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HomeMy WebLinkAboutVail Village Filing 1 Block 5E Lot K Village Center (2) � , . _ _ . _, ; . ���������������� ����� �'����'V��� �? �_ `� � Ui � � � � M U O �� o M `. ' L� Ul � � s� � � C � � G o �, ��y� t -- I�if/#��cK-'v � � .,g -.: ✓ �PKCEL � W � C C U� � ,�a PLANT BED OF � ANNUALS 9 SHRUBS � _� � !,- mL"'� ��SEHEr-T (�� C � � — � SOD v G C � ` y SNOW STORAGE �- - \ SOD � PO[�8 os 66L-�! ( ' n � 0 �— — \/J� �. ' lL_ G ` WEc: bF�r+ � . �/ /��� I � � ' � SNOW STORAGE � , � -s• � - - - '- -$' �10' � ?J' - . � . - �;�i o �V' 0 1J �i �JS , FPtEnF � " - �J • � \ � - - � � `' � '� i� � � O car� � a=�o �� � v � � \ � � Y . • ,. � • • ANN ALS E6 SHRUBS � V U, O �c�� cI 5&0� . _ �_ _ /�rf r{t�Ker�f. . .:. . . . .. ... .—� '_ V 0 J� �•• • � � \ �� 3'1,0 . . . . . . . . � � � I' .�J,, � O \ . . \J 1 / •' �r {�, .. _ • . ' . .',• - , . ''• , ��ANTIOUE �� l 3RGb.8' ,��.� — 4c. ''�� � LAMP 9 POST � \ • . � = � �....-•. . . . . � COMME � C' � =�'� •, � 6G15E �P 95criOD / � r�. c� rnt. � �f' ' ' / . . . . . . . . . . . '1 ' ADDITII fl � LOAD� NG ' SNOW STORAGE f�J— , . -`�� i , BERTH � . ' i , '`'• � C'� STORE FRONT EXPANSIONS � . • � . � � � ,,\ '. o�i i . � ' � , � \\ ,��-- �EE u6�i6Lt�A�K � � ��A�li) r_j II ; . . . . . . . , \ '�`` �,\ � �� ,� . i • Y � i . . . . . . . • ' � . �j .�� . . � � � �• � 3}� �� � 5w.c I :� �_- `�j �� � f' �.\ � AeaJHbn FLa�¢ LevEL . �i4q. o i � 4' ° ' 'e � ' � i SONNENALP a �o' •° VILLAGE CENTER CURB AND � 5� ° , -'� BUILDING D ` �� GUTTER AT � �Ss.o � $ , . ' ' � ef�HOp��t<�.I STREET � ' TYPICAL - �'`�' �� STORE FRONT EXPANSIONS °.eF �Etr'io� za ,Q,i. ' ij ��y� ,g -- i0 c. REIOCATE " 2.s5 :q9 . EXIS'fING � ' � QS � TRANSFORMER � LANDSGAP� _KE�I _ , ec�e �� bet.�+ - - 8 � ��5 �, ` , BUILDING A � �'�6LEMANN ° '" '�: �cE � RELOCATED �_rr c. �� i QK . EXISTING (J A51'EN � SNOW STORAGE AREA � ��FORMER � � � °� tiOT - THIS ' S T ' I � NT�NDED �iNAL r'I.AN. a�15 EXISTING � iF � K ! S'r � NG '�A�"EQIA � S GAN NOT gE �E UTIUZED � STUCCO TRANSFORMER ' I I TO REMAIN � r r0 n�- p�S ' �!(`' � G ' r ^- U . INC . C_'_' c � crC, \\ �_ i. , .� . '- � - �_ : 7 t.�d� � soo • �' � `• BUILDING B ��� oTE : 5�' Ai RS , s� � n� p pi p� , + � � Tou � Ap,� �T � a y �'� � ��ANTIQUE� LAMP 9 POST ` `� Zo QG ce �y QGt 'I �cO ay }� yttl+-� u �R ) 98 �/ � � � ALL £X � STrr� tr EXPoS � D STgT� L To 13E � Q 4, � � � / L.� . � OQY WRL4EA uNn � R t.a Tak S �COiVD � O '•t .< Q'!:"e�rr�-�sr . � , R � �c �t WEST LOADING BERTH '" � � � � t L oo R bR R �I �.�, � _..J (REMOVE EXISTING � : . . ' O O GRAOE PLANTER ) , : � � � \ , STl1CC0 � �., . �l � U � � � � ,�- - � � I � VILLAGE CENTER ,�,,. C Q I �l F � � BUILDING D '�+� G � , � � " Town ot VaH Cummunity Development �f ; '� BUILDING C , � � ' % Plan/� Buil Health Fire [ SCREEN WA � Appraved P� �/�Or� � � � �� �� �, � Denied ❑ ❑ p ❑ � / Validity of Permit Sec. 30"s (c) 1982 U . B. C. ��� �� The Issuance or granting of a permit or approual 01 plsns ar,d specifications shall not be construed te t;e a �ermit for, or ar, • ?. - ' � � approval of, any violation of any of the provisions oi t6is code � , or of any other ordinance of the jur�sdication. The issu2nc� ot " O a permit basetl upon plans , specificatimis and olher tiata shalf o . , , .: � APPROXIMAIELY 4 - 0 �� HT. CONCRETE BLOCK SCREENING WALL not prevent the builtling ofticial from thereaftsr requiring the �� TO � ERECTED BETWEEN CONCRETE COLUMNS . TWO correction of errors in said plans, specifications and other • � � � BAYS (ONE ON EITHER SIDE OF NEW WALL ) TO REMAIN tlata. " �' T r( � e :- ' OPEN . 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' � - - -__. � 4'p�L6 � I I I I F�: � ea 4�� �4 . � 9 " �„ ,�4.; � L � � � � � ➢ ��� � w � � �=��,�� �� ll ���T�o� � ��� �� �� � , ; �: 3„ �-o ,; � _ � M . - �" 13E1�tAL NOTES Erection dc Bracinr[ Reauirements Concrete Rouah Car�entrs � � A . All concrete design is based upon the "Building Code Requirements p . Conform to PS 20 for lumber matarials , grading rules of iVWPA , (�> � A . �' Structural drawings are intended to illustrate the finished for ReinYorced Concrete " ( ACI 318- 83 ) • American Plywood Association for plywood and applicable �ub- � �' This etructure has been desi g►ed to meet the requirements oY the structure with all elements in their final positions , properly � lications and standards of the National Foreat Products Associ - 1982 Uniform Building Code . . ' supported and braced . The contractor is responsible for B . All concrete shall attain a minimum 28 day compreseive strength ation and the American Institute of Timber Construction . � � providing temporary shoring and lateral b±-acing of framing of 3000 psi . Air entrainment shall be 7JL minimum for all ' v O Live loads uaed in design� during construction to achieve the final structure . exterior work . B . All lumber shall be No . 2 Dou gir or better . Fb - 1450 psi A . RooYs sf Bo When re uested , the Structural En ineer will flirnish as an ( repetitive us� ) , E - i . � x 100 . O � � P 4 B C . All reinforcing steel shall conform to ASTM Specification � additional service temporary shoring ar►d bracing recommendations A615-81 and shall be Grade 40 Yor �5 bars and amaller and C . All glue -lam beams shall conform to F = 2400 psi bending stress . B . Wir►d , Lesa than 30 feet - 25 psf and details . Grade 60 for #6 bars and larger . b � i, Over 30 Yeet - 30 paf D . Roof eheathing shall be �,/8 " C -C EXT-APA 32/16 plywood , unleas � U1 D . Welded wire Yabric shall conform to ASTM Specification A185 otherwise noted on the plans . � C . Residential - �0 psf and 8 paf partition Excavation � E . Concrete materials ahall conform to the following ASTMI standard E . Floor aubflooring sh41.1 be 3/4" C-D INT-APA 42/20 plywood . D . Earthquske - Zone I ( U . B . C . ) e cificationa � unlese otherwise noted on the plans . A . All topsoil and organic material shall be removed prior to I� � (� I� placement of footings or slabs . Portland Cement � C150 , Type I „ � 111 F . Nail all plywood to roof rafters snd blocking with 8d @ 6 o . c . G • Aggregates � c33 � �O B . All excavations ehall be clean , level and plumb . Maters Clean , drinkable at panel edges and 12 "o . c . at int�rmediate supporte , unless ` � Air Entraining Admixturea C260 otherwise shown on the plane . Nail plywood to Yloor joiets � C . Excavation shall penetrate good bearing soil as specified Water-Reducing Admixture : C�i94 snd bl�cking with 8d 0 6 "o . c . at panel edges and 10 "o . c . at � � � on soils report and structural drawings . intermediate joiats , unless otherwise ehown on the plans . � � F . All reinforcing bars shall be detailed , bolstered , and supported G . All TJI ' s shall confor.� to the standard� of the T ues Joist � C G D . Contractor shall be responsible for shoring excavation if in accordance with the "�lanual of Standard Practice for Detailing � � �, necessary . When requested , the Structural Er►�ineer will fur- Reinforced Concrete Structures " ( ACI 31 $-80 ) . Inetitute far 25 . 35 . snd 45 asriesr $ = 2 . 2 x 10 pai . � � nish as an additional service excavation shoring recommer►da- � tions ar� details . G . Concrete rotection for reinforcement shall be as follows : H . Lumber standard shall De Amerieen So!'twood Lu�aber Standard � Q L p PS 20 ( U . S . Department of Comw9rce ) . S�S , IMC15 , moisture at � , LL- � E . Backfilling of excavation shall be as per backfilling speci - Concrete poured against earth - 3 " time of dreasing . � Concrete poured in forms but expoaed to weather or earth - o � L fication ar� drainage requirements shoMr► on structural drawings . #5 bars or smaller - 1� " I . Znstallation shall eomply with "Manual of House Framing " by � � O ' Bars larger than �5 - 2 ° the National Forest Products Aasociation , including nailing , � � _O Concrete not expo�ed to weather or in contact with ground - firestopping , anehorage , framing , and bracir►g . v slabs and wa11s - 3/4 " � v Backfillinu Other - 1� " J . Glue plywood subYloor to floor joiste and plyrrood sheathing � � , to shear walls using adhesive conforieing with AFA Specification V � - A . Do not backfill against basement or retaining walls until H . Lap eplices in reinPorcing shall be a mimimum of 36 bar diameters pp�G-01 ( U . B . C . Std . No . 25- 19 ) . � 0 � supporting slabs and adjacent floor framing are in place or unless otherwise shown on plans . Wire fabric reinforcement must G � � until temporary shoring is installed . lap one full mesh at side and end laps , but not less than 6 K . All connector hardware is to be manufactured by the Simpson inches and shall be wired together . Company or approred equals manufactured by the Silver Company . * B . In no case shall backfilling take place before concrete in I , Make a21 bars continuous around corners or rovide corner bars • walls has cured for 28 days unless walls are braced by special p L . Provide solid blockfng of the seme . size as refters or joi8ts fJ shoring designed by the Structural Engineer . of equel size and apacing . Provide two , � 5 bars around all at lines not to exceed 8 feet mar_i�►uo epacing . � openings , extending 2 feet beyond edge of opening . o C . Cantilevered retaining walls may be backfilled after this 28 M . Minimum neiling shall crniform to the Yollowing nailing echedule : day curing period without the support of floor framing or J . Provide continuous ahear keys at all cold 3oints and elsewhere . . . . , v '� shoring . 1 . Joist to sill or girder , toenail . . . . 3 -8d as shown on drawinge . 2 . Bridging to �oist , toenail each end . . 2 -8d � 1 " x 6 " subfloor or less to each oist , face nail . . 2-8d ''� K . All anchor bolts for column bearing plates shall be placed with 3 � � b D . Footings and foundation walls shall be backfilled to protect 4 . Wider than 1 " x 6 " subfloor to each joist , face nail 3-8d f sinst frost heave prior to the arumual setting templates . All grout beneath column base plates and � ag period of freezing �� �� 2 " subfloor to blind and face nail 2 - 16d temperatures , beam bearing plates shall be non- ahrink , "Embeco , '1�ive - Star or 5 • joi �t or girder , q 6 . Sole plate to joist or blocking , face nail 16d e 16" o . c . e ual . Top plate to stud , end nail . . . . . . . 2 - 16d p'�.•• •., o� ....., . L . Equipment shall be provided for heating the concrete materials � . Stud to sole plate . . 4-8d , • toen�il • or 2 -16d . Qnd nail ��,`° � ���ko�, and rotectin the concrete duri Yreezi or near-freezin 9 • Doubled studa , face nail . . . . . . . . . 16d e 24^ o . c . ��� m "� t � p g � � g 10 . Doubled to lates , face nail . . . . . . 16d A 16" o . c . : as � �''� weather . All materials , for�e and earth in contact with concrete p p =�a ,� � •:' ' � shall be free from froet , ice and snow . 11 . Top platea , laps and intersections � face nail . . �- 16d ,r. + �, ,� 12 . Continuous header , two pieces . . . . . . . 16d � 16 " o . c . o �b �o�;��`'� M . All concrete sh�ll be thoroughly consolidated by vibrating or along evCh edge ��.('••••••'� �` tamping during placement , and ahall be thoroughly work�d around 13 . Ceiling joists to plate , toenail . . : : : : : ; : . 3-8d '� the reinforcement and into the corners of the forms . 3Vo honey- 14 . Continuous header to stud , toenail . . 3-8d � combing will be acceptable . , 15 . Ceiling joists , laps over partitions , face nail • • �- 16d 16 . Ceilirtg joists �o parallel raftere � fBCe na�l ": . : � -i�I � � � 17 . Rafter to plate . toenail . . . . . . . . . . . . . 3-8d 18 . 1 " brace to each etud and plste , face nail . . . . . 2-8d � 19 . 1 " x 8 " sheathlng or less to each Dearing . ince nail 2-8d 20 . Wider than 1 " x 8 " sheathing , face nail esch �arin� 3-Sd � � 21 . Built -up corner etuda . . . . . . . . . . 16d ! 24 o . e . 22 + Built-up girdere and beams . . . 20d ! 32 " o . o . at top � and bottom �nd stagaered Steel sonr . 2-20d at ands and at � � A . All structural ateel shall be detailed , fabricated and erected A . All masonry block units shsill conform to ASTM Specification „ oach oplice r ' W O ac�cording to AISC "Specifications " , 19T8 and the AISC "Code of C90-70 , Grade N ( minimum f ' m = 135a Pei ? 23 • 2 planks . . . . . . . . . . . . . 2-16d at each bearin6 �.+ , , , Standard Practice " , p any additional sheathing end decking nail.ing � � 19�6 . See lans for • B . All mortar shall conform to ASTM Specification C270 , Type S . notes . ° B . All structural steel shall conform to ASTM SpeciYication A36 Grout for bond beams , pilasters and vertical wall reinforcing except pipe colun¢►e which shall conform to ASTM Specification shall conforna to ASTM Specification C476-� 1 for course grout N . All headers shall be two , 2 x 12 for 2 x 4 walls and three , � � � A53 and tube shapea which shall confOrm to ASTK Specification and shall be placed by vibrating or puddling . Color brick mortar . 2 x 12 for 2 x 6 walle unless otherwise ehown on the plans . � � A�00. Grade B . � J C . All reinforcing bars ahall conform to ASTM Specification A615 , 0 . All exterior walls and main croas stud partitione shall be O O C . All connections ehall be made with bolts conYorming to ASTIA Grade 40 , unless otherwise noted on the plans . braced at each end and at leset every 25 feet of length by � Specification A30� . nomimal 1 inch by 4 inch let-in bracing , unlese specific � ! , D . Horizontal reinYorcing in s�11 masonry walls shall be "Dur-O-Wall " eheathing is indicated on the plans . v D . All welds shall conform to AISC and AWS Standards and be done No . 8 truss - type reinforcing spaced at a maximum of 16 inches � with E�OXX electrodes . o . c . unless otherwise noted on plans . Vertical reinforcing P . All built-up girdere , besus , and headers ah�ll be glued with " shall be No . 4 at 16 inches o . c . unless otherwise shown on the adhesive conforming to APA Specification AFG-01 and nailed as E . Steel bar oists shall be H Series and �esi plans . Provide a horizontal bond beam with two , No . 5 reinforc - er nailin schedule . � J j gned , fabricated and P � � � erected in accordance with Steel Joist Institute Specifications . ing bars at intervals not to exceed 8 feet o . c . and at top `� course of all �ralls . Q . All mudsills and wood used ttearer than 6 inches to earth , � F . Steel deck shall conPorm to "Vulcraft . 6C 28 Gage Conform , " form shall be , California redwood or pressure impregnated with an � deck or approved equal . E . Provide two No . 4 reinforcing bars at the ends of walls and on approved preservative as apecified in U . B . C . Standard No . 25- 12 . each side of all openings . G . Unless otherwise noted on the plans , framed beam connections R . Sill plates shall be bolted to foundations with a aii.mivaum of shall consist of pairs of ; inch angles using the maximum F . All vertical reinforcing shall be continuous for the full height 1/2 inch diameter anehor bolte spaced at 4 feet on center and number of 3/4 inch diameter bolts called for in Table I of the of the wall and ahall be grouted in place using a maximum of embedded � inches into concrete . There shall be a mimimum of AISC Manual for the beam reactions shown on plans . 4 £oot lifts . two bolts per piece with one bolt located within 12 inches of each end of each piece . H . Expansion bolts called for on the drawings shall be " Tru -bolt " G • Fill all voids and cells under all beam and column reactions or "Red - Head " with the following mimimum embedments : with a No . 4 reinforcing bar and grout . Also provide a No . 4 S . Wood studs may not be cut or notched to a depth exceeding 25 reinforcing bar and grout in all cells within 12 inches either percent of their width . Wood joists or rafters may be pene - 1 inch diameter - k� �nches side of the beam and column reactions . trated with a hole no lerger than 1 inah diameter located at 3/4 inch diameter - 3 . inches approximately mid -depth and midspan of the member .x Any �/8 inch diameter - 2 - 5/8 inches H . The grouting of any section of a wall shall be completed in one deviation from thie speeification muet be approved by the inch diameter - 2 - 1/8 inches day with no interruptions greater than one hour . Structural Engineer . t- Provide 30 bolt diameters spacing between bolts and 5 bolt . � diameters between centerline of bolt and edge of concrete . I . Joint reinforcement embedded in horizontal mortar joints shall T . Idinimum under-floor clearance between earth and wood framing � have not less than s/8 inch mortar coverage from the exposed shall be 18 inches to floor joists and 12 inehea to Yloor � a� I . Headed anchor studs ( H . A . S . ) shall be attached to structural face . All other reinforcement shall have a minimum coverage girdere and ledgera . elementa as shown on plans with a welding machine approved by oP one. bar diameter over all bars , but not less than 3/4 inch the stud manufacturer in accordance with the msnufacturer ' s except where exposed to weather or soil in which case the U . Stude in exterior walls and interior bearing walls of two-story 00 m welding specifications . mimimum coverage shall be 2 inches . buildinge ahall be not less than 2 inchee by 4 inchas . For '� three -story buildings , studs shall be not lese than 2 inches �- ;� J . Furnich one print and one sepia of shop and erection drawings J . All masonry shall be laid up running bond with all exposed by 6 inches to the bottom of the second floor joists and 2 � � to the Structural Engineer for review prior to the fabrication joints struck flush . Provide rake joints in all brickwork . inches by 4 inches �or the upper two stories . C� of any steel . K . No masonr shall be laid when the tem erature of the outside V . Floor oists ehall be doubled under all C �' y p j parallel wall partitions . � K . Unless otherwiae ahown on plana all column cap plate thicknesses air is below 40 degrees F unlese the masonry is heated for a � shall be equal to the thickness of the beam flange that bears period of at least 48 hours . Materials to be used and built W . Maximum heights for framed walls shall be 14 feet for 2 x 4 upon it . upon ehall be Yree from ice or snow . walls and 16 feet for 2 x 6 walls . 5���� L . } incn plate web stiffeners shall be provided in all beams at L . Combustible material shall not be placed within 1 inch of X . Dimensions for framing shall be as per architectural drawings . all bearing locations and at all points where a beam or column fireplace , smoke chamber , or chimney walls . bear upon the same from above . M . Vertical control joints in masonry walls shall be located with M. 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' .-r-. , - , � cz - . .�.- �: � � _ L � �. � '� � .- - � , ic _ � - �.� ' = �. '. _ . � _ . ",�.e .,..-. E � . . . � � l ] '.` ' - � - - � � E.XISTI I�1C, 4aDP� FGFi'FD MFIt! I Y2C- 3q 3 TNHl11CU L �: r � `�:-�� . -� � X-� ✓ � J � Y l/�� � 1 :i . . n -�' . _° . . _ - .. � � - . " � - � \ � - N %g-r•1-. -�c , ✓-r i�Xr �- - K•`^ < . - - - � 8-=-- _ _ - _: � ,_ - . - � � ,. _ - _ - EJ(ISTIfUL 800A SEYUY� FELL]EIZ � 6' �^ -:' STU6 IA1 I '12C GCl' F--- - a _✓ �..w1� .,� .�r .g.. �t! . sc . FUTUQE QETAIL 1�- - � Inasmuch as design for remodeling and/ or- PAAIELS . �B. IQf ' rehabilitation requires that certain ����_ ��q � � � assumptions be made reg� rding existing ,pALEi12 = i4 .lKVA O N E L I N E D I A G R A M ) conditions , and because some of these C assumptions cannot be verified without �h��F destroying otherwise adequate or � serviceable portions of the building , �\� � YO the Engineer cannot assure ttie Owner pP o-�;�§ Tt ,�o0c`�� - or the Contractor that the professional � consulting services herein encompass all �C ' S contingencies . Field coordination �� Tr - � '� � 71 �' i � during construction is imperative . ,. . ' . Yoder Engineering Consultants, Inc . Contractors biddi �g this Nork must make '�j.F�:`ons� '�-;� O� � � �.,M,.' Q� s.M��.n �i., , s�,�< !O.' �.19�9. 1711 reasonable allowances for unforseen pp CO`0�'` ► o e�. s �w �JppJ )�. 775q • contingencies . A.eo, Co r� al1�}� ��ulo.�doOnl�) ; � . � 6 - z " ;c �' --- g ;.16rE � � � �'X�r'r F '2 ��M . 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IQl ' rehabilitation requires that certain ESTIMATED I.�AD . � � assumptions be made regarding er. isting SPACE i11 = 8.9KW conditions , and because some of these SPACEi1Z = 14 .lKVA O N E L I N E D I A G R A M J C assumptions cannot be verified without h destroying otherwise adequate or S ���` serviceable portions of the building , \ .,, 0 the Engineer cannot assure the Owner oQ',�� b��:F� � or the Contractor that the professional � � •• ~3rk � consulting services herein encompass all �C • x�; contingencies . Field coordination � 0 � 0715 ; 1 '� ° during construction is imperative . 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