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CITY CC= SOUTH MIA1,, 1
13WILDmG DEPT.
;,TR,U .*,,TURA.L 5�CTi011
S1,01
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STRUCTURAL NOTES
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3. In accordance with Rule 61G15- 31.003 of the Florida Administrative Code, the Truss Design Engineer, a Delegated
GENERAL NOTES
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Engineer, shall design the individual trusses of the Truss System, but does not design the Truss System. The
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REINFORCED CONCRETE
Truss Design Engineer shall submit shop (piece) drawings and calculations for each different truss of the Truss
1. The governing Code for this Project is the Florida Building Code, 2007 Edition. With 2009 amendments
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318.
System such that each truss will function to support the dead, live and wind loads applicable to each truss and
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1. Comply with ACI 301 and
truss girder that together comprise the Truss System. These shop drawings and calculations shall be signed and
I with the requirements of the governing Building Code and all other applicable Federal,
2. Construction is to comply q 9 9 9
2. Provide structural concrete with a minimum ultimate compressive design strength of 3,000 psi in 28 days.
sealed by the Truss Design Engineer.
State, and Local Codes, Standards, Regulations and Laws.
Provide ASTM A -615 Grade 60 reinforcer steel. Reinforcing shall be accurately placed, rigidly supported and
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4. The Truss System Engineer and the Truss Design Engineer shall each be responsible for their own work. However,
3. The Structural Documents are to be used in conjunction with the Architectural Documents.
firmly tied in place, with appropriate bar supports and spacers. Lap continuous reinforcing 48 bar dia. Lap
they may be the same individual providing two separate services.
Details labeled "typical" apply to all situations that are the same or similar to those specifically referenced,
4. Deta yp pP Y
bottom steel over supports and top steel at midspan (u.o.n.). Hook discontinuous ends of all top bars and all
5. The loads, layouts and connections provided on the structural construction documents are the minimums to be
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whether or not they are keyed in at each location.
bars in walls, u.o.n. provide cover over reinforcing as follows:
followed by the Truss System Engineer and the Truss Design Engineer.
5. Openings shown on Structural Drawings are only pictorial. See the Architectural and M.E.P. drawings for the size
Element Bottom Top Sides
2" 3"
6. Use stress -rated timber for all wood structural members. Do not use wood structural members with a bending
and location of openings in the structure.
Footings 3"
Grade 1 1/2" 1 1/2" 1 1/2"
stress less than 1200 psi or a modulus of elasticity less than 1,400,000 psi when used at 19% maximum
.Beams Above
1/
moisture content.
6. This project is an addition to an existing house. The General Contractor shall coordinate all Contract Documents
dimensions and Project Shop Drawings prior to construction. Do not scale drawings; use
Slabs on Grade 2 1 - 2'
Walls Retaining Fill - - 2.o
7. Pressure treatment of all structural lumber shall be in accordance with AWPA Standards C1 and C2, latest
with field conditions and
only printed dimensions. Report any discrepancies in writing to the Architect prior to proceeding with work. Do
Walls Above Grade - 1 .
Editions with a waterborne preservative in accordance with Standard P5, latest Edition. All lumber to be
not change size or location of structural members without written instructions from the Structural Engineer of
kiln -dried after treatment to a moisture content not to exceed 19% oven -dry basis, per Standard C2. All lumber
Record.
4. Where specified, provide plain, cold -drawn electrically - welded wire reinforcement conforming to ASTM A -185.
less than 4 x 4 (nominal size) to be treated to the above ground requirements of Standard C2.
7. The Contractor shall protect adjacent property, his own work and the public from harm. The Contractor is solely
Supply in flat sheets only. Lap splice one crass wire spacing plus two inches.
$• Minimum design loads for roof trusses:
responsible for construction means and methods, and jobsite safety including all OSHA requirements.
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
20 psf LL top chord
to be structural) sound when completed. Prior to completion, the Contractor is
8. The Structure is designed Y P
'
48 bar dia. la Prepare and submit shop drawings for openings Ion er than 24 ". For rectangular openings 12"
P P P 9 9 9
15 psf DL top chord
responsible for stability and temporary bracing, including, but not limited to, masonry walls. Wherever the
is these requirements, the Contractor shall retain a Florida Licensed Engineer to design and
long or longer, add 15 x 6' mid depth diagonal at all 4 corners.
10 psf DL bottom chord
Wind based on ASCE -7. See General Notes and Drawings.
Contractor unsure of
pressure
inspect the temporary bracing and stability of the structure.
6. Where reinforcing steel congestion permits, conduit and pipes up to 1" diameter may be embedded in concrete
9. The design and erection of wood trusses, including bracing,' shall conform to the commentary and
9. Desi g n Superimposed Loads:
per ACI 318, Section 6.3.
recommendations of the truss plate institute. In addition to continuous lateral bracing of top and bottom chords
7. Provide keyways and adequate dowels at construction joints.
(designed by the Truss System Engineer, but spaced not more than 10' o.c.) provide diagonal bracing (minimum
OCCUPANCY LIVE LOAD DEAD LOAD
2" thick nominal lumber) as follows:
Sloped Roof 20 psf 25 psf
Fiat Roof 30 psf 25 psf
CONCRETE MASONRY
A. In the plane of the top chord: locate between lateral bracing, set at 45 degree angles, ,repeat at maximum
Residential 40 psf 25 psf
1. Construct masonry in accordance with ACI 530 /ASCE 5, "Building Code Requirements for. Concrete Masonry
20' intervals.
10. Design Wind Loads
Structures "; and ACI 530.1 /ASCE 6, "Specifications for the Design and Construction of Load- Searing Concrete
B. In the plane of the web members (perpendicular to the trusses): at each web member requiring continuous
Masonry".
lateral bracing but not more than 16' intervals, spacing between sets of diagonals shall not exceed 20' or
Governing Code ASCE 7 -05
Basic Wind Speed V = 146 mph
2. The structure is supported by bearing walls, u.o.n. Erect masonry prior to casting concrete columns within
twice the horizontal run of the diagonal.
Building Category II
bearing walls or casting beams and slabs supported by bearing walls.
C. In the plane of the bottom chord: place between continuous lateral bracing at 45 degree angle at each end
Importance Factor I = 1.00
Directionality Factor Kd - 0.85
3. Use 50% solid, nominal 8x8x16, concrete masonry units conforming to ASTM C90. Block net area compressive
".
of building.
Exposure - MWFRS C
strength shall be 1900 psi. Lay up units in running bond. Sawcut units which are not in multiples of 8
in vertical courses: Design of walls
10. Anchor. all diagonal bracing to reinforced masonry walls or reinforced concrete members with prefabricated (min.
Internal Pressure Coefficient GCpi = t 0.18
Units shall be at least 8" long. Bond corners by lapping ends 8" successive
12 ga.) galvanized steel straps or framing connectors. Fasten .straps to masonry with 2 -1/2" dia. masonry
Mean Roof Height 12 feet
is based on a f'm of .1500 psi.
anchors or 4 -.17" dia. x 1 -1/2" powder - driven pins if into concrete and to wood members with not less than
SHOP DRAWINGS AND OTHER SUBMITTALS
4. Use Type S mortar in accordance with ASTM C270 except use Type M mortar below grade. Head and bed joints
6 -16D nails.
1. Submittals for special structural, load- carrying items that are required by Codes or Standards to resist forces
P
shall be 3/8" for the .thickness of the face shell. Webs are to be fully mortared in all courses of piers,
r the h the starting course; and where an adjacent cell is to be grouted.. Remove mortar
hall be and 9
11. Plywood roof sheathing shall be 5/8 " thick C -D interior with exterior glue APA. In compliance with AITC
must be prepared by, or under the direct supervision of, a Delegated Engineer. Examples include Prefabricated
c pilasters;
extending 1/2" or more into cells to be grouted.
Standards, connect to supports with 10D ring shnak nails at 6" O.C. at panel edges and intermediate supports
Wood Components and Shoring and Reshoring,
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protrusions
and 4 o.c. at gable ends. Place face grain perpendicular to supports. Provide plyclips along edge joints at mid
2. A Delegated Engineer is defined as a Florida Licensed Engineer who specializes in and undertakes the design of
5. Use standard (9 gauge) ladder type horizontal joint reinforcing in every other course. Joint reinforcing and
Class B2, thickness of 1.50 oz /sf; conform
span between supports.
ructural S stems included in a specific submittal prepared for this Project and is an
Structural Components or St y P
anchors in exterior wails shall conform to ASTM A 153 with a coating
6 ". Extend joint reinforcing minimum of 4" into
12. A o is and bolted connections shall conform to ASTM A307. Use washers between wood and all bolt heads and
employee or officer of, or consultant to, the Contractor or Fabricator responsible for the submittal The
to ASTM A 641 in interior walls. Overlap discontinuous ends a
nuts
Delegated Engineer shall sign, seal and date the submittal, including calculations and drawings.
tie columns. I
13. All wood connectors shall be galvanized and shall be manufactured by Simpson Strong Tie Co., or approved
3. The Trade Contractor is responsible for confirming and correlating dimensions at the job sites, for tolerances,
- minimum compressive strength of 2500 psi in 28 days.
6. Use fine grout conforming to ASTM C-476, with a m p g P
". Grout
metal
equal.
clearances, quantities, fabrication processes and techniques of construction, coordination of the work with other
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Aggregate to conform to ASTM C404 for fine grout, with slump of 8" to 10 all masonry containing
the base of cells
trades and full compliance with the Contract Documents.
Allow mortar to cure an hours prior to grouting: Provide c
the openings at
bar to the dowel. In -lift use
14. All timber connectors including bolts, lag screws, washers, and nuts shall be galvanized and painted black, u.o.n.
containing.
containing reinforcing steel to clean the cell and to tie the vertical o .high grouting,
4. The General Contractor shall review and approve submittals and shall sign and date each drawing prior to
5' -0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and reconsolidate the previous lift.
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.
7. Use ASTM A -615 Grade 60 reinforcing steel. Reinforce walls where indicated on the drawings.
5. The Structural Engineer reviews submittals to confirm that the submittal is in general conformance with the design
S. At tie beam corners and intersections, place 1 #5 x 5' -0" T & B corner bar, with 30" legs each way, at the
concept presented in the Contract Documents. Quantities and dimensions are not checked. Notations on
exterior face.
submittals do not authorize changes to the contract sum.
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9. Reinforced masonry wall construction shall be inspected by an Engineer or Architect in accordance with ACI
6. In addition to the above, the Structural Engineer' review of Delegated Engineer. submittals is limited to verifying
530.1 /ASCE 6.
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
10. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry wall, fill cells with grout for
check of calculations will be made. The Delegated Engineer is solely responsible for his /her design, including but
bolted course, one course above and two courses below.
not limited to the accuracy of his /her calculations and compliance with the applicable codes and standards.
11. Provide lintels or headers with min. 8" bearing over all masonry openings.
SHALLOW FOUNDATIONS
12. Use pressure - treated wood for wood in contact with masonry.
1. Subgrade shall be properly prepared and compacted to 95% modified proctor. 2000 psf allowable bearing capacity
to be verified by a geotechnical engineer during construction.
EXPANSION ANCHORS
be field controlled and tested b a Licensed Soils Engineer in accordance with the
2. 5ubgrade preparation shall Y
1, Use wedge-type expansion anchors such as the Hilti Kwik Bolt III, ITW Ramset Red Head Trubolt Wedge, Powers
Geotechnical Report. At completion, that Engineer shall prepare and submit to the Owner, Architect, Contractor
Rawl Power -Stud, Simpson Strong -Tie Wedge -All or accepted equivalent. Follow manufacturer's specifications for
and Structural Engineer a signed and sealed letter indicating that the recommendations of the Geotechnical Report
use and installation:
have been followed.
CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS
' c for all excavation procedures including protection of adjacent structures and
3. The Contractor is solely responsible p
utilities in accordance with the requirements of the local building department and OSHA regulations. Do not
1. Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY150, ITW Ramset /Red Head
excavate within one foot of the angle of repose of any soil bearing foundation unless the foundation is properly
Epcon A7 or C6 Injection System, Powers Rawl Power -Fast System, Simpson Strong -Tie AT or ETAllied Fastener
protected against settlement.
Allied Gold A -1000, or accepted equivalent. Follow Manufacturer's Specifications for use and installation.
SLABS ON GRADE
2. Refer to manufacturer's installation instructions for appropriate drill size. Thoroughly clean hole including removal
1. Use fill containing not more than 10% passing #200 sieve and maximum 1 inch diameter. Compact to
of dust prior to filling with epoxy.
95% of maximum dry density as determined by modified proctor ASTM D -1557. Each layer of fill shall
3. Threaded rods are A -36 galvanized steel, u.o.n.
not exceed 6" loose thickness. Compact prior to placement of the next layer.
PRE - ENGINEERED WOOD TRUSSES
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2. Fill placement and compaction shall be monitored and accepted by the testing agency. Take a min. of one field
"National
density test (ASTM D -•1556 or D -2922) for each 2,500 square feet of each layer. The testing agency shall
1. Design and fabricate all timber in conformance with Division 6 Specifications, the Design Specification
randomly select test locations.
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.
lace 6 mil polyethylene sheetin between soil and bottom of slab. Do not use any sheeting
3. For interior slabs p 9
below exterior concrete slabs.
2. In accordance with Rule 61G15-31.003 of the Florida Administrative Code, the Truss System Engineer, a Delegated
Engineer, shall .design the Truss System. The Truss System Engineer shall submit shop drawings and .calculations
4. Use 4 thick slabs on grade reinforced with 6 x 6 - W2.9 x W2.9 welded wire reinforcement supplied in flat
"
girders,
for review to Architect /Engineer for the assemblage of prefabricated, engineered wood trusses and truss gar ,
sheets only. Use chairs to support wire fabric in the center of slab.
together with all bracing, connections and other structural elements and all spacing and location criteria (truss
II floatin slabs
5. Provide crack control joints at 15 `feet maximum to limit areas between joints to 225 sq. ft. in a 9
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
on grade. Locate to conform to bay spacing whenever possible, add crack control joints at re- entrant corners
drawings and calculations shall be signed and sealed by the Truss System Engineer.
which tend to invite crack.
6. See the Architectural Drawings for slab on grade depressions and other requirements.
17i" .t.. `.'
3E ,�
CITY CC= SOUTH MIA1,, 1
13WILDmG DEPT.
;,TR,U .*,,TURA.L 5�CTi011
S1,01
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ADDITON &
A T R ATIL-, N
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N-,A.x. A L� Ili.: & FERNAANDO'S
RESIDENCE
5901 S.W. 81 STREET
SOUTH MIAMI, FL 33143
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�• * ' No 47013 �
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BLISS & NYITRAY, INC.
STRUCTURAL ENGINEERS
Certificate of AuthOHZ2tlon 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
lSNI Project No.10M14
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ASSOCIATES, P.Ae
ARCHITECTS
500 SOUTH DIXIE HWY, SUITE 303
CORAL GABLES,1 33146 PH. (305) 665.0641
MAY 199 2010
JOHN E. JUNKIN * AR 006454