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B13-0445 plans approved
1 -5" ��-5� �� STONE GAP WITH GROUT STONE GAP WITH GROUT GRADE BED (-4 I/2" STONE PLUS GRADE BED (4 I/2" STONE PLUS I/�" GROUT) I/2" GRDUT) STONE VENEER 'I III— �� 'll��III—II �4 -" .-,.''� PAVERS IN SANDBED � (�)-�5 IN BOND � �)-�5 IN BOND BEAM AT TOP � BEAM AT TOP ry , j� STO,NE VENEER • • ~ ��� .�;.•:•:':' ;�`,.::•::: :�'.;.::•':` `,;•;-s;?._ :0•:o�r ° 0•:ou ° 0•:o�r.° 0•: PAVERS IN SANDBED Do.°.0 d'po°0 d'Oo°.�.��'Oo° • �� � . 8„ GMU WALL I=111-i1i�-�lll=ljl�=�1'"� I 1=1 I 1=1-1 I I_I f� FULLY GROUTED 11=111—III-111-111- �" GLR. III�IIII��II�- Z ,t..: �5 AT I'-4" VLRTIGAL �����i 11-' � ::::;.:.:::> ..',.;•::.::.' ..:.::•:':.> :;.+bl;; •0•:od.°•0•:o�t.° .p.•o .0,0•• . ��� GMU WALL ry .Oo�.°.��Oo°0,d'po�D�d'po°. FULLY GROUTED 111 b" GMU WALL 11=111�FIF111=1i�11��'" - FULLY GROUTED I�I��I11=11L.— �" GLR. IFII�II I�IIr� �5 AT I'-4" X� I r-iTr�i�rr- z h 'i i i� �5 AT 8" VERTIGAL ���Ili�~� � 8" ill=ll 111=II I�" GMU WALL � FULLY GROUTED 1(1 a - � ae a : � #5 AT I'-4" X`� (3J-�5 �I IL=11 tA �Q rl 71 . � _�I �� I,C—RI I�I I � =111 �5 AT I'-O" 8" _ilHl�� ry v T=1 1=a1 EAGH WAY _ _ — � 8.. �._�w 4�. e a d - � a d° O ,iii, a a,d �e' a. ° °.° . iri� SEAT/RET.4ININC� UJALL � ��= � -� m D � T � I �. 1 I -��� ���_ I—I I I—I I 2•_O.. �•_O�� ,4.• 3/4� = I'-O" r� RAISED PL.4NTER UJA�LL � � d� RE ,s � , .. � � � � � � .2 � ���s.P. ����t� '��I�V W�-_ ' 3/4" = I'-O" `�s� � G ;.�IViPLN.�f�C'�= �.:�. � �ate:.�_���iS�i� �. U� ��� _._ --.._... ���u_�.__�.�__ 4• •'», � / � � V 1 Monroe & Newell THE SEBASTIAN 'ITIY-E: SITEWAL.I-SECTIONS Engineers,Inc. 16 VAIL ROAD,VAIL,COLORADO � P.O.Box 1597 DATE:Q REVISED 09-27-2012 �� � '70 Benchmazk Road,Suite 204 Avon,Colorado 81620 � (970)949-7768 NO.#8963 FAX(970)949-4054 SCALE:3/4"=7'-0" DRAWN Y:AVN FMAii.avon�a monrce-newell.com GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: C. SLABS, TOPPING, FOOTING AND WA�LS SHALL NOT HAVE JOINTS IN A HORIZONTAL G. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH CIVIL DRAWINGS. A. IMPORTANCE FACTORS VERTICAL BULKHEADS AND HORIZONTA! SHEAR KEYS UNLE55 OTHERWISE SHOWN. ALL CATEGORY 1 CONSTRUCTION JOINTS SHAIL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. H. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS SEISMIC FACTOR IE 1 ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. SNOW FACTOR IS 1 D. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WIND FACTOR IW 1 WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF B. WIND CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. 3 SECOND GUST 90 MPH FASTEST MILE 85 MPH 6. REINFORCEMENT EXPOSURE 73 A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM C. SNOW p615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE GROUND SNOW LOAD Pg 144 PSF DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. D. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.. E. CODE USED IN DESI6N: INTERNATIONAL BUILDING CODE, 2009 EDITION. � C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: 2. TESTING, INSPECTIONS AND OBSERVATIOPIS: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY Q CHAPTER 17 OF THE INTERNATIONAL BUILDIN6 CODE. E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL 3. FOUNDATIONS BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER UNLESS NOTED OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. A. THE ALLOWABLE SOIL BEARIN6 PRESSURE ASSUMED IN DESIGN IS 2000 PSF. THE CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE F. PLACE TWO #5 (PER 8" THICKNESSj WITH 2'-0" PROJECTION AROUND ALL OPENINGS FOUNDATION EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITIN6 TNE ACTUAL IN CONCRETE WALLS, SLABS, AND BEAMS. AL50 PROVIDE TWO #5 X 4'-0" DIAGONALLY ����/"L�G' SOILS CAPAQTY IS EQUAL TO OR GREATER THAN ASSUMED. AT EACH CORNER. `�' p� ' "���I'��I' : _".a y�`'�'�� . B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING 7, MASONRY ' � ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY '�a�e.(�O �� , ) � � � CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS A. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. BRICK SHALL r- . t SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. FULFILL ASTM C62, C216 OR C652. MORTAR SHALL BE ASTM C270 TYPE S OR M. :�;``�� � C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR g, THE MINIMUM NET AREA COMPRESSIVE STRENGTH OF THE MASONRY f'm, SHALL BE � PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL 1500 PSI. r � SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE �, WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGE � ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALL REPORT FOR DESCRIPTION OF BEARIN6 SOII). REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS. D. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 � INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER D. REFER TO CIVIL DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS. TO SOILS REPORT FOR BACKFILL MATERIAL. E. NOTIFY SOILS ENGINEER t�MEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY Q E. FILL ALL VOIDS AND BLOCK CEL�S SOLIDLY WITH ASTM C476 GROUT. �/ BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. g_ GENERAL � Q F. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. ^ ' A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. i \/ Y_ia 5. CONCRETE � B. VERIFY ALL OPENINGS THROUGH WALLS WITH MECHANICAL AND ELECTRICAL A. ALL CRST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES AND REQUIRED CONNECTIONS . STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. ''` CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO Y AIR REQ. C. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, Q�P�� ��5�. MECHANICAI, ELECTRICAL AND STRUCTURAI. DRAWINGS. MISCELLANEOUS EMBEDDED `.� �♦��`P •`•'� . C). ��G �'•;�,n' FOOTINGS 3000 psi STD --- --- ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED V=�� /" SITE WALLS 3000 psi STD --- --- BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. � ���.; ��;� EXTERIOR CONCRETE (++) 45A0 p5i STD 9.45 6%-8% — � D. PROVIDE ASPHALTIC MASTIC-COATING ON AlL STEEL EXPOSED TO EARTH. ++ MAXIMUM SLUMP SHALL NOT EXCEED 4". �— E. WATERPROOFING, WATERSTOP, ETC., SHALL BE AS SHOWN ON TNE CIVIL DRAWINGS B. CONTRACTOR SHALL SAWtUT OR TROWELCUT 70INTS IN SLABS ON GRADE. ]OINTS AND AS INDICATED IN THE SPECIFICATIONS. � SHALL BE SPACED 10 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" - WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH F. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERZOR AND EXTERIOR ; "� )OINT. 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