6835 SW 67 ST EB-09-019-019 co
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� GENERAL STRUCTURAL NOTES �L
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G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 �, o
1. CODES: LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2007 EDITION, AND ALL OTHER APPLICABLE LOCAL REINFORCING A MINIMUM OF 4 INCHES INTO ALL COLUMNS. Q)
CODES. H. LINTELS: ANY C.M.0 WALL OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE 8" x 8"
FOR VERT. REINF. SPACING 2. DESIGN CRITERIA: CONCRETE LINTELS CAST-IN-PLACE WITH 2#5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" O ,n
9 GA. LADDER TYPE HOR. AND SIZE SEE PLAN A. ROOF LOADS:
PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED `-i
AND SCHEDULE LIVE LOAD ...................... 30 PSF �
JOINT REINF. EVERY SECOND DEAD LOAD ...................... 25 PSF(@ ROOF ~ co
COURSE (16" O.C.) EXTEND ( )
„ 8 LOAD BEARING I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8' x 8' CONCRETE (FORMED OR BOND-BEAM BLOCK) �
4 INTO TIE COLUMNS CMU WALL 5 PSF (@ CEILING) WITH 2 #5 AT MID-DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6" INTO ADJACENT COLUMN OR MASONRY AND CAST o
IN GROUT.
B. WIND LOADS: IN ACCORDANCE WITH ASCE 7-05 [BUILDING CATEGORY II; 146 MPH WIND SPEED; EXPOSURE C; K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING.
IMPORTANCE FACTOR I = 1.0]. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. 15. STRUCTURAL STEEL:
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3. ELEVATION DATUM: A. MATERIALS: C
UBLE W.W.F. 1. STRUCTURAL TUBING: ASTM A500, GRADE B.
TOP OF FIN. FLOOR. ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0'-0° 2. ALL OTHER STRUCTURAL STEEL: ASTM A36.
° 8 4" CONC. SLAB ON WELL COMPACTED FILL 4. DIMENSIONS AND CONDITIONS: 3. ANCHOR BOLTS: ASTM L ST !>� Q o
5 W/ 6 x 6 - W1.4 x W1.4 W.W.F. (TYP. U.O.N.) A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY 4. ALL OTHER BOLTS: ASTM 7. Q DISCREPANCIES SHALL BE BROUGHT To THE IMMEDIATE ATTENTION OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE N
00 M
- PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, B. STANDARDS:
° F
REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. 1. AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS."
B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989.
x 5. METHODS & SAFETY: 2. AWS D1-1, E-70 SERIES ELECTRODES.
GRADE
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THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE
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CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY DESIGNED IN ACCORDANCE WITH AISC SPECIFICATIONS.
00, I III=I I I-I I I-_ OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. D. CORROSION CONTROL: ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST-INHIBITIVE PRIMER. PRIMER
- VAPOR BARRIER SHALL BE TOUCHED UP AFTER ERECTION. IF THE STEEL STRUCTURAL ELEMENTS WILL BE EXPOSED TO THE ATMOSFERE OR ELEMENTS �
PROVIDE CLEANOUT III-I I COMPACTED FILL 6. PROTECTION OF EXISTING CONSTRUCTION: THIS MEMBERS SHALL RECEIVE A SECOND SHOP COAT WITH GRAPHIT OR ASPHALT PAINT OR OTHER APPROVED COATING COMPATIBLE
OPENING TO INSPECT - z EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT WITH THE SHOP COAT.
REINF. & GROUT FILL, CONCEALED PIPES AND CONDUITS PRIOR To DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT E. WELDERS SHALL BE AWS-CERTIFIED.
TYP. AT FIRST COURS 1 #5 CONT. THEM AND To PROVIDE FOR SAFETY. 16. STEEL ROOF JOISTS AND JOIST GIRDERS
AT EVERY LEVEL TOP REINF. SEE PLAN IF APPLICABLE 7. CONSTRUCTION LOADS: A. DESIGN, FABRICATION AND ERECTION OF STEEL JOISTS, JOIST GIRDER AND BRIDGING SHALL BE IN ACCORDANCE WITH THE o
a FOOTING (SEE PLAN AND SCHED) IT IS THE RESPONSIBILITY of THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE LATEST SPECIFIACTIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION.
0
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. B. MINIMUM BEARING OF JOIST TO BE NO LESS THAN 4" FOR K SERIES JOISTS , 5" FOR LH SERIES JOISTS AND rn
6" FOR JOIST GIRDERS.
�---- 8. CONFLICTS IN DOCUMENTS:
C ALL JOIST BEARING ENDS SHALL BE WELDED TO THE BEARING PLATES OR ANGLES WITH 3 16" FILLET WELDS
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS BETWEEN DOCUMENTS AND FIELD /
' 3" LONG ON EACH SIDE FOR "K" SERIES AND WITH 1/4" FILLET WELDS 3" LONG ON EACH SIDE FOR 'LH" AND "DLH" SERIES
CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND
3" CL. i-- DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND IN ADDITION FIELD BOLT JOINT AT COLUMN LINE OF STRUCTURAL FRAMINGS IS NOT IN TWO DIRECTIONS.
D. BRIDGING SHALL BE SIZED, SPACED AND CONNECTED TO THE JOISTS AS SHOWN ON DRAWINGS. ALL BRIDGING
EE SOIL STATEMENT STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.
AND ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOISTS.
9. CONSTRUCTION OBSERVATIONS:
BOTT. REINF. SEE SCHEDULE CAST CONTRACTOR
BOTH THE CITY INSPECTOR AND INSPECTIONS E OF ALL STRUCT R/AR COMPONENTS
PRIOR(REINFORCEMENT R PRIOR
WIOTH WORK. E. ALL JOISTS SHALL BE SHOP-PAINTED WITH A COAT OF RED OXIDE PAINT, CONFORMING TO STEEL STRUCTURES
SECTION PAINTING COUNCIL SPECS N0. 15-687. TYPE I. FIELD PATCH AFTER ERECTION.
ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. F. JOISTS AND JOIST GIRDERS SUPERIMPOSED LOADS ARE SHOWN ON DRAWINGS.
10. SHOP DRAWINGS: G. STEEL JOISTS SHOULD BE DESIGNED FOR UPLIFT LOADS.
TYPICAL WALL FOOTING DETAIL A. THE CONTRACTOR SHALL SUBMIT To THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES. H. ALL CONCENTRATED LOADS ARE TO BE APPLIED AT PANEL POINTS.
B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND I. DESIGN JOISTS FOR NET UPLIFT AS SHOWN ON "ROOF WIND LOAD PLAN" AND FOR ALL SUPPERIMPOSED LOADS INDICATED IN THE STRUCT. PLANS. m Q) � I _p q
N. T. S. 17. STEEL ROOF DECK: u> P�° 4J o
APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL. APPROVAL BY THE ENGINEER A. STEEL DECK SHALL CONFORM TO THE CURRENT AISC SPECIFICATIONS FOR THE DESIGN OF LIGHT GAUGE COLD FORMED rl .� � ab 0•�
OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL BE b
RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER STEEL STRUCTURAL MEMBERS AND SDI RECOMMENDED SPECIFICATIONS.
TRADES. B. OPENINGS IN DECK SHALL BE TREATED AS FOLLOWS: co r(d o o
STD. HOOK 1. FOR HOLES 6 OR LESS PERPENDICULAR TO SPAN, NO REINFORCING REQUIRED. �,
11. EXISTING SOILS, SOILS PREPARATION & ALLOWABLE BEARING: r a
EL. SEE PLAN 2. FOR HOLES OVER 6", BUT NOT MORE THAN 12", PROVIDE ONE 14 GAUGE REINFORCING PLATE 24" X 24" AND � �, cd u c
ROOF LEVEL A. INFORMATION ABOUT THE SOILS ON THIS SITE IS PRESENTED IN A REPORT PREPARED BY ARDAMAN & ASSOCIATES, INC. WELD IN PLACE (SEE DETAILS). to� b•o r. 4 a)
DATED APRIL 23, 2009. C. DECK SHALL BE ANCHORED BY WELDING THROUGH THE BOTTOM OF THE RIB TO STRUCTURAL STEEL AT MAXIMUM SPACING OF 12". W � _p co.� y
v THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS RECOMMENDATIONS UNLESS OTHERWISE INDICATED E" o +' •� a.�
D. ROOF SYSTEM SHALL CONSIST OF 2" MIN INSULATING CONCRETE OVER STEEL DECK. STEEL DECK SHALL BE 1 1/2" DEEP, 20 GAUGE, o o �, 0 c c �' o
IN THESE DRAWINGS. GALVANIZED, TYPE-B, WIDE RIB, SLOTTED AT THE BOTTOM DECK, 0.5 % VENTED. z CO o b c p yl
B. WITH THE SOILS PREPARATION DESCRIBED IN THE REPORT, AN ALLOWABLE SOIL BEARING CAPACITY OF 3500 PSF MAY BE E. ROOF DECK SHALL BE WELDED TO SUPPORTS WITH 3/4" DIA PUDDLE WELDS AT EACH SUPPORT So THAT THE AVERAGE WELD SPACING +' c >,� m o
USED IN THE FOUNDATION DESIGN FOR SUPPORTING THE STRUCTURE ON SPREAD FOOTINGS. DOES NOT EXCEED 6" O.C. (SEE PATTERN DETAIL) AND 6" AT THE SIDE SUPPORTS. SIDE LAP ATTACHMENT SHALL BE WELDED (8 PER SPAN) cd 0 +' 0 0 c
cd C. ALL GEOTECHNICAL WORK MUST BE PERFORMED UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER WELDING PATTERN To RESIST UPLIFT FORCES PER ANSI A58.1 AS TABULATED @ DESIGN LOADS ¢ � 0. 4 p `� >, p a
CONC. BEAM OR SLAB TO VERIFY COMPLIANCE WITH THE DESIGN CONCEPTS, SPECIFICATIONS AND RECOMENDATIONS 36/7 PATTERN (SEE NOTE 17 E) Q) >1 r,E" >, q �-
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WHO SHALL ISSUE A STATEMENT OF COMPLIANCE AFTER COMPLETION OF THE SOILS PREPARATION. o
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DOUBLE TIES 12. POLYETHYLENE SHEET: - E~ � o m o
CLOSED TIES 0 POLYETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE a
MINIMUM 6 MIL. THICK. ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF I 36"
TWO-INCH WIDE VINYL TAPE. THE SUB SLAB MEMBRANE SHALL EXTEND HORIZONTALLY BENEATH THE SLAB
To ITS OUTER EDGE OVER THE STEM WALL F. ALL FIELD WELDING OF DECK SHALL BE IN ACCORDANCE WITH ANSI-AWS D1.3. A MINIMUM VISIBLE PUDDLE WELD DIAMETER OR ELONGATED WELD
VERT. REINF. ANY JOINTS IN THE SLAB HAVE TO BE CLEANED AND SEALED BY THE USE OF AN APPROVED SEALENT TO CONFORM WITH AN EQUAL PERIMETER SHALL BE SPECIFIED. WELD METAL SHALL PENETRATE ALL LAYERS OF DECK MATERIAL AND SHALL HAVE GOOD FUSION Q
ROOF OR 2ND FLOOR WITH ASTM C920-87 AND ASTM C 1193-91. APPLY SEALANT ONLY TO DRY AND CURED CONCRETE IN To THE SUPPORTING MEMBERS. WELDING WASHERS SHALL BE USE IN ALL DECK UNITS WITH A METAL THICKNESS LESS THAN 0.028 IN. WELDING �--
I TIE BEAM ACCORDANCE TO MANUFACTURERS INSTRUCTIONS
UL -!- � WASHERS SHALL BE A MINIMUM THICKNESS OF 0.056 IN., 16 GA., AND HAVE A NOMINAL 3/8" DIA. HOLE.
13. CONCRETE (CAST-IN-PLACE): CARE SHALL BE EXERCISED IN THE SELECTION OF ELECTRODES AND AMPERAGE TO PROVIDE A POSITIVE WELD AND PREVENT 0
VERT. REINF. Q A. STANDARDS: ACI 318-05, ACI 301-05 AND ACI 347-05. 1 HIGH AMPERAGE BLOW HOLES.
o VERT. REINF. B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI U.O.N. IN PLAN AT G. DO NOT HANG CEILING, DUCTS, LIGHT FIXTURES OR EQUIPMENT FROM ROOF DECK. 0
`V 28 DAYS. SLUMP SHALL BE 4" (+1") AND NO WATER SHALL BE ADDED TO THE CONCRETE AT THE SITE. CONCRETE 18. FASTENERS
°' J EL. SEE PLAN FOR AREAS WHICH WILL REMAIN EXPOSED TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3% TO 5%
ENTRAINED AIR. A. FASTENERS SHALL BE OF THE TYPE AND SIZE INDICATED IN THIS DRAWING
I I COLUMN TESTS AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER.
CONC. TIE SECOND FL. LEVEL C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER B. ALL FASTENERS INCLUDING EXPANSION ANCHORS, SLEEVE ANCHORS, STRAPS, NAILS, SCREWS, ETC SHALL BE GALVANIZED (U.O.N.)
I
4" HORIZONTAL JOINT. D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED 19. GENERAL CONTRACTOR TO COORDINATE AND VERIFY ALL DOORS AND WINDOW OPENING DIMENSIONS PRIOR TO
REINF. EVERY OTHER
AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. START ERECTION OF CONCRETE BLOCK AND THE POURING of THE CONCRETE SLAB WITH MANUFACTURER
AND PRODUCT CONTROL REQUIREMENTS
COURSE, SEE GEN. NOTES E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE
I ( CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, 20. SUBMITTALS (SHOP DWG MUST BE SUBMITTED FOR APPROVAL AND REVIEW):
8" CMU WALL THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT A. REINFORCING STEEL SHOP DRAWINGS.
(ABOVE GRADE) CONC. BEAM OR SLAB TO IMPAIR THE STRENGTH OF THE STRUCTURE. B. ROOF STEEL DECK AND ROOF STEEL JOISTS SHOP DRAWINGS AND CALCULATIONS.
F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC. C. STRUCTURAL STEEL SHOP DRAWINGS.
DOUBLE TIES D. SHORING AND RESHORING SHOP DRAWINGS AND CALCULATIONS.
G. CONCRETE COVER OVER REINFORCEMENT: E. RAILING AND GUARDRAIL SHOP DRAWINGS AND DESIGN DATA.
1. 3-INCHES WHERE CAST AGAINST EARTH, 21. SHORING AND RESHORING:
I ( 2. 1-1/2 INCH L ALL OTHER LOCATIONS (U.O.N.). A. SHORING AND RESHORING DRAWINGS SHALL BE PREPARED BY A STATE OF FLORIDA REGISTERED
H. SAW-CUT CONTROL JOINTS SHALL BE MADE WITHIN TWELVE HOURS OF CONCRETE PLACEMENT. SPECIALTY ENGINEER WITH A MINIMUM OF TEN YEARS OF EXPERIENCE IN SHORING AND RESHORING DESIGN AND DETAILING.
U, I I I. ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS.
U J. ALL CONCRETE SHALL BE CURED FOR MINIMUM OF SEVEN DAYS. THE CURING SHALL ENTAIL MAINTENANCE OF THE B. SHORING AND RESHORING DRAWINGS SHALL INCLUDE AT LEAST THE FOLLOWING ITEMS:
w 1.) LOCATION, SIZE, TYPE AND CAPACITY OF ALL SHORING.
I MOISTURE IN THE CONCRETE. GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES
WITH A CHEMICAL CURING COMPOUND IMMEDIATELY AFTER FINISHING AND IMMEDIATELY AFTER REMOVAL OF FORMS. FORMS 2.) LOCATION, SIZE, TYPE, AND CAPACITY OF ALL RESHORING.
I I 3.) LOCATION, SIZE, AND TYPE OF ALL BLOCKING, MUD SILLS, TEMPORARY LATERAL BRACING AND
° SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL. VERIFY COMPATIBILITY OF CURING COMPOUND
m I I WITH PROPOSED FINISHES. OTHER ACCESSORIES REQUIRED TO ADEQUATELY AND SAFELY SUPPORT AND BRACE THE STRUCTURE DURING CONSTRUCTION.
CD CLOSED TIES [� DOWELS SAME SIZE K. ALL CONCRETE SLABS AND BEAMS SHALL HAVE No HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL 4.) INSTALLATION PROCEDURE, SEQUENCE OF INSTALLATION, LOAD RELIEF AND REMOVAL OF ALL SHORING AND RESHORING.
& NO. AS VERT. BAR L. DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN.DOWEL SPLICE 36 DIAM. MIN. C THE OBUI DING DEPARTMENT, ONE SUBMITTAL
FOAR THE ENGINEER LOF RECORD,UONE FOR THE NOSPECCTOR, AND ONE FOR THE ARCHITECT.
° WELDED WIRE FABRIC
EL. +0'-O" m M. COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS D. DESIGN, DETAIL AND ERECT FORMS, SHORING AND RESHORING IN COMPLIANCE WITH ACI 347-05,
EL. SEE PLAN ABOVE. MINIMUM TIME INTERVAL 3 HOURS. PROJECT SPECIFICATIONS, AND THESE NOTES. FORMS, SHORING AND RESHORING SHALL BE DESIGNED °
- X-X- x- x-x xx-x-x GROUND FLOOR
TT FOR THE WEIGHT OF THE FLOOR OR ROOF, A CONSTRUCTION LOAD OF 50 PSF. AND FOR THE CUMULATIVE
CONC. SLAB ON N. ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS, AND SHALL HAVE CONTINUOUS LOADS OF THE SUPPORTED HORIZONTAL CONCRETE MEMBERS. USE A DESIGN FACTOR OF SAFETY OF
GRADE - - _ - TOP AND BOTTOM REINFORCING. SPLICES, WHERE NECESSARY, SHALL BE MADE IN MIDDLE 1 3 of SPAN FOR TOP
_ _ _ _ _ _ / 3 FOR WOOD SHORES AND 2 FOR METAL SHORES.
_t t I.I I I I-I I I=I I I- -I I MI I I-I I I I I I III-I I I BARS AND END 1/3 OF SPAN FOR BOTTOM BARS. PROVIDE A 40 DIA. LAP MINIMUM AT ALL SPLICES. ALL EXTERIOR E. THE MAXIMUM SUPERIMPOSED CONSTRUCTION LOAD APPLIED TO FLOORS SUPPORTING SHORES OR
HORIZ. JOINT REINF. I I I -� i-i i I-� I I I-I I -iii- I I CORNERS SHALL HAVE 2 #5 x 5'-0" CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT MID-POINT. RESHORES SHALL NOT EXCEED 75% OF THE DESIGN LIVE LOAD SPECIFIED FOR SLABS (AND JOISTS WHERE a'
EVERY COURSE, o °• COMPACTED O
SEE GEN. NOTES z 1 1/2" FILL 0. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE APPLICABLE) AND 60% OF THE LIVE LOAD SPECIFIED FOR BEAMS. No CONSTRUCTION LOAD SHALL
6 MIL VISQUEEN ENGINEER-OF-RECORD FOR REVIEW AND APPROVAL. REVIEW BY THE ENGINEER-OF-RECORD WILL BE FOR BE APPLIED TO ANY MEMBER UNTIL THE CONCRETE IS A MINIMUM OF 14 DAYS OLD AND THE 7 DAY
8" CMU WALL COMPLIANCE WITH DESIGN CONCEPT ONLY. STRENGTH THIS 70% of THE SPECIFIED 28 DAY STRENGTH.
I I P. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66(315) AND REINFORCING STEEL PLACING DRAWINGS W L,
(BELOW GRADE) U, F. FORMS MAY BE REMOVED 72 HOURS AFTER CONCRETE POUR PROVIDED THAT CONCRETE STRENGTH
cn SHALL BE IN ACCORDANCE WITH ACI SP-66(315R). IS 70% OF THE SPECIFIED 28 DAY STRENGTH AND NOT LESS THAN 3000 PSI. RESHORE EACH BAY � �--
T.O.F. DOWELS SAME SIZE w J
AND No. AS VERT. REINF. Y " IMMEDIATELY AFTER FORMS ARE STRIPPED AND REMOVED. REMOVAL OF FORMS IS THE SOLE W
STD. HOOK r1, FOOTING 14. CONCRETE MASONRY WORK: RESPONSIBILITY OF THE GENERAL CONTRACTOR. REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH Q
(SEE SCHEDULE) A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, U.O.N. MASONRY WALLS SHALL BE IN PLACE -
III- BEFORE THE SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS A WAY AS TO NOT DAMAGE THE STRUCTURE, INSURE SAFETY AND PREVENT CREEP DEFLECTION OF STRUCTURAL MEMBERS.
-� FRAMING THEM. G. EXISTING WALL SHALL BE SHORED WHEN REMOVING THE EXISTING ROOF BRACING UNTIL ALL THE STRUCTURAL MEMBERS W
3" CL. -I I-I I I- B. ALL HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C 90, "STANDARD SPECIFICATIONS FOR ARE IN PLACE ACCORDING TO THE DRAWINGS. SUBMIT SIGNED AND SEALED SHOP DWG'S BY A REGISTERED FL. P.E. FOR REVIEW. Ix
-I I-I I-I IM - I II I I I II I II HOLLOW LOAD BEARING CONCRETE MASONRY UNITS . �,
I=I I I II I I=III=III I I I I= UNDISTURBED WALL FOOTING WITH A NET AREA COMPERSSIVE STRENGHT OF MASONRY UNITS OF 1900 PSI W Lo Lo O
LIMEROCK STD. HOOK UNDISTURBED NATURAL SOIL C. MORTAR SHALL COMPLY WITH ASTM C 270, TYPE "M", WITH A MINIMUM AVERAGE STRENGTH OF 2800 PSI. cc C
S COMPACTED FILL D. CONCRETE MASONRY STRENGTH, f' m, SHALL BE A MINIMUM OF 1500 PSI.
T YP. C®N C. TIE COL.- (SEE SOIL STATEMENT)
TYPICAL C 0 L � -F 0 0 T I N G DETAIL T�I L E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA METER LAP SPLICES. PROVIDE CLEAN OUT HOLES
WALL FOOTING D E T I L AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT.
N.T.S. F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530-05 AND
ACI 530.1-05. FILLING OF CELLS SHALL BE DONE IN MAX. FOUR FOOT LIFTS WITH A MAXIMUM
SCALE 3/4" = 1'-0" POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED CELLS
GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE CONCRETE SLAB
BETWEEN 8" AND 11".
2" MIN. LT. WT. INSUL. CONC., FOR
a ° 2" MIN. LT. WT. INSUL. CONC., FOR SLOPED TO DRAINS SEE MECHANICAL
WALL FTG. 18" LEG, TYP. SLOPED TO DRAINS SEE MECHANICAL ROOF SYSTEM AND ARCH. DWG'S.
EL. SEE PLAN AND ARCH DWG'S. AND AR ON BOARD, SEE MECHANICAL �O D: 2 #4 X 4'-0" LONG
_______ __ ROOF SYSTEM, SEE ARCH. DWGS.
- -- GALV. STEEL DIAGONAL TOP BARS
3 #5 TOP r / INSULATION BOARD, SEE MECHANICAL ROOF DECK SEE STRUCT AT THE UPPER THIRD
I / �" AND ARCH. DWGS. NOTES of THE SLAB
REINF. CONCRETE MEMBER ABOVE _�1____ .
SEE PLAN AND SCHED. T / GALV. STEEL ROOF DECK, REENTRANT
I // SEE STRUCT NOTES NOTES CORNER WELDS, SEE STRUCTURAL CORNER
EL. SEE PLA TRANSVE SE BARS SLURRY COAT OF LIGHT WT. INSUL. CONC.
8" x 8" DEEP MIN. CONCRETE --3 #5 VERT. /
-- 1 .
LINTEL CAST-IN-PLACE WITH --- - "�------j/
2#5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" J ____ .01
, 2
°dz a PAST OPENING AND CAST IN GROUT. LINTEL - -- --=--- •----�/ - BOTTOM BARS
:_L ILL::.: :.:- . . ..
° Q SHALL HAVE MINIMUM 8" BEARING ON III-I I TOEKN SCREWS LAPS W/ 2 #10 TYPICAL DIAGONAL C O R N E A
ADJACENT COLUMN OR REINFORCED CELL. ° "
° d - -III-I I I_I I I-I I I-I I I- I _I-I_
A' CN
�' =III-I H-1 II=1 I I=1 I _III UNDISTURBED .
LIMEROCK
I _� I I-III-III-III-III- I I STEEL JOIST - CONNECT @EDGE ANGLES @ � �
AT REENTRANT CORNS DEVIL
a 2'-6 /4 16" PERIMETER WALLS W/ 5/8" DIA < < < <
PUDDLE WELDS @ 6
STEEL JOIST SCALE. N.T.S.
TYPICAL S T E P P E D CLEAR COVER (W/ WELDING WASHERS)
d D OR/ WI D W SEE STRUCT
OP NG FOOTING DETAIL NOTES �`�` TYPICAL ROOF DECK DETAIL CAULK WIDE X 1/4 d DEEP o 0 U
CD N.T.S. o
o . d FOR STIRRUP TIES z I $ r
/ SAW CUT CONTROL JOINT
N >=1" z
3/491=1 -0 A�� SCHEDULE >=db Q w LLJ TO BE CUT WITHIN 24 HOURS 00
< <
1z
CONC AFTER SLAB IS POURED
REINFORCED MASONRY SLAB 4_0� °' o = WELDED WIRE
�CONCRETE COLUMN GROUT FILLED CELLS FABRIC @ MID-UPP R THIRD
SEE PLAN AND SCHED. X X -X-X-X X X X X X O
SEE PLAN AND SCHED. -
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