10-662 (2)-027(2) 3x6 P.T. CONT. TOP PLATE
AROUND CHIMNEY 1/2 "
PLYWOOD FILLER AND 1/2" #
THRU BOLTS * 12" c/c.
(2) 2x6 F.T. CONT. TOP PLATE
AROUND CHIMNEY.
TOP PLATE ANCHOR BY
NUVUE MANUF. MODEL NVTP-6
WITH 8-10dxI112" NAILS TO
EACH VERT. STUDS
2x6 VERTICAL STUDS * all-
c/c, ALL AROUND OF
CHIMNEY.
" COX PLYWOOD
SHEATHING WITH 10d NAILS •
4" c/c ALL SUPPORT.
PROVIDE s/8" CDX PLYWOOD -
EACH SIDE OF EACH EXIST.
TRUSSES TO BE CUT WITH 16d
NAILS * 3" c/c EACH SIDE,
EACH EXISTING TRUSS
MEMBER.
PIGGY BACK TRUSSES * 16"
c/c, SEE DETAIL X/S-X FOR
ATTACHMENT.
12
Y ti ro
12
EXISTING PREFAB. WOOD -� _
TRUSSES 4 SHEATHING TO . .
REMAIN, SAW CUT AS
REQUIRED IN ORDER TO
ERECT NEW CHIMNEY.
EXISTING WOOD RAFTER TO
REMAIN, SAW -CUT AS
REQUIRED N ORDER TO
ERECT NEW CHIMNEY.
�,,, �• � - 1 . 1
NUVUE HANGER MODEL NVJW28 WITH -
14-10dx1t/2" NAILS TO HEADER AND
1-10dxll/2" NAILS TO EXIST. RAFTERS.
2xI0 PT LEDGER WITH (2) f/44 x 4" -
` LONG LAG SCREW EACH VERT, STUDS.
2X6 F.T. CONT. BOTT. PLATE WITH (3) I/4
LAG SCREW * 12" c/c AS SHOWN.
BOTT. PLATE ANCHOR BY NUVUE MANUF.-
MODEL NVTP-6 WITH 8-10dxll/2" NAILS TO
EACH VERT. STUDS
2x6 VERTICAL WOOD STUDS *
8" c/c, BEYOND, FROM
GROUND FLOOR SLAB.
FIREPLACE BY OTHERS, SEE
ARCH. DWGS.
EXISTING CONC. SLAB TO
REMAIN.
SECTION
SCALE: 3/4" _ 1'-0"
TOP OF
OL C$41 NEY
EL. 4177"-0"
2x6 8" c% STUD WALL
BEYOND.
PROVIDE (2) 2xro HORIZONTAL
BRACE WITH (2) 10d TOENAILS
EACH END, EACH 2x6,
SAW -CUT EXISTING TRUSS AS
REQUIERED
PROVIDE its" CDX PLYWOOD
EACH SIDE OF EACH EXIST.
TRUSSES TO BE CUT WITH trod
NAILS * 3" c/c EACH SIDE,
EACH EXISTING TRUSS
MEMBER
EXISTING PREFAB. WOOD
TRUSSES 4 SHEATHING TO
REMAIN.
ADD 2x4 VERT. MEMBER AT
END OF PLYWOOD.
TA. EXIST.
T. BEAM
EL. 2 8'-4"
-EXISTING WOOD JOIST TO
REMAIN.
•2x6 F.T. BLOCKING BETWEEN
TRUSSES WITH (2) 1/4"0 X 5"
LONG LAG SCREW EACH
VERTICAL STUDS.
DOUBLE NU-VUE HURRICANE
CLIP MODEL NVHC-R/L EACH
SIDE OF RAFTER WITH (6) 10d x
I1/2" NAILS TO WOOD PLATE AND
(6) 10d x 1112" NAILS TO LEDGER
EACH CLIP.
-2Xro P.T. CONT. BOTT. PLATE WITH %"0
SIMPSON WEDGE ALL BOLT LAG SCREL
* 1211 c%, 5" EMBEDMENT.
.BOTT. PLATE ANCHOR BY NUVUE MAW
MODEL NVTP-6 WITH 8-10dx11/2" NAILS'
EACH VERT. STUDS
EXISTING CONC. TIE BEAM TO
REMAIN.
EXISTING MASONRY WALL TO
REMAIN.
T.O. EXIST.
_r, SLAB.
EL. 0'-0"
EXISTING MASONRY WALL TO
REMAIN.
S. HIGH LIFT GROUTNCs:
A) PLACE MASONRY TO A MAXIMUM HEIGHT OF TWELVE (10) FEET.
B) CLEAR, UNOBSTRUCTED AND CONTINUOUS VERTICAL CELL SHALL BE A MINIMUM OF 3"
INCHES BY 3" INCHES.
C) PLACE GROUT IN FOUR (4) FEET LIFTS, 15 TO 60 MINUTES APART TO ALLOW FOR
SETTLEMENT AND ABSORPTION OF EXCESS WATER, MAXIMUM FREE FALL SHALL NOT
EXCEED EIGHT (8) FEET.
D) HOLD TOP OF GROUT V INCHES BELOW LAST COURSE OF BLOCK FOR TWAT LIFT.
E) GROUT TO BE CONSOLIDATED IN PLACE BY PUDDLING, ROODING OR MECHANICAL
VIBRATION.
F) RECONSOLIDATE EACH LIFT BY VIBRATING SEVERAL INCHES INTO PRECEDING LIFT.
G) MAXIMUM GROUT POUR IS TWELVE (12) FEET HIGH.
1. TESTING INDICATING ABOVE SHALL BE AT THE DISCRETION OF THE ENGINEER AND MUST
BE WAIVED IN WRITING BY ENGINEER FAILURE TO ADEQUATELY, AT THE DISCRETION OF THE
ENGINEER MAINTAIN ADEQUATE MATERIAL RECORDS OR PROJECT QUALITY CONTROL
PROCEDURES SHALL NULLIFY WRITTEN WAIVER OF TESTING REQUIREMENTS.
EXPANSION AND CHEMICAL ANCHORS:
I. ALL ANCHORS SHALL BE STAINLESS STEEL. PLATED ANCHORS SHALL BE USED ONLY
WHERE SPECIFICALLY PERMITTED ON STRUCTURAL DRAWINGS.
2. EXPANSION ANCHORS SHALL HILTI KUIK BOLT, ZINC PLATED IN 'ACCORDANCE WITH ASTM
8633 OR STAINLESS STEEL OR APPROVED EQUAL. ADHESIVE CHEMICAL ANCHORS SHALL
BE HILTI HVA ADHESIVE ANCHOR SYSTEM, ZINC PLATED IN ACCORDANCE WITH ASTM E3633
OR STAINLESS STEEL OR APPROVED EQUAL.
3. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURE SPECIFICATION AND
RECOMMENDATIONS.
4. MINIMUM EMBEDMENT SHALL BE CONCRETE THICKNESS MINUS 1-1/2 NCHES, USE LONGEST
AVAILABLE ANCHOR THAT MAINTAINS CONCRETE COVER STATED.
5. SPACING AND EDGE DISTANCE SHALL BE AS FOLLOWS:
A. AS SPECIFIED BY THE MANUFACTURE TO ATTAIN FULL LOAD CAPACITY IN SHEAR AND
TENSION AND AS STATED BELOW.
B. MINIMUM ANCHOR SPACING - 12 DIAMETERS.
C. MINIMUM ANCHOR EDGE DISTANCE - 10 DIAMETERS.
D. IF MINIMUM SPACING AND EDGE DISTANCE CANNOT BE MAINTAINED OR IF
STATED/DRAWN AS LESS ON DRAWINGS, PROVIDE 4 03, V-6" LONG FOR ANCHORS UP TO 5/8
NCH AND 2' -6" LONG FOR LARGER ANCHORS, REINFORGEMNt IN SQUARE PATTERN
AROUND ANCHOR WITH A HORIZONTAL SPACING OF 2 INCHES. PROVIDE ONE LAYER OF
REINFORCEMENT FOR ANCHORS UP TO 5/8 NCH AND 2 LAYERS FOR LARGER ANCHORS.
REINFORCEMENT COVER AND VERTICAL SPACING SHALL BE 2 INCHES. PROVIDE
EQUIVALENT HAIRPINS SPACED 30 DEGREES APART AND SAME LENGTH AS INDICATED
ABOVE FOR ANCHORS PLACED NEAR CONCRETE EDGES.
E. SPACING AND EDGE DISTANCE LESS THAN 1/2 MINIMUM IS NOT ALLOWED, EVEN IF
REINFORCEMENT IS PROVIDED AS STATED ABOVE. THE CONTRACTOR SHALL NOTIFY THE
ENGINEER N WRITING BEFORE PROCEEDING WITH WORK IF THESE CONDITIONS EXIST.
6. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALLS, FILL 3 (ANCHOR BOLT LOCATION
AND ADJACENT CELLS) BLOCK CELLS WITH COARSE GROUT TO BEAM, SLAB OR
FOUNDATION ABOVE AND BELOW BLOCK CELL OPENING.
1. MINIMUM ANCHOR SIZE IF NOT INDICTED ON DRAWINGS SHALL BE 5/8 INCH DIAMETER
WITH MINIMUM LENGTH AS STATED ABOVE.
S. ANCHOR BOLT HOLES THROUGH WOOD SHALL BE 1/I6 INCH LARGER THAN BOLT.
ST RUCTURAL AND MISCELLANEOUS STEEL:
I. ALL STRUCTURAL STEEL FORGED SECTIONS TO BE DOMESTIC ASTM A-588 (FY=50000
PSI) AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST AISC "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE
AISC CODE OF STANDARD PRACTICE. SHEET STEEL SHALL CONFORM TO AMERICAN IRON
AND STEEL INSTITUTE SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL
STRUCTURAL MEMBERS.
2. STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO ASTM A-500, GRADE B,
FY=46000 PSI. PIPE COLUMNS TO BE EXTRA STRENGTH, U.ON. FILL PIPE AND TUBE
COLUMNS WITH 30M PSI CONCRETE. PROVIDE ONE 1/4 INCH LLEEPHOLE IN COLUMN AT 3
INCHES FROM TOP AND BOTTOM AND ONE AT MIDHEIGHT. ALL STEEL TUBES, STEEL PIPE
COLUMNS AND BASE PLATES SHALL HOT DIPPED GALVANIZED AFTER FABRICATION IN
ACCORDANCE WITH AISC AND COATING ASTM DESIGNATION G185.
3. BOLTS TO BE HIGH STRENGTH (ASTM-A325) 3/4 INCHES DIAMETER UNLESS OTHERWISE
SPECIFIED. PROVIDE MATCHING HS. NUTS AND WASHERS.
4. ALL ANCHORS AND ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL BE HOP DIPPED
GALVANIZED AND CONFORMING TO ASTM A-36 SPECIFICATION, UAN.. PROVIDE NUTS AND
WASHERS SAME FINISH AS ANCHORS AND/ OR ANCHOR BOLTS.
S. ALL WELDING TO BE DONE BY CERTIFIED WELDERS IN ACCORDANCE WITH AMERICAN
WELDING SOCIETY STRUCTURAL WELDING CODE -STEEL OIJ, SPECIFICATION FOR WELDING
SHEET STEEL IN STRICTURES D13, STRUCTURAL WELDING CODE -REINFORCING STEEL 01.4.
ELECTRODES SHALL BE E-10 SERIES, LOW HYDROGEN. AFTER ERECTION AND FIELD
OBSERVATION IF REQUIRED, CLEAN WELDS AND TOUCH UP PANT IN ACCORDANCE WITH
PARAGRAPH 8 BELOW.
6. SEE THE FOLLOWING NOTES FOR ADDITIONAL APPLICABLE REQUIREMENTSt STEEL
JOISTS, STEEL DECKS AND REINFORCING STEEL.
I. WHERE REACTION VALUES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE
CONNECTIONS SELECTED SHALL DEVELOP THE MEMBER IN SHEAR AND SHEAR AND
MOMENT FOR MC MOMENT CONNECTION.
S. STEEL BEARING ON STEEL TO BE WELDED THERETO, EXCEPT AT EXPANSION JOINTS.
9. SHOP COAT ALL STRUCTURAL STEEL WITH RUSTOLEUM "169" RED PRIMER OR
APPROVED EQUAL, U.ON., MINIMUM 4 MIL. DRY FILM THICKNESS.
10. FOR MISCELLANEOUS STEEL NOT SHOWN ON THESE DRAWINGS SEE ARCHITECTURAL AND
MECHANICAL DRAWINGS.
11. REFER TO ARCHITECTURAL PLANS FOR FIREPROOFING OF STRUCTURAL STEEL MEMBERS.
12. SHOP DRAWINGS ARE REQUIRED. SHOP DRAWINGS SHALL IDENTIFY THE SPECIFIC
PROJECT, LIST ALL DESIGN CRITERIA, LIST ALL MATERIAL SPECIFICATIONS AND SHOW ALL
STRUCTURAL STEEL CONNECTIONS AND ERECTION REQUIREMENTS.! CONNECTION DETAILS
AND DESIGN CALCULATIONS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER
WHO PREPARED THEM.
I. ALL WOOD DESIGN, FABRICATION AND CONSTRUCTION SHALL CONFORM TO THE NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, NATIONAL FOREST PRODUCTS
ASSOCIATION.
2. ALL STRUCTURAL WOOD TO BE SOUTHERN PINE NO.1 OR DOUGLAS FIR -LARCH NO. 1, OR
BETTER WOOD TO BE AIR DRIED, WELL SEASONED AND GRADE MARKED AT MILL.
3. WOOD TO CONFORM TO RILES OF THE MANUFACTURER'S ASSOCIATION UNDER WHOSE
RULES THE LUMBER IS PRODUCED.
4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR (4) SIDES (S-4-S) WITH A MINIMUM
ALLOWABLE FIBER STRESS IN BENDING OF 1350 P.S.I. AND A MAXIMUM MOISTURE CONTENT
OF 1C3%.
5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, MASONRY, STUCCO OR OTHER
CEMENTITIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP-2.
b. ALL BOLTS SHALL BE A611" f A301. ALL BOLT HOLES V16 INCH LARGER THAN BOLT.
1. ALL CONNECTORS INCLUDING NAILS, BOLTS, WASHERS AND NUTS SHALL BE HOT DIPPED
GALVANIZED, U.ON.
S. PLYWOOD SHALL BE IDENTIFIED WITH GRADE -TRADEMARK OF APA AND MEET THE
REQUIREMENTS OF PRODUCT STANDARD PS -I.
9. ROOF SHEATHING OVER PREFAB TRUSSES OR RAFTERS SPACED AT A MAXIMUM OF 24
INCHES ON CENTER SHALL BE A MINIMUM OF 3/4 INCH CD G-2 EXT-APA. INSTALL WITH FACE
GRAIN ACROSS SUPPORTS WITH PLY CLIPS AND CONTINUOUS OVER 2 SUPPORTS. NAIL AT 4
INCHES ON CENTER ALONG PANEL EDGES AND INTERMEDIATE SUPPORTS, 21/2" AT DIAPHRAGM
BOUNDARIES WITH GALVANIZED 10d ANNULAR RING NAILS.
10. FLOOR SUBFLOOR OVER PREFAB TRUSSES OR JOISTS AT 24 INCHES ON CENTER MAXIMUM
SHALL BE A MINIMUM OF 3/4 INCH CD G-1 EXT-APA. INSTALL WITH FACE GRAIN ACROSS
SUPPORTS WITH EDGE BLOCKING AND CONTINUOUS OVER 2 SUPPORTS. NAIL AT 3 INCHES ON
CENTER ALONG PANEL EDGES AND AT INTERMEDIATE SUPPORTS WITH GALVANIZED 10d
COMMON NAILS. STAGGER NAILING WHEN TWO LAYERS OF PLYWOOD ARE SPECIFIED IN
STRUCTURAL DRAWINGS.
11. STORE ALL LUMBER AND PLYWOOD ABOVE GRADE OR FLOOR AND PROTECTED FROM
WEATHER
I. DESIGN STANDARDS SHALL CONFORM WITH THE APPLICABLE PROVISIONS OF THE NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, NATIONAL FOREST PRODUCTS
ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES,
TRUSS PLATE INSTITUTE AND THE FLORIDA BUILDING CODE.
2. ALL CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 18 GUAGE AND SHALL BE
MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM-A653 GRADE 60 AND
SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM-A653. COATING DESIGNATION G185.
CONNECTOR PLATES SHALL BE APPLIED TO BOTH FACES OF TRUSS AT EACH JOINT, AND
SHOULD PROVIDE FIRM EVEN CONTACT BETWEEN THE PLATE AND THE WOOD.
3. QUALITY SHALL BE N ACCORDANCE WITH QUALITY CONTROL MANUAL, TRUSS PLATE
INSTITUTE. MAXIMUM TRUSS SPACING IS 24 NCHES ON CENTER TOP AND BOTTOM CHORDS
SHALL BE 2X6 INCHES MINIMUM. RIDGE, HIP AND VALLEY BLOCKING SHALL BE REQUIRED,
MINIMUM 2X6 INCHES OR CHORD SIZE WITH 2-16d NAILS PER CONNECTION. TRUSSES RESTING
ON SLOPED SUPPORT SHALL BE BEVEL CUT TO PROVIDE FULL BEARING, INCREASE LUMBER
SIZE IF REQUIRED.
4. TRUSS FRAMING PLAN IS FOR GENERAL. CONFORMANCE AND LAYOUT ONLY. TRUSS
MANUFACTURE SHALL BE RESPONSIBLE FOR COMPLETE ENGINEERING DESIGN.
5. ALL TRUSS TO TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF AND DESIGNED BY
THE TRUSS MANUFACTURE. A MINIMUM OF TWO, EACH SIDE, SIMPSON HURRICANE ANCHORS
SHALL BE REQUIRED AT THE TOP CHORDS AND SIMPSON U HANGERS AT BOTTOM CHORDS,
OR APPROVED EQUALS. AS A MINIMUM, PIGGYBACK TRUSSES SHALL BE ANCHORED TO
SUPPORTING MEMBERS WITH ONE SIMPSON TWISTED STRAP, WITH 4-trod CLINCHED NAILS PER
CONNECTION CAT EACH MEMBER), BENT OVER MEMBERS AT EVERY BEARING POINT AND AT A
MAXIMUM SPACING OF 24 INCHES ON CENTER
6. THE CONTRACTOR SHALL COORDINATE THE WORK WITH THE TRUSS MANUFACTURE TO OBTAIN
FINAL DIMENSIONS AND ANCHORAGE LOCATIONS WHICH WILL AFFECT THE CONCRETE WORK NO
CONCRETE WORK WHICH REQUIRES CONTRACTOR/TRUSS MANUFACTURE COORDINATION SHALL
BE STARTED WITHOUT FINAL TRUSS SHOP DRAWINGS APPROVAL.
1. ALL TRIANGULAR TRAPIZODAL OR UNSYMMETRICAL TRUSSES SHALL HAVE WOOD MEMBERS
ON OPEN SIDE, OPEN SIDED TRUSSES ARE NOT ALLOWED. MINIMUM SIZE OF TRUSS PLATE AND
WOOD MEMBER SHALL BE CAPABLE OF TRANSFERNG FULL UPLILT AND GRAVITY LOADS TO
TOP AND BOTTOM CHORDS.
S. ROOF SHALL BE LOADED (ROOFING MATERIALS,TILES,SHAKES,ETCJ UNIFORMLY DURING
CONSTRUCTION, UNSYMMETRICAL LOADS SHALL BE AVOIDED.
9. ALL TRUSSES MUST BE SECURELY BRACED DURING ERECTION AND AFTER PERMANENT
INSTALLATION IN BUILDING, IN ACCORDANCE WITH COMMENTARY AND RECOMMENDATIONS FOR
HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, TRUSS PLATE
INSTITUTE. IN ADDITION, PERMANENT BRACING SHALL BE DESIGNED BY THE SPECIALTY
ENGINEER AND AS A MINIMUM SHALL BE AS FOLLOWS;
A. BOTTOM AND TOP CHORDSt CONTINUOUS LONGITUDINAL BRACING USING 2X6 MIN. AT 4 FEET
ON CENTER LAPPED AT LEAST TWO TRUSSES AND CONNECTED TO CHORDS WITH 2-Irod NAILS.
ADD 45 DEGREE DIAGONAL BRACING AT 12 FEET ON CENTER FOR FULL WIDTH OF TRUSS, SIZE
AND CONNECTIONS AS INDICATED ABOVE.
B. PROVIDE VERTICAL CROSS BRACING AT EACH END OF BUILDING AND AT A MAXIMUM
SPACING OF 12 FEET ON CENTER AND EXTEND FOR AT LEAST 3 TRUSSES. BRACING SIZE AND
CONNECTIONS AS INDICATED ABOVE. BRACING HORIZONTAL SPACING SHALL BE 6 FEET AT
ENDS AND 12 FEET AT INTERIOR-
C. PERMANENT WEB BRACING SHALL BE DESIGNED TO FUNCTION INDEPENDENTLY OF THE MAIN
STRUCTURE. SCAB OR T BRACING SHALL BE USED FOR ALL WEB MEMBERS.
D. TRUSS SUBSYSTEMS AND PIGGYBACK TRUSSES REQUIRE MINIMUM BRACING AND OTHER
REQUIREMENTS AS STATED ABOVE.
E. TRUSS MANUFACTURE SHALL CONSIDER PERMANENT BRACING REQUIREMENTS DURING TRUSS
LAYOUT AND DESIGN. TRUSS LAYOUT OR DESIGN WHICH CANNOT BE READILY PERMANENTLY
BRACED WILL NOT BE ACCEPTED.
10. TRUSSES, TRUSS FRAMING PLAN, CONNECTIONS AND BRACING SHALL BE DESIGNED AND
SIGNED AND SEALED BY A DELEGATED FLORIDA PROFESSIONAL ENGINEER
11. ALL TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS;
A. ROOFS:
TOP CHORD LIVE LOAD 30 PSF
TOP CHORD DEAD LOAD 20 PSF
BOTTOM CHORD DEAD LOAD 10 PSF
TOTAL 60 PSF
B. CONCENTRATED LOADS AS INDICATED IN DRAWINGS.
C. WIND LOADS PER THE ASCE1-05 FOR HEIGHT, ROOF SLOPE, SHAPE AND PARTIALLY OPEN
STRUCTURE AS APPLICABLE. SEPARATE CALCULATIONS FOR WIND LOADS SHALL BE
SUBMITTED INDICATING ALL ASSUMPTIONS AND CRITERIA.
D. STRESS INCREASE SHALL NOT BE USED FOR STEEL DESIGN OF METAL TRUSS PLATES.
E. STORE WOOD TRUSSES ABOVE GRADE OR FLOOR AND PROTECTED FROM WEATHER
F. SIGNED AND SEALED BY A FLORIDA P.E. SHOP DRAWINGS ARE REQUIRED. SHOP DRAWINGS
SHALL IDENTIFY THE SPECIFIC PROJECT, LIST ALL DESIGN CRITERIA, LIST ALL MATERIAL
SPECIFICATIONS, DETAIL ALL CONNECTIONS AND ERECTION REQUI T 1P DRAWINGS
SHALL INDICATE THAT THE REQUIREMENTS STATED ABOV1J81� ,AND MET AS gE?
SUBMITTED. nc riLDI
=,owjiOVEQ Ry'
PROJECT No. 10034.00
Kane Residence
6695 SW 69 Ave
South Miami, FL
OWNER
John and Ellie Kane
6695 SW 69 Ave
South Miami, FL
BIT SET 06/03/11
PERMIT SET 06/23/11
Pablo Corazzini AR - 91716
Luigi Vitalini AR -13513
N r*44% vital inl o ain
AR C H I T E C T S
300 Aragon Avenue, Suite 330 1 Coral Gables, FL 33134
tel: 305.567.0602 1 tax: 305.446.3197 1
www.vcmiami.com FL Registration AA26001654
Consulting Civtl/Structural Engineer
141 A-1 AMBRA CIRCLE SHEET NO.
SUITE 200
CORAL. GABLES, El. 33134
C305) 561-0125
ES: 00®6813
Rea. No. 4008'1