10-558-009I
i
STRUCTURAL NOTES
GENERAL NOTES
which tend to invite cracks.
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
1.
The governing Code for this Project is the Florida Building Code, 2007 Edition. With 2009 amendments
6. See the Architectural Drawings for slab on grade depressions and other requirements.
drawings and calculations shall be signed acid sealed by the Truss System Engineer.
Z
Construction is to comply with the requirements of the governing Building Code and all other applicable Federal,
REINFORCED CONCRETE
3. In accordance with Rule 61G15- 31.003 of the Florida Administrative Code, the Truss Design Engineer, a Delegated
State, and Local Codes, Standards, Regulations and Laws.
Engineer, shall design the individual trusses of the Truss System, but does not design the Truss System. The
1. Comply with ACI 301 and 318.
Truss Design Engineer shall submit shop (piece) drawings and calculations for each different truss of the Truss
3.
The Structural Documents are to be used in conjunction with the Architectural Documents.
System such that each truss will function to support the dead, live and wind loads applicable to each truss and
2. Provide structural concrete with a minimum ultimate compressive design strength of 3,000 psi in 28 days.
truss girder that together comprise the Truss System, These shop drawings and calculations shall be signed and
4.
Details labeled "typical" apply to all situations that are the some or similar to those specifically referenced,
3. Provide ASTM A -615 Grade 60 reinforcing steel. Reinforcing shall be accurately placed, rigidly supported and
sealed by the Truss Design Engineer.
whether or not they are keyed in at each location.
firmly tied in place, with appropriate bar supports and spacers. Lap continuous reinforcing 48 bar dia. Lap
4. The Truss System Engineer and the Truss Design Engineer shall each be responsible for their own work. However,
5.
Openings shown on Structural Drawings are only pictorial. See the Architectural and M.E.P. drawings for the size
bottom steel over supports and top steel at midspon (u.o.n.). Hook discontinuous ends of all top bars and all
they may be the same individual providing two separate services.
and location of openings in the structure.
bars in walls, u.o.n. provide cover over reinforcing as follows:
5. The loads, layouts and connections provided on the structural construction documents are the .minimums to be
6.
This project is on addition to on existing house. The General Contractor shall coordinate all Contract Documents
Element Bottom Top Sides
followed by the Truss System Engineer and the Truss Design Engineer.
with field conditions and dimensions and Project Shop Drawings prior to construction. Do not scale drawings; use
only dimensions. Report any discrepancies in writing to the Architect prior to proceeding with work. Do
Footings 3" 2" 3"
Beams Above Grade 1 1/2" 1 1/2" 1 1/2"
6. Use stress -rated timber for all wood structural members. Do not use wood structural members with a bending
printed
not change size or location of structural members without written instructions from the Structural Engineer of
Slabs on Grade 211 Vt 2"
stress less than 1200 psi or a modulus of elasticity less than 1,400,000 psi when used at 197. maximum
Record.
Walls Retaining Fill - 2
moisture content.
7.
The Contractor shall protect adjacent property, his own work and the public from harm. The Contractor is solely
Walls Above Grade - - 1
7. Pressure treatment of all structural lumber shall be in accordance with AWPA Standards C1 and C2, latest
responsible for construction means and methods, and jobsite' safety including all OSHA requirements.
4. Where specified, provide plain, cold -drawn electrically- welded wire reinforcement conforming to ASTM A -185.
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 197 oven -dry basis, per Standard C2. All lumber
8.
The Structure is designed to be structurally sound when completed. Prior to completion, the Contractor is
Lo s lice one cross wire spacing plus two inches
Supply in flat sheets only. y. p p ,
less than 4 x 4 (nominal size) to be treated to the above ground requirements of Standard C2.
responsible for stability and temporary bracing, including, but not limited to, masonry walls. Wherever the
5. Utilities shall not penetrate beams or columns but may pass through slabs and walls individually, uon. For
Contractor is unsure of these requirements, the Contractor shall retain a Florida Licensed Engineer to design and
openings 24 long or less, cut reinforcing and replace alongside opening with splice bars of equivalent area with
8. Minimum design loads for roof trusses:
inspect the temporary bracing and stability of the structure.
�� , Far rectangular openings 12 "
48 bar dia. lap. Prepare and submit shop drawings for openings longer than 24
20 psf LL top chord
9.
Design Superimposed Loads:
long or longer, add 1 #5 x 6' mid depth diagonal at all 4 corners.
15 psf DL top chord
10 psf DL bottom chord
OCCUPANCY LIVE LOAD DEAD LOAD
6. Where reinforcing steel congestion permits, conduit and pipes up to 1 " diameter may be embedded in concrete
Wind pressure based on ASCE -7. See General Notes and Drawings.
Sloped Roof 20 psf 25 psf
d R
Per ACI 318, Section 6.3.
Flat 30 psf 25 psf
9. The design and erection of wood trusses, including bracing, shall conform to the commentary and
Residential 40 psf 25 psf
7. Provide keyways and adequate dowels at construction joints.
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
10.
Design Wind Loads
CONCRETE MASONRY
2" thick nominal lumber) as follows:
Governing Code ASCE 7 -05
1. Construct in accordance with ACI 530 /ASCE 5, "Building Code Requirements for Concrete Masonry
A. In the plane of the top chord: locate between lateral bracing, set at 45 degree angles, repeat at maximum
Basic Wind Speed V = 146 mph
"masonry
Structures"; and ACI 530.1 /ASCE 6, Specifications for the Design and Construction of Load - Bearing Concrete
20' intervals.
Building Category II
Masonry".
Importance Factor 1 = 1.00
B. In the plane of the web members (perpendicular to the trusses): at each web member requiring continuous
Directionality Factor Kd = 0.85
2. The structure is supported by bearing walls, u.o.n. Erect masonry prior to casting concrete columns within
lateral bracing but not more than 16' intervals, spacing between sets of diagonals shall not exceed 20' or
Exposure - MWFRS C
bearing walls or costing beams and slabs supported by bearing walls.
twice the horizontal run of the diagonal.
Internal Pressure Coefficient GCpi = t 0.1$
Mean Roof Height 12 feet
3. Use 507 solid, nominal 8x8x16, concrete masonry units conforming to ASTM C90. Block net area compressive
C. In the plane of the bottom chord: place between continuous lateral bracing at 45 degree angle at each end
strength shall be 1900 psi. Lay up units in running bond. Sawcut units which are not in multiples of 8 ".
of building.
SHOP DRAWINGS AND OTHER SUBMITTALS
Units shall be at least 8" long. Bond corners by lopping ends 8" in successive vertical courses. Design of walls
is based on a f'm of 1500 psi.
10. Anchor all diagonal
bracing to reinforced masonry walls or reinforced concrete members with prefabricated (min.
1.
Submittals for special structural, load- carrying items that are required by Codes or Standards to resist forces
12 go.) galvanized steel straps or framing connectors. Fasten straps to masonry with 2 -1/2" dia. masonry
must be prepared by, or under the direct supervision of, a Delegated Engineer. Examples include Prefabricated
4. Use Type S mortar in accordance with ASTM C270 except use Type M mortar below grade. Head and bed joints
anchors or 4 -.17" dia. x 1 -1/2" powder- driven pins if into concrete and to wood members with not less than
Wood Components and Shoring and Reshoring.
shall be 3/8" for the thickness of the face shell. Webs are to be full mortared in all courses of piers, y P�
6 -16Q nails.
2.
A Delegated Engineer is defined as a Florida Licensed Engineer who specializes in and undertakes the design of
columns and pilasters; in the starting course; and where an adjacent cell is to be grouted. Remove mortar
" AITC
Structural Components or Structural Systems included in a specific submittal prepared for this Project and is an
protrusions extending 1/2" or more into cells to be grouted.
11. Plywood roof sheathing shall be 5/8 thick C -D interior with exterior glue APA. In compliance with
employee or officer of, or consultant to, the Contractor or Fabricator responsible for the submittal. The
Standards, connect to supports with 10D ring shnak nails at 6 o.c. at panel edges and intermediate supports
Delegated Engineer shall sign, seal and date the submittal, including calculations and drawings.
5. Use standard (9 gauge) ladder type horizontal joint reinforcing in every other course. Joint reinforcing and
and 4" o.c. ate gable ends. Place face grain perpendicular to supports. Provide plyclips along edge joints at mid
anchors in exterior walls shall conform to ASTM A 153 Class 82, with a coating thickness of 1.50 oz /sf; conform
span between supports.
3.
The Trade. Contractor is responsible for confirming and correlating dimensions at the job sites, for tolerances,
to ASTM A 641 in interior walls. Overlap discontinuous ends 6 ". Extend joint reinforcing a minimum of 4" into
clearances, quantities, fabrication processes and techniques of construction, coordination of the work with other
tie columns.
12. All bolts and bolted
connections shall conform to ASTM A307. Use washers between wood and all bolt heads and
trades and full compliance with the Contract Documents.
nuts
6. Use fine grout conforming to ASTM C -476, with a minimum compressive strength of 2500 psi in 28 days.
4.
The General Contractor shall review and approve submittals and shall sign and date each drawing prior to
Aggregate to conform to ASTM C404 for fine grout, with slump of 8" to 10 ". Grout all masonry containing
13, All metal woad
connectors shall be galvanized and shall be manufactured by Simpson Strong Tie Co., or approved
submitting to the Architect. This approval is to confirm that the Submittal is complete and is coordinated with
reinforcing. Allow mortar to cure 24 hours prior to grouting. Provide cleanout openings at the base of cells
equal
field dimensions, other trades, erection sequencing and constructability.
containing reinforcing steel to clean the cell and to tie the vertical bar to the dowel. In high -lift grouting, use
lift.
14. All timber connectors
including bolts, lag sc-ews, washers, and nuts shall be galvanized and pointed black, u.o.n.
5' -0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and reconsolidate the previous
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
7, Use ASTM A -615 Grade 60 reinforcing steel. Reinforce walls where indicated on the drawings.
submittals do not authorize changes to the contract sum.
S. At tie beam corners and intersections, place 1 #5 x 5' -0" T do B corner bar, with 30" legs each way, at the
6.
In addition to the above, the Structural Engineer's 9 verifying ineers review of Delegated Engineer submittals is limited to verif in
exterior face.
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
g. Reinforced masonry wall construction shall be inspected by an Engineer or Architect in accordance with ACI
check of calculations will be made, The Delegated Engineer is solely responsible for his /her design, including but
530.1 /ASCE 6.
not limited to the accuracy of his /her calculations and compliance with the applicable codes and standards.
10. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry wall, fill cells with grout for
SHALLOW FOUNDATIONS
bolted course, one course above and two courses below.
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1.
Foundation design, soil preparation and compaction are based an Geotechnical Investigation, data and
11. Provide lintels or headers with min. 8" bearing over all masonry openings.
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recommendation in Report# 10203 by KACO dated 07/29/10, u6
12. Use - treated for woad in contact with masonry.
pressure wood
2.
Footing Sizes and reinforcing are based on allowable soil bearing capacity of 2000psf. All footings shall bear on
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natural soil prepared per Geotechnical report. N
EXPANSION ANCHORS
INS
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g p preparation shall be field controlled and tested by a Licensed Soils Engineer in accordance with the
1. Use wedge -type expansion anchors such as the Hilti Kwik Bolt 111, 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
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
1, Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY150, ITW Ramat /Red Head
excavate within one foot of the angle of repose of cny soil bearing foundation unless the foundation is properly
Epcon A7 or C6 Injection System, Powers Rawl Power -Fast System, Simpson Strong -Tie AT or FFAllied Fastener
protected against settlement.
Allied Gold A -1000, or accepted equivalent. Follow Manufacturers Specifications for use and instillation.
SUBS 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 107 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
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
1. Design and fabricate all timber in conformance with Division 6 Specifications, the "National Desiin Specification
randomly select test locations.
For Stress -Grade Lumber And Its Fastenings" and Florida Building Code, 2004 Edition, and the lational Design
Standard for metal plate connected wood truss construction.
3.
For interior slabs place 6 mil polyethylene sheeting between soil and bottom of slab. Do not use any sheeting
below exterior concrete slabs.
2. In accordance with Rule 61G15-31.003 of the Florida Administrative Code, the Truss System Enlineer, a Delegated
Engineer, shall design the Truss System. The Truss System Engineer shall submit shop drawing and calculations
4.
Use 4 thick slabs grade reinforced with 6 x 6 - W x W2.9 welded wire reinforcement supplied in flat
for review to Architect /Engineer for the assemblage of prefabricated, engineered wood trusses ad truss girders,
sheets' only. Use chairs to support wire fabric in the cenn tete r of slab.
together with all bracing, connections and other structural elements and all spacing and locatio criteria (truss
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
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FERNANDO'S
RESIDENCE
5901 S.W. 81 STREET
SOUTH MIAMI, FL 33143
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1 07 -29 -10 REVIEW COMMENTS
REV 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. 2ilio, P.E. Fla. Reg. No. 47013
3NI Project No.10M114
ASSOCIATES, P.A.
ARCHITECTS
500 SOUTH DIXIE HWY, SUITE 303
CORAL GABLES, FIB 33146 PH. (305) 665 -0641
MAY 199 2010
JOHN & JUNKIN AR 006454
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