HomeMy WebLinkAboutRevisions; Rev 02 INTERIOR STAR (Beam Repairing)OFFICE USE ONLY.
DATE FILED -
REVISION FEE:-43 ; 2
LOCATION/SITE
ADDRESS:
PERMIT # 1905-0273
RECEIPT # / G/ '] (_,/ i
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
(772) 462.1553
YAPPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
QUEENS ISLAND PRESERVE ACQUAVISTA LOT # 8
4452 N Hwy A1A
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Rev. 02 INTERIOR STAIR ( Beam Repairing)
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CGC 1527445 ST. LUCIE CO CERT. #: 31143
BUSINESS NAME: ARTAR CONSTRUCTION LLC
QUALIFIERS NAME: ARMANDO REYES TOLEDO
ADDRESS: 13360 SW 40 STREET
CITY: MIAMI STATE: FL ZIP: 33175
PHONE (DAYTIME): 786-344-3855 FAX:
OWNER/BUILDER INFORMATION:
NAME: VENETIAN ADMINISTRATION LLC
ADDRESS: 7400 W. FLAGLER STREET
CITY: MIAMI STATE: FL
PHONE (DAYTIME: 786-512-4484 FAX:
ARCHITECT/ENGINEER INFORMATION:
NAME: RANDALL STOFFT ARCHITECTS
ADDRESS: 42 N. SWINTON AVE
CITY: DELRAY BEACH
PHONE (DAYTINVIE): 561-243-0799
SLCCC: 9/23/09
Revised 06130117
ZIP: 33144
STATE: FL ZIP: 33444
FAX:
AA
ice. �i., .�l. 1.
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Description: STEEL CHANNEL
Title:. CONCRETE STAIR REVISION Job # LO ( i1" 5
Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.: PefzA11 T I %0.5 ^ 013-3
Project Notes : ' .' .
Material PropertlES T_ Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7.05
Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination 2006 IBC & ASCE 7-05
Applied LcadS Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D=1.225, L = 0.280 k/ft
maximum tsenaing Stress Kano =
u.44a: i lviaximum 5near Stress ratio =
u.14u : l
Section used for this span
C8X13.7
Section used for this span
C8X13.7
i Mu: Applied
12.150 k-ft
Vu : Applied
6.075 k
i Mn / Omega: Allowable
27.445 k-ft
Vn/Omega : Allowable
43.545 k i
jLoad Combination
+D+L+H
Load Combination
+D+L+H 1
Location of maximum on span
4.000ft
Location of maximum on span
0.000 ft i
! Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1 I
Maximum•Deflection
Max Downward L+Lr+S Deflection
0.025 in Ratio =
3863
Max Upward L+Lr+S Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.135 in Ratio =
712
I
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maxrmum:forces:&Stnsses for -Load Comlimattors
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D �
Dsgn. L = 8.00 ft 1 0.361 0.114 9.91 9.91 45.83 27.45 1.00 1.00 4.95 72.72 43.54
+D+L+H
Dsgn. L = 8.00 ft 1
0.443
0.140
12.15
+D+0.750Lr+0.750L+H
Dsgn. L = 8.00 ft 1
0.422
0.133
11.59
+D+0.750L+0.750S+H
Dsgn. L = 8.00 ft 1
0.422
0.133
11.59
+D+0.750Lr+0.750L+0.750W+H
Dsgn. L = 8.00 ft 1
0.422
0.133
11.59
+D+0.750 L+0.750 S+0.750 W+H
Dsgn. L = 8.00 ft 1
0.422
0.133
11.59
+D+0.750Lr+0.750L+0.5250E+H'
Dsgn. L = 8.00 ft 1
0.422
0.133 .
11.59
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 8.00 ft 1
0.422
0.133
11.59
.
Overall Maximarrib lections
- Unfactored Loads -
12.15
45.83
27.45
1.00 1.00
6.07
72.72
43.54
11.59
45.83
27.45
1.00 1.00
5.79
72.72
43.54
11.59
45.83
27.45
1.00 1.00
5.79
72.72
43.54
11.59
45.63
27.45
1.00 1.00
5.79
72.72
43.54
11.59
45.83
27.45
1.00 1.00
5.79
72.72
43.54
11.59
45.83
27.45
1.00 1.00
5.79
72.72
43.54
11.59
45.83
27.45
' 1.00 1.00
5.79
72.72
43.54
1 0.0000 0.000 0.0000 0.000
1/ertrcal Reactions', ,Unfacfored N Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.075 6.075
D Only 4.955 4.955''
L Only 1.120
075 6.075
�Tide*Bl6ck Line 1
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Title: CONCRETE STAIR REVISION Job #
Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.:
Project Notes
Description : STEEL CHANNEL
Steel Section Properties
C8X13 7
Depth =
8.000 in
I xx
= 36.10 inA4
J =
0.186 inA4
Web Thick =
0.303 in
S xx
9.02 inA3
Cw =
19.20 inA6
Flange Width =
2.340 in
R xx
= 2.990 in
Ro =
3.260 in
Flange Thick =
0.390 in
Zx
= 11.000 inA3
H =
0.874 in
Area =
4.040 inA2
lyy
= 1.520 inA4
Weight =
13.700 pif
S yy
= 0.848 inA3
Wno =
5.460 in"2
Kdesign =
0.938 in
R yy
= 0.613 in
Sw =
1.530 in°4
Zy
= 1.730 inA3
Qf
3.110 inA3
its
= 0.774 in
Qw =
5.530 1nA3
Ycg
= 4.000 in
Wn2 =
2.870
Xcg
= 0.554 in
Sw2 =
1.110
Xp
= 0.252 in
Sw3 =
0.550
Eo = 0.604 it
o��yoeaeeee�o
e`o0®`�°ERNANpF� ®,e
Q
v : W =
® T •� • W
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000Beeeeieee�e���
e d I
LEGEND
° e - -
d ° ° �T�T7T�T7 DENOTES C.M.U. WALL I,BELOW W/
d ° - ° 1111 J J1 CONCRETE TIE EAM
°� d d ° F 7 ` °d °° DENOTES CONCIFETE COLUMN BELOW
d
d 4° d ° DENOTES TYP. D W/ #5 VERT
d IN GROUT FILLED CELL
DENOTES STEEL COLUMN BELOW
° 4 d ° d ° ° °
° ° ° CTB-X DENOTES CONC ETE BEAM
4: d d
° 9 a
a I
° ° S DENOTES 6" CONCRETE SLAB (3,000 PSI)
O d O d
I ad. ° °°. a' 4 GARAGE °... 4 d;
d i
° ° "
i ° ° ° a ° 4 SLAB ON GRADE c ° °
q-14-10" d d °
d °° F6 {° ad NOTE:
I
�a CURRENT CODE IS FLORIDA BUILDING
° CODE 2017 5tH EDDI ION.°
° MASONRY sHEARawnLL d ° d DESIGN WIND LOADS HALL COMPLY
od ° WITH ASCE 7-10.
° ° ° d
° 4 TYR AUGER CAST PILE ,
14 d1 e d F 7 d ° d ° DESIGN LOADS:
d F7
° ° ° STAIR LIVE LOAD: 40 PSF
d
SUPERIMPOSED DEAD LOAD: 20 PSF
- T FIRST FLIGHT OF PROPOSED CONCRETE STAIR TO
° 4" SLAB ON GRADE d HAVE FRANGIBLE DESIGN
o F 2 d ° 11'-0" °
I °. d
10 p ° d <I
5 d d
°
° d
o - - I i- - -----ate °
d
d
a' L Li p e
d d
°
°
I,I
d.
4" SLAB ON GRADE
2 ° �-
12'-017m
°
p q °°°ASONRY SHEAR WALLd
°
d ud d
° d d
N
GARAGE LEVEL STAIR
SCL: 1 /4"=1'-O"
I I
,. ,, .i: ,. •, CTB-1 1091.,. ?,111111,; CTB-1 _ ...111 110 ICTB-8 ,,I I I 1171111., O -9 '
cli
I I I I
I I
I
I
I I I I
i 1 I I
I
i:.
„
^' N
M N . WOOD TRUSSES ®24
L WOOD TRUoSoES ®24 N WOOD TRUSSES ® 24 0
Tea -0'-0
°d I.
I
MASON PoY SHEAR,WALL _
1I'
AD3
3
I HEW STEEL C ANNEL C xt .75x8' p-q 6x6xl/ " TUBE TEEL
0" LON ATTACH TO CONCRE BEAM -C : a ve
1 1 LIMN bAlow & b
W/ rx6" WEDGE ANC OR 016"
7'- '
CTB- CTB-2
4,_
m II 0
� D2 � I
0
pN DN
j WOOD TRUSSES ® 24„ o
00 / oo -0'-0 8? �
o o
t a l JfH
D1 Q1
I
C1B_1 1a- WOOD TRUSSES ® 24"
c +13'-0"
a
I IIJ
a
1S 6
MASONRY SHEAF WALL
a
�II
-0 PEN TO
0 O
I
BELOW Az ° If2I " o
07
I
M*H
V
I
I I
°
I
1 CTB-5o
N o N GIRDER TRUSS
ELEVATOR ELEVATOR i
FIRST FLOOR STAIR 2nd FLOOR STAIR
.2 L", + SCL: 1/4"=1'-0" IOU 0A M SCL: 1/4„ =1 -0
1. GENERAL:
CONSTRUCTION SHALL BE COMPLIANCE WITH THE 2017 FLORIDA
DESIGN AND N IN COM L E
BUILDING CODE 6TH EDITION. AMENDMENTS AND REVISIONS TO THE CODE AND
REQUIREMENTS SET FORTH BY THE LOCAL BUILDING OFFICIAL.
a. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND ANGLES
AND ALL OTHER EXISTING CONDITIONS PRIOR TO COMMENCING ANY WORK.
CONTRACTOR TO ALSO VERIFY AND APPROVE ALL INFORMATION ON DRAWINGS.
ACCEPTANCE OF THESE PLANS CONSTITUTES APPROVAL. PLEASE NOTIFY ENGINEER
BY CERTIFIED MAIL OF ANY CONFLICTS OR DISCREPANCIES, IF ANY.
b. CONTRACTOR SHALL FURNISH AND BE SOLELY RESPONSIBLE FOR
ALL TEMPORARY BRACING AND SHORING REQUIRED TO MAINTAIN PLUMBNESS
AND STABILITY OF ALL STRUCTURAL ELEMENTS DURING CONSTRUCTION.
c. CONTRACTOR/OWNER SHALL BE RESPONSIBLE FOR VERIFYING REQUIRED
GRADE &FINISHED FLOOR ELEVATIONS WITH RESPECT TO DADE COUNTY
FLOOD CRITERIA, EXISTING CROWN OF ROAD ELEVATIONS, FEDERAL
FLOOD CRITERIA OR ANY OTHER GOVERNING BODY.
d. THE OWNER SHALL BE SOLELY RESPONSIBLE FOR INVESTIGATION IN
REFERENCE TO WHETHER STRUCTURE CAN BE BUILT ON SITE.
PAYMENT OF THESE DRAWINGS CONSTITUTES ACCEPTANCE & AGREE
MENT
WITH THE FOLLOWING STATEMENT: NO PARTY SHALL INITIATE DELAY CLAIMS
AGAINST DANAY FERNANDEZ PE. 77142 LIABILITIES SHALL BE
LIMITED TO FEES PAID TO THE DESIGN PROFESSIONAL.
2. STRUCTURAL ENGINEER AND RELATED PARTIES
2.1 THE WORD "ENGINEER AS USED HEREIN REFERS TO DANAY FERNANDEZ
P.E. 77142 1310 NW 67th TERRACE HOLLYWOOD FLORIDA 33024
2.2 THE FOLLOWING PARTIES REFERRED TO HEREIN ARE DEFINED AS FOLLOWS:
A) OWNER: REFER TO TITLE BLOCK ON THIS SHEET
B ARCHITECT: SEE TITLE BLOCK
- C) CONTRACTOR:
UI 2.3 ALL SUBMITTALS TO AND/OR REQUIRED BY ENGINEER SHALL BE MADE THROUGH
THE ARCHITECT (IF APPL), APPROVALS FROM AND/OR REQUIRED BY ENGINEER SHALL
BE REQUESTED IN WRfTING THROUGH PROFESSIONAL OF RECORD.
3. DESIGN CRITERIA
3.1 LOADS
LIVE LOAD LIVING AREAS 40 PSF
LIVE LOAD STAIR 40 PSF
SUPERIMPOSED DEAD LOAD 20 PSF
3.2 MISCELLANEOUS DEAD LOADS
8" CMU WALLS:
UNREINFORCED 50 PSF
REINFORCED, GROUTED 048" 61 PSF
REINFORCED, GROUTED 040" 62 PSF
REINFORCED, GROUTED 032" 65 PSF
REINFORCED, GROUTED 024" 68 PSF
REINFORCED, GROUTED 016" 75 PSF
GROUTED SOLID 92 PSF
REINFORCED CONCRETE NOTES AND SPECIFICATIONS.
1. GENERAL:
REINFORCED CONCRETE SHALL BE OF THE MATERIALS, PROPORTIONS, STRENGTH,
AND CONSISTENCY REQUIRED IN THE STRUCTURAL DRAWINGS, SCHEDULES AND
NOTES.
2. STANDARDS:
DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE SHALL BE IN
ACCORDANCE WITH THE FOLLOWING STANDARDS.
2.1 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
ACI 318,
2.2 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES ACI 315.
2.3 STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR CONCRETE
REINFORCEMENT ASTM A615.
2.4 STANDARD SPECIFICATION FOR COLD -DRAWN STEEL WIRE FOR REINFORCEMENT
ASTM A82.
2.5 STANDARD SPECIFICATION FOR WELDED STEEL WIRE FABRIC REINFORCEMENT
ASTM A185.
2.6 STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE ASTM
C494.
2.7 STANDARD SPECIFICATION FOR AIR -ENTRAINING ADMIXTURES FOR CONCRETE
ASTM C260.
3. MATERIAL AND TESTS
3.1 PORTLAND CEMENT:
PORTLAND CEMENT SHALL BE TYPE I CONFORMING TO THE STANDARD
SPECIFICATIONS FOR PORTLAND CEMENT ASTM C150.
3.2 CONCRETE AGGREGATES:
NORMAL MAXIMUM SIZE OF COARSE AGGREGATES SHALL NOT BE LARGER THAN
THREE-QUARTERS OF AN INCH. AGGREGATES USED IN CONCRETE SHALL CONFORM
TO THE STANDARD SPECIFICATIONS FOR CONCRETE AGGREGATES ASTM C33.
AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND SHALL
CONTAIN NOT MORE THAN ONE -TWENTIETH OF ONE PERCENT SALT BY WEIGHT.
SUBMIT AGGREGATE GRADATIONS TO THE ENGINEER FOR APPROVAL.
3.3 WATER:
MIXING FOR CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS
AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR SUBSTANCES
THAT MAY BE DELETERIOUS TO CONCRETE OR REINFORCEMENT.
3.4 REINFORCING:
REINFORCING STEEL SHALL BE GRADE 60.
3.5 ADMIXTURES:
ADMIXTURES TO BE USED IN CONCRETE SHALL BE APPROVED BY THE ENGINEER.
3.6 TESTS:
(A) THE ENGINEER SHALL HAVE THE RIGHT TO ORDER TESTS OF ANY MATERIAL
ENTERING INTO CONCRETE OR REINFORCED CONCRETE TO DETERMINE SUITABILITY
FOR THE PURPOSE, TO ORDER REASONABLE TEST OF THEM FROM TIME TO TIME TO
DETERMINE WHETHER THE MATERIALS AND METHODS IN USE ARE SUCH AS TO
PRODUCE CONCRETE OF THE NECESSARY QUALITY AND TO ORDER THE TEST LOAD
OF ANY PORTION OF THE STRUCTURE WHEN CONDITIONS HAVE BEEN SUCH AS TO
LEAVE DOUBT AS TO THE TH OF ADEQUACY STRUCTURE E THE PURPOSE
Q E STRUC U E TO SERVE
FOR WHICH IT IS INTENDED.
B TESTS OF MATERIALS AND OF CONCRETEH D SHALL BE MADE IN ACCORDANCE
WITH THE REQUIREMENTS F THE AMERICAN SOCIETY FOR S MATERIALS.
Q 0 S EIY TESTING
TESTS SHALL BE MADE BY A TESTING LABORATORY APPROVED BY THE ENGINEER.
THE COST OF SUCH TESTS RESULTING FROM CONSTRUCTION RELATED PROBLEMS
SHALL BE ASSUMED BY THE CONTRACTOR
GENERAL
BUILDING
SOLUTIONS
4. QUALITY OF CONCRETE 5.5 CURING: Danay Fernandez, P.E.
A CURING COMPOUND SHALL BE APPLIED TO THE TOP OF "GREEN" CONCRETE
SLABS AS SOON R PLACEMENT OF THE CO P. . LIC. No, 77142
4:1 CONCRETE QUALITY: AS PRACTICAL AFTER CONCRETE, E
FOLLOWING .THE A SPECIFICATIONS AND RECOMMENDATIONS.
C.A. LIC. No. 30614
(A) CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY MANUFACTURER'S MMENDATIONS
COMPRESSIVE STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: SPECIFICATIONS FOR CURING COMPOUNDS SHALL BE SUBMITTED TO THE 1310 NW 67th Ter
ARCHITECT AND ENGINEER FOR APPROVAL. ALTERNATIVELY, CONCRETE SHALL Hollywood, FL 33024
28 DAYCOMPRESSIVE STRENGTH PSI BE KEPT IN A WET CONDITION FOR THE FIRST 24 HOURS AFTER PLACEMENT, AND 305s773.7973
FOUNDATIONS 3000 MIN SHALL BE MAINTAINED IN A MOIST CONDITION FOR AT LEAST THE FIRST SEVEN prolects@gdbuildingsolutlons.com
DAYS AFTER PLACING.
COLUMNS 3000 MIN
ROOF AND FLOOR BEAMS 3000 MIN
5.6 HOT WEATHER REQUIREMENTS:
CONCRETE STAIR 3000 MIN
DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS,
(B) THE MAXIMUM WATER -CEMENT RATIO SHALL BE 0.65.
PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO
PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT
(C) THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE BAGS PER CUBIC
MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF CONCRETE MEMBERS.
YARD.
5.7 BONDING:
(D) CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE OF
INCREASING WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER
BEFORE NEW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH HAS
(CONFORMING TO ASTM C494 TYPE A). OTHER ADMIXTURES MAY BE USED IF
SET, THE FORMS SHALL BE RETIGHTENED. THE SURFACE OF SET CONCRETE
APPROVED BY THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN
SHALL BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE AND WETTED. THE
ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED
CLEANED AND WETTED SURFACES OF THE HARDENED CONCRETE SHALL FIRST BE
RATE, WORKABILITY SHALL NOT BE ACHIEVED BY WATER ADDITION.
SLOSHED WITH A COATING NEAT CEMENT AGAINST WITH THE NEW CONCRETE
(E) PROPORTIONING AND MIXING OF ALL CONCRETE MIX DESIGNS, FOR EACH;
SHALL BE PLACE BEFORE THE MORTAR HAS ATTAINED ITS INITIAL SET.
STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER.
s. FORWIS arlo oEraLs of coNsrRucllori:
4.2 OF CONCRETE
6.1 DESIGN OF FORMS:
)TESTS
A
(1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL BE MADE BY AN APPROVED
FORMS SHALL CONFORM TO THE SHAPE LINES AND DIMENSIONS OF THE MEMBERS AS
CALLED FOR ON THE PLANS, AND SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO
TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER. THE COST OF
PREVENT LEAKAGE OF MORTAR, FORMS SHALL BE PROPERLY BRACED OR TIED
SUCH TESTS SHALL BE ASSUMED BY THE OWNER.
TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT THE
(2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD TEST
BOTTOM OF COLUMNS SHALL BE PROVIDED TO FACILITATE CLEANING AND INSPECTION
NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE USED ON THE
BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED SUFFICIENT
PROJECT OR FRACTION THEREOF.
STRENGTH, FORMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF ALL
REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE SOIL OR
(3) SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH THE STANDARD
JOIST TO FACILITATE INSPECTION OF THE PLACING OPERATIONS, WITH THE EXCEPTION
METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE TEST SPECIMENS
TO "U" TYPE BEAM BLOCK.
IN THE FIELD ASTM C31.
6.2 REMOVAL OF FORMS:
(4) SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE STANDARD METHOD OF
THE REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH A MANNER AS TO INSURE
TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS ASTM C39.
THE COMPLE.
TE SAFETY OF THE STRUCTURE VERTICAL FORMS MAY BE REMOVED. IN
REPORTS TO THE ENGINEER SHALL BE SUBMITTED FOR EACH TEST PERFORMED.
2 HOURS 4 PROVIDED THAT THE CONCRETE HAS HARDENED SUFFICIENTLY SO TO
(5) TEST CYLINDERS TAKEN OFF TRUCK -QUARTER POINT AND THE THREE-QUARTER
PREVENT DAMAGE. BOTTOM FORMS AND SHORING, WITH RE -SHORING IMMEDIATELY,
SLAB FORMS SHALL NOT BE REMOVED PRIOR TO 14 RAYS AFTER POUR IN SEQUENCE
POINT OF THE LOAD. '
AND FULL RE -SHORING FOLLOWING.
(6) THE AGE FOR STRENGTH TEST OF CONCRETE SHALL BE 28 DAYS. STRENGTH
63 PIPES AND CONDUIT EMBEDDED IN CONCRETE:
TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED THE ENGINEER HAS APPROVED
.
CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS AT SUCH
ELECTRIC CONDUIT AND OTHER PIPES SHALL NOT DISPLACE THAT ON WHICH STRESS
EARLIER TIME SEVEN DAY TESTS MAY BE USED WITH THE APPROVAL OF THE
IS CALCULATED OR WHICH IS REQUIRED FOR FIRE PROTECTION TO A GREATER EXTENT
ENGI NEER PROVIDED THAT THE R THE SEVEN AND 28 D THAN FOUR PERCENT OF THE AREA OF THE CROSS SECTIONS SLEEVES OR OTHER
ELATION BETWEEN - AY
. STRENGTHS OF THE CONCRETE IS ESTABLISHED BY TESTS FOR THE MATERIALS AND
PIPES PASSING THROUGH FLOORS, WALLS, OR BEAMS SHALL NOT BE OF SUCH SIZE OR
PROPORTIONS USED!
IN SUCH LOCATION AS TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION.
EMBEDDED PIPES AND CONDUITS OTHER THAN THOSE MERELY PASSING THROUGH
(C) TO CONFORM TO THE REQUIREMENTS OF THESE SPECIFICATIONS, THE AVERAGE
SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE-THIRD THE THICKNESS OF
STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS OF
THE SLAB, WALL OR BEAM IN WHICH THEY ARE EMBEDDED; SHALL BE SPACED CLOSER
CONCRETE AS WELL AS THE AVERAGE OF ANY FIVE CONSECUTIVE STRENGTH TESTS
THAN THREE DIAMETER ON CENTERS, NOR AS LOCATED AS TO UNDULY IMPAIR THE
REPRESENTING EACH CLASS OF CONCRETE SHALL BE EQUAL TO OR GREATER THAN
STRENGTH OF THE CONCRETE.
THE SPECIFIED STRENGTH AND NOT MORE THAN ON STRENGTH TEST IN TEN SHALL
6,4 CLEANING AND BENDING REINFORCEMENT:
HAVE AN AVERAGE VALUE OF LESS THAN 90 PERCENT OF THE SPECIFIED STRENGTH.
(D) WHEN THERE IS A QUESTION AS TO THE QUANTITY OF THE CONCRETE IN THE
STEEL REINFORCEMENT AT THE TIME CONCRETE IS PLACED, SHALL BE FREE FROM
STRUCTURE, THE ENGINEER SHALL HAVE THE RIGHT TO REQUIRE CORE TEST IN
RUST, SCALE, OR OTHER COATINGS THAT WILL DESTROY OR REDUCE THE BOND,
REINFORCEMENT LESS THAN #8 BAR IN SIZE MAY BE HEATED AND FIELD BENT WITH
ACCORDANCE WITH THE STANDARD METHOD OF OBTAINING AND TESTING DRILLED
THE APPROVAL OF THE ENGINEER, BARS LARGER THAN #8 SHALL NOT BE BENT IN THE
CORES AND SAWED BEAMS OF CONCRETE ASTM C42, TO ORDER LOAD TESTS ON THAT
FIELD BY NO MEANS.
PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE HAS BEEN
PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE THE STRENGTH OF
6.5 PLACING REINFORCEMENT:
THE STRUCTURE.
METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED
(E) THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHES. SLUMP
IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE
GREATER THAN FIVE INCHES SHALL BE APPROVED BY THE ENGINEER, WITH THE
METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN
PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND
COLUMNS Q SHALL BE UAL TO THE NOMINAL DIAMETER OF THE BARS IN NO CASE
QUALITY OF THE CONCRETE. NO WATER SHALL E ADDED AT THE JOB SITE
SHALL THE CLEAR DISTANCE BETWEEN BARS BE LESS THAN ONE INCH, NOR LESS
CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OFF THE
THAN N ONE AND ONE-THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE.
ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE CONCRETE SO
WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS,
DELIVERED IS KNOWN TO BE OF LESS SLUMP THAN SLUMP SPECIFIED.
THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT BE LESS THAN ONE INCH NOR
LESS THAN THE DIAMETER OF THE BARS AND THE BARS IN THE UPPER LAYER SHALL
5, MIXING AND PLACING
BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER,
5.1 FORMS AND EQUIPMENT:
6.6 SPLICES IN REINFORCEMENT:
(A) IN SLABS, BEAMS, AND GIRDERS, SPLICES IN REINFORCEMENT AT POINTS OF
(A) BEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING
MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE. SUCH SPLICES WHERE
THE CONCRETE SHALL BE CLEANED, ALL DEBRIS REMOVED FROM THE SPACES TO BE
USED SHALL BE WELDED, LAPPED, OR OTHERWISE FULLY DEVELOPED, BUT IN ANY
OCCUPIED BY THE CONCRETE, FORMS SHALL BE THOROUGHLY WETTED OR OILED,
CASE SHALL TRANSFER THE ENTIRE STRESS FROM BAR TO BAR WITHOUT EXCEEDING
MASONRY FILLER UNITS THAT WILL BE IN CONTACT WITH CONCRETE SHALL BE WELL
THE ALLOWABLE BOND AND SHEER STRESSES. THE MINIMUM OVERLAP FOR A LAPPED
DRENCHED AND THE REINFORCEMENT THOROUGHLY CLEANS
SPLICE SHALL BE 36 BAR DIAMETERS, BUT NOT LESS THAN 12 INCHES. THE CLEAR
(B) STANDING WATER SHALL BE REMOVED FROM PLACES OF DEPOSIT BEFORE
DISTANCE FROM A CONTACT SPLICE AND ADJACENT SPLICE OR BARS.
(B) WELDED WIRE FABRIC REINFORCEMENT SHALL BE LAPPED ONE MESH PLUS TWO
CONCRETE IS PLACED.
INCHES, OR AS NOTED IN THE PLANS.
5.2 MIXING OF CONCRETE:
(C) SPLICES IN COLUMNS, BEAMS, GIRDERS, AND SLABS NOT SHOWN IN PLANS
(A) JOB MIXING CONCRETE SHALL NOT BE PERMITTED UNLESS THE
SHALL BE CLASS C CONTACT LAB SPLICES
PROPORTIONS, EQUIPMENT, AND METHODS ARE APPROVED BY THE ENGINEER,
6.7 CONCRETE PROTECTION FOR REINFORCEMENT:
CONCRETE TESTS SHALL BE REQUIRED AT THE RATE OF ONE TEST FOR EACH
FIVE CUBIC YARDS OR LESS, OR EACH TIME CONCRETE IS MIXED.
THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
(8) READY -MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE
REINFORCEMENT: MINIMUM COVER (INCH)
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CONCRETE, ASTM C94.
NO BE HAS
(NOR SHALLCANYEBATCHLOR PORTIONETHERE FEBETDEPOSITEDNINAFOR FORMS E
THAN ONE AND ONE-HALF HOURS AFTER THE MIXING OF THAT PARTICULAR
BATCH HAS COMMENCED.
5.3 CONVEYING
(A) CONCRETE SHALL BE CONVEYED FROM THE MIXER TO THE PLACE OF FINAL
DEPOSIT BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS OF THE
(A) CONCRETE CAST AGAINST AND PERMANENTLY 3
EXPOSED TO EARTH
(B) CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
#8 THROUGH #11 BARS 2
#5 BAR W31 OR D31 WIRE AND SMALLER 1 1/2
(C) CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND, SLABS, WALLS OR JOISTS:
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MATERIALS.
(B) EQUIPMENT FOR CHUING, PUMPING, AND PNEUMATICALLY CONVEYING
CONCRETE SHALL BE OF SUCH SIZE AND DESIGN AS TO ENSURE A PRACTICALLY
CONTINUOUS FLOW OF CONCRETE AT THE DELIVERY END SEPARATION OF THE
MATERIALS.
5.4 DEPOSITING:
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT, TIE STIRRUPS 1 1/2
OR SPIRALS
(D) FORMED SIDES OF GB 2
(E) THE ABOVE PROTECTIVE COVERINGS ARE A MINIMUM BUT PROTECTION SHALL NOT
BE LESS THAN REQUIRED FOR FIRE -RESISTIVE RATINGS.
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DANAi FERISAZNDEZ, P.E.
PE 77142
(A) CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL
POSITION TO AVOID SEGREGATION DUE TO HANDLING OR FLOWING. THE
(F) THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS, CONCRETE
BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF REINFORCING,
REVISIONS
CONCRETE SHALL BE CARRIED ON AT SUCH A RATE THAT THE CONCRETE IS AT
STEEL WIRE BAR SUPPORTS USED IN SLABS, BEAMS AND COLUMNS SHALL BE CLASS
ALL TIMES PLASTIC AND FLOWS READILY INTO THE SPACES BETWEEN THE BARS.
NO CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS SHALL BE
DEPOSITED ON THE WORK.
C, PLASTIC PROTECTED.
6.8 SHORING AND"RESHORING OF CONSTRUCTION:
_
12-11-2020
Q
(B) WHEN CONCRETE IS STARTED, IT SHALL BE CARRIED ON AS A CONTINUOUS
OPERATION UNTIL THE PLACING OF THE PANEL OR SECTION IS COMPLETED. THE
(A) THE SHORING SYSTEM SHALL BE DESIGNED BY A COMPETENT AND EXPERIENCED
ENGINEER QUALIFIED BY BEING REGULARLY ENGAGED FOR AT LEAST FIVE YEAR -
TOP SURFACE SHALL BE GENERALLY LEVEL.
DESIGN AND DE I INSTALLATION OF SHORING AND RESHORING SYSTEMS FOR CONCR ET
C ALL CONCRETE SHALL BE THOROUGHLY COMPACTED BY SUITABLE MEANS.
O
CONSTRUCTION SIMILAR TO THE REQUIREMENTSOF HIS PR T
T OJEC .
4
-
*"
5
DURING THE OPERATION OF PLACING, AND SHALL BE THOROUGHLY WORKED
AROUND THE REINFORCEMENT AND EMBEDDED FIXTURES AND INTO THE CORNERS
OF THE FORMS, WHERE THE CONCRETE IS PLACED IN COLUMNS OR WALLSTHE
PLACINGE SO CO T O
SHALL B CONDUCTED THAT HE CONCRETE WILL NOT PASS
(B) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE
WITH THE FOLLOWING::
i DESIGN OF WOOD FRAMEWORK FOR CONCRETE STRUCTURES NATIONAL LUMBER .�
DATE: 02-12-2020
REINFORCEMENT O OR
F CEMENT FOR MORE THAN SIX FEET. SEPARATE LIFTS SHALL BE
THOROUGHLY COMPACTED, VIBRATORS MAY BE USED TO AID IN THE PLACEMENT
OF CONCRETE, PROVIDED THEY ARE USED UNDER EXPERIENCED SUPERVISION,
THE FORMS DESIGNATED TO WITHSTAND THEIR ACTION3
AND THEIR ACTION IS NOT
DIRECTED TO BARS, ANY PART OF WHICH IS IN CONTACT WITH CONCRETE WHICH
STARTED TO TAKE ITS INITIAL SET.
(D) WHERE CONDITIONS MAKE' COMPACTING DIFFICULT, OR WHERE THE
REINFORCEMENT IS CONGESTED, BATCHES OF MORTAR CONTAINING THE SAME
MANUFACTURERS ASSOCIATION,
2 FORMWORK -
FOR CONCRETE, PUBLICATION SP 4, ACT. „
PLYWOOD FOR CONCRETE FORMING, APA.
4 RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORMWORK, r _
SCAFFOLDING & SHORING INSTITUTE.
(C) THE ENGINEERS SHALL NOT BE RESPONSIBLE FOR THE SHORING, OR RESHORING
OF CONCRETE CONSTRUCTION FOR THE PROJECT._
t.,
SCALE: As Shown
"
DRAWN: G.F.
CHECKED: D.F.
_
PROPORTIONS OF CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE
DEPOSITED IN THE FORMS TO A DEPTH OF AT LEAST ONE INCH. I
(905- `� 3
REVIEWED FOR
CODE COMPLIANCE
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SC: 3/4"-1' 5D 4 CODE COMPLIANCE
SC: 3/4"-1' S S - 4 ST. LUCIE COUNTY
TYP. AUGER CAST PILE BOCC
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BUILDING
SOLUTIONS
Danay Fernandez, P.E.
P.E. LIC. No. 77142
C.A. LIC. No. 30614
1310 NW 67th Ter
Hollywood, FL 33024
305.773.7973
projectsOgdbu Ildingsolutions.com
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REVISIONS
1 09-28-2020
2 12-11-2020
DATE:
02-12-2020
SCALE:
As Shown
DRAWN:
G.F.
CHECKED:
D.F.