HomeMy WebLinkAboutBuilding PlansSTRUCTURAL TES, SPECIFICATIONS
AND GENERAL
REQUIREMENTS
DESIGN CRITERIA
(REINFORCED CONCRETE
EQUIPMENT NOTES
17 RE IDENTA
D 1 CODES 61h EDITION FLORIDA BUILDING CODE 20 S L
( )
,.
„
RC-1 ALL DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI
1. PROCURE AND INSTALL A COMPONENTS P
ALL COMPO S PER MFR SPEC AND FBC REQUIREMENTS. CONSTRUCTION AND MATERIALS SHALL BE IN.CONFORMITY WITH FBC CRITERIA.
-ASCE 7-10 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"
318-14. :.
-
,2. EACH PUMP SHALL HAVE A MINIMUM OF TWO MAIN DRAIN OUTLETS.. THE DRAIN COVER SHALL COMPLY WITH ASME/ANSI AIR FLOW SUCTION FITTINGS FOR USE IN FOUNTAINS.
D-2 DESIGN DEAD LOADS:
-
RC-2 PROVIDE (4)TEST CYLINDERS FOR EACH. 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF
IN ADDITION TION MAIN DRAIN COVERS SHALL BE BE TAMPER PROOF AND COMPLY WITH NSF STANDARD 50. LINE BETWEEN FOUNTAIN DRAIN CENTERS TO BE AT SAME ELEVATION TO
ROOF 30 PSF
AVOID DIRT COLLECTION POCKET: ,
8„ MASONRY M WALL '... 55 PSF
RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS'
CONCRETE 150 PCF
W ,..
SPREAD AND WALL FOOTINGS 3000 PSI
3: EACH MAIN GRATE SHALL HAVE ASURFACE AREA FOUR TIMES THE AREA OF THE SUCTION LINE.
DESIGN LIVE LOADS'
COLUMNS AND WALLS 3000 PSI
' BEAMS AND SLABS E 3000 PSI ,
4.THE COMMON MAIN DRAIN T
OU LETS SHALL BE SERVED BY AN ATMOSPHERIC VENT SYSTEM WITH A MAXIMUM LENGTH OF 30FL. THE VENT ARRANGEMENT WILL CAUSE THE
- ROOF '. 20 PSF
ALL OTHER CONCRETE 3000 PSI
: -
ENTRY OF AIR NOT THE PIPING SYSTEM IF ONE OR MORE OF THE MAIN DRAINS ARE OBSTRUCTED, -
RESIDENTIAL AREAS 40 PSF
-
_
BALCONIES ' 60 PSF
�.
5. A HYDROSTATIC RELIEF DEVICE SHALL REINSTALLED IN AREAS WHERE THE WATER TABLE IS HIGHER THAN 18 ABOVE THE BOTTOM OF THE FOUNTAIN.
FIGURE.1609.3 1 WIND SPEED..Vult i60 MPH $SECOND GUST PER.
D 3 DESIGN )O
(
I RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS, W TER CEMENT RATIO &AGGREGATE REQUIREMENTS.
APPROVED
6 PRO ED VACUUM RELIEF DEVICE REQUIRED ON THE PUMP RETURN.
Vasd = 116 MPH PER SECTION 1609.3 1
'. LOCATION SLUMP WIC RATIO '. .MAX. AGGREGATE
-
RISK CATEGORY II (PER TABLE 1604.5)
�
FOOTINGS 4•, +/ 1 „ 0.55 ASTM #57
7. FINISHED INSTALLATION VENT RELEASE SHALL BE WET TESTED AND CERTIFIED BY THE BUILDER. VACUUM GAGE READING SHALL NOT EXCEED 4\ HEIGHT WITH BOTH DRAINS
SURFACE ROUGHNESS: B PER SECTION 1609.4-
' SLABS ON GRADE q"+/ 1' - 0.55 : ASTM #57
AND SKIMMER BLOCKED.
1609.4
WIND EXPOSURE CATEGORY. B PER SECTION 0 160
I
COLUMNS 5 "+/-1" 0.55 , ASTM #57
MEAN ROOF HEIGHT. 20.00 FT
AND SLABS 5"+/-1„ 0.51 ASTM #57
-
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT
I .BEAMS
' TIE BMS &TIE COLS 5"+/+/-1„ 0.51 ASTM #8 PEAROCK
MAINTENANCE NOTES
._
0.18
GCpPOUR.
-
DESIGN MIX SUBMITTALS MUST INDICATE PROPOSED LOCATION OR TYPE OF
FOR APPROVAL AT ONE WEEK PRIOR TO CONCRETE OURSU
I SUBMIT DESIGN MIXES OO
1: THE OWNER IS RESPONSIBLE ENSURE ALL FOUNTAIN COMPONENTS AND OPERATING
G ARE IN GOOD CONDITION AND USED IN ACCORDANCE WITH MANUFACTURER
, .ASSUMPTIONS: ..
, A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY SECTION 1609.2.FBC
-;
I USE. FAILURE TO DO SO WILL CAUSE DELAY AND/OR REJECTION OF SUBMITTALS.
P C
SPECIFICATIONS.
;, : „
- ALLSTRUCTURAL.MEMBERS CLADDING FASTENERS AND SYSTEMS PROVIDING THE
THE BUILDING SATISFIES THE REQUIREMENTS OF SECTION 1609.E ALTERNATE ALL HEIGHTS METHOD AND , S
- AVAILABLE:
ENT RATIO WHEN NO BACK-UP DATA ISC
RC 8 MAXIMUM WATER TO CEMENT
2. INSPE T V N
VENT SCREENS DURING FILTER CLEANING (MONTHLY) F V
O LY ORE EVIDENCE OF BLOCKAGE. REPLACE AND R REPAIR
( ) C O E AIR DAMAGED COMPONENTS.
STRUCTURAL INTEGRITY OF THE BUILDING HAVE BEEN DESIGNED FOR LOADS FROM TABLES LISTED IN ASCE 7-10 CHAPTER 27 -DIRECTIONAL PROCEDURE OF ASCE 7: '
S
..
Il.: a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH, WIC RATIO 0.58 MAXIMUM (NON -AIR ENTRAINED), 0.47 MAXIMUM. (AIR ENTRAINED)
-
3. THE OWNER iD RESPONSIBLE FOR PREVENTING EXCESSIVE FLOW RATES IN PIPING DUE TO THE CONFIGURATION OF THIS DESIGN. THE BUILDER WILL INSTRUCT THE OWNER IN
C ALL COMPONENTS AND CLADDING SUBJECT WIND LOADINGS I.E.DOORS WINDOWS JAMBS ROOFING ETC, SHALL BE DESIGNED AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR
,.
- MATERIAL. D O NOT T
B LIMITED TO 20 / OF THE CEMENTITIOUS O O US
RC 7 FLYASH, WHEN USED, SHALL E L
F R EXPO ED SLABS
O S
THE USE F THE WATER F
O T R FEATURE AND LOW CONTROL VALVE AND HALL PROVIDE VALVE
S S O IDE A AL E LOCKING DEVICE TO PREVENT ACCIDENTAL MALFUNCTION. THE OWNER IS ".
,. _
AND CLADDING, AS SHOWN O
'>.N PLAN.
RESPONSIBLE TO OBTAIN ALLOW RATE AND MAXIMUM VACUUM CERTIFICATION FOR ALL USED VALVE POSITIONS.
.COMPONENTS
RC-8 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL INFORMATION SHALL
INCLUDE CEMENT CONTENT, WATER/CEMENT RATIO, SLUMP,
I E. TRUSSESSHALL BE DESIGNED TO RESIST MAIN WIND FORCE RESISTING DESIGN FORCES AS SPECIFIED ON PLAN
D. ALL PRE -MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS..
.
AIR ADMIXTURE CONTENT AND QUANTITY.OR
ENTRAINEDQU
4. STRUCTURAL ELECTRICAL AND M ECHANICAL REPAIRS MODIFICATIONS REQUIRE INSt ALLATI ON AND REFURBISHMENT OF ELECTRICAL GROUND BONDING SYSTEMS :.
AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS
PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE
RC-9 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO R D S O
E. ALL GLAZING SHALL HAVE EITHER IMPACT RESISTANT GLAZING OR BE PROTECTED WITH AN IMPACT RESISTANT COVERING.
`
ELECTRICAL, AND PLUMBING NOTES MECHANICAL,
:
' NIN S LOCATED WITHIN 30 FT OF GRADE SHALL MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST OF ASTM E 1996.
' 1. GLAZED OPE G
RC 10 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED.
D MORE THAN 30 FT ABOVE GRADE SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST ASTM E 1996.
2. GLAZED OPENINGS LOCATED O
- RANGE WATER(
RC 11 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RAG
..
REDJ IN AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4 I.D.N
C G G U
KI 1 SKIMMER AND INLETS SHALL BE LOCATED PER OC BUILDERS LAYOUT TWO INLETS MINIMUM REQUIRED.
Q
' 3. STORAGE SHEDS THAT ARE NOT DESIGNED FOR HUMAN HABITATION AND THAT HAVE A FLOOR AREA OF 720 SF OR LESS ARE NOT REQUIRED TO COMPLY WITH THE MANDATORY WINDBORNE
_
DEBRIS IMPACT STANDARDS OF THIS CODE:..
„ '
R 2I.D.DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE
C 12 A I A
A BEYONDABOVE.
F NECESSARY TO INCREASE SLUMPS BEYO H NOTED
2. ALL ELECTRICAL INSTALLATIONS. SHALL COMPLY WITH NEC GUIDELINES AND FBC CH 27 PER THEMOST RECENT CODE REVISION ADOPTED.
- 4. OPENINGS IN SUNROOMS BALCONIES OR ENCLOSED PORCHES CONSTRUCTED UNDER EXISTING ROOFS OR DECKS ARE NOT REQUIRED TORE PROTECTED PROVIDED THE SPACES ARE
AQ
AR PROTECTED !N ACCORDANCE WITH SECTION 1609.1.2 ABOVE. SUCH SPACES SHALL BEQ
'SEPARATED FROM THE BUILDING INTERIOR BY A WALL AND ALL OPENINGS IN THE SEPARATING WALL EER
_ DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE
RC 14 ALL REINFORCING STEEL SHALL BE DET LE F C
WITH ACI 318 AND ACI DETAILING MANUAL ACI-315 LATEST EDITION
'.
- .ALL ELECTRICALLY 3 ENERGIZED E UIPMENT HA
S LL BE E UIPOTENTIALGR GROUND BONDED USING A MINIMUM
O GOF #S AWG COPPER AND LISTED CLAMPS. IMPEDENCE BETWEEN
PERMITTED TO BE DESIGNED AS EITHER PARTIALLY ENCLOSED OR ENCLOSED STRUCTURES
,
-
ANY TWO EQUIPOTENTIAL POINTS SHALL NOT EXCEED 2 OHMS. - -
-
FQ
T REQUIRED COMPLY WITH MANUFACTURERS RECOMMENDATIONS ORYS
F. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND INSPECTIONS EQU 0 CO-
- I B LL BE
T LL ALE OR A COMBINATION OF OTH SHA CO
1 REINFORCEMENT EVENT WITH RUST, MI SC RC 5 R O C
INCLUDING HEIGHT OF DEFORMATIONS AND WEIGHT OF A HAND -WIRE -BRUSHED TEST SPE
( )
IDE. ESATISFACTORY,, PROVI ED THE MINIMUM M DIMENSIONS'
S R D D U
(MEN ARE NOT LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN
A. POWEREQUIPMENT SHALL BE BONDED TH-
O TO E RESIDENCE GROUND SYSTEM R NEC. STEEL AND
E C ELECTRICAL COMPONENTS TO HAVE COMMON GROUND.
' INSTALLATION OF COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS.
' THE ASTM STANDARDS REFERENCE IN ACI 318. REINFORCING BARS SHALL CONFORM TO ASTM
I,.
A-615, GRADE 60, LATEST REVISION, WITH SUPPLEMENT (Si), MARKED
�
5: ALL REINFORCING IN FOUNTAIN SHELL. SHALL BE TIED AT EACH CROSSING.. 'i
D 4 SEISMIC: ZONE 0
S
-1 ALL LAB ON GRADE SHALL BE REINFORCED WITH:
RC. 6 SLABS
Q.ALL PIPE IS SCHEDULE 40 PVC
_ ASSUMED ALLOWABLE BEARING CAPACITY.CONTAC T
CONDITIONS D NOT ALLOW FOR ASSU 0
ASSUMED ALLOWABLE BEARING CAPACITY OF 2000 PSF. IF CONDI O S O 0 D 5 ASSU E
' " I LOCATED IN THE MIDDLE TO UPPER PORTION OF THE
-6 WELDED WIRE C
LAB.. WELDED. WIRE FABRIC SHALL BE SUPPORTED WITH APPROVED
' .
NO OVERHEAD WIRES SHALL BE LOCATED WITHIN 10' OF FOUNTAIN '
ENGINEER
-
AT RIAL NOT
�. MATERIALS OR SUPPORTS NOT EXCEEDING 3FT OR IN ACCORDANCE WITH MANUFACTUF
ER SPECIFICATIONS.
.7.
-
8. FOUNTAIN U LIGHT
OU G T NICHE SHALL BE BONDED TO REINFORCING STEEL WITH #8 AWG COPPER WIRE. WIRING FROM LIGHT TO THE JUNCTION BOX SHALL BE RUN IN AN NEC
RC-17 WELDED WIRE FABRIC TO COMPLY WITH ASTM A185 SHEETS ONLY, NO ROLLS. INSTALL
ON BRICKS OR BOLSTERS, AT MID -DEPTH OF THE SLAB
APPROVED PVC CONDUIT. ',..
GENERAL NOTES
:.
- PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO
G 1 REVIEW ALL PROJECT DOCUMENTS
IN 4 BAR DI
RC 18 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR M 0 A
LAP CONT. BOTTOM STEEL OVER SUPPORT AND CONT. TOP
CO O S E SU O CO O STEEL AT
' PROCEEDING WITH WORK. r
MIDSPAN UNLESS OTHERWLSE SPECIFIED.
-
,.
I L IME T MAINTAIN WALLS I I
THE MASONRY. WALLS ARE NOTDESIGNED TO WITHSTANDTEMPORARY CONSTRUCTIONLOADS. IT IS THE CONTRACTOR S RES ONSIBIL TY ATA L T S O TAB L TY
TE ALL DISCONTINUOUS P BARS WITH STANDARD 90 DEGREE HOOK P
RC 19 TERMINA S NTINUOUSTO A S ((-A
LACED UNLESS NOTED OTHERWISE_
CG-2
)DURING
THE CONSTRUCTION PHASE OF THIS 0
RC 20 PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISENOTED.
=RECEIVEDP
- IT THE CONTRACTOR'S RESPONSIBILITY TO PROTECTEXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING CONSTRUCTION.
G3 ISA.
MINIMUM COVER: LOCATION AND CONDITION.
RAL ENGINE
SIZE OR WITHOUT PRIOR APPROVALIN WRITING FROM THE STRUC U ER.
CONCRETE CAST AGAINST AND ALL BARS 3"T
PERMANENTLY.EXPOSED 70 EARTH
T HED OR OTHERWISE REDUCED IN STRENGTH
G-4 NOSTRUCTURAL MEMBER SHALL RECUT, NOG
B.CONCRETEEXPOSED #6 OR GREATER 2" TO EARTH OR WEATHERMBEDDED
R SUPPORTED ITEMS WHICH MAY AFFECT THE
G-5 COORDINATE STRUCTURAL OTHER DRAWINGS THAT ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, E O SU 0
#5 OR SMALLER 1-1/2"
.. STRUCTURAL DRAWINGS. (I.E. MECHANICAL, ELECTRICAL, PLUMBING, DUCTWORK,: ETC.)
#11 OR SMALLER 3/4"
-
C. CONCRETE NOT EXPOSED TO #14418 1-1/2" WEATHER OR IN CONTACT WITH GROUND.
G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS. ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJE CT EXCEPT
1. SLABS, WALLS, AND JOISTS
WHERE A SEPARATE DETAIL IS SHOWN.
- 2. BEAMS AND COLUMNS: ALL BARS 1-1/2"
- -
- (PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS)
G 7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. WHEN SPECIFIC. INFORMATION IS MISSING OR is IN
. D. SLABS ON GRADE: SINGLE MAT, TOP 112 TO 113 OF THICKNESS
'_. CONFLICT. THE CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER.
RC-21 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE I PERMITTED. SUBMIT LOCATION AND SIZE OF
G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE REPRODUCTION AND USE OF. CONTRACT DRAWINGS FOR
SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE. WHERE PIPING PENETRATES CONCRETE BEAMS, PLACE TWO #3 STIRRUPS
ERECTION AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WHOLE OR. ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR NOR. SUBCONTRACTORS
@ 3" D.C. EACH SIDE OF PIPE, UNLESS OTHERWISE NOTED.
FROM THEIR RESPONSIBILITY TO ACCURATELY LAYOUT,COORDINATE, DETAIL, FABRICATE AND NSTALL A COMPLETE. STRUCTURE.
RC-22 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS.
- G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR RELATED QUESTIONS.: STAMP AND INITIAL
ALL SHEETS PRIOR TO SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT iN REJECTION OF SUBMITTAL.
RC-23 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA IN COWUNGTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF
.:.. ..... ... .. ... .. ,.. , r'.' rz,
REINFORCING
^ EINFORCED MASONRY
RC-24 AT CHANGES 1N DIRECTION OF CONCRETE WALLS, BEAMS &STRIP FOOTINNROVIDE CORNER BARS OF SAME SIZE AND QUANTITY UNLESS NOTED
M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACl/ASCE 530-13),AND "SPECIFICATIONS FOR
OTHERWISE AS HORIZONTAL STEEL.
MASONRY STRUCTURES' (ACl/ASCE 530.1-13), ASTM C-476, ASTM C-1019 AND NCMATEK 107, EXCEPT AS AMENDED BELOW.
RC-25 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT
M 2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND SPECIFICATIONS FOR REFERENCE AT THE JOBSITE
H
RC-26 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347.
M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND
SLABS FOR THE SAME STORY:. -
RC-27 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE, LIMIT MAXIMUM FREE FALL DROP OF CONCRETE TO 6'-0"
FOR #57 AGGREGATE AND 8'-0" FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID SEGREGATION OF CONCRETE DURING PLACEMENT.
-. M-4 USE TYPE "M" MORTAR FOR ABOVE GRADE APPLICATIONS AND TYPE 'S" MORTAR FOR BELOW GRADE APPLICATIONS. MORTAR SHALL CONFORM TO ASTM C270
...(PROPORTION OR PROPERTY SPECIFICATION).
RC-28 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN
:-EARTH FORM PROVIDED FOOTING WIDTH IS INCREASED 1" IN EACH HORIZONTAL DIRECTION'. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION
'., M 5 MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE IL MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI TO PROVIDE NET AREA COMPRESSIVE .
.BEFORE AND DURING PLACEMENT OF CONCRETE.
STRENGH OF MASONRY (Fin') OF. 1500 PSI -
RC-29 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318 SECTIONS 20:7 AND 26.8.
M-6 ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7-5/8" AND 11-5/8" ACTUAL DIMENSIONS,.',.
SHALLOW FOUNDATIONS -
M-7 COARSE GROUT SHALL CONFORM TO ASTM C476, LATEST REVISION:
a.) 2500 PSI AT 28 DAYS
SF-1 SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS
b.) 1/4' MAXIMUM AGREGATE SIZE
- -
c.) 8" TO I V SLUMP
d.) PROVIDE CLEANOUTS FOR LIFTS GREATER THAN V-0" IN HEIGHT. PUMP 4'-0" MAXIMUM GROUT LIFTS. FOR HIGH LIFT (12.4. MAX).S
: F-2 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY - 2". TOLERANCE FOR
-
MISLOCATION OF COLUMN DOWELS OR. ANCHOR BOLTS TO BE PER ACI OR RISC STANDARDS
- :GROUTING WITH 30 MINUTE DELAY BETWEEN LIFTS.
M-8 AREINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS AT EACH FLOOR AND THE ROOF..:
SF-3 HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED..
USE GALVANIZED MESH TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS.
SF-4 COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL FOOTINGS CAN BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL
ENGINEER.
CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS.
M-9 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER.
a,)8"x16' CONCRETE TIE BEAM REINFORCED WITH (2) #5TOP AND BOTTOM WITH #3 STIRRUPS @ 16" O.C.
SF-5 EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED.
b.) (2) COURSES OF'8" MASONRY KNOCK -OUT BLOCK REINF WITH #51N EACH COURSE FULLY GROUTED
M-10 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM 615:
SF-6 REINFORCING SHALL BE SUPPORTED ON PRECUTS CONCRETE PADS. DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE -
TEMPLATES FOR SETTING COLUMN DOWELS AND ANCHOR BOLTS.
M-11 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS;
A. AS SHOWN ON THE DRAWINGS
B. MAXIMUM 48"OC..
.. C. AT ALL CORNERS AND INTERSECTIONS
D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS
` M-12 REINFORCING. BARS SHALL BE LAPPED 48 BAR DIAMETERS. WHERE SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL REINFORCEMENT ABOVE GRADE BEAM AND -
' ABOVE EACH FLOOR UNLESS NOTED OTHERWISE
-
M-13 REINFORCE WALLS WITH LADDER -TYPE REINFORCEMENT EQUAL TO STANDARD OUR-O-WAL IN BED JOINTS 9-GA OR APPROVED EQUAL AT 16" O.C. MEASURED VERTICALLY
- U.O.N. PLACE PER MFR. RECOMMENDATIONS. EXTEND INTO COLUMNS OR PROVIDE DOVETAIL ANCHORS TO SECURE MASONRY TO COLUMNS. PROVIDE PREFABRICATED "TEE"
OR CORNER SECTIONS AT WALL INTERSECTIONS.
- M-14 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING.
I
M 15 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. -
M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL BE LAID IN OVERLAPPING MASONRY BONDING PATTERN
M 17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHTOFMASONRY WALLS. PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE
CONCRETE POUR. EXCEEDS 5 FEET IN HEIGHT.
M-18 GROUT. FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A 'PENCIL" TYPE VIBRATOR.
M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 8'-U" OC MAXIMUM WITH MINIMUM CLEARANCE OF 1/2" FROM
MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN ONE BAR. DIAMETER OR 1 ". CENTER BARS IN WALLS UNLESS NOTED OTHERWISE.
_
M-20- ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS. - - -
M-21 , TESTING OF GROUT TO COMPLY WITH ASTM C-1019. -
M-22 OPENINGS SHALL HAVE BLOCK CELL AT EACH JAMB FILLED WITH GROUT AND REINFORCED.
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MK STRUCTURAL ENGINEERING
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SUITE 201
MELBOURNE FL 32935
P: 321.600,0672 OR 321.574.2702
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TITUSVILLE, FLORIDA
issued for date
PERMITSET 09/11/2019
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P 9 P
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Registered Engineer: Michael A. Kalajjan
Registered Engineer License: PE 60133
sheet number
drawn by: MAK checked by: MAK
by MK Structural Engineering, LLC. all rights reserved.
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o
11
SCH 40 FOR
CHANNEL DRAIN
(4) SUBMER
FOUNTAIN
L
LIGHTS
SECTION THROUGH POOL
SCALE 1/4"=1"-0
J+N STONE
J
FINISHED GRADE
SIDE ELEVATION
7-10'x20'
SCALE 1/4" l' 0"
FOAM COLUMN CAP
a
8"'U' BLOCK
CASTAN-PLACE SECTION FOR RADIUS
w
REINFORCED WITH #5
.AREAS USE 1 #5 CONT UP TO 8" HIGH
_
�
•
CONT.
-
AND ADD (2)#5 FOR 8" TO 16" OF CAST-
>
°
" IN -PLACE WALL SECTION
_
e
8"'U' BLOCK
-
REINFORCED WITH
°
#5 CONT.
AUTO FILL, THIS SIDE
COORDINATE WITH -
�o
OWNER
8" MASONRY WALL
°
REINF. W/ (4) #6
'. 8" MASONRY WALL,
VERTICAL, SEE PLAN
8"'U' BLOCK
REINFORCED WITH
°
REINFORCED WIT
#5@32" O.C.
FOUNDATION EDGE
#5 CO
-
STEEL TROWELED MARBELITE w
8" MASONRY WALL, g - WITH NO EQUIP. PAD -
IBLE 8" MASONRY WALL,.
REINFORCED WITH FINISH -ONE COAT SYSTEM
REINFORCED WITH
#5@48" O.C.
#5 48"O.C.
@ 4" CONCRETE SLAB, REINFORCED
WITH 6x6 W2.9xW2.9 WWF
a. m
g
-
4"CONCRETEEQUIP.
PAD
FINAL GRADE
w
o
a E
gym.
a
PLAN
AND PLUMBING
LAYOUT
d
d
THICKENED EDGE
d
q
SCALE 114°=1'-0"
FOOTING WITH (2) #5
BARS CONTINUOUS.
2'-0
THICKENED EDGE
°
.d
°.
CONCRETE COLUMN PAD
FOOTING WITH (3) #5
•-z.� °
REINF. W/ (4)#5 EA. WAY
- BARS CONTINUOUS.
4'-0'x4'0"
n
BOTTOM
FOUNDATION PLAN AT POOL AREA
e
COLUMN
SECTION
-
SCALE 1/2°,=1"-0 -
SCALE 112"=1'-0»
B
S2
_ STRIP FOOTING
,Z 8"
18'4„ ..
2,-8,r
REINFORCING CONT.
THROUGH PADS
OUTSIDE CORNER BARS SAME SIZE &.
5'-2"
8'-0'
5 -2"
LAP SPLICE
NO. AS HORIZONTAL REINFORCING ---
.
I
-
LAP.SPLICEI.
oa
—
°
d
°.
°
d
—
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a
°
d °
0
0°°
.
°
4
Lu
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0
0 0
0
0
a
M
u-°
S
O
—
— —
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TYPICAL HORIZONTAL
ONTAL
d
-
1u
p
REINFORCING
°
•�ji
PAD REINFORCING
°
O
I
I
o
d°
o
PLAN
AT PAD
1"
TYPICAL HORIZONTAL
REINFORCING
`— ' ---
-
J
all 0
Eli
INTERSECTIONS
CORNERS
I I
A
FOUNDATION
S2
PLAN
I o TYP. HORIZONTAL REINF-CONCRETE
BEAMS AND
FOOTINGS
r
S
LE 1/4"=1'-0'
SCALE 3/4"S1'-0"
MK STRUCTURAL ENGINEERING
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item
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date
-
I scale
sheet Title
seal/signature
```111111111 1(4
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HA A. A N
�. • REG. N 6 33.
DATE SEP 11, .i
8TA OF
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Registered Engineer: Michael A. Kalajian
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2
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WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36'