05-1213-008G E N E R A L STRUCTURAL N O T E S
01000 CODES:
All work, designs and calculations shall conform to the Florida Building Code (FBC), 2001 edition,
and all other applicable local codes.
01001 DESIGN CRITERIA:
a. Roof loads:
Live Load 30 psf
Superimposed Dead Load 15 psf
c. Wind Loads: In accordance with ASCE 7 -98 [building category II; 146 mph wind speed; exposure
C; importance factor I = 1.00]. See calculations and roof plan for additional information.
01002 ELEVATION DATUM:
All elevations on these structural drawings refer to finished gr and floor 0' -0" = 10.0' NGVD.
01003 DIMENSIONS AND CONDITIONS:
All dimensions and conditions shall be verified by the contractor in the field prior to construction.
Any discrepancies shall be brought to the immediate attention of the Architect. Written dimensions
take precedence over scale at all times. Scale is for guideline purposes only. If dimensions are
unclear, do not scale. Request clarification from the Architect or Engineer.
01004 METHODS & SAFETY:
The contractor shall be responsible for all methods, procedures, and sequences of construction.
Construction site safety, including all adequate temporary bracing and shoring, is the sole
responsibility of the contractor.
01005 PROTECTION OF EXISTING CONSTRUCTION:
Existing construction, which is to remain, the property of adjacent tenants and buildings and public
property shall not be damaged. Contractor shall locate and protect concealed pipes and conduits
prior to demolition and take appropriate action to protect them and to provide for safety.
01006 CONSTRUCTION LOADS:
It is the responsibility of the contractor to employ the necessary professional services to determine
the necessary methods and supports regarding forming and construction loads.
01007 CONFLICTS IN DOCUMENTS:
If conflicts occur in or between architectural and engineering documents, between documents and
field conditions or otherwise, the contractor shall immediately contact the Architect for clarification
and direction before proceeding. The contractor shall coordinate all dimensions between
architectural and structural drawings prior to proceeding with the work.
01008 COORDINATION:
The contractor shall coordinate the structural work with the work of all other trades.
01009 INSPECTIONS:
The contractor shall assure that all required inspections, as required by section 105 of the FBC,
are performed by the municipal inspector (and Special Inspector, as required), and that the work is
accepted prior to continuing with subsequent work.
01010 SHOP DRAWINGS:
a. The contractor shall submit to the architect complete shop drawings as required by these notes.
b. Review and approval of shop drawings is for the design concept only. The contractor shall
check and approve the shop drawings for compliance and completeness before submittal. Approval
by the engineer or architect is not for the purpose of approving changes or substitutions. The
contractor shall be responsible for all dimensions, quantities, job conditions, and coordination with
all documents and other trades.
c. Submit a minimum of five (3) copies for review.
02000 POLYETHYLENE SHEET:
Polyethylene sheet (FBC section 1909.2), placed continuously, under concrete slabs -on- ground
shall be minimum 6 mil. thick. All joints shall be lapped minimum 6 inches and continuously taped
with minimum of two -inch wide vinyl tape.
02300 SOILS STATEMENT AND ALLOWABLE SOIL BEARING CAPACITY:
a. For the purpose of the designs noted herein, based on visual observation, it is assumed that the soils
at the site consist of a thin layer of top soil over sand and limestone fragments. Based on this assumption,
the foundations indicated in these drawings have been designed on an assumed soil bearing capacity not
to exceed 2,000 psf.
b. If at the time of construction soil conditions different from those described above exist, the contractor
shall notify the engineer for direction before proceeding.
c. After excavation, a signed and sealed letter will be submitted by the engineer attesting that the
site has been observed and the foundation conditions are similar to those upon which the design is based on.
d. As a minimum, all areas of new construction shall be stripped of existing construction to be
removed and other deleterious material. Where required, the existing soil shall be excavated to the
bottom of proposed footing elevation. The entire area shall be thoroughly compacted by at least eight
passes of a vibrating plate compactor to achieve a minimum of 95 percent of maximum density as
determined in accordance with ASTM D1557. Each layer of backfill shall not exceed 12- inches in
thickness and shall be compacted and tested as described above.
03300 CONCRETE (CAST -IN- PLACE):
a. Standards: ACI 318 -02, ACI 301 and ACI 347.
b. All concrete shall be proportioned to attain a minimum compressive strength of 3000 psi at 28
days. Slump shall be 4" (+1") and no water shall be added to the concrete at the site.
Maximum water - cement ratio shall be 0.40 (FBC table 1904b). Concrete for areas, which will remain
exposed to weather after construction, shall have 3 to 5 percent entrained air.
c. The contractor shall contract an independent testing laboratory to perform the concrete cylinder
tests as required by section 1923.2 of the FBC.
d. Contractor shall provide all forming and temporary shoring.
e. Reinforcement: ASTM A615, grade 60, ASTM A185 for welded wire fabric. Splice all column
bars to dowels minimum 30 bar diameters (u.o.n). Splice #5 bars in grouted cells a minimum of
30 inches.
f. Concrete cover over reinforcement:
1. 3- inches where cast against earth.
2. 2- inches for columns and beams and 1 -1/2 inches for slabs where cast in forms or on
polyethylene sheet and permanently exposed to weather or earth.
3. 1 -1/2 inches at all other locations (u.o.n.).
g. Saw -cut control joints shall be made within twelve hours of concrete placement.
h. All concrete shall be finished as appropriate for the finishes indicated in the architectural drawings.
i. All concrete shall be cured for minimum of seven days. The curing shall entail maintenance of
the moisture in the concrete. Generally this shall be accomplished by treating exposed concrete
surfaces with a chemical curing compound immediately after finishing and immediately after removal
of forms. Forms shall be kept moist by frequent water spraying prior to removal. Verify
compatibility of curing compound with proposed finishes.
n
04420 REINFORCED MASONRY:
a. Hollow concrete masonry units shall comply with ASTM C90 "Standard Specifications for Hollow Load Bearing Concrete
Masonry Units."
b. In accordance with section 2122.4 of the FBC, a Florida Registered Architect or Professional Engineer shall inspect
reinforced masonry.
Y
c. Mortar shall comply with ASTM C270, type M or S.
d. All reinforced CMU walls shall have galvanized steel horizontal joint reinforcement (standard no. 9, ladder type) at every
other course. Extend reinforcement minimum 4- inches into all columns.
e. Grout shall be 3000 psi concrete grout conforming to the requirements of ASTM C476. Slump shall be 9" (+ 1
f. Reinforced masonry shall comply with the requirements of section 2122 of the FBC and ACI 530- 95 /ASCE 5 -95.
g. Masonry block units shall have a min. F'c = 2,800 psi in order to achieve a reinforced concrete prism strength of
f'm = 2,000 psi, and shall be verified by tests in accordance with section 2122.5 of the FBC.
h. Reinforcement bars shall comply with ASTM A615, grade 60. Lap splice reinforcement in grout - filled cells minimum 48 -bar
diameters (minimum 12- inches).
i. Whenever anchor bolts are to be set in masonry, two adjacent cells shall be filled with concrete grout.
j. Sills: unless otherwise framed in concrete, provide 8" x 8" concrete (formed or bond -beam block) with
2 #5 mid -depth at all sills. Extend reinforcement minimum 6" into adjacent column or reinforced cell.
Equivalent Cast -Crete sills are acceptable (submit shop drawings).
k. Lintels: any CMU wall openings which are not otherwise framed with concrete shall have 8" x 8"
concrete lintels with 2 #5 bottom. Extend reinforcement minimum 6" past opening and cast lintel with
minimum 8" bearing on adjacent column or reinforced cell.
05120 STRUCTURAL STEEL:
a. Materials:
1. Structural tubing: ASTM A500, grade b.
2. All other structural steel: ASTM A36.
BOTT. REINFORCEMENT
3. Anchor bolts: ASTM A307.
4. All other bolts: ASTM A325.
SIZE
b. Shop drawings: submit complete shop drawings for
structural steel.
c. Standards:
REMARKS
1. AISC "specifications for the design, fabrication and
erection of structural steel buildings."
2. AWS D1 -1, E -70 series electrodes.
d. Connections: any structural steel connections, which
are not detailed on these drawings, shall
be designed in accordance with AISC specifications.
I
e. Corrosion control: all structural steel, shall be shop
painted with rust - inhibitive primer. Primer
shall be touched up after erection.
12"
05500 FASTENERS:
2 #5
a. Fasteners shall be of the type and size indicated on
this drawing.
b. All fasteners, including expansion anchors, sleeve anchors, straps, nails, screws, etc. Shall be
galvanized.
12"
06100 STRUCTURAL LUMBER:
4 #5
a. All structural lumber shall be southern pine, minimum
grade no. 2. or better.
b. Minimum allowable bending stress (fb):
1. 2x4: 1500 psi
2. 2x6: 1250 psi
3. 2x8: 1200 psi
4. 2x10: 1050 psi
5. 2x12: 975 psi
c. All lumber in contact with concrete or masonry shall be isolated from each other with continuous
roofing felt paper. Do not use pressure treated wood u.o.n.
06110 PLYWOOD ROOF SHEATHING:
a. Plywood roof sheathing shall be 19/32 ", exterior grade, sheathing, with 32/16 APA span rating.
b. Lay panels, continuous over two or more spans and with face grain perpendicular to primary framing
members. End joints shall occur at center of primary framing member with both panels fastened to it.
End joints shall be staggered
c. Fasten plywood roof sheathing panels to all supporting members using 10d nails. Nail spacing shall
be as follows:
ALL ROOFS - 4" o.c. at panel perimeter and 6" o.c. in- field.
d. Soffit sheathing shall be 7/16 ", exterior grade, APA rated sheathing. Fasten with 8d nails
at 6" on center at all supports.
06176 PREFABRICATED WOOD TRUSSES AND GIRDERS:
a. Prefabricated wood trusses and girders shall be designed in accordance with ASCE 7 -98 wind loads at 146 mph,
building category 2, and exposure C for components and cladding.
b. Prefabricated wood trusses and girders shall be designed, fabricated and erected in accordance with the TPI -95 and
the FBC for the loads indicated above.
c. Prefabricated trusses and girders shall be designed by a Florida registered specialty engineer. Complete calculations
and shop drawings shall be signed and sealed by the specialty engineer and submitted to the engineer -of- record for
review. Review by the engineer -of- record will be for compliance with design concept only. Specialty engineer shall
comply with chapter 471 F.S.
d. Truss manufacturer is responsible for the design and fabrication of trusses, girders and their connections to each
other. Design of bracing for individual truss or girder members to resist lateral buckling under gravity or wind loads is
the responsibility of the truss manufacturer.
e. Truss and girder layout as indicated on the roof framing plan(s) shall not be altered without prior written
authorization from the engineer -of- record.
f. Submit a minimum of (3) signed and sealed copies for review and record.
1109. Structures, Inc.
_ Structural Engineers
444 SOUTHWEST 71st AVE, #103
MIAMI, FLORIDA 33155
305.665.4555 FAX 305.665.5522
usstructu resin c.com
CA 8439
N
FOOTING SCHEDULE
BOTT. REINFORCEMENT
MARK
SIZE
REMARKS
THICKNESS
SHORT WAY
LONG WAY
WF -16
16" x CONT.
12"
none
2 #5
WALL FOOTING
F3.0
36" x 36"
12"
4 #5
4 #5
ISOLATED PAD FOOTING
TE -8
8" x CONT.
8"
--
2 #5
THICKENED EDGE
WF -24
24" x CONT.
12"
#4 024"
3 #5
WALL FOOTING
4-
FOOTING
NOTES:
�
•�
1. AT ALL FOOTING CORNERS AND INTERSECTIONS, PROVIDE 2 #5 L- SHAPED CORNER
BARS
WITH 30 -INCH
LONG LEGS.
2. LAP
SPLICE BARS MINIMUM 36- INCHES.
3. TOP
OF FOOTING ELEVATION MINIMUM 8" BELOW EXTERIOR FINISH GRADE (U.O.N.)
4. WHERE FOOTINGS BEGIN FROM EXISTING CONSTRUCTION, DRILL 6" INTO EXISTING
cn
CONCRETE AND SET
2 #6 x 3' -0" DOWELS IN EPDXY ADHESIVE.
O
1109. Structures, Inc.
_ Structural Engineers
444 SOUTHWEST 71st AVE, #103
MIAMI, FLORIDA 33155
305.665.4555 FAX 305.665.5522
usstructu resin c.com
CA 8439
N
O
L�J
a)
L�J
�
4-
�
•�
V J
O
L�J
cn
LL
O
00
O
�
•�
O
a_
0
_
In
�
o
O
N
Cn
Ln
Q0
o
66
=3
Ln
00
O
O
n
In
co
ro
R E V I S I 0 N S:
1� 09 -15 -05
! % 'IF ,
SEAL: - tl' ,• • • ;J
JOSE A. TOLE14tP.E. Q
1
STRUCTURAL ENGIItE -
FL P.E. #54891 • ' J,
DRAWN
JAT
CHECKED
JAT
DATE
August 1, 2005
SCALE
As Indicated
JOB NO.
SDP 05.035.2
SHEET
S -1
OF 8 SHEETS
c 11�