07-685-0251.0 GENERAL
A. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN
ACCORDANCE WITH THE FLORIDA 2004
BUILDING CODE AND THE LATEST ACI, ASTM, AND AISC
SPECIFICATIONS AND RECOMMENDED PRACTICE
B. CONTRACTOR SHALL FINALIZE HIS COST ESTIMATE
FROM PLANS THAT ARE FULLY APPROVED BY BUILDING
DEPARTMENT. FINAL ESTIMATE SHALL HAVE ALLOWANCE FOR
ALL REQUEST MADE BY BUILDING DEPARTMENT OFFICIALS.
2.01 FOUNDATIONS:
A. FOUNDATIONS HAVE BEEN PROPORTIONED WITH
A BEARING CAPACITY OF 2000 PSF.
3.01 CONCRETE:
A. CAST IN PLACE CONCRETE SHALL BE A MIX DESIGN IN
ACCORDANCE WITH ACI — 318 TO ACHIEVE THE SPECIFIED
COMPRESSIVE STRENGTH OF 3000 PSI.
4.0 MASONRY:
A. LOAD — BEARING MASONRY ( NON— REINFORCED ) SHALL CONFORM TO
ASTM C90 "HOLLOW LOAD— BEARING CONCRETE MASONRY UNITS ",
AND HAVE A COMPRESSIVE PRISM STRENGTH Frm OF 1500 PSI. ALL
LOAD— BEARING MASONRY SHALL BE PLACED PRIOR TO THE
CONCRETE PLACEMENT OF COLUMNS OR BEAMS.
B. MORTAR SHALL COMPLY WITH THE PROPERTIES AND PROPORTIONS
OF ASTM C270 EXCEPT THAT SLAG CEMENTS SHALL NOT BE
USED. MORTAR SHALL BE TYPE M. MINIMUM COMPRESSIVE
STRENGTH ® 28 DAYS OF 2500 PSI. MINIMUM MIXING TIME FIVE
MINUTES AFTER ALL INGREDIENTS ARE ADDED.
C. ALL EXTERIOR MASONRY WALLS SHALL BE REINFORCED WITH
"DURO —O— WALL" LADDER TYPE, STANDARD No. 9 MASONRY
REINFORCEMENT OR A/E APPROVED EQUIVALENT AT EVERY OTHER
BLOCK COURSE
D. REIFORCED MASONRY CELLS SHALL BE FILLED WITH
PEAROCK CONCRETE MIX OF Frc= 2500 PSI AND A 10" SLUMP
POUR MASONRY CELLS PRIOR TO SLAB OR BEAM POUR
SEE PLANS FOR REINFORCE MASONRY REQUIREMENTS
5.0 PLYWOOD ROOF SHEATHING:
a. SHEATHING SHALL BE C —D EXTERIOR SHEATHING, PANNEL INDEX
32/16 MIN., RATED FOR EXPOSURE 1; MIN THICKNESS 19/32 ".
b. INSTALL SHEATHING CONTINUOUS OVER TWO OR MORE SPANS
WITH FACE GRAIN PERPENDICULAR TO SUPPORT.
C. NAIL SHEATHING TO SUPPORT WITH Bd NAILS SPACED AT
4" O.0 AT PANNEL EDGES AND 8" O.C. NTERMEDIATE SUPPORTS
AND 10d NAILS O 4" O.C. AT GABLE ENDS
EXISTING
WALL
ROOF TIE
kM
6.0
TIMBER:
A. ALL TIMBER DESIGN AND FABRICATION SHALL CONFORM WITH THE
APPICABLE PROVISIONS OF THE NATIONAL DESIGN SPECIFICATIONS
FOR WOOD CONSTRUCTION, PUBLISHED BY THE NATIONAL FOREST
PRODUCTS ASSOCIATION, AND THE DESIGN SPECIFICATIONS FOR
METAL PLATE CONNECTED WOOD TRUSSES, PUBLISHED BY THE
TRUSS PLATE INSTITUTE.
B. SUBMIT SHOP DRAWINGS FOR ALL WOOD STRUCTURAL MEMBERS AND
CONNECTIONS TO THE ENGINEER FOR REVIEW PRIOR TO
FABRICATION.
C. ALL TIMBER SIZES, CONNECTORS, FRAMING PLANS NOT SHOWN ON
STRUCTURAL DRAWINGS SHALL BE PROVIDED BY THE FABRICATOR
AND DETAILED ON HIS SHOP DRAWINGS.
D. ALL MATERIALS AND AND CONNECTIONS ARE SUBJECT TO THE
APPROVAL OF THE STRUCTURAL ENGINEER.
E. ALLOWABLE UNIT STRESSES
LUMBER USED FOR JOIST RAFTERS, TRUSSES, COLUMNS k BEAMS
SHALL BE OF NO LESS STRENGTH OF 1 2 GRADE SOUTHERN PINE
LUMBER USED FOR EXTERIOR OR INTERIOR BEARING WALLS
SHALL BE OF NO LESS STRENGTH OF STUD GRADE OF SOUTHERN PINE.
F. BRACING.
a ALL TRUSSES AND WOOD FRAMING MUST BE SECURELY
BRACED BOTH DURING ERECTION AND AFTER PERMANENT
INSTALLATION IN ACCORDANCE WITH "BRACING WOOD
TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT -76)
AS PUBLISHED BY TRUSS PLATE INSTITUTE.
b ERECTION BRACING SHALL HOLD TRUSSES STRAIGHT, PLUMB
AND IN A SAFE CONDITION UNTIL DECKING AND PERMANENT
TRUSS BRACING HAS BEEN FASTENED FORMING A
STRUCTURALLY SOUND ROOF FRAMING SYSTEM. ALL
ERECTION AND PERMANENT BRACING SHALL BE INSTALLED
AND ALL TRUSSES PERMANENTLY FASTENED BEFORE
APPLICATION OF ANY LOADS TO THE WOOD FRAMING SYSTEM.
c ALL BRACING REQUIREMENTS ALONG WITH PERMANENT
STRUCTURAL CROSS BRACING TO ENSURE OVERALL RIGIDITY
OF THE ROOF SYSTEM SHALL BE IN ACCORDANCE WITH THE
WOOD ROOF TRUSS DESIGNERS PLANS.
d. SAFE ERECTION OF TRUSSES IS THE RESPONSIBILITY OF THE
BUILDING CONTRACTOR.
# 5 x 3' DOWELL DRILLED
IN 3/4" X 6" EPDXY FILLED HOLE
HILTI " HIT HY 150 "
REINFORCE END CELLS WITH
1 # 5 IN CONC. PEA -ROCK
F'c =2500 PSI
DRILL # 5 X 3' DOWEL
6" INTO EXIST FTG.
IN A 1" DIA. HOLE
FILLED WITH EPDXY.
HILTI " HIT HY 150 "
XIST FTG.
NOTE: BREAK MASONRY AS REQD
TO PLACE REINF. & CONC.
PATCH ALL DAMAGED AREAS
WITH GROUT MIX.
SECTION NEW WALL REINFORCINGON EXISTING WALL
EXIST.
BEAM
CONNECTION:
TO EXISTING
2 #6x4'DRILL
• IN 1" DIA. x 8" EPDXY
FILLED HOLE
e
NEW BEAM
NEW BEAM
BEAM
EXIST. 2 # 5 DRILLED
FTG IN 3/4" X 6" EPDXY
FILLED HOLE
NEW FTG.
CONNECTION: NEW FTG.
TO EXISTING FTG.
NEW WALL
#4016"
IN GROUT
FILLED CELL
SAW CUT WALL
AT EXTERIOR SIDE
WALL FOOTING
SEE PLAN
SHORING NOTES cm C82
1. EXTREME CARE MUST BE USED DURING ALL DEMOLITION, EXCAVATION
AND NEW FOUNDATION WORK AS REQUIRED FOR MAINTAINING
THE EXISTING STRUCTURE STABLE AND PREVENTING UNDERMINING
OF THE EXISTING FOUNDATION
2. EXISTING STRUCTURE, AROUND THE WORK AREA SHALL
BE SHORED UP TO THE ADJACENT BAY PRIOR TO COMMENCING ANY WORK
3. CONTRACTOR IS RESPONSIBLE FOR ALL ASPECTS OF SAFETY
SEQUENCING OF WORK, METHODS OF CONSTRUCTION AND THE DESIGN
OF THE SHORING SYSTEM USED TO SUPPORT THE EXISTING
STRUCTURE DURING ALL DEMOLITION AS REQUIRED TO PREVENT
OVERLOADING OF THE EXISTING STRUCTURE.
4. IN THE EVENT OF A CONFLICT BETWEEN THE EXISTING CONDITIONS
AND THE CONSTRUCTION DOCUMENTS ( PLANS )
NOTIFY THE ENGINEER IMMEDIATELY. A REDESIGN WILL BE ISSUED
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT
THE ASBUILT CONDITIONS ARE IN ACCORDANCE WITH THE STRUCTURAL PLANS
WALL FTG. REINF.
AS NOTED ON PLAN
1 # 5 X 6' WITH
90 BENT FOR EACH L
REBAR IN WALL FTG.
PLAN: CORNER REINFORCING FOR WALL FOOTINGS
2 -2x6 CONT.
USP SPTH 6 STUD
PLATE TIE WITH
10- 10d NAILS
2X6 0 16" STUD
WALL. SEE PLAN
TOP PLATE ANCHOR
BASE PLATE ANCHOR
TYPICAL ANCHOR REQUIREMENTS
FOR WOOD STUD WALLS
5/8" X 6" A.B.
AT16" LOCATED ADJACENT
TO STUD
2x6
FTG SEE PLAN
NEW COLUMN
SEE PLAN
EXIST.
WALL
CONNECTION: NEW COL.
TO EXISTING MASONRY WALL.
EXIST
r-- COLUMN
# 4 0 16" NEW COLUMN
IN 3/4" X 6" EPDXY NEW WALL
FILLED HOLE
CONNECTION: NEW COL.
TO EXISTING COL.
EPDXY FILLED
HOLE
BEAM SOFFIT
EPDXY SHALL BE OR FOOTING
HILT] "HIT HY 150"
OR APPROVED EQUAL
REBAR
P.T. CONT.
CONNECTION BASE SILL TO SLAB
NEW 77E BEAM EXIS77NG 77E BEAM
••
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JILD14 ADDMO IS77NG B LDING
:; ---I I T
N STAR COL =
CONNECTION: NEW WALL
TO EXISTINGWALL
N
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CONCRETE MASONRY WALL NOTES
ALL MASONRY WALLS CON515T OF
8" CMU WITH GROUT FILLED CELLS
AT 48" f- I # 5.: F'm= 1500 P51
PROVIDE # 8 (9 GAUGE) LADDER
TYPE HORZ. REINF. AT I G" O.C. TYP.
FILL REINFORCED CELLS WITH
GROUT HAVING WITH MIN. 10" SLUMP,
STRENGHT F'c= 2500 P51
COMPLYING WITH A5TM C47G
MAXIMUM LIFT UNBRACED 4'
MAXIMUM POUR HEIGHT 10'
POUR MASONRY CELLS PRIOR TO
THE TIE BEAM CONCRETE POUR
4" SLAB ON
GRADE, OVER WELL COMPACTED
FILL (95% MAX. DENSITY) AND
6 MILL VISQUEEN, REINFORCED
W /6X 6 W1.4 X W1.4 W.W.F
CD
Li.
C2
SOILS STATEMENT
BASED UPON VISUAL INSPECTION, SOIL
CONSIST OF CLEAN INORGANIC SANDY
MATERIAL CAPABLE OF PROVIDING A
SAFE SOILS BEARING CAPACITY OF
2000 PSF.
AT TIME OF CONSTRUCTION, SOILS
ENGINEER SHALL SUBMIT LETTER
CERTIFYING SPECIFIED BEARING CAPACITY
PLACE NEW FOOTING
UNDER EXISTING FTG. —
REMOVE & REPLACE
EXISTING SLAB AS REQD.
ID
V_
L.L.
15' -6"
WF16
4' -2"
191-111,
WF16
+ 0' -0" TOP 4" SLAB ON
GRADE, OVER WELL COMPACTED
FILL (95% MAX. DENSITY) AND
6 MILL VISQUEEN, REINFORCED
W /6X6W1.4XW1.4W.W.F
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FOUNDATION & GROUND FLOOR PLAN
3/16 " = 1 ' — 0"
FOOTING SCHEDULE
MARK
SIZE
REINFORCING
TYPE
BOT.
TOP
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8" X 8" CONT.
1 # 5 CONT.
8 X 8
WF16
16" X 12" CONT.
3 # 5 CONT
3 # 5 CONT
F3
4'-0" X4'-0" X 24"
4 # 5 E.W.
TYPE 2
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NOTES: PLACE FOOTINS 8" BELOW GRADE
II
LOAD BEARING
WOOD STUD WALL
2x6® 16" O.C.
4 PLACE NEW FOOTING
UNDER EXISTING FTG.
REMOVE & REPLACE
EXISTING SLAB AS REQD.
EXISTING WALL
TO BE REMOVED
u
EXISTING COLUMN
AND FOOTING. VERIFY EXISTANCE
CONCRETE COLUMN SCHEDULE
to
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TYPE
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