HomeMy WebLinkAboutRevisions; Rev. 02 INTERIOR STAIR (Beam Repairing)OFFICE USE ONLY:
DATE FIDLEDd
REVISION FEE:
LOCATION/SITE
ADDRESS:
PERMIT # 1905-027744
RECEIPT
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982.5652
(772) 462.1553
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
QUEENS ISLAND PRESERVE ACQUAVISTA LOT # 9
4500 N Hwy A1A
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Rev. 02 INTERIOR STAIR ( Beam Repairing)
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CGC 1527445
BUSINESS NAME: ARTAR CONSTRUCTION LLC
QUALIFIERS NAME: ARMANDO REYES TOLEDO
ADDRESS: 13360 SW 40 STREET
CITY: MIAMI STATE: FL
PHONE (DAYTIW): 786-344-3855
OWNER/BUILDER INFORMATION:
ST. LUCIE CO CERT. #: 31143
llmm
ZIP: 33175
NAME: VENETIAN ADMINISTRATION LLC
ADDRESS: 7400 W FLAGLER STREET
CITY: MIAMI STATE: FL ZIP: 33144
PHONE (DAYTIME: 786-512-4484 FAX:
ARCHITECT/ENGINEER INFORMATION:
NAME: RANDALL STOFFT ARCHITECTS
ADDRESS'. 42 N. SWINTON AVE
CITY: DELRAY BEACH STATE: FL ZIP: 33444
PHONE (DAYTIME): 561-243-0799 FAX:
'CCC.• 9123109
•ised 06130117
Title Blpe1. Line 1 Title: CONCRETE STAIR REVISION Job #
YdU can change this area Dsgnr: DANAY FERNANDEZ, P.E.
using the "Settings' menu item Project Desc.: PE W17- , l%OS - 02
and then using the 'Printing & Project Notes
Title Block" selection.
Title Block Line 6 Printed:11 DEC2020, 3:15PM
Description: ' STEEL CHANNEL
iNaterlal PropertlQ$ 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
A hed Loads Service loads entered. Load Factors will be applied for calculations.
PP .,M_..
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 benoing Stress t<atio =
U.44s: I Maximum snear stress Kano =
U.14o : 3
j Section used for this span
C8X13.7
Section used for this span
C8X13.7
Mu: Applied
12.150 k-ft
Vu : Applied
6.075 k
Mn / Omega: Allowable
27.445 k-ft
Vn/Omega : Allowable
43.545 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
4.000ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
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
I Max Downward Total Deflection
0.135 in Ratio =
712
j Max Upward Total Deflection
0.000 in Ratio =
0 <180
I
rv..
sUlaxlmum Forces,& Stresses for Load Combmabons
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span # M
V
Mmax + Mmax -
Me - 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
12.15 45.83 27.45 1.00 1.00
6.07
72.72
43.54
+D+0.750Lr+0.750L+H
Dsgn. L = 8.00 ft 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54
+D+0.750L+0.750S+H
Dsgn. L = 8.00 It 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54 .
+D+0.750 Lr+0.750 L+0.750 W+H
Dsgn. L = 8.00 it 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54
+D+0.750L+0.750S+0.750W+H
Dsgn. L = 8.00 ft 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54
+D+0.750Lr+0.750L+0.5250E+H
Dsgn. L• = 8.00 it 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 8.00 it 1 0.422
0.133
11.59
11.59 45.83 27.45 1.00 1.00
5.79
72.72
43.54
Overall Maximunn r : eflections �Unfactoretl=Loads
1
0.0000
0.000
0.0000 0.000
U.erttcal Reactlobs Unfactored . `
Support notation :Far left is #1 Values in
KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
6.075
6.075
Only
L Only
Ls
4.
1.120 120
4.955
1.120
120
D+L
6.075
6.075
y. Lz
Title Blgqk Line 1 Title: CONCRETE STAIR REVISION Job #
You can'change this area Dsgnr: DANAY FERNANDEZ, P.E.
using the "Settings" menu item Project Desc.:
and then using the "Printing & Project Notes
Title Block" selection.
Description : STEEL CHANNEL
Steel Section Properties .M
C8X13 T
Depth =
8.000 in
I xx
= 36.10 in"4
J =
0.186 in"4
Web Thick =
0.303 in
S xx
9.02 in"3 .
, Cw _
19.20 in"6
Flange Width =
2.340 in
R xx
_ '2.990 in .
Ro =
3.260 in
Flange Thick =
-0.390 in
Zx
= 11.000' in^3
H =
0.874 in
Area =
4.040 in"2
I yy
= 1.520 in"4
Weight =
13:700 plf
S yy
= 0.848 in"3
Wno =
5.460 in"2
Kdesign =
0.938 in
R yy
= 0.613 in a .
Sw =
1.530 in^4
ZY
= 1.730 in"3
Qf =
3.110inA3
rts =
0.774 in
Qw =
5.530 in"3
Ycg =
4.000 in
Wn2 _
' 2.870
Xcg =
0.554 in
Sw2 =
1.110
Xp =
0.252 in
Sw3 =
0.550
Eo = 0.604 in m'%%%`,,�•1' FERNq�e®s
m�
m
O
m
®-10 o e
�m
®A °
•,,so0NAL 0,%%% .
fgn111191`a°
.. .._.. it
4 a d
4ad d d.
I d d
a d 4. a a s ° d ° 4
d
pd. 4 Q a d
d ad
4.4 a a
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'
d 4
d
d a
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d a
d p
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a d
9
Od
ae GARAGE
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4 a ° d 47 SLAB ON GRADE 4 a
a d 4 1 F_6 � a
r d
a d a
d a' a tl dd d. d a a o O 4 d
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d
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a4 { d d aGROUT FILLED CELL024" MAX
a e 4
I
j a a d a 4 a d 9 a a° a TYP. AUGER CAST PILE 4 d..
a
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D2 O° d as 4
a � 4 �- a
a d I 1 4 o l\ 46° d
d, d r
d Q
4
a 4" SLAB ON GRAD ° °
`0 F4 -11'-0 2
d
1 4 1
d a
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a
d
d
d d
O
: a
o
I
v - _ D 8
t t t
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d 4"
• ,, ., . a ., � SLAB ON GRADE
a a
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F-7 a
a a
4'-O" 12'-0" d °
a4 4 a d. d
F-2 d a 4
d 4a
d
a
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N
GARAGE LEVEL STAIR
SCL 1/4„-1'-011
Y
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M
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9 I I
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WOOD TRUSSES 0 24"
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LEGEND
ITT 7 7 DENOTES C.M.U. ALL FLOW W/GENERAL
NOTES
LW LLLJ1 CONCRETE TIE BEM I
DENOTES CONCRETE COLUMN BELOW
5.5 CURING:
DENOTES TYP. To W/ #5 VERT
IN GROUT FlLLED'CEu
1. GENERAL
4QUALITY OF CONCRETE
.
A CURING COMPOUND SHALL BE APPLIED TO THE TOP OF "GREEN" CONCRETE ;
DENOTES STEEL COLUMN BELOW
DESIGN AND CONSTRUCTION SHALL BE IN COMPLIANCE WITH THE 2017 FLORIDA
4.1 CONCRETE QUALITY:
SLABS AS SOON AS PRACTICAL AFTER PLACEMENT OF THE CONCRETE,
- -
CTB-X DENOTES CONCRETE BEAM
BUILDING CODE 6TH EDITION. AMENDMENTS AND REVISIONS TO THE CODE AND
(A) CONCRETE SHALL NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY
FOLLOWING THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS.
REQUIREMENTS SET FORTH BY THE LOCAL BUILDING OFFICIAL
T
V STRENGTH IN E FOLLOWING SCHEDULE: COMPRESSIVE ST E ACCORDANCE WITH THE
SPECIFICATIONS FOR CURING COMPOUNDS SHALL BE SUBMITTED TO THE
11-11,
DENOTES 6" CONCRETE SLAB (3,000 PSI)
R SHALL VERIFY ALL DIMENSIONS ELEVATIONS AND ANGLES a. THE CONTRALTO
28 DAY COMPRESSIVE' STRENGTH PSI
ARCHITECT AND ENGINEER FOR APPROVAL. ALTERNATIVELY, CONCRETE SHALL
BE KEPT IN A WET CONDITION FOR THE FIRST 24 HOURS AFTER PLACEMENT, AND
AND ALL OTHER EXISTING CONDITIONS PRIOR TO COMMENCING ANY WORK.
SHALL BE MAINTAINED IN A MOIST CONDITION FOR AT LEAST THE FIRST SEVEN
CONTRACTOR TO ALSO VERIFY AND APPROVE ALL INFORMATION ON DRAWINGS.
FOUNDATIONS 3000 MIN
DAYS AFTER PLACING.
ACCEPTANCE OF THESE PLANS CONSTITUTES APPROVAL PLEASE NOTIFY ENGINEER
COLUMNS 3000 MIN
BY CERTIFIED MAIL OF ANY CONFLICTS OR DISCREPANCIES, IF ANY.
ROOF AND FLOOR BEAMS 300D MIN
5.6 HOT WEATHER REQUIREMENTS:
NOTE;
CONCRETE STAIR 3000 MIN
DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS,
CONTRACTOR SHALL FURNISH AND BE SOLELY RESPONSIBLE FOR
b. N
PRODUCTION METHODS, HANDLING, PIECING, PROTECTION AND CURING TO
ALL TEMPORARY BRACING AND SHORING REQUIRED TO MAINTAIN PLUMBNESS
(B) THE MAXIMUM WATER -CEMENT RATIO SHALL BE 0.65.
PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT
CURRENT CODE IS FLORIDA BUILDING
AND STABILITY OF ALL STRUCTURAL ELEMENTS DURING CONSTRUCTION.
(C) THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE BAGS PER CUBIC
MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF CONCRETE MEMBERS.
CODE 2017 6tH EDDITIONr
c. CONTRACTOR/OWNER SHALL BE RESPONSIBLE FOR VERIFYING REQUIRED
YARD.
5.7 BONDING;
DESIGN WIND LOADS SMALL COMPLY
GRADE & FINISHED FLOOR, ELEVATIONS WITH RESPECT TO DADE COUNTY
(D) CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE OF
BEFORE NEW CONCRETE 1S DEPOSITED AN OR AGAINST CONCRETE WHICH HAS
WITH ASCE 7-10.
FLOOD CRITERIA, EXISTING CROWN OF ROAD ELEVATIONS, FEDERAL
INCREASING WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER
(CONFORMING TO ASTM C494 TYPE A). OTHER ADMIXTURES MAY BE USED IF
SET, THE FORMS SHALL BE REIIGHTENED. THE SURFACE OF SET CONCRETE
FLOOD CRITERIA OR ANY OTHER GOVERNING BODY,
APPROVED BY THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN
SHALL BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE AND WETTED. THE
d. THE OWNER SHALL BE SOLELY RESPONSIBLE FOR INVESTIGATION 1N
ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED
CLEANED AND WETTED SURFACES OF THE HARDENED CONCRETE SHALL FIRST BE
SLOSHED WITH A COATING NEAT CEMENT AGAINST WITH THE NEW CONCRETE
REFERENCE TO WHETHER STRUCTURE CAN BE BUILT ON SITE.
RATE, WORKABILITY SHALL NOT BE ACHIEVED BY WATER ADDITION.
(E) PROPORTIONING AND MIXING ALL CONCRETE MIX DESIGNS, FOR EACH
SHALL BE PLACE BEFORE THE MORTAR HAS ATTAINED ITS INITIAL SET.
DESIGN LOADS:
PAYMENT OF THESE DRAWINGS CONSTITUTES ACCEPTANCE & AGREEMENT
RE
STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER.
WITH THE FOLLOWING STATEMENT: NO PARTY SHALL INITIATE DELAY CLAIMS
B. FORMS AND DERAILS OF CONSTRUCTION:
STAIR LIVE LOAD: 40 PSF
AGAINST DANAY FERNANDEZ PE. 77142 LIABILITIES SHALL BE
4.2E TESTS OF CONCRETE
6.1 DESIGN OF FORMS:
SUPERIMPOSED DEAD LOAD: 20 PSF
LIMITED TO FEES PAID TO THE DESIGN PROFESSIONAL.
(�
FORMS SHALL CONFORM TO THE SHAPE LINES AND DIMENSIONS OF THE MEMBERS AS
FIRST FLIGHT OF PROPOSED CONCRETE STAIR TO
(1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL BE MADE BY AN APPROVED
CALLED FOR ON THE PLANS, AND SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT TO
2. STRUCTURAL ENGINEER AND RELATED PARTIES
TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER. THE COST OF
PREVENT LEAKAGE OF MORTAR, FORMS SHALL BE PROPERLY BRACED OR TIED
HAVE FRANGIBLE DESIGN
SUCH TESTS SHALL BE; ASSUMED BY THE OWNER.
TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT THE
E A 2.1 THE WORD "ENGINEER AS USED HEREIN REFERS TO D NAYERNANDEZ F
(2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD TEST '
BOTTOM OF COLUMNS PROVIDED TO FACILITATE CLEANING AND INSPECTION
NS SHALL BE
P.E. 77142 ,1310 NW 67th TERRACE, HOLLYWOOD FLORIDA , 33024
NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE USED ON THE
BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED SUFFICIENT
B I CON E H
PROJECT OR FRACTION THEREOF.
STRENGTH, RMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF ALL
FORMS V
REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE SOIL AR
2.2 THE 'FOLLOWING PARTIES REFERRED TO HEREIN ARE DEFINED AS FOLLOWS:
(3) SPECIMENS SHALL BE MADE AND CURED JN ACCORDANCE WITH THE STANDARD
JOIST TO FACILITATE INSPECTION OF THE PLACING OPERATIONS, WITH THE EXCEPTION
((A OWNER: REFER TO TITLE BLOCK ON THIS SHEET
METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE TEST SPECIMENS
TO "U" TYPE BEAM BLOCK.
(C� ARCHITECT: SEE TITLE BLOCK
IN THE FIELD ASTM C31.
6.2 REMOVAL OF FORMS
(C CONTRACTOR:
(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
2.3 ALL SUBMITTALS TO AND/OR REQUIRED BY ENGINEER SHALL BE MADE THROUGH
TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS ASTM C39,
THE COMPLETE SAFETY OF THE STRUCTURE. VERTICAL FORMS MAY REMOVED IN
THE ARCHITECT (IF APPL.), APPROVALS FROM AND/OR REQUIRED BY ENGINEER SHALL
REPORTS TO THE ENGINEER SHALL BE SUBMITTED FOR EACH TEST PERFORMED.
24 HOURS, PROVIDED THAT THE CONCRETE HAS HARDENED SUFFICIENTLY SO TO
BE REQUESTED IN WRITING THROUGH PROFESSIONAL OF RECORD.
5 TEST CYLINDERS TAKEN OFF TRUCK -QUARTER POINT AND THE THREE-QUARTER
O
PREVENT DAMAGE. BOTTOM FORMS AND SHORING, WITH RE -SHORING IMMEDIATELY,
SLAB FORMS SHALL NOT BE REMOVED PRIOR TO 14 DAYS AFTER POUR IN SEQUENCE
3. DESIGN CRITERIA
POINT OF THE LOAD.
AND FULL RE -SHORING FOLLOWING.
3.1 LOADS
(B) THE AGE FOR STRENGTH TEST OF CONCRETE SHALL BE 28 DAYS. STRENGTH
6.3 PIPES AND CONDUIT EMBEDDED IN CONCRETE:
TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED IF THE ENGINEER HAS APPROVED
LIVE LOAD LIVING AREAS 40 PSF
CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS AT SUCH
ELECTRIC CONDUIT T DISPLACE THAT ON R
E N IT AND OTHER PIPES SHALL NO HA WHICH STRESS
LIVE LOAD STAIR 40 PSF
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
SUPERIMPOSED DEAD LOAD 20 PSF
ENGINEER, PROVIDED THAT THE RELATION BETWEEN THE SEVEN AND 28-DAY
THAN FOUR PERCENT OF THE AREA OF THE CROSS SECTIONS. SLEEVES OR OTHER
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
3.2 MISCELLANEOUS DEAD LOADS
PROPORTIONS USED.
IN SUCH LOCATION AS TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION.
8" CMU WALLS:
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
UNREINFORCED 50 PSF
REINFORCED, GROUTED 048" 61 PSF
STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS OF
THE SLAB, WALL OR BEAM IN WHICH THEY ARE EMBEDDED; SHALL BE SPACED CLOSER
REINFORCED, GROUTED 040" 62 PSF
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
REINFORCED, GROUTED 032" 65 PSF
REPRESENTING EACH CLASS OF CONCRETE SHALL BE EQUAL TO OR GREATER THAN
STRENGTH OF THE CONCRETE.
REINFORCED, GROUTED 024" 68 PSF
THE SPECIFIED STRENGTH AND NOT MORE THAN ON STRENGTH TEST IN TEN SHALL
6.4 CLEANING AND BENDING REINFORCEMENT;
REINFORCED, GROUTED 024" 75 PSF
HAVE AN AVERAGE VALUE OF LESS THAN 90 PERCENT OF THE SPECIFIED STRENGTH:
GROUTED SOLID 92 PSF
(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
STANDARD METHOD OF OBTAINING AND TESTING DRILLED
REINFORCED CONCRETE NOTES AND SPECIFICATIONS. ACCORDANCE AWE THER ETH D 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.
1. GENERAL' PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE HAS BEEN
I, 1 REINFORCED CONCRETE SHALL BE OF THE MATERIALS, PROPORTIONS, STRENGTH, PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE THE STRENGTH OF 6.5 PLACING REINFORCEMENT,
AND CONSISTENCY REQUIRED IN THE STRUCTURAL DRAWINGS, SCHEDULES AND THE STRUCTURE. METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED
CTB71 ., C -8 s CTB-9 NOTES. " " '' '•' '' IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE
(E) THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHESSLUMP METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN
2. STANDARDS GREATER THAN FIVE INCHES SHALL BE APPROVED IN THE ENGINEER, WITH THE COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE BARS, IN NO CASE
I
DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE SHALL BE IN PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND QUALITY OF THE CONCRETE NO WATER SHALL BE ADDED AT THE JOB SITE TO SHALL THE CLEAR DISTANCE BETWEEN BARS BE LESS THAN ONE INCH, NOR LESS
- -� ACCORDANCE WITH THE FOLLOWING STANDARDS. THAN ONE AND ONE-THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE.
CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OF THE WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS,
m O ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE CONCRETE SO
2:1 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT BE LESS THAN ONE INCH NOR
I
DELIVERED IS KNOWN TO BE OF LESS SLUMP THAN SLUMP SPECIFIED.
ACI 318. LESS THAN THE DIAMETER OF THE BARS AND .THE BARS IN THE UPPER LAYER SHALL.
2.2 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 5. MIXING AND PLACING BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER.
STRUCTURES ACI 315.
2.3 STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR CONCRETE 5.1 FORMS AND EQUIPMENT: $.6 SPLICES IN REINFORCEMENT:
- ' REINFORCEMENT ASTM A615. A IN SLABS BEAMS AND GIRDERS, SPLICE I I S N REINFORCEMENT AT POINTS OF
N 2.4 STANDARD SPECIFICATION FOR COLD -DRAWN STEEL WIRE FOR REINFORCEMENT (A) BEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE. SUCH SPLICES WHERE
i. .�.ZD1 1
N ASTM A82 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
- 2.5 STANDARD SPECIFICATION FOR WELDED STEEL WIRE FABRIC REINFORCEMENT OCCUPIED BY THE CONCRETE, FORMS SHALL BE THOROUGHLY WETTED OR OILED, CASE SHALL TRANSFER THE ENTIRE STRESS FROM BAR TO BAR WITHOUT EXCEEDING
w I ASTM A185. 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
w m " I IWOOD TRUSSES 0 24 1 1 1 2.6 STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE ASTM DRENCHED AND THE REINFORCEMENT THOROUGHLY CLEANS SPLICE SHALL BE 36 BAR DIAMETERS, BUT NOT LESS THAN 12 INCHES.. THE CLEAR
N
_ I _ +13'-0" C494. DISTANCE FROM A CONTACT SPLICE AND ADJACENT SPLICE OR BARS,
2.7 STANDARD SPECIFICATION FOR AIR -ENTRAINING ADMIXTURES FOR CONCRETE (B) STANDING WATER SHALL BE REMOVED FROM PLACES OF DEPOSIT BEFORE (B) WELDED WIRE FABRIC REINFORCEMENT SHALL BE LAPPED ONE MESH PLUS TWO
N CONCRETE IS PLACED.'
' WOOD BUSSES � 24" ' o � I 1 I I 1 1 ASTM C260. INCHES, OR AS NOTED IN THE PLANS.
_ 0 1 5.2 MIXING OF CONCRETE: (C) SPLICES IN COLUMNS, BEAMS, GIRDERS, AND SLABS NOT SHOWN IN PLANS
-o'-o - - o 3. MATERIAL ANDTESTS T " 3.1 PORTLAND CEMENT: (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.
PORTLAND CEMENT SHALL BE TYPE i CONFORMING TO THE STANDARD L BE TEST FOR EACH 6.7 CONCRETE PROTECTION FOR REINFORCEMENT:
_ I CONCRETE TESTS SHALL REQUIRED AT THE RATE OF ONE
SPECIFICATIONS FOR PORTLAND CEMENT ASTM C150. FIVE CUBIC YARDS OR LESS OR EACH TIME CONCRETE IS MIXED. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
III.
_ REINFORCEMENT:
1 I i 1 I CTB-9 r B MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE MINIMUM COVER (INCH)
1 1 1 � 1 GATES: ( ) READY
-MIXED CONCRETE AGGREGATES:
- - NORMAL MAXIMUM SIZE OF COARSE AGGREGATES SHALL NOT BE LARGER THAN WITH THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR READY -MIXED (A) CONCRETE CAST AGAINST AND PERMANENTLY 3
THREE-QUARTERS OF AN INCH. AGGREGATES USED IN CONCRETE SHALL CONFORM CONCRETE, ASTM C94. EXPOSED TO EARTH
I 1 I C NO CONCRETE SHALL BE RETEMPERED AFTER IT HAS TAKEN AN INITIAL SET
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I 1 A S CI (CATIONS FOR CONCRETE AGGREGATES ASTM C33.,I ONCR POSED TO EARTH OR WEATHER:
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I D-4 '6z6x1/ TUBE pTESL NOR ANY BATCH OR PORTION THEREOF BE DEPOSITED IN FORMS MORE
LC
ATTACH TO CON E BEAM - - C�LUMN (bow & above) AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND SHALL THAN ONE AND ONE-HALF HOURS AFTER THE MIXING OF THAT PARTICULAR #8 THROUGH #11 BARS 2
c CONTAIN NOT MORE THAN ONE -TWENTIETH OF ONE PERCENT SALT BY WEIGHT. 5 BAR W31 OR D31 WIRE AND SMALLER 1 1 2
W/ irx6" WEDGE ANC,
*16" y I` BATCH HAS COMMENCED. # /
n t0'-8'' r I 1 1 1 SUBMIT AGGREGATE GRADATIONS TO THE ENGINEER FOR APPROVAL. (C) CONCRETE NOT EXPOSED TO WEATHER OR IN
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DEPOSIT BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS OF THE #11 AND SMALLER 3/4
MIXING FOR CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS MATERIALS. BEAMS, COLUMNS:
AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR SUBSTANCES B EQUIPMENT FOR LHUTING, PUMPING AND PNEUMATICALLY CONVEYING PRIMARY REINFORCEMENT, TIE STIRRUPS 1 1/2
THAT MAY BE DELETERIOUS TO CONCRETE OR REINFORCEMENT. (CONCRETE SHALL BE OF SUCH SIZE AND DESIGN AS TO ENSURE A PRACTICALLY OR SPIRALS
ON _ 1 ICON SEPARATION OF D FORMED SIDES O 2
!CONCRETE AT THE DELIVERY END SEP R THE O F GB --
D MATERIALS.
FLOW OF ` -
3.4 REINFORCING:
REINFORCING STEEL SHALL BE GRADE 60. (E) THE ABOVE PROTECTIVE COVERINGS ARE -A MINIMUM BUT PROTECTION S ALL NOT
5.4 DEPOSITING: BE LESS THAN REQUIRED FOR-f*E=RESISTIVE RATINGS. /
o. 1 3.5 ADMIXTURES: (A) CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL (F) THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS, CONC,RETE
no ADMIXTURES TO BE USED IN CONCRETE SHALL BE APPROVED BY THE ENGINEER. POSITION TO AVOID SEGREGATION DUE TO HANDLING OR FLOWING, THE BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF REINFORCING,
3.6 TESTS: 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
01 SHALL HAVE THE RIGHT ORDER TESTS OF ANY MATERIAL ALL TIMES PLASTIC AND FLOWS READILY INTO THE SPACES BETWEEN THE BARS. - C, PLASTIC PROTECTED:
(A) THE ENGINEERS L TO 0 DE E NO CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS SHALL BE 6.8 SHORING AND RESHORING OF CONSTRUCTION:
- ENTERING INTO CONCRETE OR REINFORCED CONCRETE TO DETERMINE SUITABILITY DEPOSITED ON THE WORK. L ,
„ FOR THE PURPOSE, TO ORDER REASONABLE TEST OF THEM FROM TIME TO TIME TO (B) WHEN CONCRETE IS STARTED, IT SHALL BE CARRIED ON AS A CONTINUOUS (A) THE SHORING SYSTEM SHALL BE DESIGNED BY A COMPETENT AND EXPERIENCED
TB- = "
WOOD, TRUSSES ®24 DETERMINE WHETHER THE MATERIALS AND METHODS IN USE ARE SUCH AS TO OPERATION UNTIL THE PLACING OF THE PANEL OR SECTION IS COMPLETED. THE ENGINEER QUALIFIED BY BEING REGULARLY ENGAGED FOR AT LEAST FIVE YEARS I
+13'-0'I PRODUCE CONCRETE OF THE NECESSARY QUALITY, AND TO ORDER THE TEST LOAD TOP SURFACE SHALL BE GENERALLY LEVEL. DESIGN AND INSTALLATION OF SHORING AND RESHORING SYSTEMS FOR CONCRETE , n
OF ANY PORTION OF THE STRUCTURE, WHEN CONDITIONS HAVE BEEN SUCH AS TO (C) ALL CONCRETE SHALL BE THOROUGHLY COMPACTED BY SUITABLE MEANS CONSTRUCTION SIMILAR TO THE REQUIRE NTS OF THIS PROJECT.
I I LEAVE DOUBT AS TO THE ADEQUACY OF THE STRUCTURE TO SERVE THE PURPOSE DURING THE OPERATION OF PLACING, AND SHALL BE THOROUGHLY WORKED "'P
1S'J6n (B) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE
a II FOR WHICH IT IS INTENDED. AROUND THE REINFORCEMENT AND. EMBEDDED FIXTURES AND INTO THE .CORNERS WITH THE FOLLOWING:
I�l ( OF THE FORMS, WHERE THE CONCRETE IS PLACED IN COLUMNS OR WALLS. THE a9
S (B) TESTS OF MATERIALS AND OF CONCRETE SHALL BE MADE IN ACCORDANCE
PLACING SHALL BE SO CONDUCTED THAT THE CONCRETE WILL NOT PASS (1) DESIGN OF WOOD FRAMEWORK FOR CONCRETE STRUCTURES, NATIONAL LUMBER
0 ICI WITH THE REQUIREMENTS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS. 3
a � � r REINFORCEMENT. FOR MORE THAN SIX FEET. SEPARATE LIFTS SHALL BE MANUFACTURERS ASSOCIATION.
i l ° TESTS SHALL BE MADE BY A TESTING LABORATORY APPROVED BY THE ENGINEER.
THOROUGHLY COMPACTED. VIBRATORS MAY BE USED TO AID D 2 THE PLACEMENT
THE COST OF SUCH TESTS RESULTING FROM CONSTRUCTION RELATED PROBLEMS
OF CONCRETE, PROVIDED THEY ARE USED UNDER EXPERIENCED SUPERVISION. ) FORMWORK FOR CONCRETE, PUBLICATION SP-4, ACI.
l^°I. SHALL BE ASSUMED BY THE CONTRACTOR 3 PLYWOOD FOR CONCRETE FORMING, EPA,
THE FORMS DESIGNATED TO WITHSTAND THEIR ACTION AND THEIR ACTION IS NOT4; RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORMWORK, D5�'
DIRECTED TO BARS, ANY PART OF WHICH IS IN CONTACT WITH CONCRETE WHICH SCAFFOLDING & SHORING INSTITUTE.
STARTED TO TAKE ITS INITIAL SET. a'
i (D) WHERE CONDITIONS MAKE COMPACTING DIFFICULT, OR WHERE THE (C) THE ENGINEERS SHALL. NOT BE RESPONSIBLE FOR THE SHORING OR RESHORING
- REINFORCEMENT IS CONGESTED, BATCHES OF MORTAR CONTAINING THE SAME OF CONCRETE CONSTRUCTION FOR THE PROJECT.
CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE
o nI MS TO A DEPTH OF AT LEAST ONE INCH. f
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