HomeMy WebLinkAboutREVISION PAGE 1-4NEW CONCRETE STAIR
0
GARAGE
F7
ELEVATOR
BONUS STORAGE ROOM
A
El
D
MECH 1
STORAGE
POOL
GARAGE LEVEL FL
DRIP
►R PLAN
SCL: 1 /4"=1'-0"
SCOPE OF WORK:
STRUCTURAL PLANS AND DETAILS
FOR INTERIOR CONCRETE STAIR
1-1
1
POOL
ABOVE
SCANNED
BY
St Lucie County
REVISION
ffa I-0SYo
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
BOCC ,�
/[Sbevv
FILE COPY
afr.,
",`.,.,.',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
projects@gdbuildingsolutioris.com
LL
O
LL
Q
V) W
LU
WO
oC =
U Z
Z
O�
U cn
01
O
W
f--
Z
�11-4
U
LJ
0
O
a_
a
O�
d-
?--I M
Q J
LL
= U
Z W
o�
� a
O
LL
W
0
Q
z
w
��
7F
W
F_
tZ
3W
V w
Z
ZF
Zp
O
F F
O
J
0Zo
O
0
J
OWE
90o
LL.
m a
O 0 N_
J
��
W
omz
r�
`J
0
W OO
W
O O D
J
� H J
MOO
W0N
O 0
W
a-Z
W �
aim
m
V
ZOO
C7 Z d7
000
on
z
0 O=
W
a
U
Q
X
Z w
Z
$� Z
Q N d
w00
Z
WWU
a
Of
woo
MMZ
C)
11
O STATE OF
R1�P\�
REVISIONS I
DATE: 02-12-2020
SCALE: As
Shown
DRAWN:
G.F.
CHECKED:
D.F.
WA DR
i I I
i
UTIL
BATH 6
I BALCONY
NISTR wic
IPGg
WIC
PANTRY
LIBRARY
OPEN TO
BELOW
PWDR
10' Clg
LL
II �
oo
OVENS COOKTOP w/
HOOD ABV
ELEVATOR
MSTR BATH
I
DINING
mi
OUTDOOR LIVING
GREAT ROOM
1e .'5:X
O
MASTER BEDROOM
SITrING
N
FIRST FLOOR PLAN
SCL: 1 /4"=1'-0"
SCOPE OF WORK:
STRUCTURAL PLANS AND DETAILS
FOR INTERIOR CONCRETE STAIR
11
ELEVATED
DECK
SUN
SPA
POOL/SPA
N
D FLOOR PLAN
SCL: 1 /4"=1'-0"
REVIEWED FOR
COI E COMPLIANCE
ST. LUCIE COUNTY
BOCC
FILE COPY
S'
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
projects@gdbu i Idingsol utions.com.
f�
0
Q
W
LIJ
W O
U
zz
O�
U (n
oC
O
W
F—
z
�1-4
O
W
O
K
D_
Z
Z
w
Z
o �
U
W U
F Z
wt
U w
Z �
~
Z
Z 7
o0
O
Fr_
�3
O
V)Z�
J
�~
ZNp�
II
O
ii�
m a
oZ
Id—
oQ�=
z
F w N
O
w0Z
aZF
OOD
U
MO
UO
W
N
�0Z
(n
wao
vv i�
�-• w J
.m
06
0 Z kl
on
Z
QWZ
V)
W
J
-ce
NUO
Uw<
Z W N
3 Z
1-1
0x
a
ZU.
U O
U
Q
w 0 n
tea¢
uuu
_ if .
%*Laj
DANAY��ERrhl/Nj 61, RE.
PE 77142
REVISIONS
0
0
0
DATE: 02-12-2020
SCALE: As Shown
DRAWN: G.F.
CHECKED: D.F.
4 CONCRETE GRADE BEAM
16'-2"
-0" 8'-4" 3'-10"
I N
4 5 6 7 18 9 10 11 12 _ J
13
° a
4 4" SLAB ON GRADE ,
°1.4 `
4
E LEVEL STAIR
SC!_: ° /4"=V-0°
LEGEND
T F-!T!
DENOTES C.M.U. WALL BELOW W/
1LJ WJ1
CONCRETE TIE BEAM
DENOTES CONCRETE COLUMN BELOW
DENOTES TYP. TO W/ #5 VERT
CJ
IN GROUT FILLED .CELL
{
DENOTES STEEL COLUMN BELOW
CTB - X
DENOTES CONCRETE BEAM
ODENOTES
6" CONCRETE SLAB (3,000 PSI)
NOTE
CURRENT CODE IS 2017 FLORIDA
BUILDING CODE 6tH EDITION.
DESIGN WIND LOADS SHALL COMPLY
WITH ASCE 7-10.
DESIGN LOADS
STAIR LIVE LOAD: 40 PSF
SUPERIMPOSED DEAD LOAD: 20 PSF
0
i
TYP. AUGER CAST PILE
TYP. TD W/ #5 VERT
IN GROUT FILLED CELL
24" MAX
o'
i
I
Y . TO W/ #5 VERT IN GROUT
IL ED CELL024" MAX -�
1 -2"
-4"- 9'+0„_ 1D'-10"
Efi, I d
I� I
o _ o
I ro
.to
TYP. TO W/ #5 VERT IN GROUT
s s a s 10 11 iz FILLED CELL®24" MAX
4 3 O
CTB=7 [] -• [� CTB 7
m
4
°�. 2 -OPEN TO o
BELOW I l
a .up
CTB_
-7 °
" i i� - -,
Ind S I� �I
° ° U ° O °
1 Ca 1° I :I
CTB-8 CTB-8
°-E- °
° -
-
.
° a
e
° s ° ELEVATOR
4'-0"
N �
FIRST FLOORS
2
SCL: 1 /4"=1'-0"
TYP. TO / #5 VERT IN
GROUT F LED CELL
048" MA
16'-2"
3'-10"-
- I
I o ,
7 8 9. is 11 12 13 14 15
16
Tr II
OPEN TO-/
BELOW
CTB- 6 I
ICI "
°°° ICI
-- L 1
CS-16 - CTB-15
I. I °
°I °I °
a °
CTB-15 -
N
2nd FLOOR STAIR
SCL: 1 /4"=1'-0"
1. GENERAL:
DESIGN AND CONSTRUCTION SHALL BE IN COMPLIANCE WITH THE 2017 FLORIDA
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 & AGREEMENT
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:
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 WRITING 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 @32" 65 PSF
REINFORCED, GROUTED @24" 68 PSF
REINFORCED, GROUTED @16" 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 ADEQUACY OF THE STRUCTURE TO SERVE THE PURPOSE
FOR WHICH IT IS INTENDED.
(B) TESTS OF MATERIALS AND OF CONCRETE SHALL BE MADE IN ACCORDANCE
WITH THE REQUIREMENTS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS.
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 MOTES
4. QUALITY OF CONCRETE
4.1 CONCRETE QUALITY:
(A) CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY
COMPRESSIVE STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:
28 DAY COMPRESSIVE STRENGTH PSI
FOUNDATIONS 3000 MIN
COLUMNS 3000 MIN
ROOF AND FLOOR BEAMS 3000 MIN
CONCRETE STAIR 3000 MIN
(B) THE MAXIMUM WATER -CEMENT RATIO SHALL BE 0.65.
(C) THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE BAGS PER CUBIC
YARD.
(D) CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE OF
INCREASING WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER
(CONFORMING TO ASTM C494 TYPE A). OTHER ADMIXTURES MAY BE USED IF
APPROVED BY THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN
ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED
RATE, WORKABILITY SHALL NOT BE ACHIEVED BY WATER ADDITION.
(E) PROPORTIONING AND MIXING OF ALL CONCRETE MIX DESIGNS, FOR EACH
STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER,
4.2 TESTS OF CONCRETE
A
(1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL BE MADE BY AN APPROVED
TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER. THE COST OF
SUCH TESTS SHALL BE ASSUMED BY THE OWNER.
(2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD TEST
NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE USED ON THE
PROJECT OR FRACTION THEREOF.
(3) SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH THE STANDARD
METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE TEST SPECIMENS
IN THE FIELD ASTM C31.
(4) SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE STANDARD METHOD OF
TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS ASTM C39.
REPORTS TO THE ENGINEER SHALL BE SUBMITTED FOR EACH TEST PERFORMED.
(5) TEST CYLINDERS TAKEN OFF TRUCK -QUARTER POINT AND THE THREE-QUARTER
POINT OF THE LOAD.
(B) THE AGE FOR STRENGTH TEST OF CONCRETE SHALL BE 28 DAYS. STRENGTH
TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED IF THE ENGINEER HAS APPROVED
CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS AT SUCH
EARLIER TIME. SEVEN DAY TESTS MAY BE USED WITH THE APPROVAL F TH ED W E A OVAL 0 E
ENGINEER, PROVIDED THAT THE RELATION BETWEEN THE SEVEN AND 28-DAY
STRENGTHS OF THE CONCRETE IS ESTABLISHED BY TESTS FOR THE MATERIALS AND
PROPORTIONS USED.
(C) TO CONFORM TO THE REQUIREMENTS OF THESE SPECIFICATIONS, THE AVERAGE
STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS OF
CONCRETE AS WELL AS THE AVERAGE OF ANY FIVE CONSECUTIVE STRENGTH TESTS
REPRESENTING EACH CLASS OF CONCRETE SHALL BE EQUAL TO OR GREATER THAN
THE SPECIFIED STRENGTH AND NOT MORE THAN ON STRENGTH TEST IN TEN SHALL
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
STRUCTURE, THE ENGINEER SHALL HAVE THE RIGHT TO REQUIRE CORE TEST IN
ACCORDANCE WITH THE STANDARD METHOD OF OBTAINING AND TESTING DRILLED
CORES AND SAWED BEAMS OF CONCRETE ASTM C42, TO ORDER LOAD TESTS ON THAT
PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE HAS BEEN
PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE THE STRENGTH OF
THE STRUCTURE.
(E) THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHES. SLUMP
GREATER THAN FIVE INCHES SHALL BE APPROVED BY THE ENGINEER, WITH THE
PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND
QUALITY OF THE CONCRETE. NO WATER SHALL BE ADDED AT THE JOB SITE TO
CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OF THE
ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE CONCRETE SO
DELIVERED IS KNOWN TO BE OF LESS SLUMP THAN SLUMP SPECIFIED.
5. MIXING AND PLACING
5.1 FORMS AND EQUIPMENT:
(A) BEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING
THE CONCRETE SHALL BE CLEANED, ALL DEBRIS REMOVED FROM THE SPACES TO BE
OCCUPIED BY THE CONCRETE, FORMS SHALL BE THOROUGHLY WETTED OR OILED,
MASONRY FILLER UNITS THAT WILL BE IN CONTACT WITH CONCRETE SHAL
L BE WELL
DRENCHED AND THE REINFORCEMENT THOROUGHLY CLEANE.
(B) STANDING WATER SHALL BE REMOVED FROM PLACES OF DEPOSIT BEFORE
CONCRETE IS PLACED.
5.2 MIXING OF CONCRETE:
(A) JOB MIXING CONCRETE SHALL NOT BE PERMITTED UNLESS THE
PROPORTIONS, EQUIPMENT, AND METHODS ARE APPROVED BY THE ENGINEER.
CONCRETE TESTS SHALL BE REQUIRED AT THE RATE OF ONE TEST FOR EACH
FIVE CUBIC YARDS OR LESS, OR EACH TIME CONCRETE IS MIXED.
(B) READY -MIXED CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE
WITH THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR READY -MIXED
CONCRETE, ASTM C94.
(C) NO CONCRETE SHALL BE RETEMPERED AFTER IT HAS TAKEN AN INITIAL SET
NOR SHALL ANY BATCH OR PORTION THEREOF BE DEPOSITED IN FORMS MORE
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 F W OR LOSS 0 THE
MATERIALS.
(8) EQUIPMENT FOR CHUTING, 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:
(A) CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL
POSITION TO AVOID SEGREGATION DUE TO HANDLING OR FLOWING. THE
CONCRETE SHALL BE CARRIED ON AT SUCH A RATE THAT THE CONCRETE IS AT
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.
(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
TOP SURFACE SHALL BE GENERALLY LEVEL.
(C) ALL CONCRETE SHALL BE THOROUGHLY COMPACTED BY SUITABLE MEANS
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 WALLS, THE
PLACING SHALL BE SO CONDUCTED THAT THE CONCRETE WILL NOT PASS
REINFORCEMENT 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 ACTION 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
PROPORTIONS OF CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE
DEPOSITED IN THE FORMS TO A DEPTH OF AT LEAST ONE INCH.
5.5 CURING:
A CURING COMPOUND SHALL BE APPLIED TO THE TOP OF "GREEN" CONCRETE
SLABS AS SOON AS PRACTICAL AFTER PLACEMENT OF THE CONCRETE,
FOLLOWING THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS.
SPECIFICATIONS FOR CURING COMPOUNDS SHALL BE SUBMITTED TO THE
ARCHITECT AND ENGINEER FOR APPROVAL. ALTERNATIVELY, CONCRETE SHALL
BE KEPT IN A WET CONDITION FOR THE FIRST 24 HOURS AFTER PLACEMENT, AND
SHALL BE MAINTAINED IN A MOIST CONDITION FOR AT LEAST THE FIRST SEVEN
DAYS AFTER PLACING.
5.6 HOT WEATHER REQUIREMENTS:
DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS,
PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO
PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT
MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF CONCRETE MEMBERS..
5.7 BONDING:
BEFORE NEW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH HAS
SET, THE FORMS SHALL BE RETIGHTENED. THE SURFACE OF SET CONCRETE
SHALL BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE AND WETTED. THE
CLEANED AND WETTED SURFACES OF THE HARDENED CONCRETE SHALL FIRST BE
SLOSHED WITH A COATING NEAT CEMENT AGAINST WITH THE NEW CONCRETE
SHALL BE PLACE BEFORE THE MORTAR HAS ATTAINED ITS INITIAL SET,
6. FORMS AND DETNLS OF CONSTRUCTION:
6.1 DESIGN OF FORMS:
FORMS SHALL CONFORM TO THE SHAPE LINES AND DIMENSIONS OF THE MEMBERS AS
CALLED FOR ON THE PLANS AND SHALL BE SUBSTANTIAL D SUFFICIENTLY TI HT T ANG 0
PREVENT LEAKAGE OF MORTAR, FORMS SHALL BE PROPERLY BRACED OR TIED
TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT THE
BOTTOM OF COLUMNS SHALL BE PROVIDED TO FACILITATE CLEANING AND INSPECTION
BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED SUFFICIENT
STRENGTH, FORMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF ALL
REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE SOIL OR
JOIST TO FACILITATE INSPECTION OF THE PLACING OPERATIONS, WITH THE EXCEPTION
TO "U" TYPE BEAM BLOCK.
6.2 REMOVAL OF FORMS:
THE REMOVAL OF FORMS SHALL BE CARRIED OUT IN SUCH A MANNER AS TO INSURE
THE COMPLETE SAFETY OF THE STRUCTURE. VERTICAL FORMS MAY BE REMOVED IN
24 HOURS, PROVIDED THAT THE CONCRETE HAS HARDENED SUFFICIENTLY SO TO
PREVENT DAMAGE. BOTTOM FORMS AND SHORING, WITH RE -SHORING IMMEDIATELY,
SLAB FORMS SHALL NOT BE REMOVED PRIOR TO 14 DAYS AFTER POUR IN SEQUENCE
AND FULL RE -SHORING FOLLOWING.
6.3 PIPES AND CONDUIT EMBEDDED IN CONCRETE:
ELECTRIC CONDUIT AND OTHER PIPES SHALL NOT DISPLACE THAT ON WHICH STRESS
IS
CALCULATED OR WHICH IS REQUIRED FOR FIRE PROTECTION TO A GREATER EXTE
NT
THAN FOUR PERCENT OF THE AREA OF THE CROSS SECTIONS. SLEEVES OR OTHER
PIPES PASSING THROUGH FLOORS, WALLS, OR BEAMS SHALL NOT BE OF SUCH SIZE OR
IN SUCH LOCATION AS TO UNDULY IMPAIR THE STRENGTH OF THE CONSTRUCTION.
EMBEDDED PIPES AND CONDUITS OTHER THAN THOSE MERELY PASSING THROUGH
SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE-THIRD THE THICKNESS OF
THE SLAB, WALL OR BEAM IN WHICH THEY ARE EMBEDDED; SHALL BE SPACED CLOSER
THAN THREE DIAMETER ON CENTERS, NOR AS LOCATED AS TO UNDULY IMPAIR THE
STRENGTH OF THE CONCRETE.
6.4 CLEANING AND BENDING REINFORCEMENT:
STEEL REINFORCEMENT AT THE TIME CONCRETE IS PLACED, SHALL BE FREE FROM
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
THE APPROVAL OF THE ENGINEER, BARS LARGER THAN #8 SHALL NOT BE BENT IN THE
FIELD BY NO MEANS.
6.5 PLACING REINFORCEMENT:
METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED
IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE
METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN
COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE BARS, IN NO CASE
SHALL THE CLEAR DISTANCE BETWEEN BARS BE LESS THAN ONE INCH, NOR LESS
THAN ONE AND ONE-THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE.
WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS,
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
BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER.
6.6 SPLICES IN REINFORCEMENT:
(A) IN SLABS, BEAMS, AND GIRDERS, SPLICES IN REINFORCEMENT AT POINTS OF
MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE. SUCH SPLICES WHERE
USED SHALL BE WELDED, LAPPED, OR OTHERWISE FULLY DEVELOPED, BUT 1N ANY
CASE SHALL TRANSFER THE ENTIRE STRESS FROM BAR TO BAR WITHOUT EXCEEDING
TH
E ALLOWABLE BOND AND SHEER STRESSES. THE MINIMUM
U OVERLAP FOR A LAPPED
SPLICE SHALL BE 36 BAR DIAMETERS, BUT NOT LESS THAN 12 INCHES. THE CLEAR
DISTANCE FROM A CONTACT SPLICE AND ADJACENT SPLICE OR BARS.
(B) WELDED WIRE FABRIC REINFORCEMENT SHALL BE LAPPED ONE MESH PLUS TWO
INCHES, OR AS NOTED IN THE PLANS.
(C) SPLICES IN COLUMNS, BEAMS, GIRDERS, AND SLABS NOT SHOWN IN PLANS
SHALL BE CLASS C CONTACT LAB SPLICES
6.7 CONCRETE PROTECTION FOR REINFORCEMENT:
THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
REINFORCEMENT: MINIMUM COVER (INCH)
(A) CONCRETE CAST AGAINST AND PERMANENTLY 3
EXPOSED TO EARTH
(8) 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:
#11 AND SMALLER 3/4
BEAMS, COLUMNS:
(D) FORMED
PRIMARYG EI T Y IS
I ON
OR SPIRALS eK` C V
(E) THE ABOVE PROTECTIVE COVERINGS ARE A MINIMUM BUT PROTECTION SHALL NOT
BE LESS THAN REQUIRED FOR FIRE -RESISTIVE RATINGS.
(F) THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS, CONCRETE
BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF REINFORCING,
STEEL WIRE BAR SUPPORTS USED IN SLABS, BEAMS AND COLUMNS SHALL BE CLASS
C, PLASTIC PROTECTED,
6.8 SHORING AND RESHORING OF CONSTRUCTION: � REVIEWED FOR
(A) THE SHORING SYSTEM SHALL BE DESIGNED `t31'W PIQE�I'E(N�?T�IAIJAOS'�tXjC���(fER��EO°' E
ENGINEDESIGNEANDUNLIFIED STALLABONEOFGSHORNGRLY AND�HDED
AF SYSj/E�TaS F�O+fiCQNCR EV
CONSTRUCTION SIMILAR TO THE REQUIREMENTS OF THIS PE YGCV
(B) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE
WITH THE FOLLOWING:
(1) DESIGN OF WOOD FRAMEWORK FOR CONCRETE STRUCTURES, NATIONAL LUMBER
MANUFACTURERS ASSOCIATION.
(2) FORMWORK FOR CONCRETE, PUBLICATION SP-4, ACI.
(3) PLYWOOD FOR CONCRETE FORMING, APA.
(4) RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORMWORK,
SCAFFOLDING & SHORING INSTITUTE.
(C) THE ENGINEERS SHALL NOT BE RESPONSIBLE FOR THE SHORING OR RESHORING
OF CONCRETE CONSTRUCTION FOR THE PROJECT.
FILE COPY
kr;
=D 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
proleetsOgdbu i Idingsolutions.com
0
LL
Q
Ln V)
0
U
Z z
uV)
ce-
uj
U
w
7
0
o_
Z
W
�o
U
Lo 0
z
F
J
��
i€
vi ~
zp
Z
F�
0
mzo
�V�
U
?Nm
m.6o
m.6a
oZ
�z-
O
ooz
UO
0��N
o=o�
av
U.
0
FS 0Z
0x
WiLq
U J
2z�
0 0
0Oo
00
<HZ
w
0
In a
AWN
Z
aNa
Z
O U O
N�U
¢
W O O
�xz
0
SEAL:
RNq
Ilu
t�SS10NP\- %%%%
DANAY FEk!1A HIP P.E.
PE 77142
REVISIONS -�
DATE: 02-12-2020
SCALE: As Shown
DRAWN: G.F.
CHECKED: D.F.
5#5 TOP & BOTTOM
a
2#5 CONT3
�1
FIRST FLOOR
TRUSSE-5@24"
—0'-0"
BEAM CTB-8
a
�a
b
I
2#5 CONT.�
STAIR
SC: 3/4"=1'
5#506" DOWELS TOP &
BOTTOM DRILLED WITH EPDXY
(6" MIN EMBEDMENT)
#4 CONT.(TYP.)
5#5 BOTTOM
5#5 TOP & BOTTOM
5#5 BOTTOM
SECTION
5#5 TOP & BOTTOM
e
#4 CONT.(TYP,)
— #5@12„
e d
< e
0 <°
a
6#5x36" DOWELS DRILLED
WITH EPDXY
(6" MIN EMBEDMENT) BEAM CTB-7
STAR SECTION D4
SC: 3/4"=1' SD-4
qq d°
a OJ a e
5#5 BOTTOM
#5@12"
DIY
5#5 B
5'-6$'
5#5x36" DOWELS TOP &
BOTTOM DRILLED WITH EPDXY
(6" MIN EMBEDMENT)
m..1
CONT.(TYP.)
+12'-11" T.O.S.
BEAM CTB-16
717
3'-10"'
TYP LAB SECTION
=0'-0"
1� 0
5#5 BOTTOM
#5 @12„
,V
BEAM CTB-7
'r #5 E.W. BOTTOM —
D 2 #4 CONT.(TYP.) 1—9'-10"
de da a d a ° aytlA °a °
r I-
a d
d^
4" CONCRETE SLAB
0 GRADE
MAS NRY SHEAR WALL
a
< a
° e
CONCRETE G ADE BEAM `
L`
TYP. AU ER CAST PILE
STAR SECTION D3
SC: 3/4"=1' SD-4
2
2h
5m
BUILDING
SOLUTIONS
Danay Fernandez, RE
P.E. LIC. No. 77142
C.A. LIC. No. 30614
1310 NW 67th Ter
Hollywood, FL 33024
305.773.7973
projectsOgdbui ldingsolutions,ca
O
EL
Q
W
W
i—u O
pl� _
U Z
Z
O
u
0
W
Ill-
W
O
x
a
Z
ZW
�0
�U
�U
wE
k%
U W
Z�
ZD
00
�y
G
F
J�'
N Z C
®
ICI
o x
o
5 .S m
U
� CD
Z
Lu
omZ
woo
Ir
a.
H
W Q
o�
�0.Z
Q
Woo
F
<mm
o
zz�
000
00
<
O
W
U
~
f
Zxy
Z
of
oC)0
Z
N U
Q
Woo
�aa
0
JtAL:
,111111111//j/
%% PY......
� o
G�cn0 .,< OLFLji I�O1P.•\�i
/0NAL EN
DANAY FV01IMdD121 , P.E
PE 77142
REVISIONS
DATE: 02-12-2020
SCALE: As Shown
DRAWN: G.F.
CHECKED: D.F.