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t: UNCURED ELASTOFORM FLASHING TO OVERLAP DECK MEMBRANE 3 INCHES MINIMUM
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NETRATIONS NOT NOTED ON STRUCTURAL DRAWINGS, I
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COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL AND STRUCTURAL
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DRAWINGS. IN CASE OF CONFLICT, THE ARCHITECT SHALL BE NOTIFIED ,I
NOT BE USED IN ANY, CONCRETE, . MORTAR OR GROUT. I
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REINFORCEMENT
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DETAILING FABRICATION AND ERECTION OF REINFORCEMENT, UNLESS
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SHALL BE LEFT UNPAINTED. STEEL NOT RECEIVING SPRAY FIREPROOFING I
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STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE .
AND ACI "MANUAL OF STANDARD PRACTICE, FOR DETAILING REINFORCED
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SHALL BE SHOP PANTED WITH TWO COATS STEEL PRIMER PANT, U.O.N. I I
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POCKET WITH A MINIMUM 5"0/4"x`10" BEARING PLATE FOR W8 AND W10,
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AND 8"x3/4"x`12" FOR W12 OR BIGGER, UNLESS NOTED OTHERWISE ON DRAWINGS.
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SHALL �BE: HIGH CHAIRS 3'-O" ON CENTER; #5 SUPPORT BAR ON HIGH � �
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FOR GROUTING OF PLATES PROVIDE GROUT OF THICKNESS AS SPECIFIED AND
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(A) UNFORMED SURFACES IN CONTACT WITH GROUND OR
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REVIEW SHORING TECHNIQUES WITH ARCHITECT/ENGINEER BEFORE � I
EXPOSED TO,WEATHER SLAB -ON -GRADE) ............ 3INCHES I
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INITIATING WORK. SHORING DESIGN AND METHODS SHALL BE THE I �
grOOTINGS,
(B)'FORMED SURFACES IN NTACT WITH, GROUND OR . I
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RESPONSIBILITY OF THE CONTRACTOR. I .
.
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ER (WALLS) ..... I ... I., ................ � .................... I ............ 2INCHES
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........ . I .............. � ........................................... � ....... 3/4 INCHES
,(,'C INTERIOR SLABS .......... � ...... .
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'
WHEREREPAIRING OR REBUILDING EXISTING BRICK, MASONRY CONSTRUCTION
I G8
DO NOT REMOVE ANY SLABS OR FRAMING WHICH PROVIDE, RESTRAINT FOR
�
( EXTERIOR SLABS ....... I ............................................ � .............................................. 2 INCHES
.1
SHALL CONFORM TO THE APPLICABLE STANDARDS OF THE "BRICK INSTITUTE I
� .
.
BUILDING FOUNDATION OR RETAINING WALLS WITHOUT FIRST PROVIDING I
ANENT SHORING. . I I �
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MAXIMUM DEVIATION FROM THESE REQUIREMENTS SHALL BE 1/4 INCH FOR
SECTIONS 10 INCHES,.THICK OR LESS AND V2 INCH FOR SECTIONS 1� I
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OF AMERICA" (BIA) AND AS SPECIFIED. , I I � I
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GREATER THAN 10 INCHES THICK. I 11
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MATERIALS AND STRENGTH SHALL BE AS FOLLOWS AND AS SPECIFIED:
G9
EXISTING OPENINGS IN MASONRY BEARING WALLS NOT USED ARE TO BE
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. �
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FILLED IN WITH BRICK MASONRY OF A THICKNESS TO MATCH THAT OF THE , I I
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EXISTING WALL. ,FIT TIGHT TO EXISTING MASONRY ABOVE AND BELOW,
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R6
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WHERE CONTINUOUS BARS ARE CALLED FOR, THEY SHALL BE RUN
A. FACE BRICK EXPOSED TO WEATHER SHALL BE S.W., TYPE FBS CONFORMING .
TO ASTM C216. ALL OTHER BRICK SHALL BE MW, CONFORMING TO ASTM
I
AND "TOOTH" N AT THE SIDE(S). REVIEW RE-USP OF EXISTING ON -SITE
�
C AU ORNERS AND LAPPED AT NECESSARY SPLICES OR '
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C62. NEW BRICK SHALL HAVE A MINIMUM INDIVIDUAL COMPRESSIVE �
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MASONRY MATERIALS (I.E.: BRICKS, ETC.) WITHTHE ARCHITECT FOR I I �
HOOKED AT DISCONTINUOUS ENDS. LAPS SHALL BE CLASS C TENSION LAP
STRENGTH, OF 6000 PSI, AND A WATER ABSORPTION OF NOT MORE THAN I
�_��
-
NATE WITH MASONRY SPECIFICATIONS. I ,�
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SPLICE, UNLESS OTHERWISE SHOWN.
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10%, ,CONFORMING TO ASTM C67 OR AS INDICATED IN THE SPECIFICATIONS.
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1.
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. R7
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WHERE REINFORCEMENT IS NOT SHOWN ON DRAWINGS PROVIDE I
B. -RE-USE EXISTING BRICK WHERE TESTING INDICATES CONFORMANCE WITH
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G10
WHERE INDICATED ON DRAWINGS OR DIRECTED BY ,THE ARCHITECT, PATCH,
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REINFORCEMENT IN ACCORDANCE WITH APPLICABLE TYPICAL DETAILS FOR I
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. GRADE TYPE AND LOCATION REQUIREMENTS.
ALL MISSING, LOOSE, DAMAGED OR DETERIORATED
MOST NEARLY SIMILAR CONDITIONS OR SITUATIONS, AS DETERMINED BY THE
� .
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CK TO MATCH EXISTING, AT INTERIOR BEARING WALLS. I
ARCHITECT. IN NO CASE SHALL REINFORCEMENT BE LESS THAN REQUIRED I
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C. MORTAR SHALL CONFORM TO TYPE N. I I I
NEW BRICK REPAIR MASONRY TO BE FIT - TIGHT'AND TO BE ,'TOOTHED'
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BY THE APPLICABLE CODES., .
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D. GROUT SHALL CONFORM TO ASTM C-476, 2500 PSI AT 28 DAYS, SLUMP
IN TO MATCH EXISTING ADJACENT MASONRY. - � I
11
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I SHALL BE 10 INCHES +/-. I - I I -
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R8
WHERE REINFORCEMENT IS CALLED FOR IN SECTION, REINFORCEMENT IS
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FIELD VERIFY ALL EXISTING CONDITIONS, INVOLVING NEW WORK PRIOR TO
CONSIDERED TYPICAL WHEREVER THE,SECTION APPLES.
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INITIATING WORK, AND FABRICATION AND INSTALLATION., , I I I
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REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS
EM3
PROVIDE AND INSTALL LINTELS FOR OPENINGS IN ACCORDANCE WITH THE �
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UNLESS OTHERWISE INDICATED ON THE DRAWINGS.
FOLLOWING SCHEDULE UNLESS SHOWN OTHERWISE: I
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G12
OPENINGS IN FLOORS, ROOF AND WALLS LESS THAN,12 NCHES IN DIAMETER ARE
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GENERALLY NOT SHOWN. OPENINGS SHOWN ON STRUCTURAL DRAWINGS SHALL
R10
.
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WELDED WIRE.FABRIC SHALL LAP 6INCHES OR ONE SP I ACING PLUS 2,
.
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I 1 ANGLE FOR EACH 4" OF I
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NOT BE REVISED WITHOUT PRIOR WRITTEN APPROVAL OF THE ARCHITECT.
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INCHES, WHICHEVER IS LARGER, AND SHALL BE WIRED TOGETHER.' �
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OPENINGS MASONRY, THICKNESS I I �
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OPENINGS IN FLOORS, AND WALLS IN ADDITION TO THOSE SHOWN ON STRUCTURAL
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0) -,4$ 3-1/2 x 3-1/2 x 1/4
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DRAWINGS SHALL BE INCORPORATED IN THE WORK AS- REQUIRED BY THE
. R11
INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24
1
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4$ - 6$ ' 4 x 3-1/2 >� 5/16 LLV �
,
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING CONTRACT I
HOURS PRIOR TO SCHEDULED CONCRETE PLACEMENT. NOTIFY- ARCHITECT
1 6' � 8' 5 x 3-1/2 x 5/16 LLV I
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DOCUMENTS. . I I
OR HIS DESIGNATE OF COMPLETION AT 48 HOURS PRIOR TO SCHEDULED
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8' - 10' 6 x 3-1/2 x 3/8 LLV � .
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COMPLETION OF PLACEMENT OF, REINFORCEMENT. I
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10' - 12' ,� , 7 x 4. x 3/8 LLV �, I . I
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G14
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FOR INSERTS AND DETAJLS FOR ELEVATOR EQUIPMENT SEE ARCHITECTURAL ' I
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AND ELEVATOR MANUFACTURERS DRAWINGS. I �
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WELDING REINFORCING STEEL SHALL BE PERFORMED USING LOW HYDROGEN
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1. MINIMUM BEARING 8" EACH END. I I
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. ELECTRODES, AND IN ACCORDANCE WITH AWS D,121-75, REINFORCING STEEL I
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G15
ALL TEMPORARY SHORNG BRACING ANOSUPPORTS SHALL- REMAIN SECURELY
.
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WELDING CODE. . I � . "I
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2. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MASONRY
,
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IN PLACE UNTIL THE NEW PRIMARY STRUCTURAL COMPONENTS HAVE BEEN
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I OPENINGS NOT SHOWN ON'THE STRUCTURAL DRAWINGS. I
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O PROVIDE THE PERMANENT
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SHORING BRACING AND SUPPORT. I . I I
STRUCTURAL
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STEEL ' �
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UNLESS SHOWN, NOTED OR REQUIRED, ELSEWHERE4N CONTRACT DOCUMENTS,
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STRUCTURAL STEEL WORK SHALL CONFORM TO "SPECIFICATION FOR .
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UI D BELOW SHALL APPLY. I . I I I
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STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN AND PLASTIC I I
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DESIGN LOADS I
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DESIGN" (AISC 1989); "CODE OF STANDARD PRACTICE FOR STEEL I
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BUILDINGS AND BRIDGES" (AISC 1986); AND "STRUCTURAL WELDING .
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ROOF LIVE LOAD 25 PSF
I FOUNDATION AND BACKFILL I . I . I � I
CODE - STEEL" (AWS D1.1), LATEST, EDITION. �
.......................... � � I
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ALL FOUNDATIONS S I HALL BEAR ON UNDISTURBED COMPETENT NATURAL BEARING I
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STRUCTURAL STEEL SHALL BE NEW STEEL CONFORMING TO ASTM A36
-
(Fy=36ksi) AND A50 (Fy-50ksi) FOR ALL -ROLLED SHAPES, PLATES AND ,
DL2
.
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WIND LOADS: ZONE 3 BASIC WIND SPEED = 80 MPH I
� EXPOSURE C, WIND PRESSURE. = 21 PSF
I
BARS. STEEL TUBES SHALL BE ASTM A500 GRADE. B (Fy 46 ksi).
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SOILS AS DEFINED BY THE ENGINEER, AND HAVING A MINIMUM CAPACITY OF 3,000
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,psf, AS DIRECTED BY THE GEOTECHNICAL ENGINEER. . I I 1�
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EARTHQUAKE LOADS: PER MASSACHUSETTS STATE BLG, CODE,
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EL SHALL BE DETAILED AND, WHERE REQUIRED, DESIGNED
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I FIFTH EDITION, SECTION 1113.0, AS APPLICABLE.
.
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COTION, THEADEQUACY OF ALL FOUNDATION SOILS SHALL BE
IN ACCORDANCEWITH THE AISC SPECIFICATIONS FOR STRUCTURAL STEEL
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VERIFIED. UNSUITABLE MATERIAL INCLUDING DEBRIS, VEGETATION ORGANiC,MATTER
$
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BUILDINGS AND THE SHOP DRAFTING ,MANUAL, CURRENT EDITIONS.
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OR DELETERIOUS MATERIAL SHALL BE REMOVED AND WASTED FROM ALL AREAS
M/"r'�4 (�HPPOPT f7r)HK1nAT10Kjq P OOP qf APq ,ANn q,nPWAI Vq PE'KA0vr At I
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ALL -SHOP AND FELD CONNECTIONS SHALL BE BY WELDING OR HIGH
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LIGHT
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GAGE METAL FRAMING .
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I I . STRENGTH BOLTS AND SHALL BE AT LEAST ABLE TO DEVELOP THE � . ' I I I 11 I I I I 1�� � I I I I I \-1/ k_1 JL _L U \_1 _L IN � JL X JL k-11 " . 11
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UNSUITABLE SOILS TO COMPETENT BEARING SOILS CONSISTING Or UNDISTURBED MF1 TYPE OF STUD, SPACING, AND GAGE SHALL BE DETERMINED BY THE STUD I I I I I . . I I I I - 1, I I I . I I I - �111 I I
L
.
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I � NATURAL SUBSOIL. OTHERWISE FILL WITH APPROVED GRANULAR FILL IN 8 INCH LIFTS FULL.AXIAL OR FLEXURAL LOADING OF THE MEMBER TO BE CONNECTED , SUPPLER USING SIZES GAGES AND SPACING$ SHOWN ON THE DRAWINGS AS I � I I I . . I I I � I I 1". 11 I 11 I I , 1 � � ,�� '1�1 I � I "I ��,
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TO BOTTOM OF NEW SLAB ON GRADE OR FOOTING. COMPACT TO AT LEAST 95% OF UNLESS OTHERWISE SHOWN ON THE DRAWINGS. ,.A MINIMUM. *SEE SPECIFICATIONS FOR DESIGN CRITERIA. CALCULATIONS ' - . I I I 11 I I I I .11 I I 1; I .. . I 1. I'll,
I - . - � � � I . � I I'll- I 11 x I P I a'c e', 11 I I 1.11 I I 11�
I LABORATORY MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST � I . .1 . AND SHOP, DRAWINGS SHALL BE STAMPED BY A REGISTERED PROFESSIONAL . � 11 � �, I I . I � I If,, � I 'L I .1 � -
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I I ALL BOLTS IN BOLTED CONNECTIONS � SHALL BE HIGH -STRENGTH CONFORMING � � I I I � I . I � I * ' ' * 1. �� �:,
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I DINATE WITH THE SPECIFICATIONS. I I � ENGINEER IN THE STATE OF MASSACHUSETTS. SUPPLIER SHALL DETERMINE I � I � I � I I I - �:_
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� TO ASTM A325. ..ALL HIGH 'STRENGTH BOLTS SHALL BE LY4" DIAMETER � ACHMENTS FOR A COMPLETE SYSTEM. � .A: s`sted Livin
. 1� .1 � UNLESS OTHERWISE NOTED, THE MINIMUM NUMBER OF BO S PER CONNECTION I I I . I 11 � � "I .11, I � I I . ,� I % . , I'll, ._� 11� 11 1� � 1� �,"":
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LL BE PLACED N'WATER, NOR UPON FROZEN GROUND. I I I I I � I I 11 I - I I . . .1
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I I I I I � I - I I 1: I 1, � �,
CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING AND PROTECTING SHALL BE TWO PER MEMBER. TIGHTEN ALL BOLTS IN BEARING TYPE I MF2 FOR 16 GAGE AND HEAVIER FABRICATE FROM STEEL ASTM A446, A570 OR I I I I I I I I I - I I I I � �, I � I I I I � 1�� I "I'll � ��; _� I I 11 I .� � �1, . I I � , � .
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� I EXCAVATIONS FROM DAMAGE AS NECESSARY DURING -CONSTRUCTION. I CONNECTIONS BY TURN OF THE NUT. I I I A611 WITH MINIMUM YIELD STRESS OF 40,000 PSI. � I . . I I I . I I I � I �, . I 11 I 1. � � . I 11-1, I ' I I � 1 (�'11
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I � H LL. BE NOTIFIED A MINIMUM OF 24 HOURS IN ADVANCE OF I S5 WELDING SHALL BE DONE BY APPROVED CERTIFIED WELDERS, AND SHALL MF3 FOR 18 GAGE AND LIGHTER FABRICATE FROM STEEL WITH MINIMUM YELD I . I I I � I I I . � I I . � I I ',, I . I � I 11 ' � 1�
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I � . 'L STRESS OF 33,000 PSI. I I I I I � 111 I . I :1 1� . .11 I 11 11 ,: " 1"A ' "I I ,
UN E PLACEMENT AND AS DIRECTED BY THE CONFORM TO THE AMERICAN WELDING SOCETY CODE; SEE SPECIFICATIONS. � I I I - � '� I I I 11 ;, 0 t 6 Pv'ille, m , I I., z-
I GEOTECHNICAL ENGINEER FOR INSPECTION OF REINFORCEMENT AND SUBGRADE. � I 11 � I I I I I I I ,� - I 1. L 1. � I I I :�,
�r . - ALL FILLET WELDS SHALL BE MADE WITH A RETURN LEG ON THE WELD END . I I I � I . I r � I 1. I I I I I I I I � I I � � ,�' �
I I � I L . � . 11 I I I L 11 I . I I I r 1.
� .' . 11 I WHERE POSSIBLE THE MINIMW SIZE OF FILLET WELDS SHALL BE DETERMINED MF4 PROVIDE, GALVANIZED FINISH COMPLYING TO ASTM A 525 G60 COATING. I I � . I I 1. 11 � " I I � . I � � I I ,� I'— I � "I :1 I L � � ,I ,� I �,�,�, � �, , " 1 :�`.
I I I I . r I I I I � 11, I � � ''
F5 ALL NEW EXISTING FOUNDATION WALLS AND RETAINING WALLS SHALL BE -BRACED I IN ACCORDANCE �WITH PARAGRAPH J2.28 OF THE AISC SPECIFICATIONS FOR � , I � I 11 I �- I � 11 I � I I 1� . I � . � - �,�, I � � � I - I � ,
I I I I I � I I ,: "
. DURING BACKFILL OPERATIONS AND SHALL REMAIN BRACED UNTIL PERMANENT , MF5 BRIDGING SHALL BE MANUFACTURERS RECOMMENDED TYPE FOR WELDING TO � I r � I I I I I � '' I I I � I I I "I � �� -1 I 11 I I I I I I I'll'-
L I I STRUCTURAL STEEL BUILDINGS AND SHALL BE A MINIMUM OF 1/4-. PROVIDE I I I . I I . I I I 11 . r � I I I ''I I I � I I � .1 ; . I I "I I 'r" 11
I r I I I �' � I I I I I I I . I I I ', I I � :_
I RESTRAINTS HAVE BEEN INSTALLED. I I � BACKING BARS AND. OR -SPACES AS REQUIRED FOR SATISFACTORY WELDING. , STUDS. � . � . . I � I I I I I I I � I I I 1. I , 11, . . �, I . I �1� I
I � I I I � I I r I � I I I 11 1, I I I I . I " :� , I � '' 1. 11 I I . ''I �,
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. - I I � 11 I I I I I I I I 1� � 11 I I I I I I I � I . I . I . 11 I I r � " ,� �__ I
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11 W6 ATTACHMENT ANGLES, CLOSURE ANGLES AND OTHER MISCELLANEOUS I . I I I I . I I � 11 � I � I . I I I . I "
'11"', F6 ALL FOOTINGS AND PIERS SHALL BE CENTERED UNDER MEMBE S6 ELECTRODES FOR At t, - FIELD AND SHOP WELDING SHALL CONFORM TO A-233 �, I I � I I � 11 I .. I � 'I', - I . I I I I , I
I � I I � � � I I - � 11 I I I I I I - 1,
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,
,�;, I I I COMPONENTS SHALL BE MANUFACTURED OF COLD ROLLED STEEL WITH I I I - . N I I � � I I , , . 1. I I , I
UNLESS OTHERWISE NOTED. . (CLASS 70). 1 1 1 11 I I 11 . � I I � L I I � 11, ��,
I I I I
I I L I I MINIMUM YELD STRENGTH OF 33,000 PSI, 20 GA MINIMUM. I I � ''I I I I I I I 1.� I . I � � � I I I I I I I 1 I I , �g� 11,t� , .�
". I I I I I � � r -1 I I � � I I 11 I - I I 11 "I_ . 1
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, �11 . I I I I . I I � I �
IONS AT THE EXTERIOR SHALL BE SET AT. OR BELOW THE FROST S7 ANCHOR BOLTS, LEVELING PLATES, OR BEARING PLATES SHALL BE LOCATED I I I . I I I I I I I � I I . � , i I I I I ,
I 11 I I , I � - I
I I I I � I I I I r I i � I I I I I . . 1� � I �
DEPTH (4'-O" BELOW GRADE). I � � I I I I MF7 . -SUBMIT COMPLETE SHOP DRAWINGS FOR THE WORK INCLUDING TYPE OF I � I I I I � I I - � I I I I 11 I I I 11.1 I I
I I I AND BUILT INTO CONNECTION WORK, PRESET BY TEMPLATES OR SIMILAR . I AILS AT CORNERS, WINDOW SLLS AND JAMBS, I I I I I I 111� I � � I 11 I , � " I 11 � I I I . � � I I I � I - I I I - � � .1.1�
I I I - I � I I I � . ., �
I I � I METHODS, PLATES SHALL BE SET IN:FULL BEDS OF NON -SHRINK NON-METALLIC I I . . � . . I , I I � I - I., i . , I I - I 11
. � I r I I � I I I � I I I I I ., � 11 - . I - I I I 1.1,
I . I I .1 . � I I
F8 FOR PROTECTION OF ADJACENT WORK SHORE, SHEET AND BRACE EXCAVATIONS GROUT OF MINIMUM 5,000 psi STRENGTH, I . I I I . I I I I I "I . 111�,� I., , I 1 q� 1 1 11 � � �, 7,: , I 1 I I I I , ,
I � I I . I . I I
I AS REQUIRED TO ASSURE COMPLETE SAFETY AGAINST Cot -LAPSE OF EARTH AND � . I I I . I I I I I I I I I I I 1. r I I 11 . � I I 11 ''I I - � I I I � .11 I 11 �
I I I I I 11 I I I I I . I . I I I � � I I � x
. � I . I � I I I - I I I
I I � . I L I , � - � I I V � I " � z I 11 I 11
DAMAGE TO ADJACENT PROPERTY NCLUDING'BUT NOT LIMITED TO ADJACENT S8 ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED. DEMOLITION I I � I � 11 I I I I I I I I ,� I � I I I . I I I � � -,
I I � I I
� . BUILDINGS AND UTILITY LINES. I I I I : . I I 11 I I I I - I I I I I I r I I .11 I � I 11 I � I � I I � � ".
I I I I I I I , I . I I I �
I I 11 I I I
� I I . � S9 STRUCTURAL STEEL DETAILS NOT SPECIFICALLY SHOWN SHALL BE SIMILAR I I � I � I I I � I "I � " I 11 .11 . . A 1.11 11 I L , '.
I I I � I I - I . , �
I � I I I I
� I I 11 11 I TO THOSE SHOWN FOR MOST NEARLY SIMILAR CONDITIONS OR SITUATIONS AS I D1, SAW -CUT ALL NEW OPENINGS IN EXISTING CONCRETE FLOORS AND WALLS. I . I � I I I � "I, I I 1. I '. IL 1� I 11 � I I I 11 . 1. I � ''I "I � .)
� . 11 � I I - I � r I I . I I I
I . I I � I I � r I ,, � � - i
I . I � I DETERMINED By THE ARCHITECT. . � . I I � SHORE EXISTING STRUCTURE WHERE NECESSARY. I I I . � I I I � I I 11 I I � 1. I . . � r I r . I . I .. � 11 I I I . I . I �,
CONCRETE I I I I I � I I 1, . I :
I I I I � I 1 I" I 1. I I � L I I � " 1
. I � I I � I
I I I I 1. I . I 1-1
I � I I I I I . I I I I � I I . � I I I 11 . I L I � I I :,� ,_1
1, I '' . 11 - I .1 : . 1 I 11. �
I I I . I . I I I � 11 I I ,.
SIO FIELD CUTTING OF STRUCTURAL STEEL OR ANY FELD MODIFICATIONS TO I D2 WHERE POSSIBLE, SAW -CUT ALL NEW OPENINGS IN EXISTING I I I 1� I .1 I 11 . I I � I ,. � � I I I I I I I . I 1.
C1 CONCRETE'WORK SHALL CONFORM TO BUILDING CODE REQUIREMENTS FOR , � � . I ,I I � ,� I , I -
I I I I I I � � I ILI,
I STRUCTURAL STEEL SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL� BY WALLS. WHERE HAMMERS HAVE TO BE USED, REVIEW TECHNIQUES WITH I I I I I I , I I I � '. I I . . I I I I I . � - I . � � '11�
- REINFORCED CONCRETE (ACI 318-89) AND SPECIFICATIONS FOR I � ARCHITECT FOR EACH SPECIFIC CASE. 'ALL CUTS, HOLES, COPINGS, ETC. ARCHITECT FOR APPROVAL. PATCH JAMBS OF NEW OPENINGS BACK FOR, I � I I I �, . I I I I I .� I I � I I . I . I 11 I 1� � I I I I � �, 1'',
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. FOR BUILDINGS (ACI 301-84). . - L I I I I I I I I I I . � �
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I . � I � L . REQUIRED IN THE STEEL SHALL BE SHOWN ON T+-E SHOP DRAWINGS AND I I CLEAN, PLUMB EDGES TO REQUIRED MASONRY OPENING WIDTH WITH NEW I I � I I � I . . I I � I I I I I � I'll I 11 �11 I . � � 1� I I I � � �
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I MADE IN THE SHOP. CUTS,, COPING, OR BURNING OF HOLES, ETC. IN STRUCTURAL . I MASONRY TOOTHED IN PLACE. - I I I � I I :. I - �, I . I I I � I I I 11 ., I ,',_ ;A
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C2 CONCRETE SHALL BE CONTROLLED CONCRETE, -PROPORTIONED, MIXED AND STEEL MEMBERS IN THE FELD WILL NOT BE PERMITTED. FLAME CUT BOLT HOLES I I . I . I I I I . � I I - . 1. I 11
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ER THE SUPERVISION OF AN APPROVED CONCRETE TESTING ' � � I I I . I I � . I I I I I I I .. . I
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I OR ENLARGING HOLES BY BURNING (UNFAIR HOLES) ARE NOT PERMITTED. D3 CORE DRILL ALL NEW OPENINGS FOR PIPES'AND SMALL DUCTS THROUGH I I I I I � I I I � I I � � .� , I I 11 �L
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I AGENCY. I I I I I I I I "I I �, �� I I . I I � I I I I . I 11 I � I . ,��,
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I I I EXISTING'SLABS, FOUNDATION WALLS AND MASONRY WALLS. SLEEVE PIPES I . I 11 I I I I I I I I � ,.,
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C3 CONCRETE SHALL HAVE THE FOLLOWING MINIMUM I COMPRESSIVE STRENGTH AT S11' STRUCTURAL STEEL FRAMING SHALL BE TRUE AND PLUMB BEFORE I THROUGH WALLS WITH STEEL PIPE. PROVIDE LINTEL$ IN MASONRY WALLS � . I I � 1. 1, I I I I ; 1. 11 I "I I 11.� I I , �� I � I .11 . I - 4:
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I 1 28 DAYS. (COORDINATE WITH SPECIFICATIONS) '' I I I � CONNECTIONS ARE FINALLY BOLTED OR WELDED. , I WHERE NECESSARY FOR PIPES AND DUCTS. DO NOT'CCRE HOLES THROUGH I � . I I I . I � I - I I I 1� I - I ,�, lj14 1,
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I I I . I . � CONCRETE RIBS, OR CONCRETE, STEEL OR WOOD BEAMS WITHOUT PERMISSION I � I I I - I ! " %-, 11
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. A.) SPREAD FOOTNG, AND FOUNDATION � I . . I I I I I I I . I I I � I : '11 I I p "I I I � � I I �
WALLS NOT EXPOSED TO THE WEATHER. 3,000 'PSI (NORMAL WEIGHT) S12 TEMPORARY ERECTION BRACING AND SUPPORTS SHALL BE PROVIDED TO HOLD . I I . . � I I I I � . �1_
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I L FRAMING SECURELY IN POSITION. SUCH'TEMPORARY I I I I I . � I I I 11 � I . � I � I I � � I �,�(�`,,
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I B.) CONCRETE SLABS ON GRADE 1 3,000 PSI (NORMAL WEIGHT) BRACING AND SUPPORTS SHALL NOT BE REMOVED UNTIL PERMANENT BRACING STEEL DECK I I I I - I '. , �, I I I I I � 1 ,,, �',
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. � I I I I - I I I I Structural �. I . 11 I ',,
I 11 HAS BEEN INSTALLED AND FLOOR SLABS HAVE ATTAINED 75 PERCENT OF . � I � I �_ I I :,
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.� I � C.) EXTERIOR CONCRETE EXPOSED TO , I I 11 I SPECIFIED CONCRETE STRENGTH. . . I . SDI STEEL DECK WORK SHALL CONFORM TO "SPECIFICATION- FOR I . I I � I - 1, I I I I � � . I I 11 General �, Notes; I I 1�. � .. 11�1�
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� . WEATHER � 1, I 1 4,000 PSI (NORMAL WEIGHT) ' I DESIGN OF LIGHT GAGE COLD -FORMED STEEL STRUCTURAL MEMBERS" I . . .1 � 11 ''I I I � I � I �. I I I � I I I 11 , I , I 1, 11� 1'�
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I I I � I . . . S13 MINIMUM CONNECTION, PLATE THICKNESS SHALL BE 3/8". � 11 (AISI); "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (AISC 1989); 1 �� � I I I I I I I I I I Y ,, ,. ,, -
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D.) ALL OTHER CONCRETE I 3,000 PSI (NORMAL WEIGHT) I I I . � AND "STRUCTURAL WELDING CODE - STEEL" (AWS D1.1) LATEST EDITION, L I I . : I I I �ypillc I I I I � I ''I ��'
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I I � I . I I I � I AND SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES (AWD1.3), � . I I i� I I I .1, �, I 11 11 ,�� I I - 11 1� I I �� � L' ��If`
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MAXIMUM SLUMP SHALL BE 3", FOR SLABS AND 4" FOR OTHER WORK. OSITE BEAMS, THE BEAM -TO -BEAM AND BEAM -TO -COLUMN � , LATEST, EDITION. . I I I � I I 11. I "I I . I I I I . I I I � I �. I I 11 I I I 11 . I I 11 '. " I �_
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� STONE AGGREGATE SHALL MAXIMUM ,3/4" FOR ALL CONCRETE. � � CONNECTIONL. SHALL DEVELOP THE END REACTION OF THE CONNECTED BEAM. I , � I I � 1, : . I '. I I 1� I :1,11 11 - I ,, I 1. � ,� I I I . I I ,, � � .1 I � I 1. � .1 � 1:11
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. I I I THE END REACTION OF THE CONNECTED BEAM SHALL BE ASSUMED EQUAL TO I 1, I . � � .1 . I I I � �__ _ �
I _. I SD2 �STEEL ROOF AND FLOOR DECK SHALL CONFORM TO ASTM A611, GRADE C, I � I I I I I � I I I I "I I I I I I 11 �, I
� I I I ONE-HALF THE UNIFORM LOAD -CARRYING CAPACITY OF THE BEAM FOR THE I . � I I I �. � I I I I 11 I ''I I 1. I 11,�:,� I I I I ,. " 1,
I � 10 C4 CONCRETE TO BE EXPOSED TO THE WEATHER IN THE FINISHED PROJECT I SPAN SHOWN. ASSUMING FULL LATERAL SUPPORT, AS GIVEN IN PART, 2 (BEAMS OR ASTM A446, MINIMUM, Fy = 33 ksi. DECKING SHALL.BE, CLEANED OF I I .. . I I I " I 1� , ,��: 1, . � � 11 I "'� �
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1� . SHALL BE AIR -ENTRAINED; 6 PERCENT AIR CONTENT. .: , I SCALE AND RUST AND SHALL BE GALVANIZED ACCORDING TO ASTM A525, I � I 11 � I I I I I I I . I , _�
� I I AND GIRDERS) OF AISC MANUAL, 9TH EDITION. USE A MINIMUM SHEAR CAPACITY . I I I . ,. I I I I 11 I I I I I I.. 11 - I I 11 _�,�
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I I I � I I � I I , GRADE 60 CLASS COATING. COORDINATE WITH SPECIFICATIONS. I I � I 11 . . I " 11 I I I I -
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1, I � OF 12 kips FOR BEAMS 8 INCHES DEEP OR LESS. ANY REACTIONS GIVEN ON I I I . I I I - . I I I 1 I I I L � I I I I I I I i
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I I I I I . I I I I � I � I . I I I 11
I I I C5 THE USE OF CONSTRUCTION JOINTS WHERE SHOWN ON THE DRAWINGS IS DRAWINGS SUPERSEDE THIS NOTE. I I � I - I I 11 I I ''I � I I � . � _ .,;
I I � � I I . I I SD3 CROSS SECTIONS OF STEEL DECK ARE ONLY REPRESENTED DIAGRAMMATICALLY I � I � I I I ,, . � 11 I - " �, . I I I I I � � I I I I . :,:,L I
NS, ADDITIONS OR CHANGES SHALL NOT BE MADE I I � I I I I . I I � , I I 11
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. MISSION OF A WRITTEN REQUEST TOGETHER WITH S15 ALL MOMENT CONNECTIONS SHALL BE DESIGNED FOR THE FULL MOMENT I I ON THE DRAWINGS; SUMBIT PRODUCT. O , I . I I I I I 11 I 1, JOB W3� �' , � . �� I I "
I I I I I � I I 1. I I I I I I I I I I 11 � � ; � 11 I 11 1 I I I " Z. I . 11 �, ,1 � ,
DRAWINGS OF THE PROPOSED JOINT LOCATIONS FOR APPROVAL OF THE CAPACITY (AS TABULATED BY THE MANUAL OF STEEL CONSTRUCTION, . I I I I I I . I I ILI I I I I 11 -, .� 11 �
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� I I I SD4 FABRICATE DECK UNITS IN LENGTHS TO SPAN OVER THREE OR MORE SUPPORTS I I . I I I I � . I I I � I -1 � I- I �- I I "I
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1 ARCHITECT. I I I PART 2, LATEST EDITION) OF THE BEAM, UNLESS NOTED OTHERWISE. I I I I � 11 I I I I I I I I � I I � .1 I " , . � .11 I 1�
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I 11 I WHERE POSSIBLE, AND TO BEAR A MINIMUM OF 2". ON STEEL SUPPORTS. I I � I I 11 I I I � I � � ,
- I I IFNS. � I � I I � 11 11 I 11 I 1 ��44 1 � � , ",
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C6 WHERE CONSTRUCTION JOINTS ARE NOT SHOWN,.DRAWINGS SHOWING ' , I . 11 L I � I L I � ''I I I � I . � 11 - I I I ,,,,, I I I , IJ
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� I I LOCATION OF CONSTRUCTION JOINTS AND CONCRETE PLACING SEQUENCE S16 SPLICES SHALL BE DESIGNED'TO DEVELOP THE FULL CAPACITY OF THE � I ISD5 DECKING CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FLOOR AND I I 1, I 1, I I I I 1, 11 1 I . .- I I 11 .1 I :�� �, �,��,
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� SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL -PRIOR ,TO I . MEMBER AT THE POI I , , ECHANICAL DRAWINGS. . I I I I I I lellll . �, ''I I . MAY, '7),: 4'99711� ` I I .1 �.
PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS.. I � I � I I I I I . L . � 1,
I DRAWINGS. MEMBERS SHALL NOT BE SPLICED AT POINTS OF MAXIMUM STRESS. � I I � I I � I., � 1. I � I I I -1
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,� i � SD6 � ATTACH DECK TO SUPPORTING STEEL WITH PUDDLE WELDS AS FOLLOWS; I ;, 1. ,1 I
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. I I I , I I � . I 1, I . , � � 3/4 INCH DIAMETER AT,12" FOR INTERMEDIATE SUPPORTS AND I . I . I,— . � I � .1 I � I I L� � I I ,: SHM, I I . � . 1�1 I , I I I I . �, I , 1,�
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I LIO -H DIAMETER PUDDLE WWELDS AT 6" O.C. I � I 11 I I I �11 I I ,� � I - I'll
� C7 SLAB CRACK CONTROL JOINTS SHALL BE SAW -CUT IN SLABS ON GRADE S17 SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE DRAWINGS IS I NGITUDINAL EDGES; 3/4 INC I . I I � I I ''I I I I o � I
. � I I I � � I - I � � I I I ''I I I � I I I
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1 24 HRS AFTER CONCR AS NOT, GREATER THAN . . AT PANEL ENDS AND END LAPS. I I I � I I I I I . I I I, I I 1 . I
I PROHIBITED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. I I I I - . 11:1 I I � � I I I ,� ,,, o 1� � � . � I � I I : :_
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. AS SHOWN ON THE DRAWINGS BUT NOT MORE THAN,�Q'x30' AREAS. - I I � � I I � I I I 11 . I I I I I I I I I 1. � .1 . I -
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