07-685-023EXIST.
BEAM
G GENERAL STRUCTURAL NOTES
1.0 GENERAL:
A. STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH CIVIL,
ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS TO
LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS,
RECESSES, OPENINGS, BOLT SETTINGS, SLEEVES, DIMENSIONS,
ECT.
1. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION
OF THE OWNERS REPRESENTATIVE IN WRITING FOR
CLARIFICATION BEFORE PROCEEDING WITH THE WORK.
B. ALL MATERIALS AND CONSTRUCTION METHODS SHALL BE IN
ACCORDANCE WITH THE OF THE FLORIDA 2004
BUILDING CODE AND THE LATEST ACI, ASTM, AND AISC
SPECIFICATIONS AND RECOMMENDED PRACTICE.
C GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING,
EXISTING FACILITIES, STRUCTURE AND UTILITY LINES FROM ALL
DAMAGE. LOCATION VERIFICATION OF ALL UTILITIES SYSTEMS
SHALL BE THE CONTRACTORS RESPONSIBILITY.
D. CONTRACTORS SHALL VERIFY ALL DIMENSIONS BEFORE
PROCEEDING WITH THE WORK.
E. NO DIMENSION SHALL BE SCALED FROM THE DRAWINGS.
1. CONTRACTORS SHALL CHECK AND VERIFY ALL PLANS,
DIMENSIONS AND SITE CONDITIONS PRIOR TO
CONSTRUCTION.
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.
1.02 BUILDING DESIGNED FOR THE FOLLOWING LIVE LOADS
ROOF ................ 30 PSF.
FLOOR LOADS ......... 40 PSF.
WIND ................ AS PER ASCE 702. FOR 146 MPH.
2# 6 x 4' DRILL
IN 1 " DIA. x 8" EPDXY
FILLED HOLE
2.01
3.01
4.0
FOUNDATIONS:
A. FOUNDATIONS HAVE BEEN PROPORTIONED WITH
A BEARING CAPACITY OF 2000 PSF.
CONCRETE:
F'C
A. CAST IN PLACE CONCRETE SHALL BE A MIX DESIGN IN
ACCORDANCE WITH ACI - 318 TO ACHIEVE THE SPECIFIED
COMPRESSIVE STRENGTH OF 3000 PSI.
MASONRY:
A. LOAD- BEARING MASONRY ( NON- REINFORCED ) SHALL CONFORM TO
ASTM C90 "HOLLOW LOAD- BEARING CONCRETE MASONRY UNITS ",
AND HAVE A COMPRESSIVE PRISM STRENGTH F'm 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 F'c= 2500 PSI AND A 10" SLUMP
POUR MASONRY CELLS PRIOR TO SLAB OR BEAM POUR
SEE PLANS FOR REINFORCE MASONRY REQUIREMENTS
NEW BEAM OR COLUMN
CONNECTION: NEW BEAM OR COLUMN
TO EXISTING BEAM
EXIST.
FTG.
2 # 5 DRILLED
IN 3/4" X 6" EPDXY
FILLED HOLE
NEW FTG.
CONNECTION: NEW FTG.
TO EXISTING FTG.
NEW WALL
# 4 @ 16"
IN GROUT
FILLED CELL
5.0 PLYWOOD ROOF SHEATHING:
a
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 8d NAILS SPACED AT
4" O.0 AT PANNEL EDGES AND 8" O.C. NTERMEDIATE SUPPORTS
AND 10d NAILS 0 4" O.C. AT GABLE ENDS
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 & BEAMS
SHALL BE OF NO LESS STRENGTH OF # 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.
NEW COLUMN NEW 77E BEAM
SEE PLAN
EXIST.
WALL ; �. •.... � •
BU/LD/N ADDII
704
.=
v•
CONNECTION: NEW COL.
TO EXISTING MASONRY WALL. N STARTS COL.
EXIST
COLUMN
# 4 ® 16" _j L --} NEW COLUMN
IN 3/4" X 6" EPDXY L— NEW WALL
FILLED HOLE
CONNECTION: NEW COL.
TO EXISTING COL.
EPDXY FILLED
HOLE
BEAM SOFFIT
EPDXY SHALL BE OR FOOTING
HILTI "HIT HY 150"
OR APPROVED EQUAL REBAR
EXISTING RE BEAM
CONNECTION: NEW WALL
TO EXISTINGWALL
0 0 0
SECTION: TYPICAL
ROOF BEAM
TYPICAL COLUMN REBAR
PLACEMENT DIAGRAM
ROOF TRUSS UNDER
5/8" PLYWOOD
NOTES:
1. SEE PLAN FOR WALL REINFORCING
2. DOWEL REINFORCING SAME AS WALL
REINFORCING
3. SEE PLAN FOR GEOMETRY OF WALL
CONCRETE BEAMS
J
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� 4" FLOOR SLAB (U.O.N.)
w UNDER 6 MILL VISQUEEN
x x x x
=1 I I =1
COMPACTED FILL
FTG. SEE PLAN
WALL REINFORCING
"COLUMN BARS
FERMINATI ❑N
_UMN SCHEDULE
[NF❑RCING
QUANTITY
4N DOWELS ARE
SIZE, QUANTITY
SPACING AS COLUMN
'❑RCING BARS
F❑❑TING SEE PLAN
COMBINED ENGINEERING SCIENCES
CARLOS ENSENAT, PE 32566
CERTIFICATE blF ,AIJTHORIZATION No, 9108
MIAMI; AFL. 3�1i�• Y ; "
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