10-558R-006GENERAL NOTES
1. The governing Code for this Project is the Florida Building Code, 2007 Edition. With 2009 amendments
2. Construction is to comply with the requirements of the governing Building Code and all other applicable Federal,
State, and Local Codes, Standards, Regulations and Laws.
3. The Structural Documents are to be used in conjunction with the Architectural Documents.
4. Details labeled "typical" apply to all situations that are the same or similar to those specifically referenced,
whether or not they are keyed in at each location.
5. Openings shown on Structural Drawings are only pictorial. See the Architectural and M.E.P. drawings for the size
and location of openings in the structure.
6. This project is an addition to an existing house. The General Contractor shall coordinate all Contract Documents
with field conditions and dimensions and Project Shop Drawings prior to construction. Do not scale drawings; use
only printed dimensions. Report any discrepancies in writing to the Architect prior to proceeding with work. Do
not change size or location of structural members without written instructions from the Structural Engineer of
Record.
7. The Contractor shall protect adjacent property, his own work and the public from harm. The Contractor is solely
responsible for construction means and methods, and jobsite safety including all OSHA requirements.
8. The Structure is designed to be structurally sound when completed. Prior to completion, the Contractor is
responsible for stability and temporary bracing, including, but not limited to, masonry walls. Wherever the
Contractor is unsure of these requirements, the Contractor shall retain a Florida Licensed Engineer to design and
inspect the temporary bracing and stability of the structure.
9. Design Superimposed Loads:
OCCUPANCY LIVE LOAD DEAD LOAD
Sloped Roof 20 psf 25 psf
Flat Roof 30 psf 25 psf
Residential 40 psf 25 psf
10. Design Wind Loads
Governing Code ASCE 7 -05
Basic Wind Speed V = 146 mph
Building Category 11
Importance Factor 1 = 1.00
Directionality Factor Kd = 0.85
Exposure - MWFRS C
Internal Pressure Coefficient GCpi = t 0.18
Mean Roof Height 12 feet
SHOP DRAWINGS AND OTHER SUBMITTALS
1. Submittals for special structural, load- carrying items that are required by Codes or Standards to resist forces
must be prepared by, or under the direct supervision of, a Delegated Engineer. Examples include Prefabricated
Wood Components and Shoring and Reshoring.
2. A Delegated Engineer is defined as a Florida Licensed Engineer who specializes in and undertakes the design of
Structural Components or Structural Systems included in a specific submittal prepared for this Project and is an
employee or officer of, or consultant to, the Contractor or Fabricator responsible for the submittal. The
Delegated Engineer shall sign, seal and date the submittal, including calculations and drawings.
3. The Trade Contractor is responsible for confirming and correlating dimensions at the job sites, for tolerances,
clearances, quantities, fabrication processes and techniques of construction, coordination of the work with other
trades and full compliance with the Contract Documents.
4. The General Contractor shall review and approve submittals and shall sign and date each drawing prior to
submitting to the Architect. This approval is to confirm that the Submittal is complete and is coordinated with
field dimensions, other trades, erection sequencing and constructability.
5. The Structural Engineer reviews submittals to confirm that the submittal is in general conformance with the design
concept presented in the Contract Documents. Quantities and dimensions are not checked. Notations on
submittals do not authorize changes to the contract sum.
6. In addition to the above, the Structural Engineer's review of Delegated Engineer submittals is limited to verifying
that the specified structural submittal has been furnished, signed and sealed by the Delegated Engineer and that
the Delegated Engineer has understood the design intent and used the specified Structural Criteria. No detailed
check of calculations will be made. The Delegated Engineer is solely responsible for his /her design, including but
not limited to the accuracy of his /her calculations and compliance with the applicable codes and standards.
SHALLOW FOUNDATIONS Q
1. Foundation design, soil preparation and compaction are based on Geotechnical Investigation, data and
recommendation in Report# 1023 by KACO dated 07/29/10.
2. Footing Sizes and reinforcing are based on allowable soil bearing capacity of 2000psf. All footings shall bear on
natural soil prepared per Geotechnical report.
3. Subgrade preparation shall be field controlled and tested by a Licensed Soils Engineer in accordance with the
Geotechnical Report. At completion, that Engineer shall prepare and submit to the Owner, Architect, Contractor
and Structural Engineer a signed and sealed letter indicating that the recommendations of the Geotechnical Report
have been followed.
4. The Contractor is solely responsible for all excavation procedures including protection of adjacent structures and
utilities in accordance with the requirements of the local building department and OSHA regulations. Do not
excavate within one foot of the angle of repose of any soil bearing foundation unless the foundation is properly
protected against settlement.
SLABS ON GRADE
1. Use fill containing not more than 10% passing #200 sieve and maximum 1 inch diameter. Compact to
95% of maximum dry density as determined by modified proctor ASTM D -1557. Each layer of fill shall
not exceed 6" loose thickness. Compact prior to placement of the next layer.
2. Fill placement and compaction shall be monitored and accepted by the testing agency. Take a min. of one field
density test (ASTM D -1556 or D -2922) for each 2,500 square feet of each layer. The testing agency shall
randomly select test locations.
3. For interior slabs place 6 mil polyethylene sheeting between soil and bottom of slab. Do not use any sheeting
below exterior concrete slabs.
4. Use 4" thick slabs on grade reinforced with 6 x 6 - W2.9 x W2.9 welded wire reinforcement supplied in flat
sheets only. Use chairs to support wire fabric in the center of slab.
5. Provide crack control joints at 15 feet maximum to limit areas between joints to 225 sq. ft. in all floating slabs
on grade. Locate to conform to bay spacing whenever possible, add crack control joints at re- entrant corners
STRUCTURAL NOTES
which tend to invite cracks.
6. See the Architectural Drawings for slab on grade depressions and other requirements.
REINFORCED CONCRETE
1. Comply with ACI 301 and 318.
2. Provide structural concrete with a minimum ultimate compressive design strength of 3,000 psi in 28 days.
3.' Provide ASTM A -615 Grade 60 reinforcing steel. Reinforcing shall be accurately placed, rigidly supported and
firmly tied in place, with appropriate bar supports and spacers. Lap continuous reinforcing 48 bar dia. Lap
bottom steel over supports and top steel at midspan (u.o.n.). Hook discontinuous ends of all top bars and all
bars in walls, u.o.n. provide cover over reinforcing as follows:
1. Construct masonry in accordance with ACI 530 /ASCE 5, "Building Code Requirements for Concrete Masonry
Structures "; and ACI 530.1 /ASCE 6, "Specifications for the Design and Construction of Load - Bearing Concrete
Masonry".
2. The structure is supported by bearing walls, u.o.n. Erect masonry prior to casting concrete columns within
bearing walls or casting beams and slabs supported by bearing walls.
3. Use 50% solid, nominal 8x8x16, concrete masonry units conforming to ASTM C90. Block net area compressive
strength shall be 1900 psi. Lay up units in running bond. Sawcut units which are not in multiples of 8 ".
Units shall be at least 8" long. Bond corners by lapping ends 8" in successive vertical courses. Design of walls
is based on a f'm of 1500 psi.
4. Use Type S mortar in accordance with ASTM C270 except use Type M mortar below grade. Head and bed joints
shall be 3/8" for the thickness of the face shell. Webs are to be fully mortared in all courses of piers,
columns and pilasters; in the starting course; and where an adjacent cell is to be grouted. Remove mortar
protrusions extending 1/2" or more into cells to be grouted.
5. Use standard (9 gauge) ladder type horizontal joint reinforcing in every other course. Joint reinforcing and
anchors in exterior walls shall conform to ASTM A 153 Class B2, with a coating thickness of 1.50 oz /sf; conform
to ASTM A 641 in interior walls. Overlap discontinuous ends 6 ". Extend joint reinforcing a min'mum of 4" into
tie columns.
6. Use fine grout conforming to ASTM C -476, with a minimum compressive strength of 2500 psi in 28 days.
Aggregate to conform to ASTM C404 for fine grout, with slump of 8" to 10 ". Grout all masonry containing
reinforcing. Allow mortar to cure 24 hours prior to grouting. Provide cleanout openings at the base of cells
containing reinforcing steel to clean the cell and to tie the vertical bar to the dowel. In high -lift grouting, use
5' -0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and reconsolidate tie previous lift.
7. Use ASTM A -615 Grade 60 reinforcing steel. Reinforce walls where indicated on the drawings.
8. At tie beam corners and intersections, place 1 #5 x 5' -0" T & B corner bar, with 30" legs each way, at the
exterior face.
9.. Reinforced masonry wall construction shall be inspected by an Engineer or Architect in accordance with ACI
. 530.1 /ASCE 6.
10. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry wall, fill cels with grout for
bolted course, one course above and two courses below.
11. Provide lintels or headers with min. 8" bearing over all masonry openings.
12. Use pressure- treated wood for wood in contact with masonry.
EXPANSION ANCHORS
1. Use wedge -type expansion anchors such as the Hilti Kwik Bolt III, ITW Ramset Red Head Trubot Wedge, Powers
Rawl Power -Stud, Simpson Strong -Tie Wedge -All or accepted equivalent. Follow manufacturers specifications for
use and installation.
CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS
1. Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY150, ITW Rarrset /Red Head
Epcon A7 or C6 Injection System, Powers Rawl Power -Fast System, Simpson Strong -Tie AT or = TAllied Fastener
Allied Gold A -1000, or accepted equivalent. Follow Manufacturer's Specifications for use and installation.
2. Refer to manufacturer's installation instructions for appropriate drill size. Thoroughly clean holy including removal
of dust prior to filling with epoxy.
3. Threaded rods are A -36 galvanized steel, u.o.n.
PRE - ENGINEERED WOOD TRUSSES
1. Design and fabricate all timber in conformance with Division 6 Specifications, the "National Desgn Specification
For Stress -Grade Lumber And Its Fastenings" and Florida Building Code, 2004 Edition, and the National Design
Standard for metal plate connected wood truss construction.
2. In accordance with Rule 61G15-31.003 of the Florida Administrative Code, the Truss System Ergineer, a Delegated
Engineer, shall design the Truss System. The Truss System Engineer shall submit shop drawincs and calculations
for review to Architect /Engineer for the assemblage of prefabricated, engineered wood trusses cnd truss girders,
together with all bracing, connections and other structural elements and all spacing and locatioi criteria (truss
placement plan), that, in combination, function to support the dead, live and wind loads applicable to the roof
Truss System. The Truss System does not include walls, or any other structural support systems. These shop
drawings and calculations shall be signed and sealed by the Truss System Engineer.
3. In accordance with Rule 61G15- 31.003 of the Florida Administrative Code, the Truss Design Engineer, a Delegated
Engineer, shall design the individual trusses of the Truss System, but does not design the Truss System. The
Truss Design Engineer shall submit shop (piece) drawings and calculations for each different truss of the Truss
System such that each truss will function to support the dead, live and wind loads applicable to each truss and
truss girder that together comprise the Truss System. These shop drawings and calculations shall be signed and
sealed by the Truss Design Engineer.
4. The Truss System Engineer and the Truss Design Engineer shall each be responsible for their own work. However,
they may be the some individual providing two separate services.
5. The loads, layouts and connections provided on the structural construction documents are the minimums to be
followed by the Truss System Engineer and the Truss Design Engineer.
6. Use stress -rated timber for all wood structural members. Do not use wood structural members with a bending
stress less than 1200 psi or a modulus of elasticity less than 1,400,000 psi when used at 19% maximum
moisture content.
7. Pressure treatment of all structural lumber shall be in accordance with AWPA Standards C1 and C2, latest
Editions with a waterborne preservative in accordance with Standard P5, latest Edition. All lumber to be
kiln -dried after treatment to a moisture content not to exceed 19% oven -dry basis, per Standard C2. All lumber
less than 4 x 4 (nominal size) to be treated to the above ground requirements of Standard C2.
8. Minimum design loads for roof trusses:
20 psf LL top chord
15 psf DL top chord
10 psf DL bottom chord
Wind pressure based on ASCE -7. See General Notes and Drawings.
9. The design and erection of wood trusses, including bracing, shall conform to the commentary and
recommendations of the truss plate institute. In addition to continuous lateral bracing of top and bottom chords
(designed by the Truss System Engineer, but spaced not more than 10' o.c.) provide diagonal bracing (minimum
2" thick nominal lumber) as follows:
A. In the plane of the top chord: locate between lateral bracing, set at 45 degree angles, repeat at maximum
20' intervals.
B. In the plane of the web members (perpendicular to the trusses): at each web member requiring continuous
lateral bracing but not more than 16' intervals, spacing between sets of diagonals shall not exceed 20' or
twice the horizontal run of the diagonal.
C. In the plane of the bottom chord: place between continuous lateral bracing at 45 degree angle at each end
of building.
10. Anchor all diagonal bracing to reinforced masonry walls or reinforced concrete members with prefabricated (min.
12 ga.) galvanized steel straps or framing connectors. Fasten straps to masonry with 2 -1/2" dia. masonry
anchors or 4 -.17" dia. x 1 -1/2" powder- driven pins if into concrete and to wood members with not less than
6 -16D nails.
11. Plywood roof sheathing shall be 5/8 " thick C -D interior with exterior glue APA. In compliance with AITC
Standards, connect to supports with 10D ring shnak nails at 6" o.c. at panel edges and intermediate supports
and 4" o.c. at gable ends. Place face grain perpendicular to supports. Provide plyclips along edge joints at mid
span between supports.
12. All bolts and bolted connections shall conform to ASTM A307. Use washers between wood and all bolt heads and
nuts
13. All metal wood connectors shall be galvanized and shall be manufactured by Simpson Strong Tie Co., or approved
equal.
14. All timber connectors including bolts, lag screws, washers, and nuts shall be galvanized and painted black, u.o.n.
�H Nl1A(�k
GITBUILDING DEPT.
� T10iA
STRUCTt1RA�
(,'0T
S1.01
ADDITON &
'ALTERATION
TO
NATALIA &
FERNANDO'S
RESIDENCE
5901 S.W. 81 STREET
SOUTH WIAMI, FL 33143
1 07 -29 -10 REVIEW COMMENTS
REV I DATE DESCRIPTION
BLISS & NYITRAY, INC.
STRUCTURAL ENGINEERS
Certificate of Authorization No. CA 674
800 Douglas Road, Suite 300
Coral Gables Florida, 33134
Tel. ( 305) 442 -7086 Fax ( 305) 442 -7092
www.bniengineers.com
Paul A. Zilio, P.E. Fla. Reg. No. 47013
BNI Project No.10M14
PAS
ASSOCIATES, P.A.
ARCHITECTS
500 SOUTH DIXIE HWY, SUITE 303
CORAL GABLES, FL 33146 PH. (305) 665 -0641
MAY 199 2010
JOHN E. JUNKIN AR 006454
Element
Bottom Top Sides
Footings
3" 2" 3"
Beams Above Grade
1 1/2- 1 1/2- 1 1/2-
Slabs on Grade
2" 1 ° 2"
Walls Retaining Fill
- - 2"
Walls Above Grade
- - in
4.
Where. specified, provide plain, cold -drawn
electrically - welded wire reinforcement conforming to ASTM A -185.
Supply in flat sheets only. Lap splice one
cross wire spacing plus two inches.
5.
Utilities shall not penetrate beams or columns but may pass through slabs and walls individually, uon. For
openings 24" long or less, cut reinforcing
and replace alongside opening with splice bars of equivalent area with
48 bar dia. lap. Prepare and submit shop
drawings for openings longer than 24 ". For rectangular openings 12"
long or longer, add 1#5 x 6' mid depth diagonal at all 4 corners.
6.
Where reinforcing steel congestion permits,
conduit and pipes up to 1" diameter may be embedded in concrete
per ACI 318, Section 6.3.
7.
Provide keyways and adequate dowels at construction joints.
CONCRETE MASONRY
1. Construct masonry in accordance with ACI 530 /ASCE 5, "Building Code Requirements for Concrete Masonry
Structures "; and ACI 530.1 /ASCE 6, "Specifications for the Design and Construction of Load - Bearing Concrete
Masonry".
2. The structure is supported by bearing walls, u.o.n. Erect masonry prior to casting concrete columns within
bearing walls or casting beams and slabs supported by bearing walls.
3. Use 50% solid, nominal 8x8x16, concrete masonry units conforming to ASTM C90. Block net area compressive
strength shall be 1900 psi. Lay up units in running bond. Sawcut units which are not in multiples of 8 ".
Units shall be at least 8" long. Bond corners by lapping ends 8" in successive vertical courses. Design of walls
is based on a f'm of 1500 psi.
4. Use Type S mortar in accordance with ASTM C270 except use Type M mortar below grade. Head and bed joints
shall be 3/8" for the thickness of the face shell. Webs are to be fully mortared in all courses of piers,
columns and pilasters; in the starting course; and where an adjacent cell is to be grouted. Remove mortar
protrusions extending 1/2" or more into cells to be grouted.
5. Use standard (9 gauge) ladder type horizontal joint reinforcing in every other course. Joint reinforcing and
anchors in exterior walls shall conform to ASTM A 153 Class B2, with a coating thickness of 1.50 oz /sf; conform
to ASTM A 641 in interior walls. Overlap discontinuous ends 6 ". Extend joint reinforcing a min'mum of 4" into
tie columns.
6. Use fine grout conforming to ASTM C -476, with a minimum compressive strength of 2500 psi in 28 days.
Aggregate to conform to ASTM C404 for fine grout, with slump of 8" to 10 ". Grout all masonry containing
reinforcing. Allow mortar to cure 24 hours prior to grouting. Provide cleanout openings at the base of cells
containing reinforcing steel to clean the cell and to tie the vertical bar to the dowel. In high -lift grouting, use
5' -0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and reconsolidate tie previous lift.
7. Use ASTM A -615 Grade 60 reinforcing steel. Reinforce walls where indicated on the drawings.
8. At tie beam corners and intersections, place 1 #5 x 5' -0" T & B corner bar, with 30" legs each way, at the
exterior face.
9.. Reinforced masonry wall construction shall be inspected by an Engineer or Architect in accordance with ACI
. 530.1 /ASCE 6.
10. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry wall, fill cels with grout for
bolted course, one course above and two courses below.
11. Provide lintels or headers with min. 8" bearing over all masonry openings.
12. Use pressure- treated wood for wood in contact with masonry.
EXPANSION ANCHORS
1. Use wedge -type expansion anchors such as the Hilti Kwik Bolt III, ITW Ramset Red Head Trubot Wedge, Powers
Rawl Power -Stud, Simpson Strong -Tie Wedge -All or accepted equivalent. Follow manufacturers specifications for
use and installation.
CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS
1. Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY150, ITW Rarrset /Red Head
Epcon A7 or C6 Injection System, Powers Rawl Power -Fast System, Simpson Strong -Tie AT or = TAllied Fastener
Allied Gold A -1000, or accepted equivalent. Follow Manufacturer's Specifications for use and installation.
2. Refer to manufacturer's installation instructions for appropriate drill size. Thoroughly clean holy including removal
of dust prior to filling with epoxy.
3. Threaded rods are A -36 galvanized steel, u.o.n.
PRE - ENGINEERED WOOD TRUSSES
1. Design and fabricate all timber in conformance with Division 6 Specifications, the "National Desgn Specification
For Stress -Grade Lumber And Its Fastenings" and Florida Building Code, 2004 Edition, and the National Design
Standard for metal plate connected wood truss construction.
2. In accordance with Rule 61G15-31.003 of the Florida Administrative Code, the Truss System Ergineer, a Delegated
Engineer, shall design the Truss System. The Truss System Engineer shall submit shop drawincs and calculations
for review to Architect /Engineer for the assemblage of prefabricated, engineered wood trusses cnd truss girders,
together with all bracing, connections and other structural elements and all spacing and locatioi criteria (truss
placement plan), that, in combination, function to support the dead, live and wind loads applicable to the roof
Truss System. The Truss System does not include walls, or any other structural support systems. These shop
drawings and calculations shall be signed and sealed by the Truss System Engineer.
3. In accordance with Rule 61G15- 31.003 of the Florida Administrative Code, the Truss Design Engineer, a Delegated
Engineer, shall design the individual trusses of the Truss System, but does not design the Truss System. The
Truss Design Engineer shall submit shop (piece) drawings and calculations for each different truss of the Truss
System such that each truss will function to support the dead, live and wind loads applicable to each truss and
truss girder that together comprise the Truss System. These shop drawings and calculations shall be signed and
sealed by the Truss Design Engineer.
4. The Truss System Engineer and the Truss Design Engineer shall each be responsible for their own work. However,
they may be the some individual providing two separate services.
5. The loads, layouts and connections provided on the structural construction documents are the minimums to be
followed by the Truss System Engineer and the Truss Design Engineer.
6. Use stress -rated timber for all wood structural members. Do not use wood structural members with a bending
stress less than 1200 psi or a modulus of elasticity less than 1,400,000 psi when used at 19% maximum
moisture content.
7. Pressure treatment of all structural lumber shall be in accordance with AWPA Standards C1 and C2, latest
Editions with a waterborne preservative in accordance with Standard P5, latest Edition. All lumber to be
kiln -dried after treatment to a moisture content not to exceed 19% oven -dry basis, per Standard C2. All lumber
less than 4 x 4 (nominal size) to be treated to the above ground requirements of Standard C2.
8. Minimum design loads for roof trusses:
20 psf LL top chord
15 psf DL top chord
10 psf DL bottom chord
Wind pressure based on ASCE -7. See General Notes and Drawings.
9. The design and erection of wood trusses, including bracing, shall conform to the commentary and
recommendations of the truss plate institute. In addition to continuous lateral bracing of top and bottom chords
(designed by the Truss System Engineer, but spaced not more than 10' o.c.) provide diagonal bracing (minimum
2" thick nominal lumber) as follows:
A. In the plane of the top chord: locate between lateral bracing, set at 45 degree angles, repeat at maximum
20' intervals.
B. In the plane of the web members (perpendicular to the trusses): at each web member requiring continuous
lateral bracing but not more than 16' intervals, spacing between sets of diagonals shall not exceed 20' or
twice the horizontal run of the diagonal.
C. In the plane of the bottom chord: place between continuous lateral bracing at 45 degree angle at each end
of building.
10. Anchor all diagonal bracing to reinforced masonry walls or reinforced concrete members with prefabricated (min.
12 ga.) galvanized steel straps or framing connectors. Fasten straps to masonry with 2 -1/2" dia. masonry
anchors or 4 -.17" dia. x 1 -1/2" powder- driven pins if into concrete and to wood members with not less than
6 -16D nails.
11. Plywood roof sheathing shall be 5/8 " thick C -D interior with exterior glue APA. In compliance with AITC
Standards, connect to supports with 10D ring shnak nails at 6" o.c. at panel edges and intermediate supports
and 4" o.c. at gable ends. Place face grain perpendicular to supports. Provide plyclips along edge joints at mid
span between supports.
12. All bolts and bolted connections shall conform to ASTM A307. Use washers between wood and all bolt heads and
nuts
13. All metal wood connectors shall be galvanized and shall be manufactured by Simpson Strong Tie Co., or approved
equal.
14. All timber connectors including bolts, lag screws, washers, and nuts shall be galvanized and painted black, u.o.n.
�H Nl1A(�k
GITBUILDING DEPT.
� T10iA
STRUCTt1RA�
(,'0T
S1.01
ADDITON &
'ALTERATION
TO
NATALIA &
FERNANDO'S
RESIDENCE
5901 S.W. 81 STREET
SOUTH WIAMI, FL 33143
1 07 -29 -10 REVIEW COMMENTS
REV I DATE DESCRIPTION
BLISS & NYITRAY, INC.
STRUCTURAL ENGINEERS
Certificate of Authorization No. CA 674
800 Douglas Road, Suite 300
Coral Gables Florida, 33134
Tel. ( 305) 442 -7086 Fax ( 305) 442 -7092
www.bniengineers.com
Paul A. Zilio, P.E. Fla. Reg. No. 47013
BNI Project No.10M14
PAS
ASSOCIATES, P.A.
ARCHITECTS
500 SOUTH DIXIE HWY, SUITE 303
CORAL GABLES, FL 33146 PH. (305) 665 -0641
MAY 199 2010
JOHN E. JUNKIN AR 006454