13-646-063,
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WIND AREA I ZONE
GENERAL NQTES: (CONTTD)
REINFORCING STEEL: (CONT'D1
STRUCTURAL STEEL: (CANT)
1. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE
" \
9. BRACE CONNECTIONS SHALL BE IN ACCORDANCE WITH THE DETAILS SHOWN ON THE
ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE
6,
DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR
DRAWINGS, ANGLE SIZES, PLATE SIZES, AND SIZE AND LENGTHS OF WELDS SHALL BE
FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT,
APPROVED BY STRUCTURAL ENGINEER.
DESIGNED IN ACCORDANCE WITH THE FOLLOWING:
VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR.
7,
WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT ACCORDANCE WITH
A. DESIGN CONNECTIONS OF DIAGONAL MEMBERS TO DEVELOP THE LOADS SHOWN ON THE
DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE
I
ASTM A 706 GRADE 60. USE LOW HYDROGEN ELECTRODES FOR WELDING OF REINFORCEMENT
BRACE DETAILS.
APPROVED PRIOR TO IMPLEMENTING THE CHANGES.
I
IN CONFORMANCE WITH "RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL",
B. MERE FORCES ARE NOT INDICATED ON THE DETAILS, DESIGN CONNECTIONS OF
I
AMERICAN WELDING SOCIETY, AWS D121.
DIAGONAL MEMBERS TO DEVELOP THE FULL TENSILE CAPACITY OF THE DIAGONAL
J. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE UNITS SHOWN ON THE
�i"iii"i�
MEMBER
: • •
�
• • •
�
: �
�'��iiii/ii�ii�iiii��l
P.O.L
DATE:
ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.
9.
PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCEMENT WITH 90- DEGREE BENDS AND
MEMBERS. PLATES AND WELDS SHALL BE SIZED FOR TENSIONS, SHEARS, AND
1319
ONE
EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS.
MOMENTS CAUSED BY CONCENTRIC AND ECCENTRIC FORCES.
K. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS
10.
EN SHOWN ON DRAWINGS PROVIDE FIBER REINFORCING IN ACCORDANCE WITH
D, ALL BRACE CONNECTIONS SHALL USE WELDS OR FULLY TENSIONED A325 CLASS
OF ALL SLAB DEPRESSIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL
-82.42 PSF
SPECIFICATIONS. ADD FIBER REINFORCING TO THE CONCRETE MIX IN ACCORDANCE WITH
A SLIP CRITICAL BOLTS.
SECTIONS WITH ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY TO THE
qSF
ASTM C 1116 AND THE MANUFACTURERS RECOMMENDATIONS.
NETOUPL IFT \
-82.42 PSF
ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.
I
GENERAL NQTES: (CONTTD)
REINFORCING STEEL: (CONT'D1
STRUCTURAL STEEL: (CANT)
1. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE
" \
9. BRACE CONNECTIONS SHALL BE IN ACCORDANCE WITH THE DETAILS SHOWN ON THE
ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE
6,
DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR
DRAWINGS, ANGLE SIZES, PLATE SIZES, AND SIZE AND LENGTHS OF WELDS SHALL BE
FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT,
APPROVED BY STRUCTURAL ENGINEER.
DESIGNED IN ACCORDANCE WITH THE FOLLOWING:
VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR.
7,
WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT ACCORDANCE WITH
A. DESIGN CONNECTIONS OF DIAGONAL MEMBERS TO DEVELOP THE LOADS SHOWN ON THE
DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE
I
ASTM A 706 GRADE 60. USE LOW HYDROGEN ELECTRODES FOR WELDING OF REINFORCEMENT
BRACE DETAILS.
APPROVED PRIOR TO IMPLEMENTING THE CHANGES.
I
IN CONFORMANCE WITH "RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL",
B. MERE FORCES ARE NOT INDICATED ON THE DETAILS, DESIGN CONNECTIONS OF
I
AMERICAN WELDING SOCIETY, AWS D121.
DIAGONAL MEMBERS TO DEVELOP THE FULL TENSILE CAPACITY OF THE DIAGONAL
J. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE UNITS SHOWN ON THE
MEMBER
MECHANICAL DRAWINGS. ANY CHANGES IN TYPE, SIZE, OR NUMBER OF PIECES OF
8.
WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING.
C. SIZE GUSSET PLATES AND ALL WELDS TO RESIST THE FORCE OF THE DIAGONAL
EQUIPMENT SHALL BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THE
P.O.L
DATE:
ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.
9.
PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCEMENT WITH 90- DEGREE BENDS AND
MEMBERS. PLATES AND WELDS SHALL BE SIZED FOR TENSIONS, SHEARS, AND
1319
ONE
EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS.
MOMENTS CAUSED BY CONCENTRIC AND ECCENTRIC FORCES.
K. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS
10.
EN SHOWN ON DRAWINGS PROVIDE FIBER REINFORCING IN ACCORDANCE WITH
D, ALL BRACE CONNECTIONS SHALL USE WELDS OR FULLY TENSIONED A325 CLASS
OF ALL SLAB DEPRESSIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL
-82.42 PSF
SPECIFICATIONS. ADD FIBER REINFORCING TO THE CONCRETE MIX IN ACCORDANCE WITH
A SLIP CRITICAL BOLTS.
SECTIONS WITH ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY TO THE
qSF
ASTM C 1116 AND THE MANUFACTURERS RECOMMENDATIONS.
NETOUPL IFT \
-82.42 PSF
ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.
I
10, STEEL FABRICATION:
MASONRY.
A. FABRICATE AND ASSEMBLE STRUCTURAL MEMBERS /ASSEMBLIES IN SHOP TO
EauNDATTaN:
GREATEST EXTENT POSSIBLE.
FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL ENGINEERING REPORT ENTITLED
1.
REINFORCED MASONRY WORK AND MATERIALS TO BE IN ACCORDANCE WITH THE BUILDING
B. CAMBER OF STRUCTURAL STEEL MEMBERS IS INDICATED ON THE DRAWINGS,
"REPORT OF GEOTECHNICAL ENGINEERING SERVICES" AT CVS STORE NO. 01127
CODE REQUIREMENTS FOR MASONRY STRUCTURES: ACI 530 -2011 /ASCE 5 -2011 /TMS 402 -2011.
ERE POSSIBLE, CAMBER OF BEAMS TO BE APPLIED BY COLD BEND PROCESS.
5748 BIRD ROAD SOUTH MIAMI, MIAMI -DADE COUNTY, FLORIDA BY PROFESSIONAL SERVICE INDUSTRIES, INC.
CAMBER INDICATED ON DRAWINGS IS INTENDED TO BE FINAL CAMBER AT TIME
DATED DECEMBER 19, 2012 PSI PROJECT No. 0397 -527.
2,
REINFORCED MASONRY TO CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES:
OF ERECTION, AND WITHIN A TOLERANCE OF MINUS ZERO TO PLUS ONE - EIGHTH
ACI 530.1 jASCE 6 /TMS 602 (WITH THE EXCEPTIONS NOTED IN JOB
INCH FOR EACH TEN FEET OF MEMBER LENGTH,
1, COORDINATE STRUCTURAL PLANS AND DETAILS WITH REQUIREMENTS OF GEOTECHNICAL REPORT.
SPECIFICATIONS).
)
C. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR
FOUNDATION DESIGN IS BASED ON 3000 PSF NET ALLOWABLE BEARING CAPACITY,
APPROVAL BY THE A /E,
D. FABRICATOR SHALL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE
2, CONTRACTOR SHALL TREAT SOIL BELOW SLAB FOR TERMITES.
3.
PROVIDE CONCRETE MASONRY UNITS (CMU) OF NORMAL WEIGHT (125 PCF MINIMUM),
SHOP DRAWINGS, ERRORS IN FABRICATION, AND THE CORRECT FITTING OF
GRADE N, E I OR 11, CONFORMING TO THE LATEST EDITION OF ASTM C 90.
STRUCTURAL STEEL MEMBERS.
3. REFER TO THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR GENERAL REQUIREMENTS
LAY UNITS IN RUNNING BOND UNLESS NOTED OTHERWISE. 1900 PSI UNITS
( )
E. CONFORM TO THE AISC CODE OF STANDARD PRACTICE, FOR ERECTION TOLERANCES.
OF EARTHWORK, OVEREXCAVATION, SUBGRADE PREPARATION, FILL AND COMPACTION,
FIELD MODIFICATION TO STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR
WATERPROOFING AND OTHER PERTINENT REQUIREMENTS AND INFORMATION.
4,
PROVIDE MASONRY ASSEMBLAGES WITH MINIMUM PRISM STRENGTH (f'm) OF 1,500 PSI,
APPROVAL BY THE AjE,
4. PROTECT PIPES AND CONDUITS RUNNING THROUGH WALLS AND SLABS WITH 1/2 INCH
TESTED IN ACCORDANCE WITH ASTM C 140,
F. CLEAN STEEL OF RUST, LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS
EXPANSION MATERIAL. LOWER CONTINUOUS FOOTINGS AND GRADE BEAMS PERPENDICULAR
MORTAR SHALL CONFORM TO ASTM C270. TYPE S SHALL BE USED FOR ALL WORK IN CONTACT
MERE REQUIRED FOR FABRICATION, FITTING UP, OR WELDING.
TO PIPE RUNS TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR THROUGH THE GRADE
WITH THE GROUND, TYPE S SHALL BE USED FOR ALL EXTERIOR WALLS AND ALL INTERIOR LOAD
G. DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES
BEAMS. ALTERNATIVELY, PROVIDE A CONCRETE JACKET IF PIPES ARE LOW ENOUGH TO
BEARING WALLS. PRIOR TO THE START OF MASONRY WORK, THE CONTRACTOR SHALL SUBMIT
WITHOUT PRIOR REVIEW AND APPROVAL OF THE A /E.
BE PLACED BELOW THE FOOTINGS AND GRADE BEAMS. LOWER FOOTINGS AND GRADE BEAMS
MORTAR MATERIAL SPECIFICATIONS AND PROPORTIONS INTENDED TO BE USED IN THE
PARALLEL TO PIPE RUNS TO AVOID SURCHARGE ONTO ADJACENT TRENCH EXCAVATIONS.
CONSTRUCTION.
11. HOT DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL STEEL AND THEIR CONNECTIONS
5. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.
PRE - CONSTRUCTION AND CONSTRUCTION EVALUATION OF MORTARS SHALL BE DONE IN
PERMANENTLY EXPOSED TO THE OUTSIDE. ITEMS INCLUDED BUT NOT LIMITED TO:
6. ARRANGE FOR OWNER'S INDEPENDENT TESTING AGENCY TO MONITOR CUT AND FILL
ACCORDANCE WITH ASTM C780. COMPRESSIVE STRENGTH REQUIREMENTS LISTED IN ASTM C270
OPERATIONS AND PERFORM FIELD DENSITY AND MOISTURE CONTENT TESTS TO VERIFY
NEED ONLY BE MET FOR LABORATORY SAMPLES MIXED TO THE CONSISTENCY OF THAT
A. SHELF ANGLES.
COMPACTION AND APPROVE FOOTING SUBGRADES PRIOR TO PLACING CONCRETE,
SPECIFICATION
7. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER, FROST,
B. EMBEDDED PLATES IN CONCRETE
OR ICE.
C. EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS THAT
8. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY
5.
PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE ASTM C 426 LIMITS FOR DRYING
REQUIRE HOT DIPPED GALVANIZATION.
FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE STRUCTURES.
SHRINKAGE OF CONCRETE BLOCKS.
PAD PREPARATION:
121 PROVIDE GROUT FOR BASE PLATES THAT IS NON - SHRINK, NON - METALLIC GROUT WITH
6
PROVIDE MORTAR IN ACCORDANCE WITH AST M C270.
MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 6000 PSI. COMPLETE GROUT WORK PRIOR
S k• p :ire a ° d :.p b t it
TO PLACING ROOF CONCRETE OF A SINGLE STORY BUILDING OR PRIOR TO PLACING
a? ' t : 1 4 ) r it.* ¢ I t i p r t p a s w d i t i l d i t g a ) d fie p a ° t r w i t r i r a a 1 a a s I L S a n 'r in Lm n a rc I^ at lilt `11 I,
7.
PROVIDE GROUT IN ACCORDANCE WITH ASTM C 1019
SECOND FLOOR CONCRETE OF A MULTIPLE STORY BUILDING.
Stculd tE stlippl9 el1'.Islslaco 1tI112'i:II,Stun g
pi,catlis,csarI: t1)S)il)lattEI I I I E I f aa5 m atICsa1;,as
1 r c a 11 to le d,
8.
PROVIDE VERTICAL REINFORCEMENT IN CMU WALLS AS SHOWN IN DRAWINGS. FILL THE
13, SUBMIT CALCULATIONS FOR CONNECTION DESIGNS NOT DETAILED ON DRAWINGS, DESIGN
A , ` : E r s V P; i t g , I h a s : a : 1 . u t : I, g r i k b 1 t ) r 1c o l- r a k t d sat :t i t tc t is r, ;t1 a 02T T r Ia r g r t a to a 11 a r 4 i) a t,
REINFORCED CELLS SOLID WITH GROUT. MAXIMUM HEIGHT OF GROUT POURS TO BE AS
PER THE SPECIFICATION FOR MASONRY STRUCTURES TABLE NO. 7.
CONNECTIONS UNDER SUPERVISION OF REGISTERED PROFESSIONAL ENGINEER, REGISTERED
s t S n p : : ° S T a I ° t o : r n d a 1 s E s : a : I , a t a : a r ;'e It I ; 1 1 1 a t a d a : t o a . ; t k ( s ) ;f s l i p r t l e t
UNTIL WALL IS PERMANENTLY BRACED BY ROOF.
IN THE STATE WHERE PROJECT IS BEING CONSTRUCTED, EMPLOYED BY THE STEEL
g t t r k i s ; n u s ': e 04'm 1 ° : t Is t I s 1 a l ) T E E r t ti t e r 31j 11 ( g n a r t I t r lr g t1 a e a rti M: °( o p t 11 tic 1.
FABRICATOR. DESIGN CALCULATIONS TO BE SEALED BY FABRICATOR'S REGISTERED
9.
LAY HOLLOW UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE
PROFESSIONAL ENGINEER. SHOP DRAWINGS SUBMITTED WITHOUT COMPLETE DESIGN
d. I E, I S I P; ` ) i r d a ' i ) i s , s a s S , _ . s p a ''1, a n 1 a n 1 o ft E 1 1 r d t rp r c i r d S tiu c lu re s s i o t lc c a� e m 1 s a 1 `ran It(
�a
SHELLS. PROVIDE FULL MORTAR COVERAGE FOR WEBS WHEN ADJACENT TO GROUTED CELLS.
CALCULATIONS WILL NOT BE REVIEWED. WHERE PREDESIGNED CONNECTIONS ARE TAKEN
p t1 r 1 s E d t) 151 °1 t :'E t area II p ip a S )1 ant c ( p s b a Of !a a 1 ;111? t l 116E s all t) 11p 9 1 , p 1 01 : a T p It to i't
DIRECTLY FROM TABLES IN AISC MANUAL, CALCULATIONS NEED NOT BE SUBMITTED PROVIDED
fill! d Qr ;tk g t( :tar : t t E &Eta ): :i 1 t m i; t e s t ;t 1 is :) r t a .t5 tc r S t k s s rta t a t s) S I) t rE s u Itin g i1 a z: E s s It E
i i
10.
ALIGN VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED
JOB DESIGN CONDITIONS PRECISELY MATCH THOSE ASSUMED IN THE AISC MANUAL.
S E ttlE r art; t E ; :r t a: a :E I a t1 a s r s 1 Itlr g tr: a It a it a a r: e t a n d a g 1) a x t! a t to 1 a s a 1 1 t 1 s m sea : E
VERTICAL CELLS. REMOVE OVERHANGING MORTAR OR OTHER OBSTRUCTION AND DEBRIS FROM
F d , ¢E f r o sails top : it.
a to ria s s t : I1 t E a a : E t `,
THE INSIDES CELL WALLS. PROVIDE GROUT WITH 8 INCH SLUMP AND CONSOLIDATE BY
14. PROVIDE WASHERS FOR ALL CONNECTIONS WITH STANDARD, OVERSIZE AND SHORT- SLOTTED
HOLES. FOR LONG - SLOTTED HOLES PROVIDE WASHERS OR A CONTINUOUS BAR OF SUFFICIENT
p rc 0' : ''lin c
MEANS OF HAND TAMPING TO ENSURE COMPLETE FILLING OF CELLS.
SIZE TO COMPLETELY COVER THE SLOT, PLATE WASHERS OR BARS TO BE MINIMUM OF 5/16
s.° e 11: :r 1 111 plool ltll'tg If( CIE arts 111!11 as :ataiat Selfact :t e :ate arb alloraSaE °, sett MIS c1
11.
INSTALL ANCHORS, ACCESSORIES, AND OTHER ITEMS TO BE BUILT IN AS WORK PROGRESSES.
INCH THICK FOR LONG - SLOTTED HOLES.
1 is a iia ) to s 1 IIa :1 I, 1 A: r -s a rla t E $) I!, t: it c 1 e a 51 it e d a t s :tt of lie L; p e 1 Sail', aid :o ;11 p i ea Ik E
1 . is l't t s a tt : a Ic It e 11 d ilia 1 t t ik e ' II s : Is (it t1 q u H a 14. F ° ). t °11 Ili1; o' kh E G 1 ilt 1° ; a 1a 1 s t .:I1 t t , s is t
12.
PERFORM CUTTING AND FITTING OF MASONRY WITH MASONRY SAWS PROVIDING CUT
15. WIDE FLANGE BEAM CONNECTIONS TO TUBE COLUMNS SHALL BE MADE WITH BOLTED
I " :-,r p a : t e 1 : ° k : E t a S ; a : i ` i E t 1 : ` t r , . E 1 c t
of at 11 a s I i pass 1 s 1 a: c r :total c a p a 1i la if It- e T a c :
FINISHED UNITS.
THRU -PLATE TYPE CONNECTIONS. ONE -SIDED CONNECTIONS SHALL BE DESIGNED AS
pass 511111 ) ^e °trap ite :1 ii Gass 3 ?C pErtaatta a :i'Itra :oT It It t)°setiCI I? tier Ed re :essart°
ECCENTRIC CONNECTIONS.
11 ataiE :haI :1rt!a1a I: ' °I:It', ra 1 $ v I al 1 11Itri:9S T 2isrial ate terll¢e 1.I' 1 I13 1, con pa ted 5 a I c
l a t ( fi 1 . T k = p r a t t - 1 ) 13C 0801 a : : t € i t o e r € u l l l n ; j e t 1 a p o r a l 1 8 1 1 g . T h e : a r t e t if p z s 5 a s c a 1 If
13.
GROUT CELLS AT OR BELOW FINISHED GRADE ARE TO BE GROUTED SOLID. FOR GROUTED
16. FURNISH STEEL SHOP DRAWINGS FOR ARCHITECT'S AND STRUCTURAL ENGINEERS REVIEW
1e 11 t E c :) 3 r: th 1 lie p =c p a s a 1 p =. ,:( 1 g sd , i :1 a e a s
MASONRY, THE STRENGTH OF GROUT DETERMINE IN ACCORDANCE WITH THE PROVISIONS OF ASTM
C1019 SHALL BE AT LEST EQUAL TO f "m BUT NOT LESS THAN 3000 PSI. THE SLUMP OF THE
PRIOR TO FABRICATION, INCLUDE WELDING PROCEDURES, TESTING PROGRAMS FOR WELDING
A , c i t s It 1 c 1 i.° a a n I '' if ; ° e 3:k 1 Is it :1 p e °ca': it It e r t : itiE t a 1 t e c t (; 3 sl . -1 : E ; ) r a) fn 1 i tit
GROUT SHALL BE BETWEEN 8 AND 10 INCHES.
AND HIGH STRENGTH BOLTING, COATING MATERIAL AND ERECTION SEQUENCE ON SHOP
I a 1 S i f r c a I ) E t E ! a d!;:1 if 2 toot r r it e t a i t 1 r a .1 1 a r t 1 loo: i 1 t ^...: a i s g . d r i € r S l o e s n us, it :: h ie t 1 a
DRAWINGS. SHOP DRAWINGS SHALL NOT BE REPRODUCTIONS OF CONTRACT DOCUMENTS.
kaaea :t Its strirpEd a,t gslkbet ;1)111 S1ttaE =. the tc °aN )asses ardra o,tr Ezcawa :�o1 ard 1E-
14,
WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, DO NOT SLOPE
t i n r a t t i t r n at t e � a ; a ' r a 1 I t i e s a r i 1 i T E r a d E 1 s i l y 1 e ; 1 i ° a r E t is a r t : I a c k l e t e : , ' f; s e t ', n o s :c 1E
DOWEL MORE THAN ONE HORIZONTAL TO SIX VERTICAL.
17. MILL STEEL COLUMN ENDS TO FIT FLUSH WITH BASE PLATE, CAP PLATE AND END PLATES.
s t c u l d a to .4 s t o l is r E c e s s a r t d t t i t ; : c n ; wise 3 ; a i t � , c a 1 ? ; t a r liJi s at a a l e r m it r e e l I t .i a s t e d It
FIELD ASSEMBLY OF THESE STEEL ELEMENTS TO THE COLUMNS IS PROHIBITED.
Ik E so 'i ft a 11 t i a a > t'i t ,
15,
WALL SHALL RECEIVE TEMPORARY BRACING. TEMPORARY BRACING SHALL NOT BE REMOVED
UNTIL WALL IS PERMANENTLY BRACED BY ROOF.
18. HEADED STUDS (SHEAR AND ANCHOR) AND DEFORMED ANCHORS:
C a r p S h 1 a i d le : : a 1 : s s e d : E l e t d tan i g it g art r e ig t t 1 61 1 S'11 E t., r e s All I: Ile t t m r a t tit r 1 p E to liic r is
A. PROVIDE HEADED STUDS (SHEAR AND ANCHOR) MADE OF MATERIAL CONFORMING TO
lydar aT. ?Pi)r to c :r T encltg con;wicn, ) :capana )I 1111 :el :5trattaEES st :1lt to n)tsfiEd led It(
16,
SPECIAL INSPECTION IS REQUIRED AS FOLLOWS:
ASTM A 108.
9 S `s f
1 t IS e t c: t 1 d ti) 1 (i.e t r1 t k s; if It : s f' a .It t 1 s E (I r E r tE 1W It a k a le g to r h s . 1 1,. t a 1 y (';I t a. T 1 t
B, PROVIDE DEFORMED ANCHORS MADE OF MATERIAL CONFORMING TO ASTM A 496.
1 E e t s s a t ; 1 1 n ; a : P i c a 5 1 ) u 1 C., I S E d E E n a 1 t E I° r 1 i to I o a 1 ja : eat E tru c,u to s, a ad d in a s :
A. DURING PREPARATION OF REQUIRED PRISMS OR TEST SPECIMENS.
C. WELD STUDS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. MANUAL ARC (STICK)
A, s S o: a'E s s h 1 111 b e t a litIE t n T E t a tt I-,,, H. e a ,, p tit :i Is 1T° t: i r a E Lis r a I 1 p n p it s k a I'd r o' I? 1 s: d.
B. DURING THE LAYING OF MASONRY UNITS.
WELDING OF HEADED STUDS AND /OR DEFORMED ANCHORS IS NOT ALLOWED.
C. DURING PLACEMENT OF REINFORCING STEEL.
It, � ;)its t •able : II'J atersal acd the Zan att;sn td Estl .1119
p
FOR RUT SPACES PRIOR TO CLOSING OF CLEANOUTS AND GROUTING.
D. 0 G 0 ES
19. PRIOR TO DECK PLACEMENT, VERIFY THAT STEEL BEAMS BEARING ON MASONRY HAVE 8 INCH
A, l ` i i ' I r a ' E ° i a 5 s 1 : » t I! fie? s ( E g a r t n a t o Z i a I S o s a t 1 is r i s at,. ,° 1 g e t 1 t ; o t . �' E 1 1 : ) T m 1 a d t s la; ti'T
E. DURING ALL GROUTING OPERATIONS.
MINIMUM BEARING AND ARE ANCHORED AS SHOWN ON DRAWINGS.
u iJ th a a *2 a E 1 ¢ , n t) T 1 °r a 1 ig » ° t t n 111 02 1 t a. s !r g lie _S . a :a n a a td N c . 2 13 Elm r , sir!. The It(
c a r d l a d I r€ °t c k w t:h S a 1 d to c 1 d° E a 1 t' E s t 1`a E: s k a) Id .:: F :a k le t1 r r. E a s 'I'I rs a °1 r a `Is : 1 d„ 1 sit
FORWARD INSPECTION RESULTS TO THE ENGINEER OF RECORD.
20. PROVIDE TEMPORARY SHORING OR BRACING DURING CONSTRUCTION PHASE PRIOR TO
pttrll T 1iSlatl ttnkr) ,9.111E LETS :; 1si1g :ersttllo111tta ra.:ita n attlis.
COMPLETING CONNECTIONS AND POURING OF FLOOR SLAB. TEMPORARY CONSTRUCTION
p. C s : r e t 1 a r a : I ; h ) 1 + d k e r 1 : c e d r I ( e e l I f s r c t t ) a E t a E d 1 2 i s : t e s i i a i s E r ; a c t ( d t k i s E s a s s E a c t Ill
STRUCTURAL STEEL:
BRACING OF THE STRUCTURAL STEEL FRAME IS THE RESPONSIBILITY OF THE
s t¢ a Id E: E r „` E tE 1 `1 z1 I11 s 9 5 p 1 sE 1 t k E' h a n) d Is1 1= 11 c¢ 1 (p v T E' t1 t t T) r a z it . r at( d a °: _. i :r
CONTRACTOR AND SHALL REMAIN IN PLACE UNTIL AFTER THE PERMANENT BRACING
a s I L 1 . T h e 1 1 1 : 1 g € r i