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( � �\ VC DRAIN � � �- % / , 318 '` � il � � � � I i � � ' � I J � � ' � � 4: . � '�i / � , Q- � � � / I � � ' � � � � �li � � � J � � � ��, / � R�� 9 '. �.....�'�����, . o � � l � � I � ' � I I � . I �� I . � � � � . � , / / / ' ,S �NAI N a � � � ' ; , � I I I � I �0 . 4�19 ' AC 'RE � ' � � � � � � � � , �� � � � „ , � , � EXISTING � �p 0 E �p�89LE� � I I � SCALE : 1 = 10 iz- 3- � � I �. � � �I ' � I � � � � I I ( � � t i I � � GARAGE �.e. � � � �/ " � � � � I �' I I I � � �� � � AT �RAIM (3UTLE / \ DESIGNED : "� T � � � '� I �� i � � � i i � ��, �, 2 � 99 � i � � � � I � � � � � ;;� ' �� oRawr� : MT ' o� � � � � 1 � ��, 1 � i I I � � ! ��i � ' � , � � � � � ' I � � � � � � 8039. 0� � REVIEWED: JE �v i °° � � I �� I � I i I �i � � f 1 . �, � � D � '� � I O I 1 , � I ; � � � / � � PLC JOB #: 602 � � � I a � �, � � i i �� ' I � �I I � I � � 1 ! � � � � �, � Q - - i � � � ' � i � �I I � � � �� i i I I I 1 j � � � � , ' •� � �j � � DATE: 12 3 99 ° � � I 1 1 ' N � i 1 \ � i, I � Q ! � I i I !' i � ; / r' �- / � ,� O� .,. �'6iW'Y'9 �g �c'l�li . � i , I I , � � , I � � � � � ' � ; I i � � I I I � � ; � � � '� � � � � ������ ���� SHEET i � � O I � � � ; � _ , � � , ; ; , , � � � � � i j� � ; I , � , / ,� � , � � � , � � , " y � �� C 1 ; � , � , , � ,� � , , , � � � � : � � � � � � , , " N , � � I � � ! , � I � I � � � \ � , 1 � � � � � �� � I G �� � � � � � , � ; - � � � � � � � / � � ! o � � I ; � 'i i i I ¢ a i Y O � l U I . . � . _ . . . . . � �� '.< .:. _�. - . � � .. /:. - • . . . : . . _ . :. . . . . . '. : . l �/. � . �c, , . l.. � _ ,.�. i . ., .�I �- . . �.. i -. . r N, .. �"�. . . c : . , . ..: � , . . . �, . - '�� - " J. � '.'.d". 'a ' ',` . � . �7 . ' . . � . .- �. .y .. . � . . 1 , -; .. .' s ' ' � . �. .s � , . . . �.,� , .: �, . • � r . �_1 � . . .'. :, _F ..� - _ ' ,y - _ - - ' .�l: PROJECT: RANDY FISCHER RESIDENCE M&N #4707 DATE: NOVEMBER 30, 1999 GENERALNOTES 1. LIVE LOADS USED IN DESIGN: ' A. ROOF SO PSF B. TYPICAL FLOOR 40 PSF ' C. EXTERIOR DECK 100 PSF D. WIND ' 1. BAS1C WIND SPEED 80 MPH 2. EXPOSURE B E. EARTHQUAKE ZONEI F. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. 2. TESTWG: A. CONTRACTOR SHALL FURNISH OR PROVIDE COORDINATION FOR TESTING AS REQUIRED BY THE PROJECT SPECIFICATIONS. THE TESTING PROGRAM SHALL BE COORDINATED WITH THE PROJECT OWNER,ARCHITECT AND STRUCTURAL ENGINEER. B. IN �°H�A�SENCE OF OTHER REQUIf2EM�NTS, THE CON`I�RAC�OR SHALL FURN�SH � INDEPENDENT TESTING OF SOIL COMPACTION, CAST-IN-PLACE CONCRETE STRENGTH AND REINFORCING, STRUCTURAL STEEL BOLTING AND WELDING TO THE EXTENT NECESSARY TO ASSURE CONSTRUCTION IS IN COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. 3. FOUNDATIONS: � A. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 3000 PSF. THE CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE FOUNDATION � EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED. B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 48"BELOW EXTERIOR GRADE. C. ALL FOOTINGS ARE TO BE PLACED ON F1RM, UNDISTURBED, NATURAL SOIL OR PROPERLY COMPACTED BACKFILL,APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE ENCOUNTERED � REMOVE SOIL AND RECOMPACT WITH APPROVED FILL. (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL.) 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 TO SOILS REPORT FOR BACKFILL MATERIAL. � E. NO BACKFILLING SHALL BE PLACED AGAINST BASEMENT WALLS UNTIL THE LOWER LEVEL I FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. CONCRETE SLABS SHALL BE PROPERLY CURED. F. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS OTHERWfSE NOTED ON PLANS. G. CONTRACTOR TO PROVIDE,AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. A MINIMUM OF 2 REPRESENTATIVE � TESTS SHALL BE TAKEN FOR EACH FOOTING AND SLAB ON GRADE. H. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLE7ED SO THAT CONDITIONS MAY BE INSPECTED PR10R TO PLACEMENT OF ANY FILL OR CONCRETE. 4. SLAB ON GRADE A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT AGCORDANCE WITH THE PROJECT SO1LS REPORT REFERENCED ABOVE. THE CONTRACTOR SHALL DIRECT QUESTIONS R�GARDING THE SUBGRADE PREPARATION REQUIREMEN7S TO THE GEOTECHNICAL ENGINEER. B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHWG CONNECTED TO � BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY SE REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. 5. CONCRETE: . A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE Ilfl PORTLA�iD G�Afi�NT, STQNE , AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE iTEM F'C MIX TYPE MAX W/C RATIO %AIR REQ. FOOTINGS/DRILLED PIERS 3000 psi STD --- --- FOUNDATION WALLS 3000 psi STD --- --- SLABS O1�! GRADE 3000 psi STD 0.45 6 1/2 (+/- 1 1/2%) EXTERIOR CONCRETE SLAB-ON-GRADE 4000 psi CNA 0.40 6 1/2 (+/- 1 1/2%) B. 1F CONCRETE SUPPLIER PROPOSES USE OF �LYASN HE SHALL PROVIDE OWNER WITH LETTER INDICATING COST REDUCTION AT TIME OF SID. THE MODU�US OF ELASTICITY OF ALL CONCRETE SHALL.EXCEED WC�•�33�F'C (OR 57,000 �F'C NORMAL WEIGHT CONCRETE)_ C. CONTRACTOR SHALL TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS SHALL BE SPACED 15 FEET AND TROWELCUT 1/4 OF SLAB DEPTH X 3/16"WIDE. CARRY ALL SLAS REINFORCEMENT 7HROUGH JOINT. D. SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOlNTS IN A HORiZONTAL PLAN�. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOW�J. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWEO BY THE ENGINEER. E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN AGGORDANCE WITH AC1 BUILDING CODE 318 LATEST EDITION. UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS OTHERWISE NOTED. ALL EXPOSED EDGES OF CONCRETE WORK SNALL HAVE 3/4 INCH CHAMFER. � I 6. REINFORCEMENT: ', _ 2 i I A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM A 615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL SE DEFORMED BARS,ASTM DESIGNATION A615, GRADE 40 OR ASTM A 706 GRADE 60. 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. C. REfNFORCEMENT PROTECTION: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" 4. SLASS AND WALLS (NOT EXPOSED TO WEA7HER) 3/4" D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7.6 AND 7J OF ACI 318, LATEST EDITION. E. NO SPLICES OF REINFORCEMENT SHALL 8� MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES,WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR#6 BARS AND SMALLER AND SNALL BE A M1NiMUM OF 80 BAR DIAMETERS FOR#7 AND#8 REINFORCEMENT UNLESS OTNERWISE NOTED. MAKE ALL BARS CONTINUOUS AROUND CORNERS. F. PLACE TWO#5 (PER 8"THICKNESS)WITH 2'-0 PROJECTION AROUND ALL OPENINGS 1N CONCRETE WALLS, SLABS,AND BEAMS.A�SO PROVIDE TWO#5 X 4'-0 DIAGONALLY AT EACH CORNER. G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. 7. MASONRY: A. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. MORTAR SHALL BE ASTM C270 TYPE S OR M,. TYPE M SHALL BE USED �OR A�L BELOW GRADE APPLICATlONS. B. MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVE STRENGTH OF F'M OF 1500 PSl BASED ON GROSS AREA. C. WALLS SHALL BE REINFORCED HORiZONTALLY AT 16"ON CENTER WITH 9 GAGE MINIMUM . �ADDER OR 7RllSS-TYPE REfNFORCEMENT MEETING ASTM A82 MASONRY WALL REINFORCEMENT. HOR�ZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS. � D. UNLESS OTHERW(SE NOTED MASONRY WALLS SHALL ALSO BE REINFORCED WITH ONE #5 VERTICP,LLY AT WALL ENDS, CORNERS,AND AT NOT OVER 1'-4 ON CENTER TYPlCALLY. REINFORCEMENT SHALL BE FULLY GROUTED IN PLACE. GROUT SHALL DEVELOP 3000 PSI IN 28 DAYS AND MEET ASTM C476. E. ALL CMU WALLS REQUIRE A MINIMUM OF 2-#5 IN BOND BEAM AT TOP. 8. STRUCTURAL STEEL: , A. ALL STRUCTURAL S�EcL SfiALL CONFORIVI TO ASTP✓I/�36 EXCEPl- P{NE COLUMNS WHIGH SHALL CONFORM TO ASTM A53 AND TUSE COLUMNS 70 ASTM A500,GRP,DE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWiSE. 3 C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRiCATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC"MANUAL OF STEEL CONSTRUCTION." D. UNLESS OTHERWISE NOTED, USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL BOL7S PER AISC"MANUAL OF STEEL CONSTRUCTION"TABLE II-A WITH A325-N BOLTS OR ' ^ WELDED EQUIVALENT. SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD � . CAPACITY FOR EACH GIVEN BEAM AND SPAN. i i E. ALL WELDERS SHALL HAVE EVIDENCE O� PASSfNG THE AMERICAN WELDING SOCIETY I . STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. ! F. MINIMUM WELDS TO BE PER A1SC TABLE J2.4 BUT NOT LESS THAN 3/16"CONTINUOUS FILLET UNLESS OTHERWISE NOTED. G. PROVIDE TEMPORARY BRACING AND PRECAUTlONS NECESSARY TO WITHSTAND ALL CONSTRUCTION AND/OR WIND LOADS UNTIL ALL F1ELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. 9. NON-SHRINK GROUT: A. NON-SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN STEEL COLUMN BASES AND CONCRETE SUPPORTS. 2. BE1lNEEN BEAMS OR BEAM BEARVNG PLATES AND CONCRETE OR MASONRY SUPPORTS. 3. GROUT SHALL BE COMPLETE PRIOR TO ADDING BUILDING LOADS ABOVE_ 10. WOOD: A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY WESTERN WOOD PRODUCTS ASSOCfATION AND CONFORMING TO UNiFORM BUILDfNG COD�AS FOLLOWS: 2"THICK-4"TO 6" WIDE(WALL STUD ONLY) STUD Fb = 700 PSI � 2"TO 4"THICK-6"&WIDER NO. 2 Fb = 900 PSI 5"THICK-5"&WIDER NO. 1 Fb = 1350 PSI NOTED ALLOWABLE S7RESSES ARE MINIMIJMS AND F�R NONREPETITIVE USES PRIOR TO ALLOWABLE STRESS INCREASES. I B. PROVIDE CROSS BRIDGING NOT OVER 8'ON CENTER FOR ALL 2X WOOD JOISTS AND 2X SOLID BLOCKING B�TWEEN JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS. C. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE UBC SCHEDULE TABLE 23-11-B-1 UNLESS OTHERWISE NOTED. D. LAMINATED BEAMS 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN ARE NET. 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STR"�TURP.L GLUE LAMINATED TIMI�ER, LATEST CDf�I-{ON AS PUC3LfSHEU BY All-C. 3. P}-;OViD�= �,��VI i`; ��:GC��FORMING Tn AITC 117, 24FV8, D.F. FOR CONTfNUOUS MEMBERS Ah�D CAfUTILEVERS AND��;F`.'�, D.F. r=0i=: �iMPLE 5UF'i'O;;'T �.i�-(�;ii'+`-�_;;�. i��-iE:n.;,F.LN` SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SU��:r�:�,'�� CL �=/-`.i?LY STA��,'�;'��D ON EACH MEMBER. E. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAW{NG. APPLICATION SHALL 8E 4 IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN PLYWOOQ ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCTS STANQARD PSi, LATEST EQITION FOR PLYWOOD.ALL PANELS WHICH ` HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL t�: BE OF THE EXTERIOR TYPE. 3. FOR FLOORING USE 314"T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED AT 4"O.C.ALONG PANEL EDGES AND AT 12"ALONG INTERMEDIATE SUPPORTS. 4. FOR ROOF USE 5/8" (40120 SPAN RAT{NG)EXPOSURE t SHEATHING NAILED AT 4" O.C.ALONG PANEL EDGES AND AT 12"ALONG INTERMEDIATE SUPPORTS. 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I SNEATHfNG NAILED AT 6"O.C.ALONG PANEL EDGES. 6. FLOOR AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND GROOVE PANELS OR SOLID WOOD BLOCKING BETWEEN SUPPORTS. F. PREFABRICAT�D WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND SHALL BE "TJI-JOIST"AS MANUFACTURED BYTRUS-JOIST MACMILLAN CORPORATION. ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO SE CONSIDERED, ALTERNATES SHA�L HAVE A LOAD CAPACiTY IN BENDiNG, SHEAR,AND DEFLECTION EQUA�TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS.WEB BLOCKING AND SRIDGING TO BE AS REQUIRED BY THE JOlST IVtANUFACTURER. G. LAMfNATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS CAPACITIES: Fg=2800 PSI, E=2,000,000 PSI, FC =75Q PSI, FV=285 PSI. BUILT UP MEMBERS SHALL BE CONNECTED fN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2"OR 5 1/4"WIDE M�MBERS. 10. NON-STRUC7URAL ELEMENTS: A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. S. FIRE PROTECTION FOR ALL STRUCTURAL PAftTS SHALL BE PROVfDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONS7RUC710N SPECIFIED 8Y THE ARCHITECTURAt DRAWiNGS. STRUCTURAL STEEL MEMBERS SHALL BE CONS{DERED UNRESTRAINED UNLESS OTHERWISE NOTED. 11. GENERAL: A. ENGINEER'S AGGEPTP,NCE MUST BE SECURED FOR ALL STf�UCTURAL Sl►BSTITI)TIOt�S. 8. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WiTH MECHANICAL AND ELECTRICAL CONTRACTORS.VERIFfCA7iON OF LOCATIONS, SIZES, LINTELS, AND REQUfRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTA{NED. UNLESS SPECfFICALLY DETAILED ON ARCH4TECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUtRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTUR�AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND STRUCTURAL DRAWINGS. MISCELLANEQUS EMSEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER 5 AND INSTALLED BY CONCRETE CONTRAC70R. STEEL SHALL FULFILL ASTM A36. E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH. F. WATERPROOFING, VAPOR BARRIERS, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. � G. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTIONS 1403.6.4.2 AND 1403.6.4.3 OF THE UNIFORM BUILDING CODE. H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD ARCHITECTURAL DRAWINGS. i. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. 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