /(3)-5" 3 ._ a'�s ,. s+b, gM ,pK7 I I LEDGERLOK SCREWS `� - 51 I !dl-�v1��' ,fbl �x12 -fbl-2.12�",.. I �12'O.0 (FOR I `rn � i I �y I I 0 -1 n e 8_�n .,-- 7- 'O• I _ / SIMPSON ABU66&} I � -�,. 'i . PC66 m BOT k 1 TOP OF 6 6 �� I a � � __ � I „ � _ � ,, � q A I �-'1_s. - . / — `-� v�_�c,,.�_�� — — _ � . _ 1 � INDICATES CMU OPNG.'s�'. ; FOR CftANE LIFT SYSTEM."� 51 SIMPSON ABl �� SEE SCHED. ��' T�P� 1RTD.6x10 TR .6x10 T 1'-10" - F�-0� 23'_11'• � RAMP SUPPOftT) I � S1 1 I I : I •i EXS7G. CONC. PIER, 7W. REPAIR DAMAGED PIERS PER SK1, TW. ( �._5�. NORTH `�� si ��`��___ .. ,. �,_,�, _;�.__�� FOUNDATION PLAN s�A�E: , 4�• — ,•—o� _ � �_/`� i�-� -= - - PLAN NOTES _,r�"-., .,.-.��.."_,. ,-�. --- '�� - - ��`"�-��. A N FIN IN T I ARING CONDITIONS AT THAT DEPTH. TI N ARE B SED 0 D G ADE UA E SOL BE 1. F TING LEVA 0 5 Q � �.; 00 E � _ F REXCAVATION IS RE UIR . � '�% ��%- "` ��. \ ; �. CONTACT ENGINEER I OVE 0 ED \ LEDGERLOK OR nMBERLOK � ' CMU OPENINGS FOR LIFTING BEAMS ' // � SCREWS AT 12"0 G INTO '�-- � �"�. 2. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH FOUNDATION WA��S UNLE55 NOTED EA.NEW 2x10 � \ A 12" N1�E x 12'HIGH OTHERWISE. B 18"WI�E x 24"HIGH 3. MASONRV FOUNDATION WALLS ARE 8"THICK AND CONTINUOUS FOO7INGS ARE 10"THICK x 24"NADE NOTE: THESE DIM.'s ARE �"`E55"°�°an+eRVnse. 4. A�L OPENINGS AND STEPS IN WALlS SHALL BE VERIFIED w/CONTRACTOR. 5�5�R z,,a�9��oN��To APPROX.. EA. SIOE OF LOG(WHERE � ACTUAL SIZES � 5. POSTS FROM ABOVE ARE INDICATED:� END IS DAMAGED)w/3�� fi. 00 N�T SCALE DRAWINGS. '�� EXSTG.LOG PURLIN w/ O DGEZzO0�s55HAL/L BEAR' LOCATIONS MUST BE ., DAMAGED END. ON NEW CMU�EO�E. COORDINATED W/ �NOT��AS NE�.> > BUILDING MOVER s TYP. JOIST-END REPAIR scn�e: �:"= i'-o" : 51 �'-. ., ,�.--...� � ��.r_ : _....,.-_ .- �..._.' - ; .. ,... .-. .-.� ��_ i ' �/��/ - �. �i - i �. - — � f� ��iE: �� [ n � r� N �I � m�U � Z � _ � � o � a, °; Q � a� � `y J 7 c N rn Z � � y L o �m « o � � °m Y y °> � ��rf ,G�•o tVE�,•Nf� i�:� �� 9��9SfOHA�A6 09122/2015 1� W � � �r^ v 1 V 1 � Q �M � Fil /� O � � A ' �r l Y; O V '...., � ��y-� � � w � � I� /� � �� designed by TDH drawn by JDM checked by MTN issued PERMIT OS/06/15 REVISED 08/27/15 REVISED 09/14/15 REVISED 09/22/15 sheet s1 JOB #1508-02 \ l � '^� Vj Y ��%�J �( nFarN CRITERIA� PITKIN CREEK BUS SHELTER JOB #� 1508-02 Roof Lve Load (Snow) ------- -- - - ------ 60 psf Roof Dead Load -- --- ------ -- - ------ 15 psf Floor L've Lootl-- - ---- ---- ---- ------ 700 psf Floor Dead Lood - --------- ---- 15 psf Wnd(3 Second Gust) ------ --- --- ---- 90 mph (Exp.B) Se sm�c�es gn Category --- -- ---- B IBC/IRC Edition ------------- 24�2 SPECIAL INSPECTIONS. a. No special structu�al nspectons ore requred Perodc obserwl�ons of construction by the structural engneer are not cons'dered to be specal mspect'ons FOLINDATION DESIGN a. Desgn af nd'v dual anE cont'nuous foot ngs s bosed on a ssumed maximum allowoble bearing prcssure o(2000 pst(EeaG load plus full live load).� b. Foundat on ond reta n ng walls hove been des gneE us ng a an ossumed lateral pressure of 50 f c. Foolings shall be ploced on ihe natural und slurbeG sol,o ompacted struclurol fll per the endat�ons of the geotechn'cal engineer,below frost tlepth. d. Provde tontnuous founEOt'on drans arountl the permeter af all basement wolls antl ot the bose af reta n nq walls Confacl geatec�n cal eng neer 1or deta'Is Prov de crawl spoce vent lot on per IBC/IRC requ rements. f. A representat ve of the geotechn cal eng neer shall verfy sals contlt ons anC types durng vol on Because geolechn cal ntormat on was not ava lable at the t me of preparat on of the�construct'on documents we have used assumed volues Dased on sm lar s tes n the area. Constructon of lhe foundot'on moy not proceed wthout vertying these values Report any d screpanc es from des gn ossumpl ans to structural eng neer for re evaluat on o(foundot'on des n 9 n walls sholl be com act on teste0 g. Backfll around and abave structurol buttresses antl reta ng p per the recommendat ons of the geofechn col eng neer. h. Do not backf'll aga nst reta n n9 wolls unt I support ng elements(such os floor from ng)are in ploce ond securely anchored or adequate shorng's nstalled Concurrent bockflling of each s'tle o(a/ree stand ng reta n ng wall to f nal grades as'ntl cated on plon or sect on s requ red unless temporary shorng s nstalled. i. Verfy lype of fll wth sois engneer and structural engneer pror lo backfll'ng. R INfOR D ON R T a. Concrete desgn�s based on the'Bu'Id'ng Code Requrements(or RenforceE Concrele(ACI 318)as adopted by Chapter 19 of the 2012 IBC. b. Slructural c crele sholl have a m 28-day compressive slrenglh of 3000 psi. c. Concrete sholl Ee praportioned usinglType I-il sullote-resistant cement. Admixtures containing chbrde salis shall not be used d. Cold wealher concretng procedures shall be provided as recommended in the ACI Manual of Concrete Practice. e. Anchor bolls tor wood sill plotes shall be ploced at 4'-0"m u spacing with o anchor bolt at 12"from each end o and a minimum of twoaa chor bolis per piece.e f. Concrete c erage for reinforcingrsteel: 1 Concrete cast against and permonently expased to earth: 3" 2. Concrete exposed to earth or weather: A. $5 bar antl smoller 1 1/2" B. //6 through �18 bar 2° 3 Concrete not ezposeE to weolher or ontoct with graund: A. Slabs wolls,�o�sls(�11 bar�and smaller) 3/4" B. Beams columns 1 1/2" REINFORqNG STEEL a. Dela I ng, fabr cat on ond placement of re nforc ng steel shall be n accordance w th <he ACI Manual of Concrele Proct-ce b. Excepl where otherw'se noted on the draw'rngs,ren(orcng Dars shall conform ta ASTM Spec f cat on A615 and sholl be gratle 60. c. At spl'ces,lap bars 44 d'amelers �o nol weld or use mechan cal spl c'ng devices unless spec'f'caliy opproved by engneer er bars Around o and d. At corn make horzontal Dars contnuous o�pravtle com penngs steps inefc ncrete,provitle(2)-//5 bors extending 2'-6°beyona etlge of opening or step. e. Extend reinforcing steel a minimum o(2'-6° lhrough cald 'pinls. Unless speciflcally located n plan or details, caaidinale coltl joint locotions with engineer. f. Metric bar size conversion table: METRIC �10 f�13 /�16 ry19 {/22 p25 k29 �72 p36 INCH-POUND $3 N4 p5 ry6 a7 p8 �9 �10 f/11 STRUCTURAL MASONRY: a. Eaterior walls and walls Delow grade sholl be gro7e N-1. b. Mortor shall conform to ASTM C270 and shall be type 5 with minimum cube strength of 1800 psi. Do not use mosonry cement or admiztures unless approved by<he engineer. c. Grout sholl be coorse grout with minimum cube strength ot 2000 psi. Aamixtures sholl not be added unless approved by the engineer. d. Minimum prism slrength of mosonry wall o semblles shall be Ym = 1500 psi. e. Conform to s and height limitations setsforth in Table 1.15.1 of ACI 530. Crout shall be placed in antinuous pour in lifts not e eeding 6 feet. f. Bond beam units sholl 6e produred from standord vertically voided units with pre-cut knock- out c s walls. g. All m onry shall be laid up ru ning bond with exposed joints tooled. h. Use continuous horizonlol�ointnreinforcing in all m onry walls,c sisting o(9 gage s' e weldetl fo 9 gage trusse0 cross wres W'dth of jont renforcng sholl be approimotelyeZwir less lhan wtlth of wall. Provde pretabrcofeE coners and tees. W're shall contorm to ASTM Spec fcot on A 82. Maximum verl cal spac ng ofr�o'nl re nfarc ng shall be 16°. i. Provide 1/2"clearance or erpansion malerial belween masonry and other slructural elements unless nated ofherw se j. Vertcal control�onts sholl be provded full heght of masonry wolls as located on the draw ngs. Construcl ronlrol �o nts as canl nuous head jo nts w th mortar rakeG back 3/4"ot both faces and 50%of the horzonlol �onl renforcng wt al the jont.Band beam renforcing and grout sholl<ont'nue through the jont k. Fill all voitls and cells within 12"either side ol cenlerline of beam o column bearing location with (2)-p4 reinforcing bars anG grout continuous to founda<ion unless noted otherwise. 1. Mosonry walls, induding sile wolls,sholl hove a anlinuous horizontal bond beam co sisting of (2)-p4 bars and solitl groul at the lop of the wall and ol 8'-0"ma*imum verlicalnspacing uniess noted otherwise. m. Openings in nry walls sholl be reinforced with o y0 reinforcing bar in verficol grouted cell eo<h side of the opening on0(2)-µ4 bars�n o horizanlal bontl beam obove and below the opening. Extend reinforcing an0 qroul 2'-D"past opening on oll sitles. n. Masonry woll shall be grouled only ot those cells containing reinforcing sleel unless speci(ically aut�orized by the engineer. GENERAL REQUIREMEN?5: a. StrucWral e ection ond Erocing: The structural drawngs�nusfrote the compleled structure with all elementsrin their finol posilions,properly supported and broced. The controctor, in the proper sequence, shall provide shoring ond bracing os moy be requlred during construction to ochieve lhe final compleled structure. Conlacl structural engineer for consultalion(not in contract)as requ.eE D. Construcl on pract ces Generol contractor s respons'ble for mean melhods fechn ques, sequences and procedures for construct on of th s project Not'(y structurol eng neer o/ om s onfl cts between the w k ng draw ngs and ex'sl�ng cond t ons Coord nate ents tor mechon cal/electrcal/plumb'ng penetrot ons through structural elemenis with � ^ n � I engneer Jobste safety s the sole responsbi'ty of the contractor All methods � � � `ly�� s construct on shall 6e n accordance w th the latest ed't ons of t�enlBC/IRC,Ia l ��.-� de�s ot specfcolly shown on the drow'ngs sholl be conslrucled n a ma ner s'm r to the D de I ot are shown forni ke cond t ons. These'tems sholl be brought to the attent'on of the eng'neer os soo os possble for app�oval Approval sholl be obto'ned pror<o oll �� 0�� e A�� r oof ng antl flosh ng's the respons b'I�ly of the arch tecl and contraclor t t � It t espons b'I'ty of the controctor lo contacl the structural eng neer at the appropriate t' erform s te observat on v s ls Observot on v's ts to ihe�obs te by the eng neer are for +� tl{t ir t'on o(gefe�rnl conformonce wth the constructon documents and shail not be �oh� f. Thbyyl/e ery eff r�� s mude to provide a complele ond clear set of construct'on dacumenls, d screDOn e or om ss ons may occur. Release ot these draw ngs ant c pates cooperot on and ont'nued communcat'on Getween the tontroctor,archtect antl engneer to p�ovde Ihe best TOWN UF VA��-Possble ructure These Erawngs�ave been prepored for the use of a qual'fed conliactar per e�c5 n the construct'on fechn ques and syslems dep'cted �,,,_ .�-�g�••--CYISCng trvctures' Contractor shall be responsble for verfyng dmmsions, elevat�ons framng, foundation ond onyihing else lhat may affect the work shown on t�e drowings. Underpinning, shoring and bracing of existing strucWres shall be the responsiEilily of the cantroctor. ' /'f ^ �.-, / � /,� .� C\ \ I �1 �'�,, 2x6 STLI�S m 16" '' ''.. O.C. w/Ys"059 OR �� , PLYWD. SHEATHING, TYP. �l� i ------- ----------- � I �T\ ' _ L�--� T ' __ . f+'��i . ,-' _ _- � j _. � � , �_ , �_..-_ ! _..-_ �_ � _ -� /� ,. �C., Jvd.LL� . � _' - I � I -"`-_ " �I- . i6"WIDE IN7ERIOR �� CMU FOR HEARTH ��I ,, � Z(ORY STACN) �� i� �� & F(K 31f i iM1 / ..��6 v:�.-_ ��..... --� :_:- .« . . ... _.__._-__ " _i. . _. . CONT. HORIZ. BOND �lI: I � eM. w/(z)-ka':� � � TOP OF WALL �� -. � rt __ I ',j�� .. -= i :,`.i7' ' '�I= I :r � H4 DWLS z L -� _ 'T z � �24"O.C. � , , IN FULLV 10" - � I i GROUTED - � "' ' .� CELLS / � /� � ,_._._�� i _-fi _'_'.::: � _:::./ CONT.HORIZ.BOND t BM. W/(2)-N4's� � 8'-0 MA%.&�TOPJ OF WALL ..�_�_ -/'� �y4's VERT. �24"O.C. B��CMU WALL �.._'„ , n!+_i_� �CONT TRTD. 2*4 w/Y�"=10"A.B.'s - 6 48 O.G � �,�� 1�� x TG. LOG r3M � � `�� &LECY:I,N� � �f' K4 DWLS x �24"O.C. � � IN FULLY GROUTED �p' .' CELLS .� I• l b (z)-ds':coNr.J a° i'-o• e- HORIZ. NOM. Z._�. WATERPROOFING/FLASHING � BY OTHERS CONT.�HORIZ.-�OT�� BM.W��2)-N4�s� _. ,. _ TOP dc LEDGE OF WALL �__r //4's VERT.�24"s5'-0 �8"CMU WALL %.-'v�y�.��-��I ...�, Yz"0 x 10" A.B.'s�48"O.C. ' IN CONT.TREATED 2x8 R 1 �, CONT.HORIZ. BOND x�-v , ,_J __.__ . BM. w/(2)-Na's� � �__� �, TOP OF WALL ti^✓ /.r�'y '� �� ✓1 , -STD. WIRE JOINT -?ROVIDE CONT.BOND� �>' STO.WIRE JOINT REINF.HORIZ. O i6" '�,BM. �NORTH& REINF.HORIZ �16" o.c. i sourH wn��s(ee�ow� �'/j o.c. ;OPNG. '.A") z -12"CMU WALL � f� j B"CMU WALL /' 1 � N ,/ ��' 1 -n % � r �4�WLS x � % PROVIDE CONT.BOND��. �24" O.C. � ; BM. �EAST&WEST �� ' IN FULLV LL 'WALLS(BELOW OPNG./ �-� GROLITED �p" �� CELLS i � `'g. ��B�_ _. -^� a ��(IN ADDITION, PROVIOE / � � 4 DWL IN FULLY ROUTE�CELL ON EA. ( —PERIMETER ORAIN PER IDE OF EA^OPNG.) � � SOILS ENGINEER �PERIMETER DRnIN PER (2)-ks's coN7. e. e. 8. HORIZ �� SOILS ENGINEER Z. Q.. 2 SCnLE: �"= 1'-0" � SCALE: �" - 1. 0•• STD. WIRE JOIN1 S� 51 REINF. HORIZ. �i6" o.c. FIELD VERIFY ALL DIMENSIONS 28'-4" fj4 DWLS � �24"O.C. `� IN FULLY �� GROUTEO CELLS a , , a J i �� ,y5's CONT. g" 8" 16" g" g" )' PFRIMETER DRAIN PER HORIZ. �12" NOM. NOM. NOM. S(:ILS ENGINEER / EA. wAY � o •I 3 SCALE: �" = i'-0' 51 ____ _ _ ____ .___ �_.,\ — - ` HS�WL�s x MAX. � __ � _ LENGTH POSSIBLE �� DRIVEN INTO 4b"mx4" HOLES�EA. COURSE. FILL w/2,500 psi CONC. , _ -i_ -,::: _" - r ... i -- i- _.-. -. -::._ � __ � — _. _. 4'-2" 24-2" 4'-5` �� 5„ �I — — % / �L 51 51 — — — — —� — �— -_:'_.--�_ -i ��3�..2z8 BM's�O �'l� � — — \FLUE CHASE, 7v^P.1I � ��. �j 1-�i e _�;> �m 3 I - 51 � al I 0 a � e '— — T — _ ^ "-' . : � i��" � ,...i - ,-.,��" _ -� �. _.�I CONC FTG. 2'-Ox2-Ox1-0 �� B I w�(3) �J4�sx1�-6 EA. WAY '�, - J i i ��.. ._.,.._.�,.'�.�,�.�Q s+a, _.BM._PKT. I 1 I i. ,._.� ,i.� �_��\ i �I � �H��. � �n��. ��. � , fBM�F T ��_�� .�� B'-1" . 7'-10" I v�/ '� . � / SIMPSON ABU66&` I � �j '> PC66�80T.& � %7� '�� B I/ ',\70P OF 6x6 /_J ,I. ; 5, I �-�L ._„ J �i —�. .��-=,'_'4'...�.,..�„�' " _�_'- — — A A � i — _ —-_c..�_ ...o' ,_.�_ ,.7^� __ _ ..-"�_ ' .. ._ . _ 1 � INDICATES OMU OPNG.'s S� � FOR CRANE LIFT SYSTEM ' SEE SCHED � "�_=-�.. ._.�. _. i ;t„- —fi �� - �\ i i � � ro � I � I i ' I i i � � � 1'-10" 6'-0' 8•_8^ 6'_0" 1�_5., / .-_ - -_,... _. .__. .._ 2J• 11�� i � ! a TYP. BM. PKT REPAIR scn�e �:'= i'-o' �' NORTH �', 51 FOUNDATION PLAN SCALE: 1 4�� _ ,�-a�� ,- ,_ . /�� /'�_f .�\'_� . ��'�--��--'��—/ �'-' � PLAN NOTES �T✓V`��=v�-•��✓-"'��--�� '�-"-� 1 FOOTING ELEVATIONS ARE BASED ON FINDING ADEOUATE SOII BEARING CONDIT70N5 AT THAT DEPTH. � , CONTACT ENGINEER IF OVERE%CAVATION IS REOUIRED. CMU OPENINGS FOR LIFTING BEAMS ' � 2 CONTINUOUS CONCRETE FOOTINGS ARE CENTEREO 9ENEATH FOUNDATION WALLS UNLESS NOTED �./` ;`��'� "" A 12"WIDE x 12�HIGH � OTHERINSE. � �.. ry y� ¢�y , �� o A i C 1 1 !�� t� � _. 8 18"WI�E z 24"HIGH 3. MASONRY FOUNDATION WALLS ARE 8" THICK AND CONTINUOUS FOOTINGS ARE 10" iHICK x 24" WIDE ��L��0 d ti� UNLESS NOTED 07HERW15E. 6`C`° NOTE: THESE DIM.'s ARE `�`��;�, } (��'..i�. m � 4. ALL OPENINGS AND STEPS IN WALLS SHALL BE VERIFlED w/CONTRACTOR. � � APPRUX.. � / -..--� �� ACTUAL SIZES � � 5. POSTS FROM ABOVE ARE INDICATED:� �,�/)�� // . _,.. .-�=�_—`-�'� ' 6. DO NOT SCALE DRAWINGS. G� ` - - � " LOCATIONS MUST BE F �..:_��---=T--= COORDINATED w/ �own �f 1/ai� .� v: _ VER BUI MO _., _ - . LDING � �� ;,, , � � � � � , -� i�'��`i'�ti/`�/-..^.i��-��.��/ ' . _ � - � � rn �i m U a Z D _ C � o r � m Z � a� Q � `u J � � � rn Z O y U �N i � am « o � � m � Yo� N > �� erar p i�• �`^O !G•��w� Z 9�FES310NF�E�m 08I27I2015 F�1 W � W ��/'� i./1 O u 1 � G� � � Fil � O �N � ^ , Fil O y; O � � � 1--I � w � � F--1 j"'� � H"� � desiqned by TDH drown by JDM checked by MTN issued PERMIT 08/06/15 REVISED 08/27/15 sheet S � JOB #1508-02 .. � .. , , . � � ' �" Department of Community Development 75 South Frontage Road TOWN aF VAIt � va�i, CO 81657 Tel: 970-479-2139 ��`��]M � �`'�� • www.vailgov.com BU� Separate applications are required for alarm &sprinkler) ____,.___.v.� __..._,..,. .�__..�,.�.._..�.__ .�.._._.. __,_.__ _.._._____ _.__ nT Project Street Address: Project#: �P�=�J j '-��`f'r�— � '_ S`l7 8��►oin � � DRB#: (Number) (Street) (Suite#) Op, f g p ��/ � �� - _// � / //� Building Permit#: � � J'� " Q a �S� f�"'� Buildin ICom lexName: / � t-ric �S SN��J '. Contractor Information Lot#: Block# Subdivision: � ________ _..___.�__..__.__.__ __._....�.._—� � �'l�� r __ ---- -__ Busmess Name: OW Business Address: 7.S �j� ��Lo � Gt/c5� Work Class: New( ) Addition ( ) Alteration ( ) r ��" TYpe of Building: _ _ City �/Gtc ( State: Co Zip: �./ �C Single-Family( ) Duplex( ) Multi-Family( ) Contact Name: ol•u� �n.�' Commercial ( ) Other( ) Contact Phone: 37N� '09� I � Work Type: Interior( ) Exterior( ) Both ( ) Contact E-Mail:� v��c�Dy •GOr✓�, Valuation of I hereby acknowledge that I have read this application,filled out Work Included Plans Included Work in full the information required,completed an accurate plot plan, ' and state that all the information as required is correct. I agree to 'Electrical OYes ONo OYes ONo comply with the information and plot plan,to comply with all Town ' ordinances and state laws, and to build this structure according to Mechanical ( )Yes ( )No ( )Yes ( )No the town's zoning and subdivisi n codes, design review ap- proved, International Buildin nd Residential Code and other ',Plumbing OYes ONo OYes ONo ordinances of the Town licable thereto. Building �es ONo OYes ONo X Value of all work being performed: $ ' (value based on IBC Section 109.3&IRC Section 108.3� Owner/Owner' Re ntative 'gnature(Required) Electrical Square Footage Applicant Informa ion Detailed Scope and Location of Work: Applicant Name: r1/�'7✓L �C t�-Qi l\�✓�5�0+� � ��J�'►'1 r � ��S'C��7 Applicant Phone: � 7 G ��Z � r r C�� Applicant E-Mail:�� G �c•�.,,/ •['�� 2 / �—�—r � ' 17r�1.�i�►'1 DDG` `f/c/ .. Project Informa�tio �/ Owner Name: [ b G�� < < Parcel#: (For Parcel#,contact Eagle County Assessors Office at(970-328-8640 or visit www.eagl ecou nty.us/patie) __ (use additional sheet if For Office Use Only: � `=' � � " � Fee Paid: _ _ __ __ _. Received From: Date Received: AUG 2� 2015 Cash Check# CC: Visa/MC Last 4 CC# exp date: Auth # �....-. ��W� �� f'��.' 'd 2014-0901 � � . � a` ''� .�� , �ESIGN CRITERIA� PITKIN CREEK BUS SHELTER JOB/�� 1508-�2 � Roof Lve Loatl(Snaw) -- -- 80 psi /� Roof Dead Loatl - -- --- _= 15 psf � Floa L've Load -------------- -- - --- 100 psf Floor Deod Load--- ---- ---- - ------- 15 Dsf Wntl(3 Second Gust) -------------------------------- 90 mph(Exp.B) Seism�c�esign Cateqory-- --------- ------- 8 IBC/IRC Ed'tion ---- -------- - ------- 2012 F A INSP TIONS o. No spec al structurol nspect ons are requ red. Per od�c observat'ons of canslruction by the structurol eng'neer ore not<ons dered to be speciol nspect ons. FOUNOATION DESIGN' a. Design of intliv�dual and continuous footings is based o ssumed moximum allowable bearing pressure o(2D00 ps((dead ioad plus full live load).� b. Foundotion and retaining walls have been designed using o on assumed lateral pressure of 50 f c. footings shall be p�acetl on the naturol unEisturbed soil, o ompucted structural fill per the endalions of the geatechnical engineer, Celow(rastrdepth. d. Prooide continuous foundafion droins around the perimeter ot all basement walls and at the Dose of retaining walls. Contact geotechnical engineer for tlelails. Provide crowl space ventilolion per IBC/IRC requirements. f. A representative of the geo<echnical engineer shall veriy soils conditions and lypes during xcavation. Because 9eotechniwl information was nof ovaiiable ot the time of preparation of Ihe constructian documents, we have used assumed values based on simibr sites in the are. Constructian of the foundation may nal praceed withoul verifying these values. Report any� Eiscrepancies from tlesiqn assumptions to structural engineer for re-evaluation of loundation Gesign. ^ g. Back/ill aiou�nd ond above slructural buttresses and relaining walls shall be compoclion-lesleG '� per the re m endations of the geotecnnicol engineer. h. Do not backfill against retaining walls unlil supporting elements(such os floor froming)a � / place and securely anchored or adequote sho�'ng's nslalled Concurient backfling o(eachn � L/ ' s'de of a(ree stand'ng reta�nng waii la fnal grodes os ndcated on plon or secton -s �� requred unless temporary s�orng s nstalled Ver(y type of f'll wih sots engneer and slructural eng'neer pror lo backf'ling � REINFORCED CONCRETE: a. Concrete design �s based on the"Building Code Requirements for Reinforced Conaete°(ACI 318) os adopted by Chopter 19 of the 2012 IBC. b. Struclural concrete shall have a mnmum 28-day compressive strength of 3000 psi. c. Concrete shali be proportione0 using�Type I-II sulfoie-resistant cement. Atlmixtures containing 1/ /� chloriWe salts snoll not be used. s recomm [ d. Caltl eather con reting procedures shall Ce proviEetl a ended in the ACI Manual of `/` Concrete Pracl'irec um n a 1w ncFor bolts for wood sill plotes sholl be placed at 4'-0"max spacing with o nchor volt ot 17' (rom each end or comer and a mmimum o(lwo a cbor Golts per piece.e �-` �oncrete coveraqe for reinforcing steel: �/A�� 1. Concrote cast againsl and per W onently exposed to earth: 3" "` 2. Concrete eaposed lo earth o eother. A. �/5 bar and smoller 1 1/2" B. �6 through p18 bar 2" 3. Concrele not exposeE to wealher or i ontoct with qround: A. Sla�s, walls,joists(/J11 barnond smoller) 3/4" B. Beams,columns 1 1/2" REINFORCING STEEL: a. �etailing, foDrication and placement of reinlorcing steel sholl be in occorGance with the� Manual of Concrete Pracl'ice. b. Except where otherwise noted on the drowings,reinforcing bars shall conform lo ASTM Specification A615 onC shall�e grode 60. c. At splices, lap bors 44 diameters. Do nat weld or use mechonlcal splicing devices unless specitiwliy approved by engineer. d. At co make horizonlol bars cantinuous or provide co er bars. Around openings and stepsrirn crete, provide(2)-N5 bars exlending 2'-6'rnbeyond edge of opening o step. e. Extend reintorcing sleel a minimum of 2'-6° lhrough cold joints. Unless specitically locafetl �pm� o.deians, �oo�a��ote ooia p��i iooauo�s w�rn e�q��ee�. f. Metric bar size co rs table: METRIC nV$10�N13 p16 //19 �'22 �'25 //29 //32 //36 INCH-POUND �3 N4 g5 //6 //7 W8 //9 �10 {�11 STRl1CTURAL MASONRV: o. Exterior wolls ond walls belaw grotle shall be grade N-1. b. Morta�shall conform lo ASTM C270 and sholl be lype S wilh min mum cube strengfh of 1000 psi. Do not use masonry cement o admistures unless approved by the engineer. c. Grout shall be c rse grouf wiih m mum cube slrengt�of 2000 psi. Atlmixtures sholl not be odded unless�opproved by the engineer. tl. Minlmum prism slrength o(masonry wall o semblies shall Ge/'m= 1500 psi. e. Conform to size antl�eight iimitations setsfarth in Table 1.15.1 of Ap 530. Groui sholl be placeG in ontinuous pour in I'ifts nol e eeding 6 feet. f. Bond beam units shall be produced from slandard vertically voided units with pre-cut knock- out cross wasls. All m hall be laid band with e sed 'oints tooled. h. Use contnnuous hor zontol u�o nt re nforc ng'n all mPosonry�wolls,c ns st ng of 9 goge size wire welded to 9 gage trussed cross wres Wdth o(jont re�nforcng�sholl be opproxmately 2" s lhon wiEth of woll. Provide prefabriwted corners and tees. Wire sholl con/orm to ASTM Specification A-02. Moximum vert'�cal spacing of joint reinforcing sholl be 16". I. Provide 1/2"clearance or ezpansian malerial between masonry and other sfructural elements uniess noletl otherw�se. j. Vertical control joints shall be provitled full height of mosonry walls as located on the tlrawings. Construct cantrol joints as continuous heaE joints with mortar raked back 3/4" at boih faces and 507,of<he horizontal jaint reinforcinq cut at lhe joint Bond beam reinforcing and grout shall continue through the joint. k. Fill all oids and cells within 12"either side of centerline of beam or column bearing location with(2)-�/4 reinfarcing 6ors and grout continuous to foundation unless naletl olherwise. I. Masonry walls, including site walls.sholl have a continuous harizontal bond beam co sisting of (2)-�'4 Dors ond solitl grout at the top of the wall anE ot 8'-0"moximum verticalnspacing u�iess notea ome.w�se. m. Openings in masonry wolls shall be r inforced with a K4 reinforcing bar In a vertical grouted cell each side of the opening and(2)-k4 bars in a hori2ontal bond beam obove and below lhe opening. Ectend rein(orcing and grout 2'-0"past opening on all sides. n. Masonry woll sholl be grouted only at those cells containing rein(orcing steel unless specifically authorized by the engineer. [� C� C� � MI� �` D `� i �i�G � u 2�15 OF VAIL Town of Vaii !� � � � � � � � � � �� ' '�. 4�.Y5'.:. I.CiG Jr'Ai.l. EXSiG. I.OG�3M. � &DECKiNG � .:�__��^_.. C.^�.�� ,. CONT. HORIZ.BON / - - aM.w/(Z)—k<'� TOP OF WALL .�I" 8' CMU WALL i;j �✓.lY z�r. i, [' pa owts.I.i �2a"O.C.L IN FULLV �� GROU 7E� / CELLS ° �m I I HVttIL.tlVrvV W/(2)-,y4's� )MA%. &�10P V/ALL �,...,. 6 v��,�_U��,��___. _xs u ��r,cM � .__. _- I & GEC�ING / '��li �� /4 DWLS x �24" O.C. � IN FULLY � � � GROLITEO �p" � ,v CELLS C[ �VERT. �24° O.C. � �,x . . „r,_.. (2)-$5'S CONT.J 5^ �• p" HORIZ. NOM. Z�_p.. CONT.HORIZ. BOND BM. W/(2)-H4's� TOP&LEDGE OF WALL p4's VERT. �24"x5'-0 B"CMU WALL i�i3VUi� Of�/c'�I� ��VIEWED F�� °��. ��MPLi��;f��`�� ^� �, ' , �nr,wF1 �� ,�`9�� - - I ��:. ��<`4�?...'s�_a��_1.�C._.., �"m.x 10"A.B.'s�48"O.C. ' IN CONT. TREA7ED 2x8 R .�6� // _�� I�... CONT.HORIZ.BOND � .. • r61.J BM. W/(2)-�'a's� �''.,:�'':;11,;;; . TOP OF WALL J STD.WIRE JOINT "`<;3�dY� REINF.HORIZ. O 16" �1,3 O.C. � 12"CMU WALL � f �° � PERIMETER DRAIN PER SOILS ENGINEER (2)-�j5's CONT. g" HORIZ. STD. wIRE JOINT �/ REINF. HORIZ. m 16" O.C. j� 8"CMU WALL �/ �/� �'4 DWLS � �24" O.C. � � IN FULLY � � GROUTED �p" CELLS a � g^ 8^ PERIMETER DRAIN PER NOM. SOILS ENGINEER 2�_�. 2 SCALE: �" = 1'-0" � SCALE �" = 1'-0" . WIRE JOINT 51 51 JF. HORIZ. O 16" FIELD VERIFY ALL DIMENSIONS CMU WALL 28'-4" DwLS x I-1 4-Z !4"O.C.L -ULLY �p• �ureo LS m I `i I _ I I � — J z<�_Z. i _ _ — _ _ _ I i I m �P �� 4-5� 5" � I �I I � I II I ' I �l_ (Z)-//5's CONT.J g" S" B" (2)-NS's CONT.� g" B" 8" �PERIMETER ORAIN PER s0 �O HORIZ. NOM. HORIZ. NOM. SOILS ENGINEER I � � I s� Gy I 3 6 5 BM.PKT. 2-�� z�-o� i 51 I I 3-2x12 � 3-2z12 � 3-2xt2 �I � I � � � � J LJ � , 3 SCALE: �" '-0" I BM. PKT. s, si ` � I L J a'—r �'—io' /� � �� GENERAL REOUIREMENTS �� L°' I I a. Slructural e ectian and brocing: The structural drawings illustrate the completed structure with ? o S 57 I � II I nt n their final ositions erl orted and Droced The contractor in the � i 4i J i - N ^ v P .P P Y PP I O I L — — _ _ — _ — — _ — _ i � properm equence, sholl provitle shoring d broc�ng as may be requiretl during construction to � o achieve the finol<ompleteE struct�re. Contact structurol engineer for consultation(not in H ontracf)as requireC. b. Construction praclices: General controctar is responsible(or mean methods, lechniques, — — — — — — — — — — — — — — sequences antl proceEures for construclion of Ihis project. Notify structurol engineer of onflicts between lhe working drowings and enisting conditions. Coordinote 1 equ rements tor mechaniwl/electrical/plumbing penetrotions through structural elements wilh � 51 slruct�ral engineer. Jobsite sotety is the sole responsibllily of the contractor. All methods i sed for c nstruction shall be in accordance wilh lhe latest editions of Ihe IBC/IRC. � '` ' _ c. Delails nol specfcally shown on the drowngs shall be construcled n a manner smlar to the , / tletails thot are shown for like condtons These tems sholl De brought to the attenton of the I � slructurol engineer as soon as possible for opproval. Approval sholl be obtained prior ia ^ l` _�1 _ _ � _ _T1 'nstallatlon. � r V d. All walerproofing and floshing is the responsibility o(the architect and controctor. / e. It is the responsibility of the rontroctor to contacl the structurol engineer at fhe appropriote � / time to perform site observation visits. Observotion visits to the jobsile by the engineer are for r 1'-10" 6'-0� 8'-8" 6'-D" 1'-5" determinotion of general conformonce with the construction dowments and shall not be onstrue�d as nspection. n z3->> f. Though very�ef(ort Is mode to provide o complete an0 cleor set o�construclion documents, � discrepancies o sion may occur. Release of these drawings anticipates cooperotion and � ont�nued communclations�etween the rontroctor,orchitect and engineer to provide the best passible structure.l These drawings have been preporeE for the u of a qualified controctor � e.pe.�eo�ed �� cne��so-�oro� te�n��q�es ood sys�em:dep��cea.5e NORTH 9 Ex,=,��9=��<<�,es °�o�<,o<<o.=ha�� be,esPO�=�b��,o,�e��fY��9 d�me�=�o�=. e�e�o��o�=, ,�em��9./ FO U N D A TI O N P L A N S�A�E: , 4,. _ ,,—o•, foundation ond anything else thot moy affect fhe work shown on the tlrawings. Underpinn�ng, � shoring onE bracing of e.isting structures shali �e lhe responsibiiity af the contractor. � �' � PLAN NOTES � � + 1. FOOTING ELEVATIONS ARE BASE�ON FINDING ADEOUATE SOIL BEARING CONDITIONS AT THAT DEPTH. � ./ CONTACT ENGINEER IF OVEREXCAVATION IS REOUIRED. ^ / 2. CONTINUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH FOUNDATION WALLS 11NLES5 NOTED v • _ � OTHERWISE. V � 3. MASONRV FOUNDATION WALLS ARE 8"THICK AND CONTINUOUS FOOTINGS ARE 10" THICK x 24"WIDE UNLESS NOTED OTHERWISE. �/ 4. ALL OPENINGS AND STEPS IN WALLS SHALL BE VERIFIED w/CONTRACTOR. �� ///``` � 5. PO5T5 FROM ABOVE ARE INOICATE�:� � a / 6. DO NOT SCALE DRAWINGS. L � �F�� '��Y � � � { m N � I N U � Z � _ C N o r � m� Z � a� Q � `y J v � � N U, Z O v rym i o am /� « o I.i � °'� Y � °- N a> .:-�.?;�"yiE'"JFa(`o 1'.°� U��ym4it �W 5 W ��gSJONA��6 D8/062015 1� � /� V 1 � � N� � � Fil � O � � O '� f�" U � � � � � � ✓ � F� � � �� P� designed by TDH drawn by JDM chetked by MTN issued PERMIT 08/O6/15 sheet s � JOB #1508-02 � , � — f � s � NtYV SI UNt VtNttK � � �\] / �� ' � �1 _ �I s � V�E�T ELEVAT I ON sG,4LE: 3/8" = I' - d' ....,:... ,.....:_ .. . _... . . . . _ _._:. . . . .. . _.. .___ . __.:..._ _ .. : . _: .._�... ..._ _ � _ __ __ _ _ _ _ _ _ _ _ _ _ _ _ _ � 1I I � sourr� E�EVar i o� �,�: 3,8�� = r - d� � � ~ RF�AAINS �TIN6 RAILINC MAIN t�00F 0 ��rr� �f Vail . ..-- -�ED FO� �� .:. --7 � �--. - -__.-_ exisriN� rzoaF REMAiNs EXISTIN6 L06 SIDIN6 REMAINS EAST EL�VAT I ON sGALE: 3/S" _ �' - d' ... . ._. ::__ , . ..:_ . ..: _� ._ .;.__ . . .... . ..:... .__ No�T�t E��varioN sca_.e: 3�8° _ �' - d� NOTE: TH/S PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES ,. row�o�v�i . Town of Vail, Community Development, 75 South Frontage Road, Vail, Colorado 81657 p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149 COMBINATION BLDG PERMIT Permit #: B15-0287 Project #: PRJ15-0421 Job Address: 3901 BIGHORN RD VAIL Applied.....: 08/10/2015 Location......: 3897 Bighorn Rd, bus stop Issued. . . : 08/19/2015 Parcel No....: 210111100006 OWNER TOWN OF VAIL 08/10/2015 75 S FRONTAGE RD VAIL, CO 81657 APPLICANT TOWN OF VAIL 08/10/2015 Phone: 970-479-2170 JOHN KING 75 SOUTH FRONTAGE ROAD � VAIL CO 81657 License: C000003502 CONTRACTOR TOWN OF VAIL 08/10/2015 Phone: 970-479-2170 JOHN KING 75 SOUTH FRONTAGE ROAD � VAIL CO 81657 License: C000003502 Description: Repair rotten logs and demo chimney and rebuild to match existing, construct foundation and slab with thin stone Occupancy: U Type Construction: Valuation: $100,000.00 ...........................................>..,.....,........,................... FEE SUMMARY ............,,........,.>.......,..,....>....,..,.»..........._,._.........,.... Building Permit-----------> $993.75 Bldg Plan Check----------> $645.94 Use Tax Fee-----------------------> $1,800.00 Electrical Permit---------> $0.00 Elec Plan Check-----------> $0.00 Restuarant Plan Review--------> $0.00 Mechanical Permit------> $0.00 Mech Plan Check---------> $0.00 Additional Fees--------------------> $3,444.69) Plumbing Permit--------> $0.00 Plmb Plan Check---------> $0.00 Recreation Fee--------------------> $0.00 Investigation-----------------------> $0.00 Will Call---------°°---°------------> $5.00 � TOTAL PERMIT FEES--------------> $0.00 Payments----------°-------------------> $0.00 BALANCE DUE------------------------> $0.00 .............................<....,,.....,,.,.....,....,,............«.«.,�..............,......................,..........>................�.......«,.........�....._...�........,.,, DECLARATIONS 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 town's zoning and subdivision codes, design review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto. REQUESTS FOR INSPECTION SHALL BE MADE TWENTY-FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM 8:00 AM -4:00 PM. � combination permit_012811 � r t ��lJ� 1`,� � ..............................�.........».....,.......,......,.............,...........,.......,................>.......,.....,....,.,.,,..,,........,..,.............,..........,... CONDITIONS OF APPROVAL TO BE MET PRIOR TO FINAL SIGN OFF 1 Permit#: B15-0287 Address: 3901 BIGHORN RD VAIL Owner: TOWN OF VAIL Location: 3897 Bighorn Rd, bus stop ...........................................>..................................,...,.....,...,....,....,..................,.........,,.,......,.........,......,.............,.,...... combination permit_012811 i � l ��V�� ********.,*,,,.,..******************,.**********************««.,*,.�***�*************.*.,.,*.,*.,«*«**„*«*************«******«*«****„*,.******,,,,«*************«** REQUIRED INSPECTIONS AND STATUSES � Permit#: B15-0287 Address: 3901 BIGHORN RD VAIL Owner: TOWN OF VAIL Location: 3897 Bighorn Rd, bus stop ***.***************««**«*«**„*«***********************,.**************.,**,.,,**,.*****.***************««**..�********.,«****.*************«**««***,.******* Item: 00010 BLDG-FOOTING Item: 00020 BLDG-Foundation/Steel Item: 00070 BLDG-Misc. Item: 00420 Special Inspect-final rept Item: 00090 BLDG-Final combination permit_012811 a Department of Community Development .� 75 South Frontage Road TOWN OF VAIL � va�i, CO 81657 Tel: 970-479-2139 www.vailgov.com BUILDING PERMIT APPLICATION (Separate applications are required for alarm &sprinkler) ------_.__.�_...�_.__. _ _.__.._.___---_---_______ _.._._._ __.._ _�..______._ Project Street Address: Project#: ��s G�� s� �4�o rrt l � �� ls� � � I Nu ber DRB#: ( ) (Street) (Suite#) '� 3�� . !l � / ilding Permit#: ��S �` � eX.�� Building/Complex Name: ��n l i Contractor Information Lot#: Block# Subdivision: /� g � __._...___..__._. ---_....__ ._______----�_�._---- — Business Name:��i'1 D?T �/Gr r l ,75 � /� �/�n / � � 1,��ork Class: New( ) Addition ( ) Alteration� ' BusinessAddress: �7� v�Q City (JGt. � State:�Zip: �'/6S 7 TYpe of Building: . Single-Family( ) Duplex( ) Multi-Family( ) Contact Name: ___�Lj�, �� Commercial�_Other( ) Contact Phone: 3�� " O�Y � _ _ , Work Type: Exterior Both(� Contact E-MaiL�.�c��J. C O�'✓1 - ' I Valuation of I hereby acknowledge that I have read this application,filled out Work Included Plans Included Work in full the information required,completed an accurate plot plan, and state that all the information as required is correct. I agree to !Electrical OYes �No OYes ONo comply with the information and plot plan, to comply with all Town ' ordinances and state laws, and to build this structure according to 'Mechanical OYes (,�No OYes ONo the town's zoning and s division co esign review ap- proved, Intemational ilding a dential Codes and other ,Plumbing OYes �lo OYes ONo ordinances of the wn applica there o. Building �Yes ( )No ( )Yes ( )No �GL'.�_ X 'Value of all work being performed:T $ I(value based on IBC Section 109.3&IRC Section 108.3� Owner/O r's epresentative Signature(Required) Electrical Square Footage A plicant Information Detailed Scope and Location of Work: Applicant Name: � ��4 „ �,�.LY.��' l�d�n �os,� o...c� �dD�a.�� Applicant Phone: ��(� " �q�l� � �/�C.D�crc r cr..aQ �.a h�e c,� Applicant E-Mail:�� Q� vu! � C�a/ �CO� �y D �4�_. Project Informat�io1.. / Owner Name: -/p fi�•'l D� l�i � Parcel#: 2/d/ �/// ' �� ^D�(� (For Parcel#,contact Eagle County Assessors Office at(970-328-8640 or visit www.eaglecou nty.us/patie) . . ` (use additional sheet if necessary) For Office Use Only: � � ,� � �/�/ � Fee Paid: D __ �J _ Received From: Date Received: A�G 1 �� (]�5 Cash Check# CC: Visa/ MC Last 4 CC# exp date: Auth # TOWN OF VAIL 2014-0901 . ` ` Department of Community Development 75 South Frontage Road TflWN OF VAIL' va�i, co s�ss7 Tel: 970-479-2139 , www.vailgov.com BUILDING PERMIT APPLICATION (Separate applications are required for alarm &sprinkler) ' Project Street Address: � Project#: �9 , ,� �or� �� DRB#: (Number) (Street) (Suite#) � Building/Complex Name: �y- � � � � Building Permit#:/,�,7 -O� �� !�tJ� �Contractor Information Lot#: Block# Subdivision: Business Name: ��J� D� LlC�// r----- --�--�—�---- Business Address: �S SO�/�'� �nr10�-c�° /<f.�i1'/4.2'��k Class: New( ) Addition ( ) Alteration ( ) I / _ __ _, .,: - City VG� I f State:�_Zip: g�GS� Type of Building: �/ �� Single-Family( ) Duplex( ) Multi-Family( ) Contact Name: �h✓1 �✓�o' ', Commercial ( ) Other( ) Contact Phone: 3�� " D� �C� , . : . _ / Work Type: Interior O Exterior O Both O Contact E-Mail: ;/�vt,e,(� �/ct r/�o✓ ^ CO''� �a � -;__,:- -__ ,- . : ,.--: _....._. . ... . ' Valuation of I hereby acknowledge that I have read this application,filled out Work Included Plans Included Work in full the information required,completed an accurate plot plan, and state that all the information as required is correct. I agree to !Electrical OYes ONo OYes ONo comply with the information and plot plan,to comply with all Town I ordinances and state laws, and to build t ' r ture according to 'Mechanical OYes ONo OYes ONo ' the town's zoning and subdivision co ign review ap- proved, Intemational Bu' 'ng an esjd�ntial Codes and other �Plumbing OYes ONo OYes ONo ordinances of the To appli I�.ttiereto. �Building �Yes ONo �Yes ONo $ ,i _.. _�._. __..._._. _.. _._.. _ ..-- �...._._ . . __.__. ..__._...... X � �Value of all work being performed: $ "�� (value based on IBC SecUon 109.3&IRC SecUon 108.3� Owner/Own s p sentative Signature(Required) � Electrical Square Footage , ;Applic t Information + ; Detailed Scope and Location of Work: C-�/o'r� 6Dp� �r� � Applicant Name: � f � �/ / / U�h � VQ/ �r( d�0 (' l ''/ Q ' so s ✓,��o� , � � � f u,., r i Applicant Phone: 3�� '�/ `� / / /� � !S��cT� �a� r��S�o�z 5�� oP�4' Applicant E-Mail:��1�^DJ • �0�\ ; ��a�� Project Information ,/ Owner Name: �wh � [��'r I � ' Parcel#: �l�l " �� '"0�� (For Parcet#,contact Eagle County Assessors O�ce at(970-328-8640 or visit www.eaglecou nty.us/patie) . _ __ ._. _ (use additional sheet if necessary) For O�ce Use Only: Fee Paid: __ ___ __ _. _._. __ .. Received From; Date Received: Cash Check# CC: Visa/MC Last 4 CC# exp date: Auth # 2014-0901 ; � , J '�. n� ::�,.��t,.S`: . - < <, �ra 0 ENGINEERING AuguSt ��, 2015 Subject: Foundation Drain Letter, Pitkin Creek Bus Shelter, East Vail, Colorado Job No. 15-6576 Mr. John King Town of Vail 1309 Elkhom Drive Vail, Colorado 81657 Dear Mr. King: GROUND Engineering Consultants, Inc. (GROUND) was requested to provide a foundation drain detail for the proposed reconstruction of the Pitkin Creek Bus Shelter located at Bighom Road and Pitkin Creek in East Vail, Colorado. The following design criteria and discussion should be considered when preparing project plans and specifications. Subsurface Drainaare As a component of project civil design, properly functioning, subsurface drain systems (foundation drains, perimeter drains, or underdrains) can be beneficial for collecting and discharging saturated subsurface waters. Underdrains will not collect water infiltrating under unsaturated (vadose) conditions, or moving via capillarity, however. In addition, if not properly constructed and maintained, underdrains can transfer water into foundation soils, rather than remove it. This will tend to induce heave or settlement of the subsurface soils, and may result in distress. Underdrains can, however, provide an added level of protection against telatively severe post- construction movements by draining saturated conditions near individual structures should they arise, and limiting the volume of wetted soil. Geotechnica/ Parameters for Underdrain Design The underdrain system(s) for the project should be designed in accordance with the recommendations below. The actual underdrain layout, outlsts, and locations should be developed by a civil engineer. The underdrain system(s) should be tested by the contractor after installation and after placement and compaction of the overlying backfill to verify that the system functions properly. 1) The underdrain system should consist of perForated PVC collection pipe at least 4 inches in diameter, non-perforated PVC discharge pipe at least 4 inches in diameter, free-draining gravel, and filter fabric, as well as a waterproof membrane. GYPSUM OEFICE P0 Box 464 � 101A Airpark Drive,Unit 9 � Gypsum, CO 81637 � (970) 5�4-0720 � www.groundeng.com ENGLEWOOD � COMMERCE CITY � LOVELAND � GRANBY � GYPSUM Pitkin Creek Bus Shelter Drain Vail,CO 2) The free-draining gravel should contain less than 5 percent passing the No. 200 Sieve and more than 50 percent retained on the No. 4 Sieve, and have a maximum particle size of 2 inches. Each collection pipe should be surrounded on the sides and top (only)with 6 or more inches of free-draining gravel. 3) The gravel surrounding the collection pipe(s) should be wrapped with filter fabric (MiraFi 140N� or the equivalent) to reduce the migration of fines into the drain system. 4) The waterproof inembrane should underlie the gravel and pipe, and be attached to the foundation wall. 5) Damp-proofing should be applied to the exterior of the foundation wall. 6) The foundation wall also should be provided with a Tencate MiraFi� G-Series backing (or comparable wall drain provisions) on the exterior side. The `drain board' should be installed so that it is in hydraulic continuity with the underdrain system. 7) The underdrain system should be designed to discharge at least 5 gallons per minute of collected water. 8) The high point(s) for the collection pipe flow lines should be below the grade beam or shallow foundation bearing elevation. Multiple high points can be beneficial to reducing the depths to which the system would be installed. The collection and discharge pipe for the underdrain system should be laid on a slope sufficient for effective drainage, but a minimum of 1 percent. (Flatter gradients may be used but will convey water less efficiently and entail an increased risk of local post-construction movements.) Pipe gradients also should be designed to accommodate at least 1 inch of differential movement after installation along a 50-foot run. 9) Underdrain `clean-outs' should be provided at intervals of no more than 100 feet to facilitate maintenance of the underdrains. Clean-outs also should be provided at collection and discharge pipe elbows of 60 degrees or more. 10) The underdrain discharge pipes should be connected to one or more sumps from which water can be removed by pumping, or to outlet(s) for gravity discharge. We suggest that collected waters be discharged directly into the storm sewer system, if possible. Job No. 15-6576 GROUND Engineering Consultants,Inc. Page 2 Pitkin Creek Bus Shelter Drain Vail,CO Closure Li►nitations This letter has been prepared for the Town of Vail as it pertains to design and construction of the proposed improvements as described herein. It may not contain sufficient information for other parties or other purposes. In addition, GROUND has assumed that project construction will commence by Spring, 2016. This document, together with the concepts presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of or improper reliance on this document without written authorization and adaption by GROUND Engineering Consultants, Inc., shall be without liability to GROUND Engineering Consultants, Inc. If you have any questions, please contact this office. Sincerely, GROUND Engineering Consultants, Inc. .�•`��/ .,�, �. • . �� • � s . � �. � �:.,�f�l�� S�ONA�'� Carl Henderson, P.E. Job No. 15-6576 GROUND Engineering Consultants,Inc. Page 3 ti � � . • .i e. z / '° /� a .\ . • . ° FLOOR b INSTAL WALL DRAIN BOARD, WHERE APPROPRIATE ••a. •.• FREE-DRAINING GRAVEL �; , PRODUCED FROM APPLY DAMP PROOFING, NATURALLY WHERE APPROPRIATE OCCURRING MATERIALS ' °�: {NOT RECYCLED) , a FILTER FABRIC �� ° � ;.' , 12"MIN .� ` , ;, , .. � . .. �a• . .a� �a.• . . . �.d,. : .., *♦ e� � C 6"MIN COLLECTION PIPE WITH PROVIDE SHEETING OR MEMBRANE PERFORATIONS AT 4 � GLUED TO FOUNDATION WALL TO O'CLOCKAND 8 O'CLOCK � REDUCE MOISTURE PENETRATION POSITION� 12"MINIMUM STAYING OUTSIDE / PLANE DESCENDING FROM FOOTING EDGE AT 45° � � � / SEE TEXT FOR ADDITIONAL INFORMATION NOTES: 1.THIS IS NOT A DESIGN-LEVEL DRAWING. IT SHOULD BE USED SOLELY FOR GENERAL INFORMATION PURPOSES ONLY.ACTUAL UNDERDRAW �ROUHD DESIGN SHOULD BE COMPLETED BY OTHERS. ENGINEERING CONSU�TRNTS 2.THE UNDERDRAIN SYSTEM MUST BE TESTED BY THE CONTRACTOR AFTER INSTALLATION AND BACKFILLING TO VERIFY THAT IT FUNCTIONS �(pICAL UNDERDRAIN DETAIL PROPERLY. 3.INCLUSION OF THIS FIGURE IN CONSTRUCTION DOCUMENTS IS DONE JOB NO.: 15-6576 FIGURE: 1 SO AT THE DOCUMENT PREPARER'S RISK. 4. REPRODUCTION OF THIS DOCUMENT SHOULD BE IN COLOR. CADFILE NAME:6576DRAIN.DWG ' Client: Mr.John King ��0�� 13 9Ekho'mDrive ENGINEERING CONSULTRNTS vai�,cos�ss� Pitkin Creek Bus Shelter •��sl : .•• ENpF��. . .r . i" 38882 Zs -c; :� �°�'' 9�� '�' .n�S� �.�... � Job No: �5-ss�s S��NAL� D2t2: September 10,20�5 General Comments As scheduled,a representative arrived on-site to perform the below discussed services and we have the following comments. "'OPEN HOLE'�` The exposed materials at the base of the excavation for the Pitkin Creek Bus Shelter foundation footings were observed.At � bottom of footing elevation,the exposed materials were comprised of Silty Sand with Gravel and Cobbles that were generally consistent with our experience of the anticipated conditions in this area. No project geotechnical report has been prepared for this sRe,but plans call for an assumed soil bearing capacity of 2000 psf. Quan6tatively verifying bearing capacity generally requires access to subsurface and Standard Penetration Test data. An excavator was used to expose the undisturbed native soils in the foundation excavation and a walk behind compactor used to re-compact the foundation subgrade surface. Based on the limited amount of subsurtace data available,the observed soiis appeared capable of providing an allowable bearing capacity of 2000 psf with an associated movement potential of 1-Inch,however,the possibility of the presence of weak subsurface materials resulting in allowable bearing capacities of less than 2000 psf cannot be ruled out from surFace observations only. In the event that quantitative verification of allowable bearing capacity is necessary,drilling and sampfing should be performed. The exposed materials were prepared in accordance with project documents.Randy with Town of Vail was immediately notfied of today's observations. � fi�!'°��°;;� - �r.y j' - 'Y �., s _ '+•� ��,,,.. ,�,a., .-s - I� "��`.f`' i�.r � '�� 'k. _ "•`•"�"".S' � : . -.. . i .�. � t : �. _ _� � ♦ iv =� � `�4 y. - . T - f %'.r t '..� �,j/r .'l ',�' �'y�d:tw _ � ��'L�L.� �A� f' rY E R �, � ^ t p + � � k ��' � � `�� '`"•, ! /- ! t ' t x f:� f-.,�} �y�'.�, } a' 1' ad�� '� .�!1 f r. � j,�,�.: '..�i�.. G :� �,y; .�,�' ,Y ._\.:'=. �r� v�� i^ ' � ., � . .. _, . . "� �. .- .� � t - --' ,•_,,, :., , � .� .. . -=. -�,�,.,,_.- t F ,� . . _ ,- - . M" � .��*.'-'r� . � . _ � .. .. � '-1� ---. `_ r ,[ � r 2 A'' ' . /L'*�`.' �K . '.^ C�� .Y' � .. � .4��.•��. Field Representative: snane sorensen Englewood,Commerce City, Loveland, Granby,Gypsum,Grand Junction, Casper K M CONSULTANTS, INC. �oe PITKIN CREEK BUS SHELTER �1508-02 , SHEET N0. SK� �F S� structural engineering and design JDM 09/14/2015 DRAWN BY DATE - - P.O. BOX 4572 PH: (970) 949-9391 TDH 09 14/2015 VAIL, CO 81658 FAX: (970) 949-1577 CHECKED BY �A� SCALE 3/4�� _ ��—� ;� ,. T;��t��rF� . � 9��YYm ��*a.°��69Fs� po t�'o .�, ,�, �. y�`a�� b � ` �'� � �. � � �o'��SSro�A��`'�� 09/14/2015 I I ��)-#5 DWLS. EPDXIED INTO �'4"�x6" HOLES � , w/ NEW CONC. CAP '%i%/�/�%��%��i �� O�O,` �,�\�O\��O\��O\� ��j��/\//\Oi r �''''°� ``��```� CUT EXSTG. PIER �;�,� ��i O ��-. �� FOR FLAT SURFACE � �' I I I I I I I I I I � �—EXSTG. CONC. PIER J � � � � � � � � � L - - - - - - - - -� �oe PITKIN CREEK BUS SHELTER �1508-02 CONSULTANTS, INC. SHEET N0. SK� pF S� structural engineering and desig� DRAWN BY JDM pA� 09f14/2015 P.O. BOX 4572 PH: (970) 949-9391 TDH 09 14/2015 VAIL, CO 81658 FAX: (970) 949-1577 CHECKED BY �n� SCALE 3/4" = 1'-0 , i � . .:. ��,��t::�t�^T�,�P :- � oo�� o �^v s'•�i;F.l+ a F� �� ,� a �4� e �,. . �o� ��,�� sSlONA��' 09/14/2015 I I �2)—#5 DWLS. EPDXIED INTO 3/a��x6" HOLES o � w/ NEW CONC. CAP '%o��°i��i o��,. �,\,\,�\,\,� ��\�//\/\o,� �''�%�'� `��`O� CUT EXSTG. PIER �`ii O '��'� �`��0� FOR FLAT SURFACE I I I I I I I I I I � �—EXSTG. CONC. PIER J � � � � � � � � � L — — — — J KRM CONSULTANTS, INC. �� PITKIN CREEK BUS SHELTER SHEET N0. SKZ pF S� structural engineering and desig� DRAWN BY JDM pA� 09/14/2015 P.O. BOX 4572 PH: (970) 949-9391 TDH 09/14/2015 VAIL, CO 81658 FAX: (970) 949-1577 CHECKED BY �,a� SCALE 3/4�� _ ��—� ,-...,:. ,�.��j�s:�t�^rE,9 .. :� 9��Co X"^v s'A�'6�E1+ Ga�'O ,��a°h.'� �� s � �9 �,�,. � �� '��SSdaNA�� 09/14/2015 cO � � � �,i i ii`i`\�i`��i I ( ��0�Q�O, � �,��O��O i�i�i��i ///,/// ��. \.�A/�A/�Q/ j��//// \\/��\�� I I �j�% II �2"�d CONC. PIER � I I � (2)—#5 s VERT. ° I I I � I I BELLED FTG. — SEE PLAN II I FOR DIAMETER � � EQ. EQ. . � � Department of Community Development 75 South Frontage Road TOWN OF VAlL` va�i, co s�ss7 Tel: 970-479-2139 www.vailgov.com BUILDING PERMIT APPLICATION �� (Separate applications are required for alarm &sprinkler) l Project Street Address: Project#: �1�.��S'�� '_3�q7 q.��a�H /.� q �'�— � DRB#: (Number) (Street) (Suite#) tJ Building Permit#: �•��s" Q�� G� Building/Complex Name: I'i��(�N�/�r� S ' i Contractor Information Lot#: Block# Subdivision: I Business Name:�OL�� r9e�- �Gt<�I �-_�-- ------ ' Z � � / /� n��Class: New( ) Addition( ) Alteration( ) Business Address: S .So o d-4�r /fcy , , _ _._ __. ;City ( c.�.�� State:_�Zip: 'Type of Building: �65�- ' —t— / i Single-Family( ) Duplex( ) Multi-Famity( ) ,Contact Name: �C�(.�.1 l�v�,o ' ', Commercial ( ) Other( ) Contact Phone: �Y,� -O��/� ' _ . . ., _ Work Type: Intenor( ) Extenor( ) Both ( ) Contact E-Mail: ;�.�(,_�G�(��6 r� �.,, + G0� ._. .. _.___ _ ,_ _.___ .__._ _ _ �� Valuation of I hereby acknowledge that I have read this application,filled out Work Included Plans Included Work in full the information required,completed an accurate plot plan, and state that all the information as required is correct. I agree to 'Electrical OYes ONo OYes ONo comply with the information and plot plan,to comply with all Town � ordinances and state laws, and build this structure according to 'Mechanical OYes ONo OYes ONo the town's zoning and subdi ' on codes, d ' review ap- ! proved, Intemational Buil ' g and Resi ial Codes and other �Plumbing OYes ONo OYes ONo ordinances of the Tow pplicable t eto. �,Building (�QYes ( )No (y�1Fes ( )No _� _.-._.._ _.�...--- __ .... .._ ___.._.,-.._ __.._._ ..._..... _._._........ X �Value of all work being performed: $ I(value based on IBC SecUon 109.3&IRC Section 108.3� Owner/Owner r ntative Signature(Required) �I Electrical Square Footage , � �Applicant Information , Detailed Scope and Location of Work: Applicant Name: ��ZrVI,,� �12 � Ov'e / I / • �d��*'+e� �'��r�� .I�rr.�� i4C �.Applicant Phone: �� /�, s'��r ��uu�iGC�'i I � / 0 Applicant E-Mail: Project Information / Owner Name: �W,1 D� v�l�( ' Parcel#: �(D �///�x��n� (For Parcel#,contact Eagle County Assessors Office at(970-328-8640 or visit www.eaglecounty.us/patie) '° ` . " .` ° (use additional sheet ff necessary) For Office Use Only: � � � � �/7 (� Fee Paid: __ V L� _ _. ... . ...._ __ .. _ __. Received From: Date Received: �,. 3� � Cash Check# SEP 2 3 2015 CC: Visa/MC Last 4 CC# exp date: Auth # TOWN OF VAIL 2014-0901