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INC, C� It� NOT P�RFQRM A TITLE SEARCH 0� THE , , „ , , , , , , ,r # SUBJ�GT Pi;OPERTY TO ESfiABI.lSH OWNERSHII' , EASEMENTS QR RIGNTS- qF- WAY OF C2 35 d216 1:76. 59 107. 99 55. 74 906 . 31 N89 27 57 � . RECORD. NQ TI T},.E Pd l.l CY Q R C O M M I T M;E N T W A v P R O Y I R E D T t� E S T A B L I �H T H E UPPER QECI'� ",� ` `•�'` �� � � EXISTENCE �'!-IEF�EOF. B.OUNDARIES AN � �,�SEM�NT� SH�WN MEREON ARE ;P�R 'fH� ��� . • ��ca�� ��.aT. ELEV. w $ 3 � 4. 1 , ��E�.N 6. NO'�'CE: ACCORDING TO COLO�At}0 LAW Yt7,U MUST COMMENCE ANY L�GAL ACTION � � � BASEp UPON ANY DEFECT EN 7HIS 'S�IRUEY WITHIN 'THREE YEARS AFTER Yt�U F'1RS7' • t?ISCC}VER SUGH DE�'ECT. IN Nt3 EVEiJT, MAY ANY ACT(C?N BASED ':UPON ANY . ����crt � �� �M�s su� v�� e� Go�r��rvc�� ���� rF+ �rv �r�N �,��s �RO� TH�e ��,�r� �� � � � 8 � 52 . 4 � � , �,� OF CERTIF'IGATION SHOY!/N HEREON . � �.-.-- ' . �„ ...-M �}UT�. INE ;� F DUPLEX � ��'��� � �� ���� � � IMRROVEMENT L4CATI�4N C � RTIFfCATE ,835� . 1 -�'� �� � � � �� � 4 � 835'S . 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OF THE PAi��EL, EXCEPT AS aHOWN, THA7 TMERE ,ARE NO ENCROACHMENTS � J� �J � . 2 . ���� � � UF 1 �' 3.47 FEET TQ TI-1� POINT OF' :BEGINNING: TNE'NCE S ?8`15' 32'" W A DlSTAN�E QF 46,:20 �'EET; UPON THE QESCRI8Et7 PREMISES BY �IMPROV�MENTS ,C3N ANY ADJOINI.NG iPRE'MISES, �, , o THENCE N 11 "44'28" W ,A DfSTANCE OF 26 .C�(7 FEET; THENGE N 7$'15'32" E A D1ST.ANCE OF 2A�. 3Q EXCEPT AS INDICATED, AhlD THAT THERE IS NQ :APPARENT EVfpENC� OR SIGN QF ANY g�„,�..1 INqlCATES AN EV�RGREEN 7REE WITH TRUNK bIAMET�R. �"" F`EET; THENCE � 11 "44'28" E A DISi'ANCE Q� 2, t�0 FE�Tt 'fNEN.CE N 78"15'.32" E A DI �TAN.CE OF E�ASEMENT CROSSING OR BURDENING ANY PART ;QF SAID PARCEl.� EXC�PT AS NO'fED. � �� � 21 . StJ F�ET; TH�NC� S � 1 `44'28" E A DISTANC� OF` 24. {�t7 ;FEET TO TH� (' bf , OF �EGINNtNG. �,�„ �' � � � � � � � �� ���� O� RE �1s�� � IMPRQ�A�ENT LOCAT�t} N �ER"TIFIC:�TE ,AN'D � y�� �,���° ���"� eC � �����, FARTIA�L TC}F'O=GRAPHIC �.AP � � -�-a' � ?f �� { � . 0 5 2 } ���c�z� �, �o� �� x� � � � � �. � - � ��" �'^r v R w'�*" ��`'w�t'v `° � �-� �;� � Y � � � , � 2759 � ca �� +�r' � ' ��` �"� ��{� � � � � s�� �� � k � � ,� � k4 p,ATE. ._.�..,._ _ 5�.,° �,�.. �#. ` ' °. , , %r � n���� �� {�� ��� ��` �rtY' � � -�`�gia'�/�'�f�►�'>�,�� Ei�r �iccs___ �.��__-__ _�- _�_ __ VA:IL tTI��GE � F � �" +x�'.,.....?., `;`t s2 c �.°'�,-�rs.a .. :'s.. "rSx�'a;: ;c.':�'+.,.« . (} � d __ __.�.. .._._. ___ � �:H�RTEENTH F]�,�I1�G x . . � . °r PEAK LANC? CONSULTANTS, ING. �'si � � � � � � � � p � ° �,14" OLORADO P, �.s, N �. z��ss T+��I�1' (} F VAIL, EA�I;E CQtTN'TY, �C} L(�►RAII�� PH (979)476-se4� FAX: (970}475-8616 �1V� L � ��'O � FOR & QN BEHA�F 0F PEAK LANQ CONSU�fiANTS, ING � �aoa uor��s a�ac� �oop, sua� �a ; vni�., co s� ss7 QRAWN : JF GHECK �D BYt �B8 SH �ET' 1 t�f 1 . . a,�°��. o�/ � z/ � � � �,c �oe�: � � s � � , , � � / �...� � ,�,,,.. �.�..__.. .,...,�. '�-�..` --�,-,,,.--.- ` �-- �.�-- C.� °~�-. � �__�__ ,�.�-- �� -----_ .�_-_-- �--a �-_�__ �;__.�___ �--� C.� W , � � � ,r� �i c°d { � � � � RI �=y �-�. � 0 � -- � ./ � � �� � � ,� p .�.,r,-- W � � i � � p � � �---`/ � o�o E--� � � � � � � � � � � � �,._-�:-- ''".---�' �� pq �� � c� � W � � r°. �°. � � � � � � � v � r"-'� � � � � r� � � � � � � ,� � �-' � � o � � � � �� � � � � � � � � � � p4 ,-�� � �� ,� .� _ _ ,� _ _ � _ _ _ �, .� � c� }'.�� �/ w.., ,..,w � � �� �*° """�� °'�„ ....n � � !'."'1 ----� EX. 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O 0 � . �qp"v p18p�� y 0 O �a�a70 F O DESIGN CRITERiA: POPE REMODEL JOB �: 1305- 09 ¢ ��' °'o, �• 4,�'� STRUCTURAL MASONRY: �+�►f�• ������ ���f �►u� Load { Snow) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8Q psf A B B R E VI A TI 0 N � t S T Roof Dead Lorad - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 psf a . Hollow ( oad- bearing concrete masonry shall be iightweight units conforming ta ASTM C90. Floor Live �oad - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4p � �� Exteriar walls and walls below grade shal ! be grade N - 1 . Ofif25/1 � Floor C� ead Load - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 psf b . Mortar shal { conform ta ASTM C27Q and shall be type S with minimum cube strength af 1800 A. B . ANCHOR BOLT LAM . LAMINATED Wind 3 Sacond Gust - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - 90 m h Ex B ps � • Da not use masonry cement or admixtures unless appraved by the engineer. ( } p { p • } A. F. F. ABOVE FINISHED FLOaR L�H I.ONG LEG HORIZ�NTA� Seismic Design Category - - - - - -- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �XEMPT c . Grout shall be coarse grout as defined in UBC Table 21 - 8 (2012 iBC Table 2103. 12} with A, �. G. ABOVE FINISHED GRADE �1�V �ONG LEG VERTiCAL IBC/IRC Edition - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �p� � minimum cube strength of 2U00 psi, Admixtures shall not be added unless approved by the ADJ. ADJUSTABI�E �ONGIT. �ONGITUDINAL � �- r��``., engineer. ANCN . ANCHOR �TWT, LIGNTWEIGHT m °i `T' SPECfAL INSPECTI (JNS: d . Minimum prism strength of masonry wall assemblies shall be f'm = 1500 psi. APPROX. APPROXIMATELY LVL �AMINATED VENEER LUMBER � °' � e. Gonfarm to size and height limitations set forth in Table 1 . 15. 1 of ACI 530� Grout shall be ARCH . ARCHITECT LSL I�AMINATED STRAND RIM MATERIAI. � , cs, �. a . No special structurai inspectians are required . Periodic observatians of constructian by the placed in a cantinuaus paur in lifts not exceeding 6 feet. BD . BOARD MAX. MAXlMUM � � rn °' structural engineer are not considered ta be special ins�aections. f. Band beam units sha1C be praduced fram standard vertica( fy vaided units with pre- cut knock- BLDG. BUILDING MECFl . MECHANICAL z � " aut cross wafls. r � ° All masonr sha { 1 be laid u runnin bond with ex osed aints tooled . BLKG. BLOCKItVG MATI. MATERIAL � � � � FOUNDATiON DESIGN : 9• Y P 9 P 1 � � M . BEAM MANUF. MANUFACTURER �...- h . Use cantinuaus horizonta ! jaint reinforcing in all masonry wa11s, consisting of 9 gage size wire BOT. BQTTOM MI �1 . MINiMUM � �' X a. Design of individual and cantinuous faotings is based on an assumed rnaximum allowable welded to 9 gage trussed cross wires. Width af jaint reinforcing shal ! be approximately 2" B . O. W. BC7TTt?M OF WALL ( N ) NEW Q �� � ti bearing pressure af 150Q psf ( dead load plus #ull live laad) . less than wid#h af wall . Provids prefabricated corners and tees. Wire shall conform to ASTM BRG. E3EARING NQM . N4MINAL � cu b, Fao ting� s ha l l be p iace d on t he natura l undisturbed sail , ar compcacted structural fill per the Speci fica tion A- 8 2. Maximum ver tica l spacing of joint rsinforcing shall be 16 " . CANT. CANTILEVER N , W. h10RMAL WEIGHT J � recornmendations of the geatechnical engineer, below frast depth . i. Provide 1 f2" clearance or expansion materiai between masonry and other structural elements C. J. CONTRtJL JOINT (7. C. �7N CENTER (� �� c. A representrative af the geotechnical engineer shall verify soils conditions and types during unless noted otherwise. CMU CONCRETE MAS(7NRY UMT {�PNG. OPENING Z excavation . Because geatechnicai informatian was not available at the time of preparation of j. Verticpl cantrol joints shall be provided full height of masonry walls as lacated on the CEM . CEMENT OSB ORIEIVTEQ STRANa BOARD � v � the construction dacuments, we have used assumed values br�sed on similar sites in the area . drawings. Construct control joints as continuous head jaints with mortar raked back 3/4" at GLG. CEILING f�? PLATE � ..... r��. � Gonstructian of tha faundation may nat praceed without verifying these values. Fteport any both faces and 5Q� of the horizontal jaint reinforcing cut at the joint. Band bearr► reinforcing � CENTER �{ NE PLYWD , PLYWOOD � � � discrepancies from d�sign c�ssumptions to struetural engineer for re- evaluation of faundation and grout shall continue through the joint. CI�R . G�EARANCE PKT. POCKET � � y� � desi� n . k. 1=ill all voids and cells within 12" either side of centerline of beam ar cofumn bearing location COL. GOLUMN R . 4. RQUGH aPENI �lG � � c.a d . Verify type af fill with sails engineer and structural engineer prior to backfilling . m with { 2) - #5 reinfarcing bars and grout continuous to faundation unless noted otherwise. CONC. CON �RETE RAD . RADIUS � � REINFORCED CONCREl'E; I . Masonry wa ( is, including site walls, shall have a cantinuous horizontal bond beam consisting of CONN . CC3NNECTION REF. RE�ERENCE �' -� � � ( 2) - #5 bars and solid grout at the top of the wall c�nd at 8' - 0" maximum vertica! spacing CONT. CQNT1NUaUS REINF'. REWFaRCE/REIN �'ORCEMENT � a �" „ „ unless nated atherwise. CONST. CONSTRUCTION REQ' D REQUIRED a . Concrete design is bas�d on the Building Code Requirements far Reinforced Concrete {ACI m . Masonry wall shall be groutsd only at those cells containing reinfarcing steel unless specifically C . P . GRIPPLE POST FZET. RETAINING 318) as adopted by Chapter 19 of the 2012 IBG, aufiharized by the engineer. C. W. CRfPPLE WA�� REV. REVISION b . 5tructural concrete shall have a minimum 2$- day campressive strength af 3000 psi. DB�. DQUBLE R. S. ROUGH SAWN c. Concrete shall be proportioned using Type I - Il sulfate- resistant cernent. Admixtures containing QET. DETAIL SCHED. SCHEDULE chloride salts shall not be used. DIAG. DIAGONAL SECT. 5E�TION d . Cald we�ther concreting pracedures shall be prouided as recommended in the ACI Manual af pW1,_, pQWEL SHT. SH �ET Concrete Practice DWG. DRAWING SIM . SIMILAR e. Concrete coverage for reinfarcing steel : EA. EACH S. ( . P . STRUGTtJRAL INSULATED PANE� 1 . Goncrete cast against and permonent{ y axposed to earth : 3" * E. J. EXPANSION JQINT SPEC. SPECIFICATIt�N 2. Concrete expased to earth or weathar: 2U12 IBC FASTENIRIG SCHEDULE E�EV. E�EVATION SG2. SqUARE A. �5 bar and smaller 1 1 j2" *THIS IS A PARTIAL SCHEDU �.E. SEE IBC TAB �E 2304. 9 . 1 FOR FU �L SCHEDUI.E ENG. ENGINEER STD. STANDARD B , �6 #h �ough �18 bar 2" EQU1P . EQUIPMENT STL. STEEL � 3. Cancrefie not expased to weather or in cantact with ground: CQNNECTfON FASTENING °� b EQUIV. EQUIVALENT STRUCT. STRUGTURAL A. Slabs, walfs, jaists �#11 bar arad smaller} 3f4" EXSTG. EXIS7( NG TBcB TQP c4� BOTTOM � B . Beams, columns 1 1 j2" t . doist to sill or girder 3 - 8d common taenoil (E} E}CISTING 7&G TONGUE 8t GROOVE 3 - 3" x o.131 " nail EXP . EXPANSION T. q. TQP OF � REINFflRCING STEEL: 3 - a" 14 gage staple EXT. EXTERIQi� T, U. C. TOP OF G�NCRETE 2, Bridging to joist 2 - 8d common taenail each end F'. D . FLOUR DRAIN T. O. F. TOP OF' FQ417NG � � �.. a. Detailing , fabrication and plac�ment of reinfarcing steel shali be in accordance with the ACI 2 - s° X a.13t " na� FDTN . FQUNDATION T. O, �. TQP C7F LEDGE Manual of Concrete Practice. 2 - 3 14 gage staple F�R. FLUOR T, Q. M . TQP OF' MASUNRY � � b. Except whare otherwise nated on the drawings, reinforcing bars shal ! conform to ASTM s. so�e P�ate to jo;st ar blocking � sa Qt is" o.o. typica� face na�� FRMG. FRAMING T. O. W. TC7P 4F WALL �-�� �} Specifica#ian A615 and shaCl be grad � 60 except ties, field bent bars where permitted by note s° x o.13� " na+� at s" o.c. FTG. FOOTING 7HRU THROUGH an pfan , or bars ta be vrelded, which shall be grade 40. 3" 14 gage stapie at t2" o.c. GA. GAUGE TRAIVSV. 7RANSVERSE �� r-� c, Extend reinforcing steel a minimurn of 2' - 6 " thr'ough �ofd joints. Urtl �ss specifically lacated Sole plate to joist or blocking at braced „ pa�e1$ GA�V. GA�VANIZED TRTD, TREATED F„�.� (;� an plan ar detail �, caordinafie cold joint locations with engineer. wait panel 3 - 16d per � s braced wati ��N . GENERAL TS TUBE STEEL COLUMN � d . Epoxy adhesive for reinfarcing dc�wels shall be " Hilti" or "Simpson " or approved aquivalsnt (4)-3" x o.� 3� " nail per i6" p"'�`'� adhesive systems. Minimum embedman �s, if not specifi�ally indicated on the drawings, sha11 {4)-3" 14 gage staple per ts" G. �. GLUE- LAM TYP . TYPICAL �d , 7. Top plate to stud 2 - 16d common end nail GYP . GYPSUM /GYPCRETE U . N . O. U1J �ESS NOTED C17HERWISE E"'� '(�`� be accarding ta th � manufacturer s sp�cifications, 3 - 3" x 0.131 " na�� HDR. HEADER VERT. VERTIGAL � e. Metric bar size conversion table; � - 3" 14 gage staple HORIZ. NORIZtJNTA� V. I . F. VERl �Y tN FfELD � � ���4G #� � #� � #� � #� � #�� ��� #2� ��� ��� 8. Stud to sole pfate 4 - 8d common toenail HSS HOL�OW S1'EE� SECTION W. F. WlQE F�ANGE !� INCH - POUNi� �3 #4 #5 #6 #7 #8 #9 #1 � �11 4 - 3" x o.� 31 " nai� HT. HEIGHT W. P . WATERF'ROt?F �=L� r`�"' � 3 - 3" 14 gage staple 1 �1T. INTERIOR W. W. F. WELDEp W( RE �'ABRIC � � STRUCTURAL WQOD FRAMING: INV. INVERTED WD , WOOD 2 - 16d common end nail JST. JOIST Wf WITH �� � a . Except where noted otherwise, all 2" nominal lumber, exeept studs, shall b � Douglcas Fir- L.arch 3 - 3" x a� 3� " na�� K KING STUD Wf0 WITHOUT }� #2 and better, and all soiid timber becams and posts 3" nominal and wider shall be Douglas 3 - 3" � 4 qa�e stapta Fir- Lar�h �2, 9. Double SEuds 16d at 24" o.c. face naii � � 3° x Q.131 " nail at 8" a.c. ��,�`I � b . Stu �is shall be Stud grade and better Dauglas Fir- �arch or Hem Fir, ,. „ c. Built- up posts shall cons€st of Douglas Fir- Larch ar Hem Fir �2 or better 2x4 or 2x6 studs 3 14 gage stop�e at s o.c. � per plan and shall be nailed together with 2 rows of 16d nails C� 6 " an center aiong each � a. Doub�� top plates isd at � s" a.c. typical face nai� � 3" x 0. 131 ° nail aE 12" o. c. StuC�. 3" 14 gage staple at 12" o.c. � ^ d. Built- up beams consisting af multiple 2x members shall be nailed together with twa raws of � � 16d nails spaced at 12" on C6(1 �$C'y or with two raws of 1 f2" diamefier thru - bolts spaced at Qoubte top pkates s - � sd common iap splice F..� 24" on center. 12 - 3" x o.139 " na�� ._w�1 e. Except as noted atherwise, minimum nailing shall be pravided as specified in the " Fastening t2 - 3° 14 goge staple typical face na;� ("' "��� SCh�CIUIe" Otl �he dCClWi�tt�s �20Q9 IBC Tqble 2304. 9 . 1 � . 11 . 8locking between ,jaist or raf#ers 3 - 8d common toenail � � � f, 8olts used for waad framing connections shall be installed with standard washers and nuts. to top pfate 3 - 3" x o.131 " nail g. All lumber used in construction sha11 have a maxirnurn moist�ars content of 19�. 3 - 3 i4 gage stapie � 12. Rim joist to tap plate 8d at 6" (152mm) o.c, toenail � 3" x Q.131 " nail at 6" a.c. STONEfBRICK VENEER : 3" i4 gage staple at 6" a,c. 13. Tap plates, laps and interseatians 2 - 16d common face nail SEE FRAMING PLANS a . Anchored stone ar brick veneer and its attachments shall conform ta IBG Sectian 1405. 6 with 3 - �° x o.� 3� " na�� FQR HEADER SIZE Q wire tie ta the structural backing for every 2 square feet of veneer. 3 - 3" 14 gage staple b . Stone or brick venaer shall be suppa�-ted on dry- stack CMU units ta the foundation , ar 14. continuous header, two pieces 1sd common 16" o.c. along edge provide steel angle support per detaifs on the drawings. is, cont�n�ous header to stua 4 - sd common toena�i PR+�VIDE A MINIMUM 3 - 8d common toenail OF ONE KING STUD, GENERA� REQUIREMENI"S: {5ee Secti n� 2308,� 0.1 , Table 2308.10.1 ) 3 - 3" x 0.131 " nail QR AS SPECIFIED ON 3 - 3 14 gage staple P �AN 23. Built-up corner studs 16d common 24" a.c. a . Structural erection and bracing : The structural drawings iflustrate the cornpleted structure - � » POSTS SPEC( FIED ON PLAN with all elements in their fina ) ositians, ro erl su arted and braced, The contractor, in 3 x o.� 3� nait � � fl.c. -,.--.. P P P Y PP 3" 14 gage staple 16" o.c. INDICATE TRlMMERS QNLY ANC7 the proper sequence, shal ) provide shoring anc! bracing as may be required during construction 29. �aist to band joist 3 - 16d comman tace nai� Da Nt�T INCLUDE KING STUDS to achieve the final completed structure. Con #act structural engineer far consuftatian (not in s - 3" x 0.131 ' na�� contract) as r-equired . � - 3" 14 gage stapte • MT�! b . Dimensions. Ch �ck all dimensions against architectural drawings prior to construction . Do � �� � 9 � �� � .Y Na�s: -� nofi scQle drawings. drawn by � T� c. Construction practices: Genera) contractor is responsible for means, m �thods, techn �ques, For SI: 1 ;nch = 25.4mm. 2 3J8" x o. 113" nails and 3" x o.131 " naits are standard 8d and 10d Gun nails. � „ , „ � TYPICA � WINDOW/DOOR HEADER SCALE: 3f4 = 1 - 0 TDH ' sequettGes and procedures for cortstructior� of �his project. Notify structural engineer of a. Cammon ar box nails are permitted to be used except where otherwise stated. ChBG��t� � y � � arrtissions or conflicts between the working drawings and existing canditions. Coordinate b. Staplas shall have a minimum crawn width of 7j16 inch. 51 � `� �� requirements for mechanical felectrical jplumbing penetratians through structural elements with (SSll �d �� struct� ral engineer. Jobsite safety is the sole responsibility af the contractor. All methods � � � used for construction shall 8e in crccardance with the latest editions of the IBCfIRC. �' � � c { N � � �J��} 7 � � � ���-•-� -� d . Details not specifically shawn on the drawings shall be constructed in a manner similar to the ��. ��� details that are shown far ( ike conditians. These items shall be braught ta the attentian of PERMIT {� 6 25 ,�13 � �� t he s truc tura l engineer as soan as possi b ie far approva l . Approva i s ha l l be o b taine d priar to installation . �. All waterproofing and flashing is the respansibility af the archi# ect and cs�ntractor. f, It is the responsibi( ity af the contractor ta contact the structural engine�r at the appropriate time to perform sit� observatiar� visits. Obs�rvation visits to the jobsite by the engineer are for defiermination of genera( �onformance with the canstruction dacuments and shal ) nat be construed as ir� spection . � ��P� �' �� ��� � g . Though �very effort is made to provide a cornplete and clear set of constructian dacument�, � �� � ��j� �� �� ������ �. discrepancies or omissions may occur. Release of these drawings anticipates caoperation and � �� � �� � � � continued communication between the cantractor, architect and engineer to provide the best �+ � ,�°,„,. � possib ( e structure, These drawings he� ve been prepored for the use af a qualified contractor `�� n d � � , . experienced in the ccanstruction teGhniques and syst�ms depictsd . h . Existing structures: Contra�tar shall be respansible for verifying dimensions, e( evatians, � > �� S� g�� . framing, foundation and anything else that may affect the work shown an the drawings, ���9 �` �°° Underpinning , shoring cand bracing af existing structures shall be the respansibiiity af the contractor. � � � � � J� d �J - � � _ • �.r �� �����,,�Q ��`���,�� . "'C,y�g°�o��° ��"'�,�ao'�� . � �,"e o ��� ` +a° 7"'�O�ee ���� � ���a' �sqN°�(����r , �,��. �� 06/25/13 r� � � � � � � _ � U � � � Z °' _ v ,....,o � o r. � � � � � .`' � � z � X .� � � `L O.. 14 J v STONE SUPPC�RT. �5x5xY2 Wf �/a" �x4" - � � EXP . ANCH . ' s � 12" O. C. MlN . { 2) t� �� . ANCH �RS PER SEGMENT. EXP. ANCM . � � PLACED A MIN , 6Ya" �ROM T. O. W. �,� � O � � � �u.7y. `� � '} �' — � 5f � V � NOM . ( t/. I . F. ) ( E } FDTN . ( V. I . F. ) �._ � '�'� ,,�., Q � � v � � � Y � PQST PER PLAN - �' � � T' � -� a ¢ `° � — — — — — — -- _____ ._._. _._. .�. � __.. � I I r tn a` > nr - - - - - - = - - - _ _ _ _ _ _ _ __. _ _ _ _ _ _ _ _ �—� 1 I ( ) SIMPSON CPS7 Wj 1 ( r � �_����---��°��� � �i � �" �x1 '- 8 THREAQED R4D S2 I I I � � ( � I I r » , CJ CJ � � ( I � ��� � � ' � �� y e���.� �_...�..».._. � ii�y.�. � I ( � n :s �„� \ 73 – 4 V. I . F, T. 4. W, T. Q . W. = 73 – 4 ( V. I . F. } � _ ( � � I I I (� ( T. U. F. = 59 ' - 11 { V. I . F. ) 1 ' – 1 U„ ir7 �, I I ( i I � i � I N 6 " CMU WA�.L---" � ( I I I I ( ( I ( � I { � II II I � I I � � ^ �x; } ��x'',/ �-y` � I I I � ( I � I � I ' I I II � � � � I I # , j � � � � � � � I N � � � � �� � � � � � � � � , � s , I a � � � � � � I I � , � ����� � � , C � , � � , I � � I I I � I IE ► � � Y.� !� _ _ _ _ _ _ _ II ll � � I I � � � i i I � � � � � I � � EXSTG. QECK FRAMING I I I I I � I I � I � '�'� I I I � � � � II � � II II Ii II � � � � "'�' I � STD. WIRE JOINT REINF. I � ( I ( � I � I � HORIZ. {� 16 " O. C, I I I � I I I � I �� � I � � ) 1 ( I � � � � � i X 1 � I � � d � � � � � y"� I I � ._._._ ���� . . II II I � f � L _.._ � _ _ � _ � �1 I � I � � � � �— _ — � _ _ ��� �> � � � � � i � � � i � � F--� ( i i � � � i � � I � C�7 �„ � � � �� � -t � �5's VERT. 1N FUL�Y � � I � ( � � _ y _.._. _ _ � � ._.� � �� � ._ _. � ._._ ._..._1 I h-i GROUTED CE�LS C� 16" O. C. I I � f� ____ � ____ ..� � � .� �. .� � ___._. ____�"� � � I � � ) I � � � � � w }� i I I � I � � H I i � I I i i � c _ .� � » — = = _ _ _ � � �- - a � � � � � � �' C c� -� �c�. �Q. i i i i � � G'�,2 �` STONE VENEER I � I � REMOVE EXSTG. SITE WAL� PER ARCH . -- ( � � � i - - - - - - - - - ------ - - � � � ( '�.� ( ,.� � I �-- - - - - - - - - - - - - - - - - - - - - - _. _ _ - - - - _ � I � ��i II ' � L���-__-»�__�__���I �� � , � ���� ���'�'`�`��� � � ~��J �'� ��� NOF� TH VENEER SUPPORT: CONT. �4x4>c7`4 � � � �� L.J !'1 1 1 lJ �� 1 � !'1 � SCALE : � 4- �� - 1 � - Ui? W/ �" �x4" EXP . ANCH . 's C� 16" � �� ��� x � o. c. INTO FULI.Y GROUTED CELLS PLAN NOTES � c� � s " o. c. � 1 . ELEVATiONS �F CC}NCRETE FOUNDATION ELEMENTS INDICATED ON PLAN 1'NUS: � IN FULLY 6 " CONT. NORIZ. BOND BM . T. Q. W. = TQP OF MASONRY WA�L T. O. F. = TOP OF CONCRETE FD� TING THESE C GROUTEd CELLS Wj ( 2) – #5's t� TOP , BQT. ELEVATlONS RELATE TO 70'- 5 AS A REFERENCE ELEVATION AT THE MAIN FLOOR , AND `�" { ALT. LEG DIREGTION ) & MID HT. OF WA�� . DO NOT REFLEGT ACTUAL SCTE ELEVATIONS. designed by MTN 59'- 11 V. I . F. 2. T4P �F F�O11NG E�EVATIO�JS ARE BASED ON FINDING ADEQUATE S41L BEARING drawr� by MTN T. Q. F. � ° CONDITlC3NS AT THAT DEPTH . CONTACT ENGINEER IF OVEREXCAVATlON IS REC�UIRER. �I � - Q �C�.�BOT. ' s CQNT. LONGIT. checked by TaH a a 3. STEPS IN TOP OF CQNCRETE WA�� lNDICATED : _T^��� i-- �- �- issued � ` ' 4. CONTINUOUS CONGRETE FOOTINGS ARE CENTERED BEtJEATH MASONRY WAL�S UNLESS �a} �x} ��� � NQTED OTHERWISE. PRICING 05 f 07 f 13 NOM . � 5. POSTS FROM ABOVE ARE INDICATEQ: � PERMIT 0 � �25 �13 i� 1 ' - 10" 6. DO NOT SCALE DRAWINGS. 7. 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