HomeMy WebLinkAboutRoofing PlansE N E R r? C
STRUCTURAL DESIGN CRITERIA:
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT,
DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC.
1. THE DESIGN COMPLIES WITH THE BUILDING CODE - (2020 7TH EDITION) AND
= THEY ARE NOT INTENDED TO SCALED FOR ROUGH -IN MEASUREMENTS OR TO
ALL OTHER REFERENCED CODES AND SPECIFICATIONS. ALL CODES AND
SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF.
SPECIFICATIONS SHALL BE THE LATEST EDITION AT THE TIME OF PERMIT.
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE
TYPICAL, AND SHALL BE CONSTRUCTED TO APPLY TO ANY SIMILAR SITUATION
2. WIND LOAD CRITERITA:
ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS
SHOWN.
BASED ON THE ANSI/ASCE 7-10, WIND VELOCITY 180 MPH., K = 0.85
3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE
OCCUPANCY CATEGORY #3 (AT HURRICANE OCEAN) EXPOSURE "C".
SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND
COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND
3. ROOF DESIGN LOADS:
SPECIFICATIONS. ANY INCONSISTENCIES OR ERRORS FOUND, MUST BE REPORTED TO
THE ARCHITECT/ENGINEER BEFORE COMMENCING THE WORKS. THE CONTRACTOR
AND HIS SUB -CONTRACTORS SHALL LAY OUT THEIR WORK FROM ESTABLISHED
DEAD LOADS: . . . . . . . 25 PSF
REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND
LIVE LOADS : . . . . . 30 PSF
M E A S U R E M E N T S I N C O N N E C T I O N W I T H T H E I R W O R K.
i
NET UPLIFTS:
4. ANY ERRORS OR OMISSIONS APPEARS IN THE DRAWINGS, GENERAL NOTES OR
ZONE 1U = 30 P.S.F.
OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OR
ZONE (2) = 46 P.S.F.
SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH THE WORK WHICH APPEARS
ZONE (3) = 46 P.S.F.
IN QUESTION. IN THE EVENT OF THE CONTRACTOR FAILING TO GIVE SUCH AN
ADVANCE NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULT OF ANY SUCH
ERROR OR OMISSION PLUS THE COST OF RECTIFYING THE SAME.
B) PREFABRICATED WOOD TRUSSES NOTES.
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS
TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, SHOP DRAWINGS
1). - 2"x4" CONT. BOTTOM CHORD BLOCKING @ 8'-0" MAX.
AND DRAWINGS OF OTHER TRADE TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS.
W/ 2-1 6d TOE NAILS AT EACH INTERSECTING TRUSS.
OUTLETS, RECESSES, OPENINGS, BOLTS SETTING, SLEEVES, DIMENSIONS, ET AL. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IN WRITING OF ANY
POTENTIAL CONFLICT BEFORE PROCEEDING WITH THE WORK.
2). - ROOF SHEATHING SHALL BE -%" CDX EXTERIOR PLYWOOD
6. THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE
WITH 10d NAILS @ 6" o.c AT EDGES AND INTERIOR
STRUCTURAL DRAWINGS AND VERIFY SAME ON THE ARCHITECTURAL
SUPPORTS.
SET. ARCHITECTURAL DETAILS SUCH AS; SLAB DEPRESSIONS,
WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND
3). - ALL TRUSSES (U.O.N.) TO BE FASTENED TO CONCRETE
BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL
BEAMS WITH NU-VUE NVHTA20 DOUBLE STRAP W/ 8-10d
SET.
x 1 1 /2" ON EACH STRAP AND 6- 10d ON SEAT PLATE,
N.O.A. 08-0325.02
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND
BRACING TO ENSURE SAFE WORKING CONDITIONS AT ALL TIMES. ALL
CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE.
TRUSS MANUFACTURER NOTES.
1) IN ADDITION TO THE SPECIFIED
SHOP DRAWINGS 8c DELEGATED ENGINEERING:
DESIGN LOADS, TRUSSES MUST BE
DESIGNED FOR AN ADDITIONAL 20#
LOAD IN BOTTOM CHORD PANEL
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEERS REVIEW ONLY AFTER
POINTS AS PER FBC R 4403.4.3.
THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION
METHODS, BIMENSIONS AND OTHER TRADE REQUIREMENTS, AND STAMPRD WITH THE
2) TRUSS SPECIALTY ENGINEER PLEASE NOTE
CONTRACTOR'S APPROVAL STAMP. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR
THAT OVERSTRESSING OF WOOD FOR WIND
DIMENSIONS, QUANTITIES, ENGINEESING DESIGN BY DELIGATED ENGINEERS, ERRORS,
OR OMISSION AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR
DESIGN IS ALLOWED BUT NOT TO OVERSTRESSED
OMISSIONS MUST BE MADE GOOD BY THE CONTRACTOR, IRRESPECTIVE OF HIS
TRUSS METAL PLATES.
RECEIPT, CHECKING OR REVERWING OF DRAWINGS BY THE ENGINEER AND EVEN
THOUGH THE WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS.
2. BEFORE STRUCTURAL INSPECTION CAN BE MADE ON ANY PORTION OF THE
TERMITE PROTECTION COMPLIANCE:
STRUCTURE, ALL RELATED SHOP DRAWINGS, DELIGATED ENGINEERING, PRODUCT
APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE
REVIEWED AND ACCEPTED BY ENGINEER OF RECORD AND REVIEWED BY THE BUILDING
DEPARTMENT.
THE GENERAL CONTRACTOR MUST PROVIDE A CERTIFICATE OF COMPLIANCE A
LICENSED PEST CONTROL COMPANY THAT CONTAINED THE FOLLOWING STATEMENT AS
3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION AS OUTLINED
PER FBC 2020, SECTION 1816.1.7
IN THE FLORIDA BUILDING CODE.
4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE
THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
SUBTERRANEAN TERMITE IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY
SHOP DRAWINGS SHALL CONTAIN ALL INFORMATION SHOWN ON THE STRUCTURAL
THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICE.
PLANS (RELATED TO THE THE DELIDATED DESIGN) INCLUDING ALL DESIGN LOADS IN
ADDITION TO THE INFORMATION REQUIRED BY THE DELIGATED ENGINEER'S DESIGN.
SOIL STATEMENT:
5. THE ENGINEER OF RECORD SHALL REVIEW ALL SHOP DRAWINGS, PREPARED,
SIGNED AND SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR
GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND
CO-ORDINATION WITH THE STRUCTURE DESIGNED BY THE ENGINEER OF RECORD.
DESIGN BEARING CAPACITY:
SOIL AT THIS SITE IS SAND & ROCK ADEQUATE TO SUPPORT THE
6. CONTRACTOR SHALL SUBMIT TO THE ENGINEER OF RECORD ONLY ONE (1) SET
DESIGN LOAD OF 2000 PSF. AFTER EXCAVATION SIGNED AND SEALED
OF SEPIA AND ONE (1) SET OF BLUE PRINT OF THE STRUCTURAL SHOP DRAWINGS
LETTER WILL BE SUBMITTED BY THE ARCHITECT OR THE ENGINEER
FOR ENGINEER'S REVIEW BEFORE STARTING FABRICATION. THE ENGINEER WILL
ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION
RETURN THE MARK-UP AND STAMPED SEPIA TO THE ARCHITECT. THESE SEPIA
COPIES SHALL BE USED TO MAKE PRINTS AS REQUIRED FOR THE SHOP DRAWING
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS
DISTRIBUTION. SET OF BLUE PRINTS (WITHOUT SEPIA) WILL NOT BE ACCEPTED.
BASED ON.
CONSTRUCTION MEANS AND METHODS:
.
1. THE CONTRACTOR IS RESPONSIBLE, AND SHALL COMPLY WITH THE SAFETY
REQUIREMENTS OF THE FLORIDA BUILDING CODE, PLUS ALL LOCAL, STATE AND
FEDERAL LAWS
2. PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR SAFETY,
STRUCTURAL STABILITY AND FOR THE PROPER EXECUTION OF THE WORK AND MUST
BE REMOVED UPON THE COMPLETION OF THE WORK.
3. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES RAILING,
OBSTRUCTION ON THE STREETS, ROADS OR SIDEWALK AND ALL TRENCHES OR PITS
ADJACENT TO PUBLIC WALKS AND ROADS.
4. AT ALL TIMES, PROVIDE PROTECTION AGAINST THE WEATHER (RAIN, WIND,
STORM OR SUN) IN ORDER TO MAINTAIN ALL WORK, MATERIAL, MACHINE AND
FIXTURES FREE FROM INJURY OR DAMAGE.
5. AT THE END OF EVERY DAYS WORK, COVER FOR PROTECTION, ALL WORK THAT
IS SUBJECT TO DAMAGE. BY FAILURE TO PROVIDE SUCH PROTECTION, DAMAGES
DONE WILL BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ALL ADJACENT PROPERTY.
CONTRACTOR MUST FIELD VERIFY ALL DIMENSIONS AND HOLDS RESPONSIBILITY FOR ALL MEASUREMENTS
ROOFING NOTES
ALL OVERHANGS SHALL BE 2'-0" EXCEPT WHERE NOTED. LAYOUT OF ROOF TRUSSES SHv_L BE
DESIGNED BY TRUSS MANUFACTURER
GENERAL CONTRACTOR SHALL PROVIDE DROPPED TIE -BEAM W/2- #5 TOP, 2- #5 MIDDDLE & 2- #5
BOTTOM @ ALL DOOR/WINDOW OPENINGS GENERAL CONTRACTOR SHALL COORDINATE W/TRUSS
MANUFACTURER AND MECHANICAL CONTRACTOR THE PROVISION OF ALL A/C DUCT WORK OPENINGS
THRU. TRUSSES.
SHOP DRAWINGS SHALL BE SUBMITTED BY CONTRACTOR FOR APPROVAL BY THE ARCHITECT/ENGINEER
OF RECORD
GENERAL CONTRACTOR SHALL COORDINATE W/TRUSS MANUFACTURER THE VERIFICATION OF THE SLOPE
OF NEW ROOF & CONTACT ARCH/ENG. ABOUT ANY DISCREPANCIES BETWEEN THE SLOPE SHOWN ON
DRAWINGS AND THE ACTUAL SLOPE IN SITE.
APPROVAL OF TRUSS PLAN BY THE ARCH /ENG. SHALL NOT RELEASE THE TRUSS MANUFACTURER
/CONTRACTOR FROM THEIR RESPONSIBILITY IN VERIFYING THE ROOF SLOPE.
CONCRETE AND REINFORCING:
1. SHALL BE A MIX DESIGNED WITH HOT WEATHER CONCRETING. IN ACCORDANCE WITH A.C.I. 301
TO ACHIEVE A 28-DAY COMPRESSIVE STRENGTH OF 3,000 P.S.I. AND A SLUMP OF 4".
2. EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN. OF 5 BAGS OF CEMENT.
3. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318
BUILDING CODE (LATEST EDITION).
4. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN
ACCORDANCE WITH A.S.T.M. STANDARDS, F.B.C. 2020, AND A.C.I. 318 (LATEST EDITION). TEST
CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOR TO PLACEMENT.
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER OFFICE FOR
REVIEW.
5. CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW AND
APPROVAL PRIOR TO PLACING ANY DESIGN MIX.
6. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP
DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS,
ETC. PRIOR TO PLACING CONCRETE.
7. ALL REINFORCING TO BE NFW BILLET STEEL CONFORMING TO THE LATEST A.S.T.M
A-615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.R.S.I MANUAL OF STANDARD
PRACTICE AND PLACED IN ACCORDANCE WITH A.C.I 315 AND C.R.S.I MANUAL OF
STANDARD PRACTICE.
5. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWING:
GRADE BEAM: (BOTTOM) . . . . . . . . . 3"
(TOP & SIDES) . . . . . . . . . . 2"
EXTERIOR SLAB ON GRADE (BOTTOM) . . . . . . 2"
COLUMNS AND BEAMS (TO THE TIES). . . (TOP) 1 1 /2" 1 1 /2"
6. COLUMN REINFORCEMENT:
DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL RE -BARS ABOVE.
LAP
MAX. 36 TIMES THE DIAMETER OF THE BAR OR MIN. 18 INCHES, U.O.N. ,
PROVIDE RIGID TEMPLATES FOR DOWEL LOCATION. PROVIDE STANDARD HOOKS AT
TOP
OF ALL VERTICAL REINFORCEMENT AT NON -CONTINUOUS
COLUMNS (U.O.N)
7. ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO CONCRETING.
PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS UNACCEPTABLE.
8. BEAM RE-INFORCRMENT:
LAPPED 36 BAR DIAMETER OR MIN. 18 (SEE BEAM DIAGRAM ON PLAN). BOTTOM
BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID SPAN.
ALL TOP BARS HOOKED AT NON -CONTINUOUS EDGES (U.O.N) ALL HOOKS TO BE
STANDARD 90 DEGREE HOOKS AS REQUIRE. (U.O.N)
9. ADD REINFORCEMENT:
PROVIDE ADDITIONAL CORNER BARS BENT 36 INCHES MINIMUM EACH WAY AT
1"
AND "T" CORNERS IN OUTER FACE OF ALL BEAMS TO MATCH ALL HORIZONTAL
BAR
(TOP, BOTTOM AND INTERMEDIATE RE -BARS)
10. SEE PLAN PLAN FOR MINIMUM SIZE CONCRETE TIE
BEAM REQUIREMENTS
REINFORCED
MASONRY
WALLS:
1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF T HE STANDARD
SPECIFICATION FOR DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA
TR-75B AND ACI 530.1.
2. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFORM TO A.S.T.M C-90, TYPE-1,
(STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS"
2. SPECIAL INSPECTOR SERVICE ARE REQUIRED FOR ALL REINFORCED MASONRY
CONSTRUCTION. THE SPECIAL INSPECTOR SHALL INSPECT THE PLACING OF THE REBAR IN
THE CELLS, VERIFY CLEANLINESS OF THE CELL, VERIFY THE CELLS TO BE GROUTED, AND
OBSERVE THE PLACING OF THE GROUT OR CONCRETE INTO THE CELLS.
3. MORTAR SHALL CONFORM TO A.S.T.M C-270. TYPE "M" OR "S" WITH A MINIMUM
COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI. ON THE NET AREA..
4. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR
BEDDING.
5. MASONRY ANCHORAGE TO SUPERSTRUCTURE SHALL BE PROVIDED IN ACCORDANCE WITH
STRUCTURAL DRAWING AND DETAILS.
6. THE USE OF ADMIXTURE SHALL NOT BE PERMITTED WITHOUT PRIOR REVIEW OF THE
ENGINEER.
7. VERTICAL REINFORCING:
(A) ASTH A-615 PER REINFORCING SECTION.
(B) WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL
CORE, IT SHALL NOT BE SLOPED MORE ONE HORIZONTAL INCH TO S!X
INCHES VERTICAL FOR ALIGNMENT, EVEN THOUGH IT IS IN A CELL
ADJASCENT TO THE VERTICAL WALL REINFORCEMENT.
(C) VERTICAL REINFORCING STEEL SHALL BE PLACED CENTER IN THE CELL LAP 48
BAR -DIAMETER. PROVIDE, BAR SPACERS AS REQUIRED TO MAINTAIN REINFORCING
SECURED IN POSITION. MAXIMUM LIFT HEIGHT TO BE 8'-0" (C-1)
(D) VERTICAL REINFORCING SHALL BE PROVIDED AT EACH SIDE OF OPENINGS IN WALL,
AT WALL INTERSECTION, CORNERS AND ENDS. THIS REINFORCING SHALL BE THE SAME
SIZE AS THE SCHEDULED WALL REINFORCING FOR THE PARTICULAR WALL BUT NEVER
LESS THAN A # 5 REBAR. SPECIAL CARE SHALL BE TAKEN TO ENSURE THAT CELLS TO
BE GROUTED LINE UP PROPERLY AND ARE CLEAN OFF EXCESS MORTAR.
(E) FC-1 REINFORCING SHALL BE # 5 VERTICAL IN CONCRETE FILLED CELLS WHERE
INDICATED ON PLANS.
(F) ALL VERTICAL REINFORCING BARS SHALL BE HOOKED INTO THE BOND BEAMS AT
THE NON -CONTINUOUS END OF THE REBAR.
8. HORIZONTAL REINFORCING:
PROVIDE GALVANIZED # 9 GAUGE !_ADDER TYPE HORIZONTAL JOINT REINFORCING
EVERY SECOND BLOCK COURSE (V-4" O.C. VERTICALLY) LAPPED 7 1/2". PROVIDE
SPECIAL HORIZONTAL REINFORCING AT "T" AND "L" INTERSECTION. ANCHOR TO
COLUMNS WITH MINIMUM 4" EXTENSION INTO AREA OF POUR.
9 PROVIDE "DOVE -TAIL" ANCHORS 16" D.0 VERTICALLY FOR ALL MASONRY
PLACED ADJACENT TO ALREADY IN PLACE COLUMNS.
10. CELL FILLING CONCRETE SHALL BE "PEA -DOCK CONCRETE MIX (8" TO 9" SLUMP)
OR GROUT WITH f2c=3,50OPS1 MIN. AT 28 DAYS.
11. LINTELS
(A) THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE OR, CAST -IN-PLACE
LINTELS AT THE HEAD OF ALL OPENINGS IN MASONRY WALLS NOT EXCEEDING SIX (6')
FEET IN WIDTH WHERE BEAM HAS NOT BEEN SPECIFIED. FOR OPENING ADJACENT TO
CONCRETE COLUMN, THE LINTEL SHALL BE CAST -IN -PLACE WITH THE COLUMN.
(B) LINTEL MAY BE INTEGRAL WITH THE STRUCTURAL OR TIE BEAM WHEN HEAD OF
THE OPENING IS 16" OR LESS BELOW. CONTINUE BEAMS TYPICAL BOTTOM REBAR
THROUGHOUT AND ADD 2 # 5 BOTTOM TRUSS BARS AT DROP, AND 2 # 3 STIRRUPS
AT 6" O/C EACH END OF DROP.
(C) MINIMUM BEARING FOR ALL LINTELS MUST BE 8" INCHES EACH SIDE, OR PROVIDE
DOWELS AND POCKETS IN ADJACENT CONCRETE COLUMN.
(D) ALL LINTELS SHALL, BE A MINIMUM OF 8 INCHES DEEP WITH 2 #5 TOP AND
BOTTOM FOR CLEAR SPANS LESS THAN SIX (6') FEET; 12 INCHES DEEP WITH 2 # 5
TOP AND BOTTOM WITH 2 # 3 STIRRUPS AT 6" INCHES O/C EACH END FOR SPANS
GREATER THAN SIX (6') FEET UP TO 8' FEET. CALL ENGINEER FOR SPANS LARGER
THAN EIGHT (8') FEET WITH NO SPECIFIED BEAM OR LINTEL OVER OPENING.
(E) BOND BEAMS MAY BE CAST IN PLACE OR CONSTRUCTED USING 8X16 CONCRETE
FILLED BOND BEAM BLOCKS.
STRUCTURAL WOOD:
TO CONFORM TO RULES OF THE MANUFACTURES ASSOCIATION UNDER WHOSE
RULES THE LUMBER IS PROVIDED,
SUPPLID'\S LABELS AND SPECIFICATION SHALL BE
UPHELD.
2. TO BE AIR DRIED, WELL SEASONED AND MARKED AT THE MILL,
3. SPECIES OF WOOD SHOULD BE
No. 2 PE-NSE, SOUTHERN PINE,
4. ALL STRUCTURAL WOOD TO
BE SURFACED FOUR (4) SIDES (S-4-S WITH A
MINIMUM FIBER STRESS IN. BENDING OF 875 PSI FOR 2X12'S
AND A MAXIMUM MOISTURE
925 P.S.I FOR 2 X 10'S
CONTENT OF 19 PERCENT
PER NDS TABLES
5. ALL LUMBER AND PLYWOOD
IN CONTACT WITH CONCRETE, STUCCO, MASONRY OR
OTHER CEMENTITIOUS MATERIALS
SHALL BE TREATED TO COMPLY WITH AWPA
STANDARD LP-2.
6. STORE ALL LUMBER ABOVE
GRADE OR FLOOR, STACK TO ALLOW PROPER AIR
CIRCULATION AND PROTECT FROM
WETTING WITH SUITABLE COVER.
NEL"M a i71C�
4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO. 9 LADDER TYPE FOR 8" THICK
MASONRY UNITS, AS MANUFACTURED BY "DUR-O-WAL", HOT DIPPED G/1LVANIZED, OR ENGINEER
APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE (16" VERTICALLY) FOR ALL
INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8" INTO ADJACENT
5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20
GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND 1 X 5" X 16 GA. GALVANIZED
CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL
6. WHENEVER ANCHOR BO4LTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING
7. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4'-0".
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN
11. GROUT SHALL BE CONCRETE CONSISTING OF NATURAL SAND FINE AGGREGATE AND
NUMBER 8 OF ASTM C33, TYPE: PORTLAND CEMENT CONFORMING TO ASTM
C150. AND SHALL HAVE A COMPRESSIVE STRENGTH (F'C) OF 3000 PSI
mol
in
Di
signed by
Lisga H
Anglin
Date:
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GENERAL STRUCTURAL NOTES
A. REFERENCES
1. FLORIDA BUILDING CODE 2020.
2. ASCE 7-10, V = 180 MPH, CATEGORY 3, EXPOSURE "C" K=0.85
B. GENERAL
1. THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND
VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH AS; SLAB
DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND
BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE
WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA
BUILDING CODE.
C. CONCRETE
1. SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 TO ACHIEVE A 28-DAY
COMPRESSIVE STRENGTH OF 3,000 P.S.I. AND A SLUMP OF 4"_
2. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318
BUILDING CODE (LATEST EDITION).
3. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN
ACCORDANCE WITH A.S.T.M. STANDARDS, F.B.C. 2010, AND A.C.I. 318 (LATEST EDITION). TEST
CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT.
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER OFFICE FOR
REVIEW.
4. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
5. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP
DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS,
ETC. PRIOR TO PLACING CONCRETE.
6. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL
SHALL BE MAINTAINED IN ACCORDANCE WITH ACI 318.
SPECIFIC CONCRETE COVERS ARE GIVEN IN THE FOLLOWING:
FOOTINGS: BOTT. = 3" CLEAR
TOP = 2" CLEAR TO TIES
SIDE = 2" CLEAR TO TIES
SLAB ON GRADE: BOTT. = 2" CLEAR WHEN POURED ON 6" MIL VAPOR BARRIER
TOP = 1 1/2" CLEAR
COLUMNS & BEAMS BOTT. = 1 1/2" CLEAR
TOP = 1 1/2" CLEAR
SIDES = 1 1/2" CLEAR
7. EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN. OF 5 BAGS OF CEMENT.
10. CONC. DESIGN MIX SHALL BE REVIEWED & APPROVED BY ENGINEER OF RECORD PRIOR
PLACING ANY DESIGN MIX.
D_ REINFORCING STEEL
1. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORM TO A.S.T.M.
A615 GRADE 6D.
2. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER
FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH
A.C.I. 315 (LATEST EDITION).
3. SUPPORT BARS SHALL BE #5 OR GREATER AND NOT SPACED MORE THAN 4'-0" O.C.
SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN V-8" PAST
OUTERMOST CHAIR OR SUPPORT BAR.
4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR
SHALL BE PROVIDED FOR TOP REINFORCING.
5. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF
STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
6. PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN
REINFORCING STEEL, SUCH THAT A 2" MINIMUM CLEARANCE IS MAINTAINED.
E. STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
a. ALL WF, ANGLE BASE PLATES, CONN. PLATES (UON) -------ASTM A36 (FY=36 KSI)
b. STRUCTURAL TUBE----------------------------ASTM A500, GRADE B (FY=46 KSI)
c. STEEL PIPE ---------------------------------ASTM A53, GRADE B (FY=36 KSI)
d. ANCHOR BOLTS (U.O.N.)-------------------------ASTM A307
2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED &
ERECTED IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION,
EXCEPT AS MODIFIED IN THES ENOTES. PROVIDE IN SHOP ONE COAT OF RUST INHIBITING PAINT
FOR ALL EXPOSED STRUCTURAL STEEL.
3. ALL EXTERIOR COLUMNS, BASE & CAP PLATES SHALL BE HOT DIPPED GALVANIZED AFTER
4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE HOT DIPPED GALVANIZED EXCEPT THAT
EXPANSION BOLTS SHALL BE HILTI KWIK 3.
5. CONNECTIONS SHALL BE BOLTED/WELDED AS SHOWN ON PLANS. THE FABRICATOR IS
RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY,
CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY
INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED.
6. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK, NON-METALLIC GROUT SUCH AS
MASTER FLOW 713, AS MANUFACTURED BY MASTER BUILDERS OR APPROVED EQUAL (5000 PSI)
8. ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT DIPPED GALVANIZED AFTER
FABRICATION. TOUCH-UP IN FIELD AT WELDS AS REQUIRED.
F. WELDING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH E70XX
ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE A.I.S.C. AND THE
AMERICAN WELDING SOCIETY.
G. MASONRY
1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS OF THE STANDARD
SPECIFICATION FOR DESIGN AND. CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY,
NCMA TR-75B AND ACI 530.1.
2. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C-90, TYPE-1, "STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS"
3. MORTAR SHALL CONFORM TO ASTMC-270, TYPE 'M' WITH A MINIMUM COMPRESSIVE STRENGTH
AT 28 DAYS OF 2500 PSI. ON THE NET AREA.
4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO. 9 LADDER TYPE FOR 8" THICK
MASONRY UNITS, AS MANUFACTURED BY "DUR-O-WAL", HOT DIPPED GALVANIZED, OR ENGINEER
APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE (16" VERTICALLY) FOR ALL
INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8" INTO ADJACENT
COLUMNS.
5_ WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20
GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND 1" X 5" X 16 GA. GALVANIZED
CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL
JOINT REINFORCING.LED IN
6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING
LOCATION SHALL BE FILLED WITH CONCRETE.
7. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4'-0".
8. SLUMP 9" + 1" FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN
f'm = 1500 PSI
11. GROUT SHALL BE CONCRETE CONSISTING OF NATURAL SAND FINE AGGREGATE AND
NORMAL WEIGHT COARSE AGGREGATES CONFORMING TO GRADING SIZE
NUMBER 8 OF ASTM C33, TYPE: PORTLAND CEMENT CONFORMING TO ASTM
C150. AND SHALL HAVE A COMPRESSIVE STRENGTH (F'C) OF 300D PSI
AT 28 DAYS.
J. BRACING
1. THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE
INTRODUCED WHEREEVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE
STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH
BRACING SHALL BE THE REPSONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
am"I AlN
1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE (BENDING
STRESS OF 1,200 P.S.I.; MINIMUM ALLOWABLE SHEAR STRESS OF 175 P.S.I. AND MODULUS OF
ELASTICITY OF 1,700,000 P.S.I. AT 19% MOISTURE CONTENT IN ACCORDANCE WITH A.I.T.C.
STANDARDS.
2. WOOD MEMBERS SHALL BE SOUTHERN YELLOW PINE P.T. #2 DENSE WITH A 19% MOISTURE CONTENT.
L. SHORING
1. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO
WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS.
2, WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND.
3. IN NO CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS
AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 2,200 P.S.I. (FOR 3,000 P.S.I.)
AND 3,200 P.S.I. (FOR 4,000 P.S.I.) HAS BEEN ATTAINED.
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S
SPECIALTY ENGINEER PRIOR TO INSPECTION OF BY THE THRESHOLD/SPECIAL INSPECTOR.
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.
318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE
GENERAL CONTRACTOR.
6. SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE
DESIGNED, SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED
TO PRACTICE IN THE STATE OF FLORIDA.
N OTE
SOIL TO BE TERMITE TREATED AS PER F.B.C. A CERTIFICATE OF COMPLIANCE SHALL BE
ISSUED TO THE BLDG. DEPT. BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS
THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR
THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES
& LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES."
SOIL STATEMENT
SOIL AT THIS SITE IS SAND & ROCK ADEQUATE TO SUPPORT THE DESIGN LOAD OF 2000 PSF.
AFTER EXCAVATION SIGNED AND SEALED LETTER WILL BE SUBMITTED BY THE ARCHITECT OR
THE ENGINEER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED ON.
PLAN NOTES :
1. PLACE ALL CONC. SLABS OVER 6 MIL. VAPOR BARRIER OVER TERMITE TREATED, CLEAN &
WELL COMPACTED FILL.
2. ILI-n DENOTES 8" MASONRY BEARING WALL REINF. W/ #9 GALV.
LADDER TYPE HORIZ. JOINT REINF. @ 16" O.C.
3. FOR VERTICAL REINF. SEE FLOOR PLAN.
ADD 1#5 CORNER BAR
@ TOP & BOTT. OF BEAM
90' HOOK AT ALL
TOP BARS
BEAM BARS
SEE SCHEDULE
(TOP PLANE SHOWN)
TYPICAL- BEAM
CORNER PLAN DETAIL_
SCALE: 3/4" = 1'-0"
ADD 2 # 5 REINFORCEMENT
BARS FOR EVERY 8" OF DROP
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7 3/8"
12- 8d 1 1/2 (TRUSS) / 15-5d
1350
1 8"
EXTEND DROP OF TIE
BEAM 8" BEYOND SIZE OF
OPENING AT EACH END
OPENING FOR WINDOW, DOOR
OR SLIDING DOOR. SEE FLOOR
PLAN & ELEVATIONS
PRESTRESSE
LINTEL
LINTEL SCHEDULE
12" - 8"
I I
2-#5 USE
BEND TO
TOP STL
COMP
BM BRIG (4"
BENDINTO
BOT (MIN
36" LAP)
2" 3 3/4" 61/4"
GROUT FILL
CALL (TYP)
PRECAST CONC. LINTEL
3 #6 VERT EXTEND
INTO BM BENDS. TIE
TO TOP STL BM (2)
TO BOT STL BM (1)
" "„ �W BM W/ I U UD 03'-5
NATE OPPO)
COL W� 3\#6 VERT. BEND
'RESTRESSED CONC.
L VV/ MIN 36 LAP
'TUCCO (SAND FIN)
'2" 'PW W/SF LATH
=RM COR BOX DTL)
0 TYP CORNER DETAIL (ATOTAIL)
3/4 - 1-011
MARBLE SILL
AL FIRM WNDW
1 X 4 BUCK
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(METALLIC GRN)
#6 VERT @ 5/8" STUCCO
ALL O.S CAST STONE BASE CAP
CORNERS COLLAR (REF ELEV)
D DTL @ 1/2 COL BASE & CMU R.EINF'G
3/4" = V-0"
LINTEL MR I LENGTH I SAFE GRAVITY LID
L 1 PC 4'-6" 1789
PC L2
5'-4"
1223
L3 PC
6'-6"
1255
PC L4
V-4"
1210
CL5) PC
9'4'
3138
455
L7 PS
1 7'-4"
1400
9 GAUGE DUR-O-WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
16" CONC.
J ITS
TYPICAL DUR-O-WALL AT CORNER
SCALE: N.T.S. DETAIL
LINTEL SCHEDULE
SAFE UPLIFT LID
BM COMPOSITE/ REINF
8X8/1T
1660
1393
8X8/1T
1141
8X8/1T
1269
8 X 2 0 / 1 T
1978
8X8/1T
548
8X8/2T
851
12 X 20 / 213; 2T
^ ^^` 5/8" PLYWOOD
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PLYWOOD SHEATHING
CONTINUOS UNDER PIGGY BACK
RT 14 (10) 16D (TYP.) BY UNITED
STEEL PROP. CO. U=755# NOA=
12-0130.33
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ATTIC VENT
20' X 20" HOLES IN SHEATHING
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TRUSS CONNECTION FOR PIGGYBACKS
SCALE: 3/4" = V-0"
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REVISIONS:
SHEET NO.
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(8d @ 4" O.C.
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2X8 CONT
5/8" PW ROOF DEC
2X6 CONT W/ 8d @ 6" 0. C.
4X4 MTL (80H)
EDGE
META 1
0
24" =
VINYL SCRN
1/2" PLYWOOD
SOFFIT W/ 4 X 24
OPNG @ 48" O.C.
12
5
PRE-FAB WD TRUSS @ 24"
O.C.
9" THK (R30)
BATTS
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CLG
TIE BM CONT 8X16 W/ 2- #513 /
2- #5 T / 2- #5 MID.
TIE TO VERT STL @
=r— WALL
NOTE:
VERT TO TOP PLATE (�
PART'N (1/2" AB)+ 10 -16d
(1750)
C4S
2X2 NAILED TO VERT
TRUSS - 16d@12"
O.C.
6"
BATT
SHOWN FOR CONCEPT & TIE DOWN ONLY
ENGINEERED TRUSS DGS SHALL TAKE PRIORITY
2X4 E
2 LAYERS 5/8" TYPE 'X'
48"
FIRE ROCK
+10'-0'
CLG.
9" (R30)
BATT
8" BOND BEAM (U-BLOCK � III uyv W/ 1 #5 CONTINUOUS) ��-_ + 12' -0"
-_ — - — BAG --
+71-4" J SPG @ 48" +
24" W 1/2 G JO.C.
@ SPRG (FOR -
{ SOUND) FURR DWN @
PULPIT
GUM
0'-0" F F
0
1 '-4"
1/2" GYP BD ON 1X
FURR'G
@" O.0 VV/ INSUL BD ( 1/2")
SPACES (FOILED
FACED)
-1-5 INFILLED CELL @ 48"
OXM IN LAP =
32"
6" WD BASE
#5TOP
245 BOT (O.S. BAR
0 CONT)
VINYL VAPOR
BARRIER
G TYP EXTR WALL SECTION
9" (R30)
BATT
+10'-0"
CLG
SUSP. AC TILE @
CLG
5/8" GYP BIRD "TYPEX" OVE
IPA2YWOOD SHEAR JHEET (16d
@ 24" O.C.) (UL
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NOTE: SOIL BEARING CAPACITY
ASSUMED -2000 PSF
/E TYP INTR PART'N
— i 1" = 1'-01,
SHOT TO SLAS @ 12"
1/2" TYPE 'x' DRYWALL CEIL. OPT--J/
1"x3" FURR. STRIPS @ 16" O.C.
1"0" P.T. FIRESTOP @ MIDPOINTS @ CEIL.
16"x8" TIE BEAM W/2— #5 CONT. BOT, 2— #5 CONT
MID, 2— #5 CPNT TOP & 2— #5 60" LONG CORNER
BARS BENT 30" E.W., 4— #5 TIES @ 12"
D.0 @ CORNERS„ 'BALANCE @ 48" O.C.
HORIZONTAL LADDER REINFORCEMENT
EVERY OTHER COURSE
1/2" DRYWALL ON 1"x2" P.T. FURRING STRIPS
@ 16" O.C. W/ R-4.1 INSULATION
BETWEEN FURRING STRIPS.
1 "x2" P.T. FIRESTOP @ MIDPOINTS @ CEIL.
#5 VERT IN GROUTED CELL @48"
O.C. & EA. SIDE OF OPENINGS
36" OR LARGER W/ MIN
OVERLAP TO STUB 480 OR 30"
4" PRESSURE -TREATED WOOD BASE
4" CONC, SLAB W/6%6" - 10/10 WWM OVER 6 MIL
VISQUEEN OVER CLEAN SAND FILL
COMPACTED IN 6" LIFTS TO MIN. 98% OPTIMUM
DRY DENSITY AS PER AASHTO T180. SOIL
TO BE PROTECTED AGAINST SUBTERRANEAN
TERMITES AS PER F.B.C. 1816.1.7
#5 TOP CONTINUOUS
2 #5 " BOT CONT
VINYL VAPOR BARRIER
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DATE: 02-02-20
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REVISIONS:
d-
I
4" THICKENED EDGE
MONOLITHIC SLAB
TYP EXTR WALL SECTION
G
1" = 1'-0"
SHEET NO.
OF
owl