HomeMy WebLinkAboutBuilding plansSTRUCTURAL TES, SPECIFICATION
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DESIGN CRITERIA
REINFORCED CONCRETE.
EQUIPMENT NOTES '
D-1 CODES. - 6th EDITION FLORIDA BUILDING CODE (2017) RESIDENTAL
- DIN AND OTHER STRUCTURES"
-ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS
;,
RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE. WITH THE ACI BUILDING CODE REQUIREMENTS FOR STRUCTURAL-0ONCRETE, ACI
1. PROCURE INSTALL ALL COMPONENTS PER MFR SPEC AND FBCREQUIREMENTS. CONSTRUCTION AN MAT
D MATERIALS SHALL BE IN CONFORMITY WITH FBC CRITERIA.
318 14
2. EACH PUMP SHALL HAVE A MINIMUM OF TWO MAIN DRAIN OUTLETS.. THE DRAIN V CO ER SHALL COMPLY WITH ASME/ANSI AIR FLOW SUCTION FITTINGS FOR USE IN FOUNTAINS.
D 2 DESIGN DEAD. LOADS
PSF
RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF.
IN ADDITION 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
AVOID DIRT COLLECTION POCKET. .
8" MASONRY WALL 55 PSF
CONCRETE 150 PCF
RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:..
SPREAD AND WALL FOOTINGS 3000 PSI -
3. EACH MAIN GRATE SHALL HAVE A SURFACE AREA FOUR TIMES THE AREA OF THE SUCTION LINE.
.DESIGN LIVE LOADS.
COLUMNS AND WALLS 3000 PSI
BEAMS AND SLABS - 3000 PSI
4. THE COMMON MAIN DRAIN OUTLETS SHALL BE SERVED BY AN ATMOSPHERIC VENT SYSTEM WITH A MAXIMUM LENGTH OF 30FT. 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
-
SF BALCONIES 60 P
-
RC-4 USE REGULAR WEIGHT CONCRETE.
5. A HYDROSTATIC RELIEF DEVICE SHALL BE INSTALLED IN AREAS WHERE THE WATER TABLE IS HIGHER THAN 18"ABOVE THE BOTTOM OF THE FOUNTAIN.
- MPH SECOND GUST PER FIGURE 1609.3(1) - D 3 DESIGN WIND SPEED: 160 (3 S )
Vasd =. 116 MPH PER SECTION 1609.3.1
RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS, WATER CEMENT RATIO &AGGREGATE REQUIREMENTS.:.
8. APPROVED VACUUM RELIEF DEVICE REQUIRED ON THE PUMP RETURN U , '.
RISK CATEGORY II: PER TABLE 1804.5
( )
_ LOCATION SLUMP. WIC RATIO MAX. AGGREGATE
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- 4 +/-1 0.55 ASTM #57
7. FINISHED INSTALLATION VENT RELEASE SHALL BE W •
ET TESTED AND CERTIFIED BY THE BUILDER. VACUUM GAGE READING SHALL NOT EXCEED 41 HEIGHT WITH BOTH. DRAINS
.
SURFACE ROUGHNESS. B PER SECTION 1609.4
.:'FOOTINGS
ON GRADE 4"+/-1" 0.55 ASTM #57.
AND SKIMMER BLOCKED.
WIND EXPOSURE CATEGORY: B PER SECTION 1609:4
.SLABS
COLUMNS 1" 0.55 ASTM #57
MEAN ROOF HEIGHT 20:00 FT
.5"+/
-
SLABS 5,W-1" 0.51 ASTM #57
BEAMSBIAS
E
ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT
& T
'TIE BIAS & TIE COL'S - 5"+/-1" 0.51 #8 PEAROCK
MAINTENANCE NOTES
.ASTM
- ASSUMPTIONS:
'SUBMIT
DESIGN MIXES FOR APPROVAL O AT LEAST ONE WEEK PRIOR TO CONCRETE POUR. DESIGN MIX SUBMITTALS MUST INDICATE PROPOSED LOCATION TYPE OF
1. THE OWNER IS RESPONSIBLE TO ENSURE ALL FOUNTAIN COMPONENTS AND OPERATING SYSTEMS ARE IN GOOD CONDITION AND USED IN ACCORDANCE WITH MANUFACTURER
I A BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY SECTION 1609.2 FBC
USE.FAIL RE TO DO SO WILL
E. U CAUSE DELAY AND/OR REJECTION OF SUBMITTALS. :SPECIFICATIONS
B. THE BUILDING SATISFIES THE REQUIREMENTS OF SECTION 1609.E ALTERNATE ALL -HEIGHTS METHOD" AND ALL STRUCTURAL MEMBERS CLADDING FASTENERS AND SYSTEMS PROVIDING THE
RC-6 MAXIMUM WATER TO. CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:
2. INSPECT
C ENT SCREENS DURING FILTER CLEANING MONTHLY F
E (MONTHLY) OR EVIDENCE OF BLOCKAGE. REPLACE AND OR REPAIR DAMAGED COMPONENTS.
-. INTEGRITY OF THE BUILDING HAVE BEEN DESIGNED FOR LOADS FROM TABLES LISTED IN ASCE 7-10 CHAPTER 27 -DIRECTIONAL PROCEDURE OF ASCE 7.
PSI, DAY COMPRESSIVE � -
8 3000 S , 8 CO ES VE STRENGTH. WIC RATIO 0.58 MAXIMUM NON AIR ENTRAINED 0.47 MAXIMUM AIR ENTRAINED
) ( )• ( )
I .STRUCTURAL
3. THE OWNER ID RESPONSIBLE FOR PREVENTING EXCESSIVE FLOW RATES IN PIPING DUE TO THE CONFIGURATION OF THIS DESIGN.I I
THE BUILDER WILL INSTRUCT THE OWNER IN
C. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS, I.E. DOORS; WINDOWS, JAMBS, ROOFING, ETC; SHALL BE DESIGNED AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR
`..RC-7-
0
FLYASH WHEN USED SHALL BE TO 20 h OF THE CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS
,.
THE USE F THE
S O WATER FEATURE AND FLOW CONTROL VALVES AND SHALL PROVIDE A VALVE LOCKING DEVICE PREVENT ACCIDENTAL MALFUNCTION. THE OWNER IS
COMPONENTS .AND .CLADDING, AS SHOWN ON PLAN.
RESPONSIBLE TO OBTAIN A FLOW RATE AND MAXIMUM VACUUM CERTIFICATION FOR ALL USED VALVE POSITIONS.
RC 8 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL INFORMATION SHALL INCLUDE CEMENT CONTENT WATER/CEMENT RATIO SLUMP
D. ALCPRE-MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS LE.TRUSSES SHALL 8E DESIGNED TO RESIST MAIN WIND FORCE RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN
-ENTRAINED AIR ADMIXTURE CONTENT AND QUANTITY.
4. STRUCTURAL ELECTRICAL
C CAL AND OR MECHANICAL REPAIRS MODIFICATIONS REQUIRE INSTALLATION
, Q S ALLATION AND REFURBISHMENT OF ELECTRICAL GROUND BONDING SYSTEMS.
C U G S S S.
" AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS
RC-9 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE
-
E. ALLGLAZING SHALL HAVE EITHER IMPACT RESISTANT GLAZING OR BE PROTECTED WITH AN IMPACT RESISTANT COVERING.
'
MECHANICAL, ELECTRICAL, AND PLUMBING NOTES '
f. GLAZED OPENINGS LOCATED WITHIN 30 FT OF. GRADE SHALL MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST OF ASTM E 199E
RC 10 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED.
-
_2. GLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE SHALL MEET THE REQUIREMENTS OF THE MALL IMPACT TEST ASTM E 1996.
,;
r RC-11 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4 I.D.
1.
SKIMMER AN D INLETS SHALL BE LOCATED PER BUILDERS LAYOUT, TWO INLETS MINIMUM ARE REQUIRED.
3. STORAGE SHEDS THAT ARE NOT DESIGNED FOR HUMAN HABITATION AND THAT HAVE A FLOOR AREA OF 720 BE LESS ARE NOT REQUIRED TO COMPLY. WITH THE MANDATORY WINOBORNE
-
DEBRIS IMPACT STANDARDS OF THIS CODE.:
`4. OPENINGS .INSUNROOMS, BALCONIES OR ENCLOSED PORCHES CONSTRUCTED UNDER EXISTING ROOFS OR DECKS ARE NOT REQUIRED TO BE PROTECTED PROVIDED THE SPACES ARE
`RC-12
A 2" I.D.DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE I NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE.
F
2:: ALL
L ELECTRICAL INSTALLATIONS COMPLY WITH NEC GUIDELINES AND FBC CH 27 PER T
E HE MOST RECENT CODE REVISION ADOPTED:
-
LA T B A WALL AND ALL OPENING IN THE SEPARATING WALL ARE PROTECTED IN ACCORDANCE WITH SECTION 1609:1.2.ABOVE. SUCH SPACES A SEPARATED FROM THE BUILDING INTERIOR Y S E5 SHALL BE
HE
RC-14 ALL REINFORCING STEEL SHALL BE DETAILED FABRICATED AND INSTALLED IN ACCORDA. CE WITH ACI 318 AND ACI DETAILING MANUAL ACI-315 LATEST EDITION.
N
3. ALL ELECTRICALLY ENERGIZED EQUIPMENT SHALE BE TENTIAL GROUND BONDED USING A MINIMUM OF #8 AWG.COPPER AND LISTED CLAMPS. IMPEDENCE BETWEEN
PERMITTED T0. BE DESIGNED AS EITHER PARTIALLY ENCLOSED OR ENCLOSED STRUCTURES
-
ANY TWO EQUIPOTENTIAL POINTS SHALL NOT EXCEED 2 OHMS.'
OHMS.
CT ONS REQUIRED TO COMPLY WITH MANUFACTURERS RECOMMENDATIONS FO F.OWNEROR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND INSPECTIONS R
RC 15 REINFORCEMENT WITH RUST, MILL GALE R AC OM13INATI N OF BOTH HA B CONSIDERED Y P N US S O O O OHS SHALL E CONS RED SATISFACTORY, PROVIDED THE MINIMUM DIMENSIONS
, P ,
4. POWER SHALL BEB BONDED TO THE RESIDENCE GROUND SYSTEM PER NEC. ALL STEEL AND ELECTRICAL COMPONENTS TO HAVE COMMON GROUND.
"O
INSTALLATION OF COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS.
THE DING HEIGHT OF DEFORMATIONS) AND WEIGHT OF A HAND -WIRE -BRUSHED TEST SPECIMEN ARE NOT LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN
THE ASTM STANDARDS REFERENCE IN ACI 318.. REINFORCING BARS SHALL CONFORM TO ASTM'A-815, GRADE 60, LATEST REVISION, WITH SUPPLEMENT (S1), MARKED '.
5. ALL REINFORCING IN FOUNTAIN SHELL SHALL BE TIED AT EACH CROSSING.
D-4 SEISMIC: ZONE 0
- CONDITIONS D N T ALLOW W FOR ASSUMED ALLOWABLE BEARING CAPACITY CONTACT
D 5 ASSUMED ALLOWABLE BEARING CAPACITY OF 2000 PSF. IF SITE GONDI O S 0 O O C
:
RC-16 ALL SLABS D GRADE REINFORCED WITH:
6. ALL PIPE IS SCHEDULE 40 PVC.
ENGINEER
j
6 •• ,,. FABRIC OC
WELDED WIRE FABRIC LOCATED IN THE MIDDLE TO UPPER PORTION OF THE SLAB: WELDED WIRE FABRIC SHALL BE SUPPORTED WITH APPROVED
:. -
' ,
7. NO OVERHEAD WIRES SHALL BE LOCATED WITHIN 10 OF FOUNTAIN_
T IAL
MATERIALS SUPPORTS NOT EXCEEDING 3 FT OR IN ACCORDANCE WITH MANUFACTURER SPECIFICATIONS.
5
8. FOUNTAIN LIGHT NICHE SHALL BEBONDED TO REINFORCING STEEL WITH #8 AWG COPPER WIRE. WIRING FROM LIGHT TO THE JUNCTION BOX SHALL BE RUN IN AN NEC
-
GENERALNDTES
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.
-
G 1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO
RC-18 LAP CONTINUOUS IAS NOTED IN LAP SPLICE SCHEDULE OR MIN 40 BAR DIA. LAP CONT, BOTTOM STEEL OVER SUPPORT AND CONT. TOP STEEL AT
PROCEEDING WITH WORK. -
MOSPAN UNLESS OTHERWISE SPECIFIED.
- T MASONRY WALL R NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY AT ALL TIMES TO MAINTAIN WALL STABILITY
G 2 HE MASON Y S ARE O
RC-.19 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 DEGREE HOOK PLACED VERTICALLY UNLESS NOTED OTHERWISE,
( )
'DURING THE CONSTRUCTION PHASE OF THIS PROJECT.
�.
RC 20 PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISE NOTED:.
G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING CONSTRUCTION.
MINIMUM COVER: LOCATION AND CONDITION:
A. CONCRETE CAST AGAINST AND ALL BARS 3"
G-4' NO STRUCTURAL MEMBER SHALL BECUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER....
PERMANENTLY EXPOSED TO EARTH
B. CONCRETE EXPOSED. #6 OR GREATER 2" TO EARTH OR WEATHER
DOCUMENTS FOR ANCHORED EMBEDDED OR SUPPORTED ITEM WHICH MAY AFFECT
G 5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF THE CONTRACT DOCUM M O S CH FEC THE
I
_ „.
#5 OR SMALLER 1 1/2
STRUCTURAL DRAWINGS (LE. MECHANICAL ELECTRICAL PLUMBING, DUCTWORK.
#1.10R SMALLER B/4
.ETC.).
N R TE N T EXPO„C. CO C E O SEDTO#14-#181 1/2 WEATHER OR IN CONTACT WITH GROUND
ONSTRUEDTO APPLY TO ANY SIMILAR IT ATION EL EWHERE N THE PR E G 6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDEDTO BE TYPICAL AND SHALL BE C S U S O OJ CT EXCEPT
._
1. SLABS, WALLS, AND JOISTSWHERE
A SEPARATE DETAIL IS SHOWN.:
2. SEAMS AND COLUMNS:. ': ALL BARS 1-1/2"
=RECEIVED
(PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS)TO
CONSTRUCT ACOMPLETE STR T RE. WHEN PE IFI INF M I N I IG 7 THE INTENTIONCF THE PLANS AND SPECIFICATIONS IS TO PROVIDE ALL NECESSARY DETAILSUC U S C C OR AT O S M SSING OR IS IN
D. SLABS.ON GRADE. SINGLE MAT, TOP 1/2T0 1/3 OF THICKNESS.CONFLICT.
THE CONFLICTS SHALL BE BROUGHT TO THEATTENTION OF THE ARCHITECT/ENGINEER
-
RC-21 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE 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" O.C. EACH SIDE OF PIPE, UNLESS OTHERWISE NOTED.
FROM THEIR RESPONSIBILITY TO ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND NSTALL A COMPLETE STRUCTURE.
-
'
r
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
NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULTU IN REJECTION F BMITT
ALL SHEETS PRIOR TO SUBMITTING DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NO Q.O SUBMITTAL.
AL DRAWINGS INCLUDING REVISIONS AND ADDENDA IN CONJUNCTION"RC-23 USE THE STRUCTURAL WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF
REINFORCING.
REINFORCED MASONRY
` "''`' j
RC-24 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP FOOTINGS, PROVIDE 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. i
MASONRY STRUCTURES' (ACl/ASCE 530.1-13), ASTM C-476, ASTM C-1019 AND NCMA TEK 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
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.
J
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 II. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI TO PROVIDE NET AREA COMPRESSIVE'
BEFORE AND DURING PLACEMENT OF CONCRETE.
STRENGH OF MASONRY (Fri OF 1500 PSI
RC-29 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318, SECTIONS 20.7 AND 26.8.
I - 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 ,
b.) 1/4'. MAXIMUM AGREGATE SIZE
SF-1 SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT. SPECIFICATIONS.
, c.) 8' TO 11"SLUMP
It.) PROVIDE CLEANOUTS.FOR LIFTS GREATER THAN 5-0' IN HEIGHT. PUMP 4'-0". MAXIMUM. GROUT LIFTS. FOR HIGH LIFT (12'-0" MAX). .
SF-2 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY - 2". TOLERANCE FOR
GROUTING WITH 30 MINUTE DELAY BETWEEN LIFTS..
MISLOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS.
M-8 A REINFORCED 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.
M-9 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER
CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS.
a.) 8"x16"CONCRETE TIE BEAM REINFORCED WITH (2) #5 TOP AND BOTTOM WITH #3 STIRRUPS @ 16" O.C.•'
b•) (2) COURSES OF 8" MASONRY KNOCK -OUT BLOCK REINF WITH #5 IN EACH COURSE FULLY GROUTED -
SF-5 EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED.
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" D.C.
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 DUR-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.
M-15 PLACE ALL MASONRY IN RUNNING BOND WITH 318" 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 HEIGHT OF MASONRY 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'-O" OC MAXIMUM WITH A 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
587 WEST EAU GALLIE BLVD
SUITE 201
MELBOURNE, FL 32935
P: 321.600.0672 OR 321.574.2702
www.mkstructural.com
Certificate of Authorization#:
CA 27800
project number
I
MK 19-197
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FLORIDA
issued for dale
PERMIT SET 09/11 /2019
This document is the roper of MK Structural Engineering.
P P N
MK Structural Engineering retains all rights therein, including '
copyrights. It is not to be reproduced or copied in whole or in
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returned upon request. It may only be used in a manner
consistent with MK Structural Engineering's rights while MK
Structural Engineering is providing services for the specific
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express written agreement of, and compensation to, MK:
Structural Engineering.. Unauthorized use will be prosecuted
pursuant to the copyright laws.
scale
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Registered Engineer: Michael A. Kalalian
Registered Engineer License: PE 60133
sheet number
drawn by: MAK checked by: MAK
by MK Structural Engineering, LUC all rights reserved.
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' :OWNER -
B" MASONRY WALL,
8"'U' BLOCK REINFORCED WITH
I O C WI H #5@32" O.C.
8'U' BLOCK.
REINFORCED WITH #5'
CONT.
8" MASONRY WALL
REINF. W/ (4) #6
VERTICAL, SEE PLAN
RE NF R ED T
#5 CONT. . , FOUNDATION EDGE
STEEL TROWELED MARBELITE w
8" MASONRY WALL, a - WITH NO EQUIP. PAD
IBLE REINFORCED WITH FINISH - ONE COAT SYSTEM
8" MASONRY WALL,
REINFORCED WITH #5@48" O.C. 4" CONCRETE SLAB, REINFORCED a m 4" CONCRETE EQUIP. Lu a
#5@48".O.C. WITH 6x6 W2.9xW2.9 WWF g PAD FINAL GRADE � o
am
<
PLAN AND PLUMBING LAYOUT
THICKENED EDGE °
SCAL .1/4"=1'-0" FOOTING WITH (2) #5
BARS CONTINUOUS. 2'-0" THICKENED EDGE ° 4 . CONCRETE COLUMN PAD
FOOTING WITH{3) #5 REINF. W/ (4)#5 EA. WAY scale
BARS CONTINUOUS. 4, 0„x4, 0„ BOTTOM
AFOUNDATION PLAN AT POOL
AREA
eC COLU
MN SECTION
sheet title
SCALE 1/2'=_W-0"
SCALE 1/2"=7'-0"
2'_8,
16,-4"
Z_8"
0
a
IT
o
0
0 01EII
lElla
o
I
Fill
till 1
11711d
Ell
0
21 -8".
I
A
FOUNDATION PLAN
issued for date
PERMITSET 09/11/2019
This document is the property of MK Structural Engineering.
MK Structural Engineering retains all rights therein, including
copyrights. It is not to be reproduced or copied in whole or in
part. It is not to be used on any other project and is to be
returned upon request. It may only be used in a manner
consistent with MK Structural Engineering's rights while MK
Structural Engineering is providing services for the specific
project Identified or referred to herein or extensions thereto. it
may not be used for any other purpose except with the
express written agreement of, and compensation to, MK
Structural Engineering. Unauthorized use will be prosecuted
pursuant to the copyright laws.
item
description
I evisions
date
11111111103M
OCRs;ziannam
STRIP FOOTING
REINFORCING CONT. OUTSIDE CORNER BARS SAME SIZE & seal/Signature
LAP SPLICE THROUGH PADS NO. AS HORIZONTAL REINFORCING.
2"X4" KEYWAY
° LAP SPLICE
a4 �\
g aLU 0,
77
3
d KA
m LIES 13e
a d GATE S 1 201p
°a TYPICAL HORIZONTAL g i®•, STATE OF �/
REINFORCING i
- PAD REINFORCING 4 • 8. 'ii2 °°•ORIDP•.•°• • `���
•�' a ' • �1/11n11\\\\
PLAN AT PAD 1
° TYPICAL HORIZONTAL -4a.. : Registered Engineer:: Michael A. Kalajian
REINFORCING Registered Engineer License: PE 60133
sheet number
INTERSECTIONS CORNERS S41
D
TYP. HORIZONTAL REINF-CONCRETI__ BEAMS AND FOOTINGS
SCALE 1/4"=1'-0" - SCALE 3/4'=1'-O" drawn by: MAK checked by: MAK
- by MKStructural Engineering, LLC.all rlghtsreserved.
WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24' x 36'