HomeMy WebLinkAboutnew plansSTRUCTURAL-GENERAL NOTES:
DESIGN CRITERIA AND LOADS
1.WIND DESIGN:
WIND SPEED (MPH) V(ADJ)=127 V(ULT)=160
RISK CATEGORY II
EXPOSURE CATEGORY D
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.55
TOPOGRAPHIC FACTOR KZT =1.0
2.DESIGN LIVE LOADS:
a.ROOF LIVE LOAD 20 PSF
3.DESIGN DEAD LOADS :
a.ROOF DEAD LOADS 17 PSF
4.CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY ARCHITECTURAL,
MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT
DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS
(ARCHITECTURAL/ STRUCTURAL/ MECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS).
PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL
UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED-UP STRUCTURAL
PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE
ENGINEER FOR REVIEW PRIOR TO INSTALLATION.
GENERAL REQUIREMENTS
1.THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING
CODE (FBC)", SIXTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND
MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ).
2.WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE
STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A
CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE
STANDARD.
3.REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS
FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS,
SLOPES, DOOR AND WINDOW OPENINGS, NON-BEARING WALLS, STAIRS, FINISHES, DRAINS,
WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS,
AND OTHER NONSTRUCTURAL ITEMS.
4.THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND
ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF
OCCUPATIONAL SAFETY AND HEALTH).
5.THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND
EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK.
ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS.
6.PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND
DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.
7.ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS
MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ENGINEER FOR
REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL
DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS
SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL
EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER.
8.ALL STANDARD NOTES AND DETAILS CONTAINED HEREIN ARE TYPICAL UNLESS NOTED
OTHERWISE.
CONTRACTOR'S COORDINATION
1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE
WORK WITH ENGINEER AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL
QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES
OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER.
2.DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE
WORK.
3.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS
BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK.
STRUCTURAL CERTIFICATION
1.I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION
OF THE FLORIDA BUILDING CODE SIXTH EDITION.
2.I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE
ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC AND
CHAPTER 3 IN THE FBC-RESIDENTIAL.
FOUNDATION AND SLABS ON GRADE
1.FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING
PRESSURE OF 1,500 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING
PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT.
2.THE ARCHITECT /ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION
THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR
CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO
ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND
REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE
PARTICULAR TIMES THEY WERE TAKEN.
3.REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN:
a.MINIMUM DEPTH BELOW FINISHED GRADE......................1'-0"
b.MAXIMUM ALLOWABLE BEARING CAPACITY.....................1,500 PSF
c.MODULUS OF SUBGRADE REACTION.............................. 200 PCI
d.PASSIVE LATERAL PRESSURE........................................... 250 PSF
e.ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF
f.ACTIVE LATERAL PRESSURE (RESTRAINED)……………35 PSF
g.COEFFICIENT OF SLIDING FRICTION………………………0.4
4.ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL
BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE
MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND
STRUCTURES.
5.SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE
AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT
NOT LESS THAN 1.2 LBS/CY
6.WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE
SUPPORTED ON SLAB CHAIRS SPACED AT 3' -0 O.C.. MAXIMUM.
7.THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM
COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM.
THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES.
CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).
ITEM OF STRENGTH AGG SLUMP WATER/CEMENT
CONSTRUCTION (PSI) (IN) (IN) (LB/LB)
FOUNDATION / SLAB ON GRADE 2,500 3/4 4-6 0.50
8.REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH
COMPACTED, MOISTURE-TREATED, NON-EXPANSIVE FILL MATERIAL. FILL AREA SHALL
EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT.
9.FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION,
ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR
OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS.
10.SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE
ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12
INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95
PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557.
11.SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON
GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS.
12.FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED
STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS
SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE
SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL.
13.PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS
OTHERWISE NOTED ON PLANS).
14.COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON
FILL SHALL BE ISOLATED BY PRE-MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM
D1752, TYPE 1.
15.TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL
CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS
APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE
THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH
GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING
OFFICIAL.
AB - ANCHOR BOLT
AFF - ABOVE FINISHED FLOOR
AHJ - AUTHORITY HAVING JURISDICTION
ALT - ALTERNATE
APPROX - APPROXIMATELY
ARCH - ARCHITECT
BOTT - BOTTOM
BRG - BEARING
CCCL - COASTAL CONST. CONTROL LINE
CFS - COLD FORMED STEEL
CMU - CONCRETE MASONRY UNIT
COL - COLUMN
CONC - CONCRETE
CONT - CONTINUOUS
D&E - DRILLED AND EPOXY
DBL - DOUBLE
DIA - DIAMETER
DIM - DIMENSION
DN - DOWN
EA - EACH
ELEV - ELEVATION/ELEVATOR
ENGR - ENGINEER
EW - EACH WAY
E - EXISTING
EXP - EXPANSION
EXT - EXTERIOR
FBC - FLORIDA BUILDING CODE
FF - FINISH FLOOR
FND - FOUNDATION
FT - FEET/FOOT
FTG - FOOTING
ABBREVIATIONS
HORIZ - HORIZONTAL
IN - INCH/INCHES
INT - INTERIOR
MAS - MASONRY
MAX - MAXIMUM
MFR - MANUFACTURER
MIN - MINIMUM
MISC - MISCELLANEOUS
MPH - MILES PER HOUR
N - NEW
NTS - NOT TO SCALE
OC - ON CENTER
PSF - POUNDS PER SQUARE FOOT
PT - PRESSURE TREATED
REV - REVISION/REVISED
SPECS - SPECIFICATIONS
SCHED - SCHEDULE
SYP - SOUTHERN YELLOW PINE
TYP - TYPICAL
UNO - UNLESS NOTED OTHERWISE
VERT - VERTICAL
VIF - VERIFY IN FIELD
W/- WITH
W/O - WITHOUT
WRB -WEATHER RESISTANT BARRIER
WWF - WELDED WIRE FABRIC
WWM - WELDED WIRE MESH
#5 - STEEL REINFORCING BAR (REBAR) #5 (5/8")
NOTE: THE ENGINEER HAS REVIEWED THE ABOVE COMPONENTS OR CLADDING AND HAS APPROVED THEIR USE IN THIS STRUCTURE. THESE PRODUCTS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY
CURRENT CODE PROVISIONS.
PRODUCT APPROVAL AFFIDAVIT FORM
CATEGORY / SUBCATEGORY APPROVAL
NUMBER(S)MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES
(+PSF)(-PSF)
PRODUCT DESIGN PRESSURES
(+PSF)(-PSF)
A. ROOFING PRODUCTS
1. METAL ROOF FL# 11651.13
2. UNDERLAYMENT FL# 5259-R28 N/A
GULF COAST SUPPLY
& MANUFACTURING, LLC.26 Ga. 5V CRIMP
POLY GLASS USA, INC.POLYGLASS ROOF
UNDERLAYMENTS N/A
PER SCHEDULE -131
PER TABLE "A"
16.CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
a.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3”
b.EXPOSED TO EARTH OR WEATHER:
NO.5 AND SMALLER BARS 1 1/2”
NO. 6 AND LARGER BARS 2”
17.NON-EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12
INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY
(ASTM D 1557).
18.AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION.
19.GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND
BRACING OF EXCAVATIONS.
20.GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR
BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE
BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER-STRUCTURE.
SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE
CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE.
21.LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3.
22.IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED
CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER.
CONCRETE MASONRY
1.CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING
CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR
MASONRY STRUCTURES ACI 530 / ASCE 6 (LATEST EDITION).
2.ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 6 STANDARDS, LATEST EDITION.
3.MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE
TIME OF PLACEMENT.
4.BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION
SPECIFICATION "CM-1" .
5.MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT
EXCEED .04%.
6.CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE
II. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVE
A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS
SECTIONAL AREA.
7.TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE
MASONRY UNITS".
8.USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF
3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX.
AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE
STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX
CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED
ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR.
9.GROUT FOR POURING SHALL BE A FLUID CONSISTENCY.
10.USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO
NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY
MIXED.
11.REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND
GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT.
12.REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL
SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON
DRAWINGS. EPOXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN
THOSE SPECIFIED ABOVE.
13.USE PRESSURE-TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY.
14.DO NOT STACK MASONRY UNITS MORE THAN 2' -8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM
SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER.
15.ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS
NOTED OTHERWISE.
16.HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION
WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL
MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR
TRUSS.
17.INTERSECTING WALLS SHALL BE INTERLOCKED WITH RUNNING BOND.
18.18 GAUGE DOVETAIL ANCHORS (5~8" LONG) AND INSERTS SHALL BE USED EVERY 2ND
BLOCK COURSE AT BLOCK-COLUMN INTERSECTIONS.
19.WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES,
CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE.PROVIDE VERTICAL
SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING
10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE
PLACEMENT OF THE VERTICAL REINFORCING.
20.VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO
MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS
THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES.
21.REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR
1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE
EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE
OBSERVED.
22.FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED TO FACILITATE
CONSTRUCTION.
23.ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN
EMBEDMENT OF 6" MIN.
24.USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN
THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT.
25.ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED.
26.CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN
EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT.
ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED
FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE
GROUTING, AFTER INSPECTION.
27.GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM
HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR
VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY
IS LOST.
28.WHEN TOTAL GROUT POUR EXCEEDS 8 FEET IN HEIGHT, THE GROUT SHALL BE PLACED IN
FOUR FOOT LIFTS WITH NOT LESS THAN 30 MINUTES NOR MORE THAN ONE HOUR
BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING
NEXT.
29.WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL
CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS
THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.
30.UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND
RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE
LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT
31.CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY UNITS ARE LAID.
MASONRY DIRECTLY ABOVE CHASES OR RECESSES WIDER THAN 12 INCHES SHALL BE
SUPPORTED ON PRECAST GROUTED LINTELS.
32.PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS
NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTELS GROUTED SOLID AND SHALL
HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING
SHALL BE 8".
33.FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SHALL BE GIVEN A MINIMUM 72
HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING
OPERATION.
34.LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6' -6" CLEAR. THESE MAY BE PRE
CAST OR CAST IN PLACE. THE LATTER SHALL BE 8" X 12" MINIMUM WITH 2 # 5 TOP AND
BOTTOM, #3 TIES AT 12" AND SHALL BEAR 8” AT EACH SIDE OF OPENINGS.
35.ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE 8" X 12" MIN. WITH 2#5
LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES AT 24". AT CORNERS USE 2#5 TOP
AND BOTTOM CORNERS BARS WITH 30" LEGS AND 4 #3 TIES AT 12" EACH SIDE.
36.ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE 8"X12" MIN. WITH 4 #5
VERTICAL BARS AND # 3 TIES AT 12" O.C.
TIMBER AND PRE-ENGINEERED WOOD TRUSSES
TIMBER AND PRE-ENGINEERED WOOD TRUSSES
1.ALL LUMBER SHALL MEET THE STANDARD OF QUALITY AS STATED IN FBC 2303.
2.ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER CODE OR DRAWINGS
SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTION AGENCY WHICH HAS BEEN
APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF
THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR
EQUIVALENT.
3.ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS
SPECIFICALLY INDICATED AS NET SIZE.
4.WOOD IN CONTACT WITH THE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY
DURABLE OR PRESERVATIVE-TREATED WOOD.
5.WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE NATURALLY DURABLE OR
PRESERVATIVE-TREATED WOOD.
6.SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN
THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL
INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & LL AND DL & WL) AND
ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF
TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD
UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE.
7.TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR
OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R.
ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (E.G. HVAC
EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT
THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING.
8.BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE
PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS
DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE
BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO
THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION
OF STUD AS A CUT OR NOTCH.
9.DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR
BOTH GRAVITY AND UPLIFT CONDITIONS.
10.ROOF PLYWOOD SHALL BE SPAN RATED STRUCTURAL SHEATHING, ATTACHED TO ROOF
FRAMING WITH GALVANIZED RINGSHANK NAILS PER DRAWINGS. PROVIDE 1/8" SPACING AT
PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED.
11.PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS
TO TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS
MANUFACTURER.
12.ALL WOOD TRUSS TO MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER.
13.CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR
SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN ON PLANS.
14.ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR
COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS
UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD.
15.ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER.
SCOPE OF WORK:
1.ADD NEW SLAB AND ADDITION PER PLAN.
2.ADD FILLED CELLS TO EXISTING WALLS PER DETAIL.
3.ADD NEW WALLS PER PLAN.
4.ADD NEW TRUSSES PER PLAN & OVER FRAMING DETAIL.
5.NEW ROOFING TO BE INSTALLED PER PRODUCT APPROVAL.
LOCATION PLAN
SCALE: 3/32" = 1'-0"
(E) GARAGE
(E) OPEN PORCH
(E) HOUSE
PROPOSED
ADDITION
(E) PATIO
AREA OF WORK
4'-0"2'-0"4'-0"2'-6"2'-0"4'-0"Rodolfo Villamizar, State of Florida
Professional Engineer, License No. 61000
This item has been digitally signed and sealed by
Rodolfo Villamizar, P.E. on the date adjacent to the
seal using a SHA authentication code.
Printed copies of this document are not considered
signed and sealed and the SHA authentication code
must be verified on any electronic copies.20-0128SHEET
OF AS NOTED123456DATE:
20-0128
3HEERMANCE RESIDENCE122 Queen Catherina CourtRVAERRK20-01281835 - 20TH STREETVERO BEACH, FL 32960PH. (772) 569-0035FX. (772) 778-36177MAR 2020RODOLFO VILLAMIZAR
FL. P.E.#61000 FT. PIERCEFLORIDAMELBOURNE, FL - PH (321) 253-1510FT. PIERCE, FL - PH (772) 468-9055MOIA BOWLES VILLAMIZAR & ASSOCIATESCONSULTING ENGINEERING CA #3728REVISIONSDATE06-16-202010-13-2020ODOLFVLIL
No. 61000
STATE OF
ROFL ADI RF
O
RP
ISSE
ANO INEEE N GL
ENSECILROAM
Z
I
A
R
PERMIT SETBLDG DEPT COMMENTS10-09-20LOCATION PLAN, ANDSTRUCTURAL NOTESS1
1
(E) HOUSE(N) GARBAGE AREA
PROPOSED FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
6" THICK 3,000 PSI CONC. SLAB
W/ #4 @ 18" O.C. E.W. ON TREATED
COMPACTED SOIL
S.O.G.
EXISTING CMU WALL
FILLED CELL W/ #5 VERT. 30" LAP SPLICE TYP.
S.O.G.
F-1
F-1F-1F-13
8"
24'-1"
A
15'-0"8"1'-4"6'-10"6'-2"15'-0"1'-4"1'-4"8"5'-10"5'-10"B
C
D 8"8"6'-1"6'-4"(E) LOW WALL
TO REMAIN
VERIFY IN FIELD OR
INSTALL PER DETAIL
SEE WALL ANCHOR
DETAIL, TYP.
VERIFY IN FIELD OR
INSTALL PER DETAIL
SEE WALL ANCHOR
DETAIL, TYP.
SEE WALL ANCHOR
DETAIL, TYP.
VERIFY IN FIELD OR
INSTALL PER DETAIL
41
7'-6"7'-9"7'-6"8"3'-0"
2
7'-7"
10'-7"
(N) PATIO
SEE LINTEL TO
(E) COLUMN DETAIL
4"
F-1 F-1
FOUNDATION SCHEDULE
MARK
F-1
W x D x L REINFORCEMENT
(2) #5 BARS CONT. W/ #4
TIES @ 18" O.C.
NOTES
18" X 16" X CONT.
NORTH ELEVATION
SCALE: 1/4" = 1'-0"
12
4
ELEV: 0'-0"
FINISHED FLOOR
ELEV: 8'-6"
TOP OF (N) BEAM
ELEV: 8'-0"
TOP OF (E) WALL
(N) METAL ROOF
(E) STUCCO
FINISH(N) STUCCO
FINISH
5'-10"1'-4"
15'-0"
8"5'-10"1'-4"8"8"6'-1"6'-4"
2'-6"
O/H
4'-0"
O/H
(N) CHIMNEY
EAST ELEVATION
SCALE: 1/4" = 1'-0"
12
4
ELEV: 8'-0"
TOP OF (E) WALL
ELEV: 0'-0"
FINISHED FLOOR
ELEV: 8'-6"
TOP OF (N) BEAM
(N) METAL ROOF
(N) CHIMNEY
(N) STUCCO
FINISH (N) STUCCO
FINISH
(E) STUCCO
FINISH(E) STUCCO
FINISH
6'-6"1'-4"
24'-1"
8"7'-1"8"6'-6"1'-4"1'-4"6'-3"3'-0"
4'-0" O/H 4'-0" O/H
SOUTH ELEVATION
SCALE: 1/4" = 1'-0"
12
4
ELEV: 0'-0"
FINISHED FLOOR
ELEV: 8'-6"
TOP OF (N) BEAM
ELEV: 8'-0"
TOP OF (E) WALL
(N) CHIMNEY
(N) METAL ROOF
(N) STUCCO
FINISH
(E) STUCCO
FINISH
(E) STUCCO
FINISH 5'-10"1'-4"
15'-0"
8"5'-10"1'-4"
2'-6"
O/H
#5 BAR VERT IN
GROUTED CELL
NEW
EXIST CMU WALL
EXISTING
WALL ANCHOR DETAIL
SCALE: 3/4" = 1'-0"
#3 x 1'-0" DOWEL
W/ STD. HOOK @ 16" O.C.
VERT. IN MORTAR JOINTS, EPOXY
ANCHOR 5" INTO EXISTING CMU
VERIFY EXISTING FILLED CELL
OR SAWCUT & REMOVE CMU FACE
AND GROUT MONOLITHICALLY
W/ NEW CELL
TYPICAL FOOTING INTERSECTION DETAIL
SCALE: 3/4" = 1'-0"
CORNER
PLAN AT PAD
PERPENDICULAR
SCALE: 3/4" = 1'-0"
LINTEL DESIGNATION TYPICAL COLUMN TO FOUNDATION SECTION
SCALE: 1/2" = 1'-0"
FILLED CELL ON EXISTING WALL DETAIL
SCALE: 1/2" = 1'-0"
Rodolfo Villamizar, State of Florida
Professional Engineer, License No. 61000
This item has been digitally signed and sealed by
Rodolfo Villamizar, P.E. on the date adjacent to the
seal using a SHA authentication code.
Printed copies of this document are not considered
signed and sealed and the SHA authentication code
must be verified on any electronic copies.20-0128SHEET
OF AS NOTED123456DATE:
20-0128
3HEERMANCE RESIDENCE122 Queen Catherina CourtRVAERRK20-01281835 - 20TH STREETVERO BEACH, FL 32960PH. (772) 569-0035FX. (772) 778-36177MAR 2020RODOLFO VILLAMIZAR
FL. P.E.#61000 FT. PIERCEFLORIDAMELBOURNE, FL - PH (321) 253-1510FT. PIERCE, FL - PH (772) 468-9055MOIA BOWLES VILLAMIZAR & ASSOCIATESCONSULTING ENGINEERING CA #3728REVISIONSDATE06-16-202010-13-2020ODOLFVLIL
No. 61000
STATE OF
ROFL ADI RF
O
RP
ISSE
ANO INEEE N GL
ENSECILROAM
Z
I
A
R
PERMIT SETBLDG DEPT COMMENTS10-09-20PROPOSED FOUNDATIONPLAN, AND ELEVATIONSS2
1
1
BUILDING
ROOF SHEATHING FASTENING SCHEDULE WITH 19/32" PLYWOOD
SPACING REQUIRED FOR 8d GALV. RINGSHANK NAILS
ZONE 1 ZONE 2 ZONE 3
ENCLOSED
DESIGN PRESSURE
ALLOWABLE
DESIGN PRESSURE
ULTIMATE
* a = 4.0 FEET EDGE DISTANCE
6" O.C. @ EDGES
6" O.C. @ FIELD
3" O.C. @ EDGES
6" O.C. @ FIELD
-36 PSF
-60 PSF
3" O.C. @ EDGES
3" O.C. @ FIELD
-83 PSF
-137 PSF
-113 PSF
-188 PSF
PROPOSED FRAMING PLAN
SCALE: 1/4" = 1'-0"
3
A
B
41
BM-1BM-1 BM-1
BM-1BM-1BM-1BM-1(E) ROOF
P.E. TRUSSES @ 24" O.C. TYP.
OVERFRAMING
OVER (E) ROOF
PER DETAIL
ROOF SHEATHING
PER FASTENING SCHEDULE
BM-1
BM-1AA
4'-0"
4'-0"2'-6"2'-0"
C
SEE WALL STEP UP DETAIL
D
ROOF ZONES
SCALE: 1/8" = 1'-0"
3 2
2
2 2
2
1
1
22
2
2
4.0 FTa =
ENCLOSED
3
22
3
2
2
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
22
2
2
2
2
2
2
3
3
3
3
BEAM/LINTEL SCHEDULE
MARK REINFORCEMENT / CONNECTIONTYPE NOTES
BM-1 8F20 CMU LINTEL(1) #7 BAR @ TOP
& (1) #5 BAR @ BOTTOM
NOTES:
1.PROVIDE TRUSS CONNECTOR AT ENDS OF ALL TRUSSES.
2.TRUSSES WITH MULTIPLE STRAPS, CONNECTORS SHALL BE STAGGERED EACH SIDE OF TRUSS TO AVOID SPLITTING MEMBER.
3.TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT ARE MODEL No.'S OF "SIMPSON STRONG-TIE", CONTRACTOR MAY SUBSTITUTE EQUAL
STRAPS FROM ANOTHER MANUFACTURER.
4.TRUSS TO TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER.
5.PROVIDE TRUSS CONNECTORS IN ACCORDANCE WITH TRUSS LAYOUT FROM TRUSS MANUFACTURER.
6.STRAPS WERE SIZED TO SAFELY RESIST THE WIND REACTIONS SHOWN IN THE PRE-ENGINEERED TRUSS PROFILE AND PLACEMENT PLAN DWGS.
CONNECTOR SCHEDULE
TRUSS STRAP UP. MAX (LBS)FASTENERS NOTES
MASONRY WALL
TYPICAL HETA 20 1,810 (14) 10d x 11
2" TO TRUSS
SP1 555 PER FIREPLACE DETAIL(6) 10d x 3" TO STUD
& (4) 10d x 3" TO PLATE
VGT 4,940 (16) 1
4" x 3" SDS TO GIRDER
& (1) 5
8" ANCHOR W/ 3" MIN. EMBED.A
VTCR 370
(4) 10d TO SUPPORTING FRAMING
&(6) 10d x 11
2" TO TRUSS/RAFTER
PER OVERFRAMING DETAIL
MTS16 990 (14) 10d x 11
2"PER FIREPLACE DETAIL
ELEVATION OF A TYPICAL MASONRY WALL
SCALE: 1/2" = 1'-0"
TYPICAL MASONRY ARCH OPENING
SCALE: 1/2" = 1'-0"
SCALE: 1/2" = 1'-0"
OVERFRAMING TRUSSES DETAIL
EXISTING
CMU WALL
TO TOP CHORD OF (E) TRUSSES PROVIDE ONE
2x6 P.T. W/ (2) 1/4"x4" LAG SCREWS SPACED @ 16" O.C.
@ VALLEYS AND EVERY 4'-O" MAX.
AND @ 8' O.C. MAX.
VTCR AT EA END
@ 24" O.C. MAX.
OVERFRAME TRUSSES METAL FLASHING2x4 P.T. @ 24" O.C. MAX.
STRUCTURAL SHEATHING
PER SCHEDULE
ROOF PER FLORIDA
PRODUCT APPROVAL
FIREPLACE DETAIL
SCALE: 3/4" = 1'-0"
SIMPSON SP1
@ EA. STUD
STRUCTURAL SHEATHING
TYPICAL ALL SIDES
MTS16 @ EA/ CORNER
CONNECT TO TOP CHORD
GALV. FLASHING
TRUSS
PER PLAN
2x4's @ 16" O.C.
2x4 BLOCKING
(3) 10d NAILS AS SHOWN TYP.
STORM COLLAR
GALV. FLASHING
(E) ROOF RAFTER - TO REMAIN
2x6 P.T. ABOVE
2x4 P.T. TOP PLATE, TYP.
P.E. WOOD TRUSSES
@ 24" O.C.
CHIMNEY PIPE
TERMINATION CAP
P.E. TRUSSES
@ 24" O.C.
STRUCTURAL SHEATHING
PER SCHEDULE
ROOF PER FLORIDA
PRODUCT APPROVAL
STRAP
PER SCHEDULE
FASCIA/DRIP EDGE
TO MATCH SOFFIT
1/2" CDX PLYWOOD SOFFIT
W/ 8d RINGSHANK NAILS @ 6" O.C.
WALL STEP UP DETAIL
SCALE: 1/2" = 1'-0"
(E) 2x10's
(E) CMU WALL
(N) 1
2" THREADED ROD
@ 12" O.C. MAX. THRU
(2) 2x6 P.T. OVER (E) 2x10's & 6" MIN.
EPOXY INTO (E) CMU WALL
ELEV: 9'-0"
ELEV: 8'-0"
Rodolfo Villamizar, State of Florida
Professional Engineer, License No. 61000
This item has been digitally signed and sealed by
Rodolfo Villamizar, P.E. on the date adjacent to the
seal using a SHA authentication code.
Printed copies of this document are not considered
signed and sealed and the SHA authentication code
must be verified on any electronic copies.20-0128SHEET
OF AS NOTED123456DATE:
20-0128
3HEERMANCE RESIDENCE122 Queen Catherina CourtRVAERRK20-01281835 - 20TH STREETVERO BEACH, FL 32960PH. (772) 569-0035FX. (772) 778-36177MAR 2020RODOLFO VILLAMIZAR
FL. P.E.#61000 FT. PIERCEFLORIDAMELBOURNE, FL - PH (321) 253-1510FT. PIERCE, FL - PH (772) 468-9055MOIA BOWLES VILLAMIZAR & ASSOCIATESCONSULTING ENGINEERING CA #3728REVISIONSDATE06-16-202010-13-2020ODOLFVLIL
No. 61000
STATE OF
ROFL ADI RF
O
RP
ISSE
ANO INEEE N GL
ENSECILROAM
Z
I
A
R
PERMIT SETBLDG DEPT COMMENTS10-09-20PROPOSED FRAMING PLAN,ROOF ZONES,AND ELEVATIONSS3
1
1
1