3450 Orlando Dr - BC10-000824 (AUTOZONE) (NEW COMMERCIAL) (A)PER.N/IIT ADDRESs3 4So 0 V
CONTRACTOR
ADDRESS
a c7c�/
PHONE NUMBER IV8-
PROPERTY OWNERG�t�-�Ct�`C�
ADDRESS to o 6 Y,
PHONE NUMBER
ELECTRICAL CONTRACTOR
MECHANICAL CONTRACTO
PLUMBING CONTRACTOR
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
MISCELLANEOUS CONTRACTOR
PERMIT NUMBER FEE
SUBDIVISION
PERMIT # I � - DATE c -
PERMIT DESCRIPTION ()-e-4 Co m
PEW/lIT VALUATION I I I
SQUARE FOOTAGE 3
to
cn
n
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Genera I Notes
a' Genera 1 ..........................
1. Structural elements are non -self supporting and require interaction with other
a_ elements for stability and resistance to lateral Forces, framing and walls shall be
U
temporarily braced by the contractor until permanent bracing, Floor and roof
O decks, and walls have been instal led and connections between these elements
have been made.
2. The size and location of equipment pads and penetrations throughout the
structure for mechanical, electrical, and plumbing work shall be verified by the
contractor. Penetrations shall be subject to approval by thie structural engineer.
Re: Mechanical, electrical, and plumbing drawings for opening locations not shown
on the structural drawings.
3. For miscellaneous concentrated loads applied to the steel joists, refer to
joist manufacturer shop drawings typical joist reinforcing diagram. Do not modify
joists without obtaining permission from the engineer of record and the joist
manufacturer.
Division2 Foundations................................................................................................................................................
1. Footing designs are based on a net allowable soil bearing pressure of 3,000
PSF. Foundations shall bear on properly compacted engineered fill or on
densified native soils per the soils report. Remove any soft or yielding areas
and undesirable material from exposed subgrade and replace with approved,
properly placed and compacted new fill, per the soils report. The upper 1 foot of
all exposed building subgracles shall be compacted to 95 percent of the
modified Proctor maximum dry density (ASTM D-15571) and have ;27 optimum
moisture content per soils report. Refer to the soils report for engineered fill
requirements. All fill shall be classified as SP -SM or better with no more than 10%
U fines (#200 sieve) and compacted to a minimum of 95 percent of the modified
Proctor maximum dry density (ASTM D-1551) and have ±2.10 optimum moisture
content per soils report recommendations. Foundation concrete shall be placed
M the same day that the excavations are dug during the rainy season or if rain is
anticipated. Refer to soils report for protection and remediation of the
foundation bearing soils. The owner's geotechnical representative shall be familiar
with the requirements of the geotechnical report and any addendum, structural
w drawings, and project specifications. The owner's geotechnical representative
shall monitor site grading, site excavation and fill placement, approve fill material,
verify compaction of subgrade and fill materials, and approve the foundation
bearing and slab subgrade material prior to the placement of reinforcement and
concrete.
�C
2. Contractor shall read the soils report and become thoroughly familiar with site
ffl and subgracle information given therein. The contractor shall be responsible for
M determining exact quantities of cut and fill For estimating and construction.
z 3. Foundation walls shall have adequate temporary bracing installed by the
Q contractor before backfill is placed against them. Temporary bracing shall not
o be removed until wall is permanently braced.
Division3 - Concrete........................................................................................................................................................
1. Concrete shall have a minimum compressive strength (Pc) at 28 days of:
A. Concrete for building floor slabs and foundations, 3,000 PSI.
B. All other concrete, 4,000 PSi.
w Re: Specifications for mix requirements.
z_
c -D 2. A. Reinforcing steel shall have a minimum yield strength (Fy) of 60 KSI.
w B. Reinforcing bars shall be spliced per Concrete Reinforcing Bar
Lap Schedule.
3. "C.J." indicates saw cut joint or doweled construction joint in slab.
Re: Specifications for accepted saw cut methods. Slab pours shall be separated
by a doweled construction joint.
4. Saw cut/Construction joints shall be located as shown on plans or as directed
by the structural engineer.
5. Fill void beneath all column base plates with 5,000 P51, non-ehrink, non-metallic
grout.
Division4 - Masonry .... .... ......... ...... ...... ............ ...... ............... ........... ................ ......... ...... ...... ..... .......,... ..................... .........
1. Masonry requires special inspection. Re: Specifications.
2. Minimum compressive strength of masonry (F'm) established in accordance with
the unit strength method shall be 1,500 PSL
3. Masonry units shall have a net area compressive strength of 1,900 PSI.
4. Mortar shall be type "S" mortar.
5. Grout shall have a minimum compressive strength of 2,000 PSI at 28 days.
6. Reinforcing bars shall be spliced a minimum of 48 bar diameters or 30 inches
whichever is greater, unless noted otherwise.
1. Solid grout all cells that contain either horizontal or vertical reinforcing, typ.
8. Masonry wall anchor locations and spacing may require adjustment From the
pre -drilled holes in the roof angle at the wall at the following locations:
A. Anchors shall not be located in or within 1 inch of a vertical head joint
between masonry blocks.
B. Anchors shall not be located within a wall opening or within 4 inches of an
opening in the wall such as at joist bearing seats and scupper locations. The
anchor location shall be relocated at these locations a minimum of 4 inches
From the pre -drilled hole. The location of the pre -drilled holes in the angle
shall be verified prior to placing the angle. Do not torch cut holes.
L
Y 3
Division5 - Structural steel ... ...... ...... ......... ......... ...... ...... ......... ............ ...... ...... ......... _.... ..................... ............... .......
1. Structural steel shall meet the following minimum yield strengths:
field
A. W -shape beams 50 K51
B. Other steel shapes, bars and plates: 36 KSI
C. Structural steel tubing: 46 KSi
D. Structural steel pipe: 35 KSI
E. Anchor bolts: 36 KSI
F. Headed stud anchors: 50 KSI
G. Deformed bar anchors: 60 KSi
2. Bolts for steel beam and column connections shall be 3/4" diameter ASTM A325
high-strength bolts installed snug tight, unless noted otherwise.
3. Electrodes for welding shall be 10 KSI, low hydrogen.
4. Provide double nuts and double washers for steel column anchor bolts to
allow for adjustment in base plate elevation. IF over sized bolt holes are used,
provide a 2"xl/4" thick plate washer for 3/4" dia. bolts and a 3"x3/8" thick plate
washer for I" dia. bolts.
5. Before authorizing steel erection, the contractor shall ensure that the
concrete in the foundation has attained -1551- of minimum compressive strength (F'c)
on the basis of the ASTM standard test of field cured samples at seven days per
OSHA requirements.
6. Anchor rods (bolts) shall not be repaired, replaced, or field modified without
approval of project structural engineer of record per OSHA requirements.
DivisionS - Doors and Windows............................................................................................................
1. Doors and storefront shall be designed for the wind pressures as noted in the design
load section on sheet 50 and Florida Building Code Section 1114.5 The manufacturers
shall provide design calculations signed and sealed by a professional engineer
registered in the state of Florida or testing by an approved agency. The doors and
storefront shall not be installed until their design is approved by the building official.
Division 9 - Light Gage Steel Framing..........................................................................
1. Metal studs shall provide a minimum of the following net effective structural
properties (based on ICBG 04943P). Re: Arch. and specifications for interior
partition wall requirements not shown on structural drawings.
DDpth (in) Gage Sx (in 3) Ix (in4) F_cy_(KSI) Designation (SSMA)
Stud 6 16 0.921 2.86 50 600 S 162-54
Stud 3 5/8 20 0.292 0.551 33 362 S 162-33
Stud 3 5/8 16 0.481 0.8-13 33 362 S 162-54
Runner 6 16 0.685 2294 33 600 T 125-54
Runner 3 5/8 16 0.332 0.105 33 362 T 125-54
2. Do not weld 18 gage and lighter framing, unless specifically called for in plans
and details, but make connections using self -drilling, self -tapping screws. 16
gage and heavier Framing, connections shall be made by welding, by bolting or by
self -drilling self -tapping screws.
Designparameters ..... ...... ...... ......... ............ ...... ..........................................................................................................
1. Building code 2001 Florida Building Code
2. Live load
Roof (Reducible for tributary area) 20 PSF
Floor 100 PSF
Sta ire 100 PSF
3. Snow loads
A. Ground snow load, Pg 0 PSF
4. Wind loads
A. Basic wind speed 120 MPH
B. Importance Factor 1.0
C. Exposure classification C
D. Internal Pressure Coefficient (Enclosed building) ±0.18
E. Design wind pressure on primary structure (windward + leeward) 30.1 PSF
F. Design wind preasure on primary structure
Windward parapet 42.1 PSF
Leeward parapet 28.5 PSF
G. Design wind pressure on exterior walls
End zones 25.8 PSF
Interior zones 25.2 PSF
H. Design wind pressure on parapets (component)
End zones 53.5 PSF
Interior zones 53.5 PSF
I. Design net uplift pressure on 10K joists
Corner zones 41.9 PSF
Edge zones 41.13 PSF
Interior zones 26.2 PSF
Design net uplift pressure on 32LHSP joists
Corner zones 28.9 PSF
Edge zones 28.9 PSF
Interior zones 23.4 PSF
J. Design wind pressures on doors and windows
(components -crib. area = 21 sq. ft.)
Edge zones, pressure away from building surface -36.4 PSF
Edge zones, pressure toward building surface 28.0 PSF
Interior zones, pressure away from building surface -30.4 PSF
Interior zones, pressure toward building surface 28.0 PSF
K. Edge zone dimension for components (0.1 feet
Testing..................................................................................................................................................................
Provide testing for the following items per section 01410 of the project
specifications. The approved independent testing agency's individual inspector
shall demonstrate competence for inspection of the particular type of construction
or operation requiring inspection. The inspector shall bring non -conforming items
to the immediate attention of the contractor and note all such items in the reports.
Any unresolved item about to be covered by the work shall be brought to the
owner's construction manager's attention immediately. The inspector shall furnish
reports, tests, and inspections directly to engineer of record and the owner's and
contractor's construction manager. The contractor is responsible for notifying the
inspection agency regarding individual inspections for items listed on the
schedule and as noted on the building department approved plans. Adequate
notice and access to approved plans shall be provided so that the inspector
has time to become familiar with the project.
I. Earthwork (per section 2200 of specifications and soils report requirements)
A.) Site preparation
B.) During fill placement
C.) Evaluation of in-place density
2. Concrete (per section 3100 of specifications)
A.) Inspection of reinforcing steel placement.
5.) During sampling of fresh concrete and placing of reinforced
concrete
3. Masonry (per section 4200 of specifications)
A.) During the preparation and taking of any required prisms or
test specimens.
B.) At the start of laying masonry units.
C.) Inspection of reinforcing steel placement.
D.) During all grouting operations.
4. Structural Steel and Steel Joists (Per Section 5120 and 5210 of specifications)
A.) Proper location and size
B.) Field Welding: Perform visual inspection of all welds.
C.) Bolted Connections: visually inspect all bolts.
5. During the installation of all epoxy or adhesive anchors.
6. Fastening of steel roof deck diaphragm to structure.
Refer to Arch 4" solid block top
for enclosure
size and location
Bond beam with (1)-05
horiz. cont. at top of
wall, bottom of wall,
all CMU wall with and mid -height of wall
a I I cells
r"11
Lightpole, base plate and headed
anchor bolts furnished by light pole
manufacturer. Re: Manufacturer for
1'-0111 i
; ;1'-0" anchor bolt spacing. Do not use
hooked anchor bolts.
1 1/2" non -shrink grout
3/4" radius, typ. all
around
a
L G
U
4 a a Provide (3) #3 ties in
top 5" of foundation.
311
r. a a v .
(3) #3 ties at 8" O.C.
cl� ��
y G
X grouted 7° a
a
CIO
_Q11 #5 vert. at 16" O.C. r
A\Q ° .a d
5 vert. at 16" O.C. (6) #6 V. equally spaced
Alternate hooksa n
Reinforce slab with around perimeter
6x6-W1.4xW1.4 welded
wire fabric a Re: Electrical for
° d
X
" _ electrical conduit and
m grounding coil.
Finished Grade" a
Re: Site plan -, I_ .:. x .ab°
05 at 12" O.C. Re: Site plan for locations
E 1.
transverse 2'-0" of light poles.
68 _' 40 .
m •. a • Pole manufacturer and contractor are responsible for the
pole, base plate, anchor bolt size and embedment and welding
(4)-S cont. of the pole to the base plate. These items shall conform to
Eq. 8ll Eq. top and 200-1 Florida Building Code requirements for a wind load of
3' -6 "xGont
bottom 120 MPH and AASHTO LT64 and ACI 318-05 Appendix D.
Concrete Reinforcing
Bar Lap Schedule
Bar
Size
Lap
Top
Other
#3
28"
22"
#4
31"
29"
#5
411136011
#6
56"
43"
8111
/_3"
#8
13311
12 "
3/4" = 1'-0" No sca Is
3FTF_,A5H ENCL05UIRE J2 LIGHT POLE FOUNDATION DETAIL
Contractor o .
1. Bridging and web member are not designed for loads other than axial. No attachment of any type shall be
made to bridging or joist web members. All load attachment shall be to joist chords only.
2. Joist bridging shall be installed per the latest SJI and OSHA requirements. For estimating purposes, refer to
g g p q gp p -
diagram for notes about bridging. Refer to joist manufacturer erection drawings For exact size and spacing
of bridging.
3. Joists at or near columns spanning 60 feet or greater shall be set in tandem with all bridging installed unless
an alternate method is used to provide equivalent stability to the joist. Joists over 60 feet shall have both
ends attached to the structure with erection bridging in place before hoisting cables are released.
Provide top and bottom bridging per SJi requirements. Do not weld bridging to web
members. For K -series joists less than 16'-0" in length, assume a minimum of one row of�K-
horizontal bridging. For LH -series joists, assume a minimum bridging spacing of 12'-0" j �q
on center. For LH -series joists with a clears an less than 59'-4" provide one row of�°�:
bolted diagonal bridging near midepan of the joists before releasing the hoisting
line. For LH -series joists with a clear span greater than 59'-41', all rows of bridging
shall be diagonal bolted type and a minimum of two rows of bolted diagonal bridging
shall be installed near one-third points of the joist before releasing the hoisting line.
Joist manufacturer to provide wind uplift
bridging at the first bottom chord panel points
• per SJI requirements. Design all joists for a net
No SCALE uplift load per design load summary.
T'rF. J015T BRIDGING DIAGRAM
Division5 - Structural steel........................................................................................................................................
1. Structural steel shall meet the following minimum yield strengths:
Yield
A. W -shape beams 50 K51
B. Other steel shapes, bars and plates: 36 KSI
C. Structural steel tubing: 46 KSI
D. Structural steel pipe: 35 KSI
E. Anchor bolts: 36 KSI
F. Headed stud anchors: 50 KSI
G. Deformed bar anchors: 60 K51
2. Bolts for steel beam and column connections shall be 3/4" diameter ASTM A325
high-strength bolts installed snug tight, unless noted otherwise.
3. Electrodes for welding shall be 10 KSI, low hydrogen.
4. Provide double nuts and double washers for steel column anchor bolts to
allow for adjustment in base plate elevation. If over sized bolt holes are used,
provide a 2"A/4" thick plate washer for 3/4" dia, bolts and a 3"x3/5" thick plate
washer for I" dia. bolts.
5. 5efore authorizing steel erection, the contractor shall ensure: that the
concrete in the foundation has attained 15% of minimum compressive strength (F'c)
on the basis of the ASTM standard test of field cured samples at seven days per
OSHA requirements.
6. Anchor rods (bolts) shall not be repaired, replaced, or field modified without
approval of project structural engineer of record per OSHA requirements.
Division S - Doors and Windows............................................................................................................
1. Doors and storefront shall be designed for the wind pressures as noted in the design
load section on sheet 50 and Florida 5uilding Code Section 1114.5 The manufacturers
shall provide design calculations signed and sealed by a professional engineer
registered in the state of Florida or testing by an approved agency. The doors and
storefront shall not be installed until their design is approved by the building official.
Division 9 - Light Gage Steel Framing..............................................................................................
1. Metal studs Shall provide a minimum of the following net effective structura
properties (based on IC50 #4943P). Re: Arch. and specifications for interior
partition wall requirements not shown on structural drawings.
Depth (in) Gage Sx 00) Ix (in4) FW (KSI) Designation (SSMA)
Stud 6 16 0.921 2.86 50 600 S 162-54
Stud 3 5/8 20 0.292 0.551 33 362 S 162-33
Stud 3 5/S 16 0.481 0.813 33 362 S 162-54
Runner 6 16 0.685 2.294 33 600 T 125-54
Runner 3 5/8 16 0.332 0.105 33 362 T 125-54
2. Do not weld 18 gage and lighter framing, unless specifically called for in plans
and details, but make connections using self -drilling, self -tapping screws. 16
gage and heavier framing, connections shall be made by welding, by bolting or by
selF-drilling selr-tapping screws.
Designparameters......................................................................................................................................................................
1. 5uilding code 2001 Florida 5uilding Code
2. Live load
Roof (Reducible for tributary area) 20 PSF
Floor 100 PSF
Ste ire 100 PSF
3. Snow loads
A. Ground snow load, Pg 0 PSF
4. Wind loads
A. 5asic wind speed 120 MPH
5. importance Factor 1.0
C. Exposure classification C
D. Internal Pressure Coefficient (Enclosed building) ±0.18
E. Design wind pressure on primary structure (windward + leeward) 30.1 PSF
F. Design wind preasure on primary structure
Windward parapet 42.1 PSF
Leeward parapet 28.5 PSF
G. Design wind pressure on exterior walls
End zones 25.8 PSF
Interior zones 25.2 PSF
H. Design wind pressure on parapets (component)
End zones 53.5 PSF
Interior zones 53.5 PSF
i. Design net uplift pressure on 10K joists
Corner zones 41.9 PSF
Edge zones 41.9 PSF
Interior zones 26.2 PSF
Design net uplift pressure on 32LHSP joists
Corner zones 2 8. 9 PSF
Edge zones 28.9 PSF
Interior zones 23.4 PSF
J. Design wind pressures on doors and windows
(components -crib. area = 21 eq. ft.)
Edge zones, pressure away from building surface -36.4 PSF
Edge zones, pressure toward building surface 28.ID PSF
Interior zones, pressure away from building surface -30.4 PSF
Interior zones, pressure toward building surface 28.0 PSF
K. Edge zone dimension for components (0.1 feet
testing..................................................................................................................................................................
Provide testing for the following items per section 01410 of the project
specifications. the approved independent testing agency's individual inspector
shall demonstrate competence for inspection of the particular type of construction
or operation requiring inspection. the inspector shall bring non -conforming items
to the immediate attention of the contractor and note all such items in the reports.
Any unresolved item about to be covered by the work shall be brought to the
owner's construction manager's attention immediately. the inspector shall furnish
reports, tests, and inspections directly to engineer of record and the owner's and
contractor's construction manager. the contractor is responsible For notifying the
inspection agency regarding individual inspections for items listed on the
schedule and as noted on the building department approved plans. Adequate
notice and access to approved plans shall be provided so that the inspector
has time to become familiar with the project.
1. Earthwork (per section 2200 of specifications and soils report requirements)
A.) Site preparation
5.) During fill placement
C.) Evaluation of in-place density
2. Concrete (per section 3100 of specifications)
A.) Inspection of reinforcing steel placement.
5.) During sampling of fresh concrete and placing of reinforced
concrete
3. Masonry (per section 4200 of specifications)
A.) During the preparation and taking of any required prisms or
test specimens.
5.) At the start of laying masonry units.
C.) Inspection of reinforcing steel placement.
D.) During all grouting operations.
4. Structural Steel and Steel Joists (Per Section 5120 and 5210 of specifications)
A.) Proper location and size
5.) Field Welding: Perform visual inspection of all welds.
C.) 5olted Connections: Visually inspect all bolts.
5. During the installation of all epoxy or adhesive anchors.
6. Fastening of steel roof deck diaphragm to structure.
Refer to Arch 4" solid block top
for enclosure
size and location
q I .- . ..
Concrete Reinforcing
Bar Lap Schedule
Sar
Size
Lap
Top
Other
#3
28"
Genera l Notes
#4
6'
Genera I .............................
#5
C -D
1. Structural elements are non -self supporting ,and require interaction with other
#6
o
elements for stability and resistance to lateral forces, framing and walls shall be
#1
Sl"
temporarily braced by the contractor until permanent bracing,, Floor and roof
#8
O
decks, and walls have been installed and connections between these elements
have been made.
2. the size and location of equipment pads and penetrations throughout the
structure for mechanical, electrical, and plumbing work shall be verified by the
contractor. Penetrations shall be subject to approval by the structural engineer.
Re: Mechanical, electrical, and plumbing drawings for opening locations not shown
on the structural drawings.
3. For miscellaneous concentrated loads applied to the steel joists, refer to
joist manufacturer shop drawings typical joist reinforcing diagram. Do not modify
Joists without obtaining permission from the engineer of record and the joist
manufacturer.
Division2 - Foundations................................................................................................................................................
1. Footing designs are based on a net allowable soil bearing pressure of 3,000
PSF. Foundations shall bear on properly compacted engineered fill or on
densified native soils per the soils report. Remove any soft or yielding areas
and undesirable material from exposed subgrade and replace with approved,
properly placed and compacted new fill, per the soils report. the upper 1 foot of
all exposed building subgrades shall be compacted to 95 percent of the
modified Proctor maximum dry density (ASTM D-1551) arc( have ;2% optimum
moisture content per soils report. Refer to the soils report for engineered fill
requirements. All fill shall be classified as SP -SM or better with no more than 1051.
U
fines (0200 sieve) and compacted to a minimum of 95 percent of the modified
NZ
Proctor maximum dry density (ASTM D-1551) and have ±251. optimum moisture
content per soils report recommendations. Foundation concrete shall be placed
the same day that the excavations are dug during the rainy season or if rain is
M
anticipated. Refer to soils report for protection and remediation of the
foundation bearing soils. The owner's geotechnical representative shall be familiar
with the requirements of the geotechnical report and any addendum, structural
w
drawings, and project specifications. The owner's geotechnical representative
shall monitor site grading, site excavation and fill placement, approve fill material,
verify compaction of subgrade and fill materials, and approve the foundation
bearing and slab subgrade material prior to the placement of reinforcement and
concrete.
<C
2. Contractor shall read the soils report and become thoroughly familiar with site
and subgrade information given therein. The contractor shall be responsible for
determining exact quantities of cut and fill For estimating and construction.
M
z
3. Foundation walls shall have adequate temporary bracing installed by the
contractor before backfill is placed against them. Temporary bracing shall not
o
be removed until wall is permanently braced.
Division3 - Concrete .......... ............ ............ ...... ............ ...... ...... ...... ...... ........................... ...... ......... _..... ...... ...... ............ ....
1. Concrete shall have a minimum compressive strength (F'c) alt 28 days of:
A. Concrete for building floor slabs and foundations, 3,000 PSI.
B. All other concrete, 4,000 PSi.
� ,
requirements.
Re: Specifications for mix re
p q
z
z
2. A. Reinforcing steel shall have a minimum yield strength (Fly) of 60 KSI.
w
B. Reinforcing bars shall be spliced per Concrete Reinforcing Bar
Lap Schedule.
3. "G.J." indicates saw cut joint or doweled construction joint in slab.
Re: Specifications for accepted saw cut methods. Slab pours shall be separated
by a doweled construction joint.
4. Saw cut/Construction joints shall be located as shown on plans or as directed
I
by the structural engineer.
5. Fill void beneath all column base plates with 5,000 P51, non -shrink, non-metallic
grout.
jDivision
4 - Masonry............................................................................................................................................................
1. Masonry requires special inspection. Re: Specifications.
2. Minimum compressive strength of masonry (F'm) established in accordance with
j
the unit strength method shall be 1,500 PSi.
i
3. Masonry units shall have a net area compressive strength of 1,900 PSI.
4. Mortar shall be type "S" mortar.
5. Grout shall have a minimum compressive strength of 2,000 PSI at 28 days.
6. Reinforcing bars shall be spliced a minimum of 48 bar diameters or 30 inches
I
whichever is greater, unless noted otherwise.
1. Solid grout all cells that contain either horizontal or vertical reinforcing, typ.
i
8. Masonry wail anchor locations and spacing may require adjustment From the
pre -drilled holes in the roof angle at the wall at the following locations:
A. Anchors shall not be located in or within 1 inch of a vertical head joint
between masonry blocks.
B. Anchors shall not be located within a wall opening or within 4 inches of an
opening in the wall such as at joist bearing seats and scupper locations. The
anchor location shall be relocated at these locations a minimum of 4 inches
from the pre -drilled hole. The location of the pre -drilled holes in the angle
shall be verified prior to placing the angle. Do not torch cut holes.
Division5 - Structural steel........................................................................................................................................
1. Structural steel shall meet the following minimum yield strengths:
Yield
A. W -shape beams 50 K51
B. Other steel shapes, bars and plates: 36 KSI
C. Structural steel tubing: 46 KSI
D. Structural steel pipe: 35 KSI
E. Anchor bolts: 36 KSI
F. Headed stud anchors: 50 KSI
G. Deformed bar anchors: 60 K51
2. Bolts for steel beam and column connections shall be 3/4" diameter ASTM A325
high-strength bolts installed snug tight, unless noted otherwise.
3. Electrodes for welding shall be 10 KSI, low hydrogen.
4. Provide double nuts and double washers for steel column anchor bolts to
allow for adjustment in base plate elevation. If over sized bolt holes are used,
provide a 2"A/4" thick plate washer for 3/4" dia, bolts and a 3"x3/5" thick plate
washer for I" dia. bolts.
5. 5efore authorizing steel erection, the contractor shall ensure: that the
concrete in the foundation has attained 15% of minimum compressive strength (F'c)
on the basis of the ASTM standard test of field cured samples at seven days per
OSHA requirements.
6. Anchor rods (bolts) shall not be repaired, replaced, or field modified without
approval of project structural engineer of record per OSHA requirements.
Division S - Doors and Windows............................................................................................................
1. Doors and storefront shall be designed for the wind pressures as noted in the design
load section on sheet 50 and Florida 5uilding Code Section 1114.5 The manufacturers
shall provide design calculations signed and sealed by a professional engineer
registered in the state of Florida or testing by an approved agency. The doors and
storefront shall not be installed until their design is approved by the building official.
Division 9 - Light Gage Steel Framing..............................................................................................
1. Metal studs Shall provide a minimum of the following net effective structura
properties (based on IC50 #4943P). Re: Arch. and specifications for interior
partition wall requirements not shown on structural drawings.
Depth (in) Gage Sx 00) Ix (in4) FW (KSI) Designation (SSMA)
Stud 6 16 0.921 2.86 50 600 S 162-54
Stud 3 5/8 20 0.292 0.551 33 362 S 162-33
Stud 3 5/S 16 0.481 0.813 33 362 S 162-54
Runner 6 16 0.685 2.294 33 600 T 125-54
Runner 3 5/8 16 0.332 0.105 33 362 T 125-54
2. Do not weld 18 gage and lighter framing, unless specifically called for in plans
and details, but make connections using self -drilling, self -tapping screws. 16
gage and heavier framing, connections shall be made by welding, by bolting or by
selF-drilling selr-tapping screws.
Designparameters......................................................................................................................................................................
1. 5uilding code 2001 Florida 5uilding Code
2. Live load
Roof (Reducible for tributary area) 20 PSF
Floor 100 PSF
Ste ire 100 PSF
3. Snow loads
A. Ground snow load, Pg 0 PSF
4. Wind loads
A. 5asic wind speed 120 MPH
5. importance Factor 1.0
C. Exposure classification C
D. Internal Pressure Coefficient (Enclosed building) ±0.18
E. Design wind pressure on primary structure (windward + leeward) 30.1 PSF
F. Design wind preasure on primary structure
Windward parapet 42.1 PSF
Leeward parapet 28.5 PSF
G. Design wind pressure on exterior walls
End zones 25.8 PSF
Interior zones 25.2 PSF
H. Design wind pressure on parapets (component)
End zones 53.5 PSF
Interior zones 53.5 PSF
i. Design net uplift pressure on 10K joists
Corner zones 41.9 PSF
Edge zones 41.9 PSF
Interior zones 26.2 PSF
Design net uplift pressure on 32LHSP joists
Corner zones 2 8. 9 PSF
Edge zones 28.9 PSF
Interior zones 23.4 PSF
J. Design wind pressures on doors and windows
(components -crib. area = 21 eq. ft.)
Edge zones, pressure away from building surface -36.4 PSF
Edge zones, pressure toward building surface 28.ID PSF
Interior zones, pressure away from building surface -30.4 PSF
Interior zones, pressure toward building surface 28.0 PSF
K. Edge zone dimension for components (0.1 feet
testing..................................................................................................................................................................
Provide testing for the following items per section 01410 of the project
specifications. the approved independent testing agency's individual inspector
shall demonstrate competence for inspection of the particular type of construction
or operation requiring inspection. the inspector shall bring non -conforming items
to the immediate attention of the contractor and note all such items in the reports.
Any unresolved item about to be covered by the work shall be brought to the
owner's construction manager's attention immediately. the inspector shall furnish
reports, tests, and inspections directly to engineer of record and the owner's and
contractor's construction manager. the contractor is responsible For notifying the
inspection agency regarding individual inspections for items listed on the
schedule and as noted on the building department approved plans. Adequate
notice and access to approved plans shall be provided so that the inspector
has time to become familiar with the project.
1. Earthwork (per section 2200 of specifications and soils report requirements)
A.) Site preparation
5.) During fill placement
C.) Evaluation of in-place density
2. Concrete (per section 3100 of specifications)
A.) Inspection of reinforcing steel placement.
5.) During sampling of fresh concrete and placing of reinforced
concrete
3. Masonry (per section 4200 of specifications)
A.) During the preparation and taking of any required prisms or
test specimens.
5.) At the start of laying masonry units.
C.) Inspection of reinforcing steel placement.
D.) During all grouting operations.
4. Structural Steel and Steel Joists (Per Section 5120 and 5210 of specifications)
A.) Proper location and size
5.) Field Welding: Perform visual inspection of all welds.
C.) 5olted Connections: Visually inspect all bolts.
5. During the installation of all epoxy or adhesive anchors.
6. Fastening of steel roof deck diaphragm to structure.
Refer to Arch 4" solid block top
for enclosure
size and location
q I .- . ..
Concrete Reinforcing
Bar Lap Schedule
Sar
Size
Lap
Top
Other
#3
28"
22"
#4
31"
29"
#5
41"
36"
#6
56"
43"
#1
Sl"
(0-311
#8
93"
1211
8" CMU wall with
all cells Fully
X grouted
05 vert. at 16" O.C.
Alternate hooks
= X
Finished Grade
Re Site lan
Bond beam with (U-#5
horiz. cont. at top of
wall, bottom of wail,
and mid -height of wall
05 vert. at 16" O.C.
Reinforce slab with
6x6-W1.4xW1.4 welded
wire fabric
LU
X-11 x .
Lightpole, base plate and headed
anchor bolts furnished by light pole
manufacturer. Re: Manufacturer for
1'-0" ; ;1'-0" anchor bolt spacing. Do not use
hooked anchor bolts.
1 1/2" non -shrink grout
3/4" radius, typ. all
In,
around
L � a
U
Provide (3) 413 ties in
d
top 5" of foundation.
clr. a ° (3) 03 ties at S" O.C.
� = ��
• C .. d
.4 °
Finish grade or
-.X :. :, x . T.O. Paving
d
°
--
--
77
-- -
® 03 ties at 12" O.C.,
be lance.
d
..a
ir-
(6) 06 V. equally spaced
around perimeter
a
Re: Electrical for
electrical conduit and
d. d grounding coil.
6� E p - . x .'e° Sat 12" O.C. Re: Site plan for locations
1 transverse 2'-0" of light poles.
r�
Q•.
(4)-#5 cont.
Eq" all Eq" top and
31- "xCont bottom
Pole manufacturer and contractor are responsible for the
pole, base plate, anchor bolt size and embedment and welding
of the pole to the base plate. These items shall conform to
2001 Florida Building Code requirements for a wind load of
120 MPH and AASHTO LTS4 and AGI 318-05 Appendix D.
3/411 = V_mil No scale
3 TRA5H ENCL05URE 2 i LIGHT POLE FOUNDATION DETAIL
Contractor o e:
1. 5ridging and web member acre not designed for loads other than axial. No attachment of any type shall be
made to bridging or joist web members. All load attachment shall be to joist chords only.
2. Joist bridging shall be installed per the latest SJI and OSHA requirements. For estimating purposes, refer to
diagram for notes about bridging. Refer to joist manufacturer erection drawings for exact size and spacing
of bridging.
3. Joists at or near columns spanning 60 feet or greater shall be set in tandem with all bridging installed unless
an alternate method is used to provide equivalent stability to the joist. Joists over 60 feet shall have both
ends attached to the structure with erection bridging in place before hoisting cables are released.
Provide top and bottom bridging per SJI requirements. Do not weld bridging to web
members. For K -eerier joists less than 1I6' -o" in length, assume a minimum of one row of
horizontal bridging. For LH -series joists, assume a minimum bridging spacing of 12'-0"
on center. For LH -series joists with a clear span less than 59'-4" provide one row of
bolted diagonal bridging near midspain of the joists before releasing the hoisting
line. For LH -series joists with a clear span greater than 59'-4" all rows of bridging
shall be diagonal bolted type and a minimum of two rows of bolted diagonal bridging
shall be installed near one-third points of the joist before releasing the hoisting line.
\-Joist manufacturer to provide wind uplift
bridging at the first bottom chord panel points
per SJI requirements. Design all joists for a net
No SCALE uplift load per design load summary.
TVP. J015T 3RIDGING DIAGRAM
25.00'
f
F
O m
R3'-"
O
LO
I 12 U
I
r 15 3 •Ec.
`PROPOSED WET
DETENTION POND
C
>1'�'.. 'I'sl. \i.:.._. .... S,fE LJ'1Cr -�!, .1. ... _... ,.., .... '. W-. ,
24.00' 18.00' _
19 34
j
j O
i 15 1 0
00 13 , ' 35 ^
1
Q I '4
s, 10.
5.88' 12:49 16.51' 7.50' Fr, # ) 33
} i
Y_
€ 2El
.:.
Vs
iE: s
27 21 -Na C' ;
`
6.38'
32 7 No 18.00' 15 N
8.00' cfl
18 3 1 8.00' 1
0 2 12 � ...., .....
2 -__..._......,_"... _.......... ..... 10.00'
23 R3'
.........._.......; :.._ i (BOC) ao
00
210.00' 9 10150'
7 n e 4. ° °' a. A I
4 .. q C 44
-► 26 4 4 a 6 4 ' iv 36.00' ° a AD . ' ° c�
e'
44
4 1� ° I,. Ch
°
'4 °
s,
41 50'
'13 a ° 4 ;
15 .Q R20'a :a 4. a 10'00'
10
30 25
1 I 14
Q
y... da i.r•.
r° ;:..'
p _ °7
„ ........... _< I 6.38'... n
a4 ° la
28.00' °'18.001{ ,
BLDG. AREA:= 7,381 SQ. FT. t - -- M
c a°
19 23 I FINISH FLOOR ELEV. 47.60
3 -► 2 o a a 4 �..•t (y� I r
0
LO 15
T
7 sb 0 I
17-1
i CV
le 6 3 a
4 10 1
I .. "pO ; E ._.�
LO r4 4
................ ... ..A ..
f;;.:3 i 31 14 17
E..f.l 3 64.00'
(r't: '15 2 0.. _.. 16 00 8
Lo 110.00'Ni
,
0 31 15 10.00'
17 36 4' ° ui
f 15 ° o 4:a a ,• 16
E v .4• .�
4 ° a
}'` R18' R10'
2 23 12 R10'
18 21 R3'
,8
�.<'. 0LO
1 g
22 3 2 0 5. 0::
......00
36 -R3'
EASEMEN 12 R1
R 0. ; .00'
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20 21 b .00'
11 O 00
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f1 �
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POBI POB 13
14 - 1
18.37' 16.78' ';12.22' 46.00' 5.00' 19.50' 5.50' 10.00' }1
r,._ .............1
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........ ...__.__......................... ':;...................... ..............--.i t ... s .......
___........".. ...._...
BUILDING
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BUILDING
TIE
1 .00'
91
KEYNOTES
M i
OCONCRETE CURB - SEE DETAIL 24 /C1.7
SITE ADDRESS: 3450 SOUTH ORLANDO DRIVE
SITE AREA: 51,806.36 S.F. (1.19 ACRES ±)
'/3
EXISTING USE: VACANT
PROPOSED BUILDING AREA: 7,381 S.F.
SURROUNDING LAND USE:
DIRECTION ZONED
EXISTING LAND USE
>< 1
3
...I....
VACANT/ TIRE KINGDOM
�}
U.S. 17-92
WEST GC -2
VACANT
LANDSCAPE BUFFER:
DIRECTION REQUIRED
PROPOSED
NORTH 20'
18.00'
5.00'
25.03'
EAST 25'
12'
..
13.17'
14 CONCRETE HANDICAP RAMP - MAXIMUM SLOPE 1:12 (8.33 %) (PER
A.D.A. REQUIREMENTS). MAXIMUM CROSS (2.00 %) SLOPE 1:50
15 NEW LANDSCAPE AREA - PROVIDE 3" TOPSOIL, SEE LANDSCAPE PLAN
16 EXPANSION AND CONTROL JOINTS - SEE DETAILS 1 & 15 /C1.7
17 BUILDING DOWN SPOUTS (TYP.) SEE GRADING PLAN FOR
fes'^
CONNECTION. - SEE DETAIL 20 /C1.7
18 STOP SIGN - SEE DETAIL 22 /C1.7
19 PAVEMENT MARKINGS - SEE DETAIL 9 /C1.7
t
t
21 PROPOSED DYSL / 4" (LINES TO BE EXTENDED FROM THE STOP BAR)
0
CD
W�
23 PROPOSED HEAVY DUTY CONCRETE PAVEMENT.
24 MATCH EXISTING SIDEWALK
mO
L6
15
�ir"
H
27 ROAD TERMINATION BARRICADE SIGN, PER FDOT INDEX # 17349
W
co
28 RIBBON CURB, SEE DETAIL 14 /C1.7
33
29 RETAINING WALL - SEE DETAIL C1.4
30 PIPE GUARD @ ROLL -UP DOOR - SEE DETAIL 12 /C1.7
31 PIPE GUARD @ FRONT OF BUILDING - SEE DETAIL 23 /C1.7
32 PROPOSED SANITARY LIFT STATION - SEE DETAIL SHEET C1.9
33 POND SECURITY / LIFTSTATION FENCE - SEE DETAIL 25 /C1.7
Q
34 "POND WARNING" SIGN - SEE NOTE #9 OF GENERAL NOTES
S T
W
r^
vJ
35 PROPOSED ACCESS GATE.
CD
LID
�
O O
D LL-
L
00
0
0
O
Lf)
� O LL
N
C0
C6
�i
C0
O O LL.
Z to O
(1)
CD >-
O L ~
M U
Q
.J
R3'-"
O
LO
I 12 U
I
r 15 3 •Ec.
`PROPOSED WET
DETENTION POND
C
>1'�'.. 'I'sl. \i.:.._. .... S,fE LJ'1Cr -�!, .1. ... _... ,.., .... '. W-. ,
24.00' 18.00' _
19 34
j
j O
i 15 1 0
00 13 , ' 35 ^
1
Q I '4
s, 10.
5.88' 12:49 16.51' 7.50' Fr, # ) 33
} i
Y_
€ 2El
.:.
Vs
iE: s
27 21 -Na C' ;
`
6.38'
32 7 No 18.00' 15 N
8.00' cfl
18 3 1 8.00' 1
0 2 12 � ...., .....
2 -__..._......,_"... _.......... ..... 10.00'
23 R3'
.........._.......; :.._ i (BOC) ao
00
210.00' 9 10150'
7 n e 4. ° °' a. A I
4 .. q C 44
-► 26 4 4 a 6 4 ' iv 36.00' ° a AD . ' ° c�
e'
44
4 1� ° I,. Ch
°
'4 °
s,
41 50'
'13 a ° 4 ;
15 .Q R20'a :a 4. a 10'00'
10
30 25
1 I 14
Q
y... da i.r•.
r° ;:..'
p _ °7
„ ........... _< I 6.38'... n
a4 ° la
28.00' °'18.001{ ,
BLDG. AREA:= 7,381 SQ. FT. t - -- M
c a°
19 23 I FINISH FLOOR ELEV. 47.60
3 -► 2 o a a 4 �..•t (y� I r
0
LO 15
T
7 sb 0 I
17-1
i CV
le 6 3 a
4 10 1
I .. "pO ; E ._.�
LO r4 4
................ ... ..A ..
f;;.:3 i 31 14 17
E..f.l 3 64.00'
(r't: '15 2 0.. _.. 16 00 8
Lo 110.00'Ni
,
0 31 15 10.00'
17 36 4' ° ui
f 15 ° o 4:a a ,• 16
E v .4• .�
4 ° a
}'` R18' R10'
2 23 12 R10'
18 21 R3'
,8
�.<'. 0LO
1 g
22 3 2 0 5. 0::
......00
36 -R3'
EASEMEN 12 R1
R 0. ; .00'
`',.
20 21 b .00'
11 O 00
}} 5 i
18 R20' 1 8
i'
f1 �
00
Oil _T
:.
�3
f ,
PAROL' --PARCEL.
0
r
N 00
}
POBI POB 13
14 - 1
18.37' 16.78' ';12.22' 46.00' 5.00' 19.50' 5.50' 10.00' }1
r,._ .............1
W
........ ...__.__......................... ':;...................... ..............--.i t ... s .......
___........".. ...._...
BUILDING
TIE
BUILDING
TIE
1 .00'
91
0
SITE DATA
ZONING: GC -2
KEYNOTES
M i
OCONCRETE CURB - SEE DETAIL 24 /C1.7
SITE ADDRESS: 3450 SOUTH ORLANDO DRIVE
SITE AREA: 51,806.36 S.F. (1.19 ACRES ±)
'/3
EXISTING USE: VACANT
PROPOSED BUILDING AREA: 7,381 S.F.
SURROUNDING LAND USE:
DIRECTION ZONED
EXISTING LAND USE
>< 1
3
...I....
VACANT/ TIRE KINGDOM
�}
U.S. 17-92
WEST GC -2
VACANT
LANDSCAPE BUFFER:
DIRECTION REQUIRED
PROPOSED
NORTH 20'
T (PER CONDITIONAL USE PERMIT)
SOUTH 20'
0' (PER CONDITIONAL USE PERMIT)
EAST 25'
12'
WEST 20'
13.17'
14 CONCRETE HANDICAP RAMP - MAXIMUM SLOPE 1:12 (8.33 %) (PER
A.D.A. REQUIREMENTS). MAXIMUM CROSS (2.00 %) SLOPE 1:50
15 NEW LANDSCAPE AREA - PROVIDE 3" TOPSOIL, SEE LANDSCAPE PLAN
16 EXPANSION AND CONTROL JOINTS - SEE DETAILS 1 & 15 /C1.7
17 BUILDING DOWN SPOUTS (TYP.) SEE GRADING PLAN FOR
fes'^
CONNECTION. - SEE DETAIL 20 /C1.7
18 STOP SIGN - SEE DETAIL 22 /C1.7
19 PAVEMENT MARKINGS - SEE DETAIL 9 /C1.7
II�
W
20 NEATLY SAWCUT, REMOVE AND MATCH EXISTING PAVEMENT
21 PROPOSED DYSL / 4" (LINES TO BE EXTENDED FROM THE STOP BAR)
22 24" WIDE WHITE PAINT STOP BAR ON PAVEMENT PER FDOT INDEX
W�
23 PROPOSED HEAVY DUTY CONCRETE PAVEMENT.
0
SITE DATA
ZONING: GC -2
KEYNOTES
PARCEL ID: 11-20-30-300-010A-0000
OCONCRETE CURB - SEE DETAIL 24 /C1.7
SITE ADDRESS: 3450 SOUTH ORLANDO DRIVE
SITE AREA: 51,806.36 S.F. (1.19 ACRES ±)
EXISTING USE: VACANT
PROPOSED BUILDING AREA: 7,381 S.F.
SURROUNDING LAND USE:
DIRECTION ZONED
EXISTING LAND USE
NORTH GC -2
OFFICE
SOUTH GC -2
VACANT/ TIRE KINGDOM
EAST N/A
U.S. 17-92
WEST GC -2
VACANT
LANDSCAPE BUFFER:
DIRECTION REQUIRED
PROPOSED
NORTH 20'
T (PER CONDITIONAL USE PERMIT)
SOUTH 20'
0' (PER CONDITIONAL USE PERMIT)
EAST 25'
12'
WEST 20'
13.17'
BUILDING SETBACKS:
DIRECTION REQUIRED PROPOSED
NORTH 20' 10'
SOUTH 20' 41'
EAST 140' (FROM CL OF ROW) 90' (FROM PROPERTY LINE)
WEST 20' 64'
SOILS:
THE DESCRIBED PROPERTY HAS MYAKKA / EAU
GALLIE FINE SOILS
LAND COVERAGE SUMMERY:
PROPOSED IMPERVIOUS AREA: 29,878.46 S.F. (57.67 %)
PROPOSED OPEN SPACE: 21,927.90 S.F. (42.33 %)
REQUIRED OPEN SPACE: 25 %
FLOOR AREA RATIO: 7,381 S.F. =0.14
51,806.36 S.F.
MAXIMUM FLOOR AREA RATIO= 0.35, PROPOSED 0.14 Q
THE DESCRIBED PROPERTY LIES IN ZONE X; PER FIRM PANEL #
12117CO070 F MAP DATE 9/28/2007
MAXIMUM ALLOWABLE HEIGHT: 50'
PARKING REQUIREMENTS:
5 SPACE / 1,000 S.F. = 7,381 S.F. x 5 = 37 SPACES
1,000 S.F.
37 REQUIRED PARKING SPACES
PARKING PROVIDED:
HANDICAP SPACES 2 SPACES
REGULAR SPACES 35 SPACES
TOTALSPACES 37SPACES
PAVEMENT SYMBOLS LEGEND
n PROPOSED HEAVY DUTY CONCRETE PAVEMENT
OASPHALT PAVEMENT / ALTERNATE BID
PROPOSED CONCRETE SIDEWALK
° PROPOSED CONCRETE PAVEMENT
PROIIIBITED
:10 VEILCLE'n'OHK W
PMIC➢:G LOi
llu,'alw6 FluiNw
Huar$5u SuhMocoj
:S�YWE
PER CITY DLI'L LOY1LNi
OttUElt 09 -WS
OED 1ND
ELOPb1ENt
ucw noNs
SCFIEOULEM SLCT10N5
N:U6
STANDARD 18-x24- SIGN
WITH WHITE BACKGROUND,
a BLACK LETTERS, AND BLACK BORDER.
2" SQUARE TUBE
ro I W TH CL OSE TOP.
Z a,
^' II-III 1I1=1I1
o II ISI I I 11- - 8" CONC. FILLED
-III III= POST HOLE
I
"NO WORKING ON VEHICLE" SIGN
DETAIL # 1
NO
FERTILIZER,
HERBICIDE, OR
PESTICIDE
APPLICATION
CAN BE USED
IN POND ARE0.
N OT TO
STANDARD 18-x24- SIGN
n W1 TH WHITE BACKGROUND,
a I I BLACK LETTERS, AND BLACK BORDER.
2" SQUARE TUBE
KI TH CLOSE TOP.
2
o 1=1II I I 8" C0NC. FILLED
IIIT II111- POST HOLE
"POND WARNING" SIGN
DETAIL # 2
N OT TO
JUS`r
()rK P.E.
'/ 6. 8100
j, f, f ,
,J LL
I
�M
GENERAL NOTES:
1. CONTRACTOR TO PROVIDE CONTINUAL UNDISTURBED ACCESS TO TIRE KINGDOM
DURING THEIR BUSINESS HOURS.
2. PROPERTY LINE AND RIGHT-OF-WAY MONUMENTS SHALL NOT BE DISTURBED BY
CONSTRUCTION. IF DISTURBED, THEY SHALL BE RESET TO THEIR ORIGINAL LOCATIONS
AT THE CONTRACTOR'S EXPENSE BY A REGISTERED LAND SURVEYOR.
3. PROOF ROLL BUILDING AND ALL PARKING AREAS. NOTIFY AUTOZONE INC. OF ANY
UNACCEPTABLE AREAS.
4. BUILDING DIMENSIONS SHOWN ON THE CIVIL ENGINEERING PLANS ARE FOR REFERENCE
PURPOSES ONLY, CONTRACTOR SHALL USE THE ARCHITECTURAL AND STRUCTURAL
PLANS FOR EXACT BUILDING DIMENSIONS.
5. ALL SITE DIMENSIONS ARE REFERENCED TO THE FACE OF CURBS OR EDGE OF PAVING
UNLESS OTHERWISE NOTED.
6. ALL SIDEWALKS, CURB AND GUTTER, STREET PAVING, CURB CUTS, DRIVEWAY
APPROACHES, HANDICAP RAMPS, ETC. CONSTRUCTED OUTSIDE THE PROPERTY LINE IN
THE RIGHT-OF-WAY SHALL CONFORM TO ALL MUNICIPAL AND/OR STATE SPECIFICATIONS
AND REQUIREMENTS.
7. ALL DISTURBANCE INCURRED TO ANY ADJOINING PROPERTY DUE TO CONSTRUCTION OR
DEMOLITION SHALL BE RESTORED TO THE PREVIOUS CONDITION OR BETTER, AND TO
THE SATISFACTION OF THE CITY OR STATE AUTHORITY.
8. THE CONTRACTOR SHALL PROVIDE AS -BUILT RECORDS OF ALL CONSTRUCTION
(INCLUDING UNDERGROUND UTILITIES) TO AUTOZONE INC. AT THE END OF
CONSTRUCTION.
IL
9. NO FERTILIZER, HERBICIDE, OR PESTICIDE APPLICATION CAN BE USED IN POND AREA.
WARNING SIGNS TO BE PLACED IN POND AREA.
Engineers (C.O.A. No. 3215)
Architects (Lie. No. AA2600926)
Surveyors (L.B. No. 7143)
Landscape Arch. (Lia No. LC0000298)
Planners
Environmental Scientists
Construction Management
Traffic/Transportation
KEYNOTES
OCONCRETE CURB - SEE DETAIL 24 /C1.7
OCONCRETE PAVING - SEE DETAIL T C1.7 EXPANSION AND
CONTROL JOINTS - SEE DETAILS 1 & 15/ C1.7 MAXIMUM
SPACING FOR CONTROL JOINTS IS 15'-0" O.C. EACH WAY.
OG.C. TO PROVIDE ALTERNATE BID FOR PAVING ASPHALT, SEE DETAIL, 4 /C1.7.
4O HANDICAP PARKING AREA - SEE DETAIL 10 /C1.7
OHANDICAP PARKING SIGN - SEE DETAIL 5 /C1.7
OPIPE GUARD (TYP.) - SEE DETAIL 13 /C1.7
O7 CONCRETE LIGHT POLE BASE - SEE DETAIL PH1.0
O8 CONCRETE SIDEWALK - SEE DETAIL 30 /C1.7
ODUMPSTER ENCLOSURE - 6' HIGH CMU BLOCK ENCLOSURE W/
GATES - SEE DETAILS 16, 17, 18, &19 /C1.7
10 TRUNCATED DOMES TO BE OVERLAY PAD.
11 MONUMENT SIGN - TX 13'X 10' HGT, REFER TO ARCH. PLANS
12 4" WIDE PARKING STRIPE PAINTED WHITE (TYP.)
13 PROPOSED NOSE DOWN CURB - SEE DETAIL 7 /C1.7
14 CONCRETE HANDICAP RAMP - MAXIMUM SLOPE 1:12 (8.33 %) (PER
A.D.A. REQUIREMENTS). MAXIMUM CROSS (2.00 %) SLOPE 1:50
15 NEW LANDSCAPE AREA - PROVIDE 3" TOPSOIL, SEE LANDSCAPE PLAN
16 EXPANSION AND CONTROL JOINTS - SEE DETAILS 1 & 15 /C1.7
17 BUILDING DOWN SPOUTS (TYP.) SEE GRADING PLAN FOR
fes'^
CONNECTION. - SEE DETAIL 20 /C1.7
18 STOP SIGN - SEE DETAIL 22 /C1.7
19 PAVEMENT MARKINGS - SEE DETAIL 9 /C1.7
II�
W
20 NEATLY SAWCUT, REMOVE AND MATCH EXISTING PAVEMENT
21 PROPOSED DYSL / 4" (LINES TO BE EXTENDED FROM THE STOP BAR)
22 24" WIDE WHITE PAINT STOP BAR ON PAVEMENT PER FDOT INDEX
#17346, SEE DETAIL 11 /C1.8
23 PROPOSED HEAVY DUTY CONCRETE PAVEMENT.
24 MATCH EXISTING SIDEWALK
J
25 NO PARKING / LOADING ZONE SIGN, SEE DETAIL 6 /C1.7
26 LOADING ZONE STRIPING. SYSL / 4" SPACED AT Z O.C. AT 45'.
27 ROAD TERMINATION BARRICADE SIGN, PER FDOT INDEX # 17349
W
CASE II.
28 RIBBON CURB, SEE DETAIL 14 /C1.7
29 RETAINING WALL - SEE DETAIL C1.4
30 PIPE GUARD @ ROLL -UP DOOR - SEE DETAIL 12 /C1.7
31 PIPE GUARD @ FRONT OF BUILDING - SEE DETAIL 23 /C1.7
32 PROPOSED SANITARY LIFT STATION - SEE DETAIL SHEET C1.9
33 POND SECURITY / LIFTSTATION FENCE - SEE DETAIL 25 /C1.7
Q
34 "POND WARNING" SIGN - SEE NOTE #9 OF GENERAL NOTES
S T
W
r^
vJ
35 PROPOSED ACCESS GATE.
36 "NO WORKING ON VEHICLE" SIGN - SEE DETAIL # 1, THIS SHEET.
�M
GENERAL NOTES:
1. CONTRACTOR TO PROVIDE CONTINUAL UNDISTURBED ACCESS TO TIRE KINGDOM
DURING THEIR BUSINESS HOURS.
2. PROPERTY LINE AND RIGHT-OF-WAY MONUMENTS SHALL NOT BE DISTURBED BY
CONSTRUCTION. IF DISTURBED, THEY SHALL BE RESET TO THEIR ORIGINAL LOCATIONS
AT THE CONTRACTOR'S EXPENSE BY A REGISTERED LAND SURVEYOR.
3. PROOF ROLL BUILDING AND ALL PARKING AREAS. NOTIFY AUTOZONE INC. OF ANY
UNACCEPTABLE AREAS.
4. BUILDING DIMENSIONS SHOWN ON THE CIVIL ENGINEERING PLANS ARE FOR REFERENCE
PURPOSES ONLY, CONTRACTOR SHALL USE THE ARCHITECTURAL AND STRUCTURAL
PLANS FOR EXACT BUILDING DIMENSIONS.
5. ALL SITE DIMENSIONS ARE REFERENCED TO THE FACE OF CURBS OR EDGE OF PAVING
UNLESS OTHERWISE NOTED.
6. ALL SIDEWALKS, CURB AND GUTTER, STREET PAVING, CURB CUTS, DRIVEWAY
APPROACHES, HANDICAP RAMPS, ETC. CONSTRUCTED OUTSIDE THE PROPERTY LINE IN
THE RIGHT-OF-WAY SHALL CONFORM TO ALL MUNICIPAL AND/OR STATE SPECIFICATIONS
AND REQUIREMENTS.
7. ALL DISTURBANCE INCURRED TO ANY ADJOINING PROPERTY DUE TO CONSTRUCTION OR
DEMOLITION SHALL BE RESTORED TO THE PREVIOUS CONDITION OR BETTER, AND TO
THE SATISFACTION OF THE CITY OR STATE AUTHORITY.
8. THE CONTRACTOR SHALL PROVIDE AS -BUILT RECORDS OF ALL CONSTRUCTION
(INCLUDING UNDERGROUND UTILITIES) TO AUTOZONE INC. AT THE END OF
CONSTRUCTION.
IL
9. NO FERTILIZER, HERBICIDE, OR PESTICIDE APPLICATION CAN BE USED IN POND AREA.
WARNING SIGNS TO BE PLACED IN POND AREA.
Engineers (C.O.A. No. 3215)
Architects (Lie. No. AA2600926)
Surveyors (L.B. No. 7143)
Landscape Arch. (Lia No. LC0000298)
Planners
Environmental Scientists
Construction Management
Traffic/Transportation
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SCALE: 1 " = 20'-0"
REVISIONS
PER CITY OF SANFORD
1. COMMENTS 2-9-10
PERINTERNAL
2• REVISION 2-9-10
PER SJRWMD
3. COMMENTS 3-30-10
PER AUTOZONE
4. COMMENTS 5-13-10
5.
6.
7.
ARCHITECT: GC
DRAFTSMAN: JDH
CHECKED BY: JTP
DATE
JAN 2010
PROTOTYPE SIZE
7 N 2 R
C1 ■ 3
r
a
0
DIMENSION & TYPE DIMENSION &TYPE
Concrete Section A
Parkin 5 12" o
Loading/Dumpster 6" 12" JG�reZenstreak
PARKING BY w 12 #632
1 3/8" 4000 PSI cone. DISABLED
I I PERMIT Greenstreak " Concrete walk w
paving (min.) a ONLY 632 1 4 6x6-W1.4xW1.4 W.W.
W/ wire mesh .•. • . ' N 0 # rdius
-� ¢ ARKINGPaving max' SLOPE 1 4" per FT.
. 4 $ 250 FINE
CITY ORD. 3211 O BLACK LEGEND 31 x ''. X X
M (Min) Asphalt Topping LOADING BACK iGRWND TRANS. _ a
—� ZONE TOP OF CURB o
/ Compacted (Type S-1 or Equivalent) � SIGNS USED AS PER FLORIDA STATUTES •
Sub rade
z - -
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9
TP 5 PER FS 316.1955 FS 316.1956
0
, R'
db
Greenstreak Pavin Ca Seal - -
9 P NOTE: ON SUBGRADE
o w_
Crushed Li eroc Base .:' :.:;= :: `:;
m k m NOTES: PAVEMENT c0 I r j • "3 ... `haL:I
Profile #610 See specifications THE TOP 6 -INCHES SHALL BE COMPOSED OF WELL DRAINED I r I:_
(100% LBR; min. 98% _ R7-6 ELEVATION VIEW _ Comp. ranular fill
1. ALL LETTERS ARE 1" SERIES "C" PER MUTCD• "•'� P 9 ...
for additional information. GRANULR SOILS THAT ARE PREDOMINATELY SANDY, MIXED WITH NO - 3 See specifications
max. dry density ASTM 2. TOP PORTION OF SIGN SHALL HAVE REFLECTORIZED (ENGINEERING GRADE) ii;" :`.7i'iir' 3": " ''t'`" P Buildin
" Paving Cap seal MORE SILT OR CLAY THAN REQUIRED TO OBTAIN AN FBV OF 50 D1557 BLUE BACKGROUND WITH WHITE REFLECTORIZED LEGEND &BORDER gg
1/2 fiberboard 1/2" dia. x 12" smooth PLUS OR MINUS 5 AND BE COMPACTED TO A MINIMUM DENSITY OF ) 3. BOTTOM PORTION OF SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING 8 foundation
^ 98% MAXIMUM DENSITY IN ACCORDANCE WITH AASHTO T-180. GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER #5 continuous T. & B.
dowels ®12 O.C. Coat Stabilized Subgrade 4. FINE NOTIFICATION SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING
one end with bond NOTE: (40% LBR; min. 95% max. dry density ASTM D1557) GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER
breaker material NO WIRE IN PROPOSED CONCRETE IN FDOT R.O.W. 5. ONE (1) SIGN REQUIRED FOR EACH PARKING SPACE.
6. INSTALLATION HEIGHT OF LOWEST SIGN SHALL HAVEAMINIMUM OF T-0"
NOTE: See the geotech report or specification for CLEARANCE TO FINISH GRADE
NO SCALE spacing requirements the more stringent will apply. NO SCALE SEC -004 NO SCALE NO SCALE SEC -006 3/4" = V-0" SEC -C30 N 11
2 TYPICAL EXPANSION JOINT 3 CONCRETE PAVING SECTION 4 [—ASPHALT PAVING SECTION 5 TYPICAL HANDICAP SIGN 6 "NO PARKING LOADING ZONE" SIGN 7 NOSE DOWN CURB DETAIL 8 TYPICAL WALK SECTION
Note: All traffic flow arrows to Note: All traffic markings to be LU
be solid white reflective traffic solid thermoplastic as per Smooth plastic red
paint as per dimensions below. dimensions below. sleeve see specs.
2'-0"-------
`� r Rolling overhead steel door 6" Steel Pipe filled
I "
n.
See Ian and details I o w/ concrete. 6„
- ( P
i
SURFACE MATERIAL
•; .: _ M _
Sawcut Joint fill
�, ::,;.::;.:;' "; _i w with self levelin
I �. �. To of g
Line of paving - a BASE COURSE \ elastomeric sealant
26 &1 61 ab Stop bar block
GoI
e+) 12.0' 12.0'
6'-0" W.
Pie uard
2`O� 5.0' Door opening 4. P 9 = MAXIMUM SPACING FOR CONTROL JOINTS
20 20 0" 20
CENTER PIPE GUARDS SHALL BE 15' O.C. EACH WAY. SEE DIVISION
4'_g= 10 ON EDGE OF OPENING C1.6 6"A steel pi a set in 2 OF THE SPECIFICATIONS FOR ADDITIONAL
18"- hole filed with REQUIREMENTS.
I I� I ^ concrete
4',4^ 4-I4" 414- 414"
5.5 5.5
�� varies (see site plan) "
3 granular base
at bottom of hole
NO SCALE NO SCALE NO SCALE SEC -008 NO SCALE SEC -007 NO SCALE NO SCALE
9 TYPICAL PAVEMENT MARKINGS 10 HANDICAP PARKING DETAIL 11 TYPICAL PAVEMENT MARKINGS 12 PIPE GUARD @ ROLL -UP DOOR 13 TYPICAL PIPE GUARD SECTION 14 RIBBON CURB 15 TYPICAL CONTROL JOINT
Alemite 1610 -BL 8" x 8" x 1/8" NOTE: NOTE:
hydraulic grease -� sset plate 5/4" x 6 " square edged MOUNT CANE BOLT AND Cane bolt 12" PAINT TO Downspoutfitting to e v ^ �Jlu
NSIDE ONLY) treated pine boards. GATE LATCH ASSEMBLIES guide (2) 4" pre -cast � MATCH BUILDING " (SEE ARCH. PLANS)
accessible for " 7 O.D. tube = ^ " 22 -0 CLEAR
maintenance �- - hinge 6" Ion "corners " Screw lv frame THROUGH FACE BOARDS M 2 steel tub Cane bolt 3/4" cap " " "
9 9 1 weld ®3 O.C. Latch detail. with galvanized or / Transition Boot UJ
all around See detail 3 stainless steel screws INTO STEEL FRAME cold rolled 7�0 8�0 7 -0 �, Wire screen for rodents
18'-0" CLEAR steel rod.
1" x 6 x 1/2" Drill 7/8" hole in 1 " "
co to hinge & gate 8'-11 1/2" 1^ 8'-11 1/2" �, Top of slab slab. Size to fit #5 s at 32 8
/ on center block Trash Trash Schedule 40 PVC
= bolt. Masonry wall
r, 7-1/4" O.D. — vertically. dum ster dum ster
hin a 6" I Grout cells enclosure I p I I I 12 Maximum.
3" x 7-1/4 Gate frame 2" x 2" x 1/8" 9 9" solid o See detail 6-8 CY 6-8 CY o Proposed Grade
O.D. tube. steel tube 4M; " CANE BOLT 17/C1.5. \
Weld collar gate frame I € 1 1 washer welded
to post. " welded joints I = 8 1/2"x2"x1/4"1" to %24" bolt ^ 8" Scheduile 40 LL
6 I.D. pipe _ _ latch plate with Latp, plate w/ 3/4 f 45' Bend
gate post ;r, rounded edges 4 bolt handle 1-1/2" washe -/U) rill
Gates
NOTE: welded to Concrete slab 8" PVC on 1.00% Min. Slope
I E � " bolt for stop required
PAINT ALL GATE FRAMES 6" nom. I.D. STRIKE 3/4 bolt P See detail NOTE: Bollards behind the
AND PIPES RED. • > ° stto bar Elevation refer "
gate post filled P to site plan 13/C1.5. dumpsters shall be 6 -0 tall
with concrete 7 -1/4" 1-1/2"x6"x1/4" be
" t above the pavement surface and
rounded top. I I ' 6 MIN. O.D. ube I I F poNr plate strike with sing NOTE: " . Refer to drainage plan
See bollard detail collar 1-3/4" - bolt FOOTING TO extend 3 -0 Into the ground. for size of storm sewe
U i field ` U through frame MATCH BUILDING
- -- Cane bolt welded 1'_6 SEE STRUCTURAL DWGS, TYP. FTG. NOTE:
See detail to gate � DOUBLE GATE LATCH ( ) ALL DOWNSPOUT COLLECTOR PIPE ZD
NO SCALE post SEC -C18 NO SCALE SEC -C19 No SCALE MDUMPSEC NO SCALE SEC-C17M NO SCALE SHALL BE SCHEDULE 40 PVC.IQ
16 GATE DETAIL FOR DUMPSTER ENCLOSURE 17 GATE LATCH / BOLT DETAILS 18 SCREEN WALL/DUMPSTER SECTION 19 DUMPSTER LAYOUT 20 DOWNSPOUT DETAIL
4" THICK CONCRETE
SIDEWALK SECTION
MONOLITHIC CONCRETE
HANDICAP RAMP (3000 PSI) SFS,
6" EXPANSION JOINTS 20'-0" oc. MAXIMUM
RAMP
1:12 4 SPACES ® 5'-0" oc. OR AS DIRECTED OR SHOWN ON THE SITE PLAN
LANDING
SEE LAYOUT &SITE IMPROVEMENT PLAN FOR ALTERNATE SCORING PATTERN 6" X 6" W1.2xW1.2 WWF
5' MIN. ooo°o DUMMY JOINT( TYP.) DUMMY JOINT
o°°°o°°°o°o°o°
°°000000000000° N �:;4 y '';fir.: i}^,'r,:rt'r 1/2" EXPANSION JOINT
RAMP o°o°o°o°o°o°o° �' :' ` 'r`' WITH SEALANT
z a �4:1/4
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o°o FDOT INDEX 304 CR -12. o Es '� r;4 / c>:
w 1 "
8" ROLLED GRAVEL BASE � 1/
� 8
ASPHALT
--�-- 1/2" EXPANSION JOINT 1/2" EXPANSION JOINT --- I SECTION A -A DUMMY JOINT
CONCRETE CURB (TYPE D) --..-.-._..._......._.._.........__......_.
SEE SITE PLAN FOR CONTINUATION N.T.S.
4» VERTICAL CURB & PAVEMENT PLAN VIEW Engineers (C. O.A. No. 3215) Engineers
Architects (Lic. No. AA2600926) Planners
................................................... � Surveyors (L.B. No. 7143)
Landscape Architects
NO SCALE NO SCALE Landscape Arch. (Lie. No. LC0000298) Servet ors
29 HANDICAP RAMP DETAIL 30 CONCRETE SIDEWALK Planners ./
Environmental Scientists Construction Management
JUSTINV�'L .E. Construction Management w w w. c p h e n g i n e e r s. c o m C1
7
Traffic/Transportation 500 West Fulton Street, Sanford, FL 32771 P.O. Box 2808, Sanford, FL 32772-2808
� � Phone: 407.322.6841 Fax: 402330.0639
I
" 1 36" 10._0" Max.
6 R.-� NOTE: PAVEMENT MARKINGS � SEE THE SITEWORK SPECIFICATIONS
TO BE SOLID WHITE I I FOR THE SIZE, TYPE, AND GAUGE OF
6" MATERIALS THAT WILL BE USED FOR
CL THERMOPLASTIC ° R1-1 Sign CONSTRUCTION OF A CHAIN LINK FENCE.
' � STOP
of 5' 1 �-0" �r Red 2„ R 6..
Background I
M
STO
o � White Letters = R,
�- 3• 5/16" x 2.5" Ig. ;�,
pin hd. bolts w/ � $ I
° nuts &lock I
/0 Z
+' °o � D GENERAL NOTES
° I
g washers � I —---—— o
3.5" steel U -Post, I � 1. THE CONCRETE FOR CURBS SHALL BE
� �On o 31bs/ft., R I 13 DEPARTMENT OF TRANSPORTATION CLASS "I"
° painted enamel green � I C1,6
CONCRETE, AND HAVE A COMPRESSIVE STRENGTH
• OF 3000 PSI. T •+
�n °a> o I •:1 4: � • I ''• 2' (TYP.)
3/8" ilia. holes on 1" I •• i � 2. ALL CURBS SHALL HAVE CONTRACTION JOINTS AT 3'-0" MIN. '�� I•' : 'I t;.;
centers — — — — — — INTERVALS NOT TO EXCEED 10'- 0". LINE POSTS :•..: '� 3" TYP.) , �"
3'MIN. CHAIN SINK FENCE
� of parking Note: All regulatory and warning signs shall be high intensity f 12'-9" 5'-6" 5'-6" 5'-6" 5'-6" _ 5'-6" 5'-6" 5'-6" 5'-6" CORNERRPOSTS
........................................................................................................
space reflective sheeting. 4 TIMES POST DIA. N.T.S.
NO SCALE No SCALE NO SCALE SEC-7n2R No SCALE NO SCALE
21 INT'L BARRIER FREE SYMBOL 22 STOP SIGN DETAIL 23 BOLLARD LAYOUT PLAN - 7n2
124 TYPE "D" CURB 25 [POND
A
B
C
Parkin Aisle
0
2
6"
12"
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4
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REVISIONS
PER CITY OF SAN FORD
1 • COMMENTS 2-9-10
2.
3.
4.
5.
6.
7.
ARCHITECT:
GC
DRAFTSMAN:
JDH
CHECKED BY:
JTP
DATE
JAN 2010
PROTOTYPE SIZE
7N2R
■
a
0
DIMENSION & TYPE DIMENSION &TYPE
Concrete Section A
Parkin 5 12" o
Loading/Dumpster 6" 12" JG�reZenstreak
PARKING BY w 12 #632
1 3/8" 4000 PSI cone. DISABLED
I I PERMIT Greenstreak " Concrete walk w
paving (min.) a ONLY 632 1 4 6x6-W1.4xW1.4 W.W.
W/ wire mesh .•. • . ' N 0 # rdius
-� ¢ ARKINGPaving max' SLOPE 1 4" per FT.
. 4 $ 250 FINE
CITY ORD. 3211 O BLACK LEGEND 31 x ''. X X
M (Min) Asphalt Topping LOADING BACK iGRWND TRANS. _ a
—� ZONE TOP OF CURB o
/ Compacted (Type S-1 or Equivalent) � SIGNS USED AS PER FLORIDA STATUTES •
Sub rade
z - -
cV � — -
9
TP 5 PER FS 316.1955 FS 316.1956
0
, R'
db
Greenstreak Pavin Ca Seal - -
9 P NOTE: ON SUBGRADE
o w_
Crushed Li eroc Base .:' :.:;= :: `:;
m k m NOTES: PAVEMENT c0 I r j • "3 ... `haL:I
Profile #610 See specifications THE TOP 6 -INCHES SHALL BE COMPOSED OF WELL DRAINED I r I:_
(100% LBR; min. 98% _ R7-6 ELEVATION VIEW _ Comp. ranular fill
1. ALL LETTERS ARE 1" SERIES "C" PER MUTCD• "•'� P 9 ...
for additional information. GRANULR SOILS THAT ARE PREDOMINATELY SANDY, MIXED WITH NO - 3 See specifications
max. dry density ASTM 2. TOP PORTION OF SIGN SHALL HAVE REFLECTORIZED (ENGINEERING GRADE) ii;" :`.7i'iir' 3": " ''t'`" P Buildin
" Paving Cap seal MORE SILT OR CLAY THAN REQUIRED TO OBTAIN AN FBV OF 50 D1557 BLUE BACKGROUND WITH WHITE REFLECTORIZED LEGEND &BORDER gg
1/2 fiberboard 1/2" dia. x 12" smooth PLUS OR MINUS 5 AND BE COMPACTED TO A MINIMUM DENSITY OF ) 3. BOTTOM PORTION OF SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING 8 foundation
^ 98% MAXIMUM DENSITY IN ACCORDANCE WITH AASHTO T-180. GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER #5 continuous T. & B.
dowels ®12 O.C. Coat Stabilized Subgrade 4. FINE NOTIFICATION SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING
one end with bond NOTE: (40% LBR; min. 95% max. dry density ASTM D1557) GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER
breaker material NO WIRE IN PROPOSED CONCRETE IN FDOT R.O.W. 5. ONE (1) SIGN REQUIRED FOR EACH PARKING SPACE.
6. INSTALLATION HEIGHT OF LOWEST SIGN SHALL HAVEAMINIMUM OF T-0"
NOTE: See the geotech report or specification for CLEARANCE TO FINISH GRADE
NO SCALE spacing requirements the more stringent will apply. NO SCALE SEC -004 NO SCALE NO SCALE SEC -006 3/4" = V-0" SEC -C30 N 11
2 TYPICAL EXPANSION JOINT 3 CONCRETE PAVING SECTION 4 [—ASPHALT PAVING SECTION 5 TYPICAL HANDICAP SIGN 6 "NO PARKING LOADING ZONE" SIGN 7 NOSE DOWN CURB DETAIL 8 TYPICAL WALK SECTION
Note: All traffic flow arrows to Note: All traffic markings to be LU
be solid white reflective traffic solid thermoplastic as per Smooth plastic red
paint as per dimensions below. dimensions below. sleeve see specs.
2'-0"-------
`� r Rolling overhead steel door 6" Steel Pipe filled
I "
n.
See Ian and details I o w/ concrete. 6„
- ( P
i
SURFACE MATERIAL
•; .: _ M _
Sawcut Joint fill
�, ::,;.::;.:;' "; _i w with self levelin
I �. �. To of g
Line of paving - a BASE COURSE \ elastomeric sealant
26 &1 61 ab Stop bar block
GoI
e+) 12.0' 12.0'
6'-0" W.
Pie uard
2`O� 5.0' Door opening 4. P 9 = MAXIMUM SPACING FOR CONTROL JOINTS
20 20 0" 20
CENTER PIPE GUARDS SHALL BE 15' O.C. EACH WAY. SEE DIVISION
4'_g= 10 ON EDGE OF OPENING C1.6 6"A steel pi a set in 2 OF THE SPECIFICATIONS FOR ADDITIONAL
18"- hole filed with REQUIREMENTS.
I I� I ^ concrete
4',4^ 4-I4" 414- 414"
5.5 5.5
�� varies (see site plan) "
3 granular base
at bottom of hole
NO SCALE NO SCALE NO SCALE SEC -008 NO SCALE SEC -007 NO SCALE NO SCALE
9 TYPICAL PAVEMENT MARKINGS 10 HANDICAP PARKING DETAIL 11 TYPICAL PAVEMENT MARKINGS 12 PIPE GUARD @ ROLL -UP DOOR 13 TYPICAL PIPE GUARD SECTION 14 RIBBON CURB 15 TYPICAL CONTROL JOINT
Alemite 1610 -BL 8" x 8" x 1/8" NOTE: NOTE:
hydraulic grease -� sset plate 5/4" x 6 " square edged MOUNT CANE BOLT AND Cane bolt 12" PAINT TO Downspoutfitting to e v ^ �Jlu
NSIDE ONLY) treated pine boards. GATE LATCH ASSEMBLIES guide (2) 4" pre -cast � MATCH BUILDING " (SEE ARCH. PLANS)
accessible for " 7 O.D. tube = ^ " 22 -0 CLEAR
maintenance �- - hinge 6" Ion "corners " Screw lv frame THROUGH FACE BOARDS M 2 steel tub Cane bolt 3/4" cap " " "
9 9 1 weld ®3 O.C. Latch detail. with galvanized or / Transition Boot UJ
all around See detail 3 stainless steel screws INTO STEEL FRAME cold rolled 7�0 8�0 7 -0 �, Wire screen for rodents
18'-0" CLEAR steel rod.
1" x 6 x 1/2" Drill 7/8" hole in 1 " "
co to hinge & gate 8'-11 1/2" 1^ 8'-11 1/2" �, Top of slab slab. Size to fit #5 s at 32 8
/ on center block Trash Trash Schedule 40 PVC
= bolt. Masonry wall
r, 7-1/4" O.D. — vertically. dum ster dum ster
hin a 6" I Grout cells enclosure I p I I I 12 Maximum.
3" x 7-1/4 Gate frame 2" x 2" x 1/8" 9 9" solid o See detail 6-8 CY 6-8 CY o Proposed Grade
O.D. tube. steel tube 4M; " CANE BOLT 17/C1.5. \
Weld collar gate frame I € 1 1 washer welded
to post. " welded joints I = 8 1/2"x2"x1/4"1" to %24" bolt ^ 8" Scheduile 40 LL
6 I.D. pipe _ _ latch plate with Latp, plate w/ 3/4 f 45' Bend
gate post ;r, rounded edges 4 bolt handle 1-1/2" washe -/U) rill
Gates
NOTE: welded to Concrete slab 8" PVC on 1.00% Min. Slope
I E � " bolt for stop required
PAINT ALL GATE FRAMES 6" nom. I.D. STRIKE 3/4 bolt P See detail NOTE: Bollards behind the
AND PIPES RED. • > ° stto bar Elevation refer "
gate post filled P to site plan 13/C1.5. dumpsters shall be 6 -0 tall
with concrete 7 -1/4" 1-1/2"x6"x1/4" be
" t above the pavement surface and
rounded top. I I ' 6 MIN. O.D. ube I I F poNr plate strike with sing NOTE: " . Refer to drainage plan
See bollard detail collar 1-3/4" - bolt FOOTING TO extend 3 -0 Into the ground. for size of storm sewe
U i field ` U through frame MATCH BUILDING
- -- Cane bolt welded 1'_6 SEE STRUCTURAL DWGS, TYP. FTG. NOTE:
See detail to gate � DOUBLE GATE LATCH ( ) ALL DOWNSPOUT COLLECTOR PIPE ZD
NO SCALE post SEC -C18 NO SCALE SEC -C19 No SCALE MDUMPSEC NO SCALE SEC-C17M NO SCALE SHALL BE SCHEDULE 40 PVC.IQ
16 GATE DETAIL FOR DUMPSTER ENCLOSURE 17 GATE LATCH / BOLT DETAILS 18 SCREEN WALL/DUMPSTER SECTION 19 DUMPSTER LAYOUT 20 DOWNSPOUT DETAIL
4" THICK CONCRETE
SIDEWALK SECTION
MONOLITHIC CONCRETE
HANDICAP RAMP (3000 PSI) SFS,
6" EXPANSION JOINTS 20'-0" oc. MAXIMUM
RAMP
1:12 4 SPACES ® 5'-0" oc. OR AS DIRECTED OR SHOWN ON THE SITE PLAN
LANDING
SEE LAYOUT &SITE IMPROVEMENT PLAN FOR ALTERNATE SCORING PATTERN 6" X 6" W1.2xW1.2 WWF
5' MIN. ooo°o DUMMY JOINT( TYP.) DUMMY JOINT
o°°°o°°°o°o°o°
°°000000000000° N �:;4 y '';fir.: i}^,'r,:rt'r 1/2" EXPANSION JOINT
RAMP o°o°o°o°o°o°o° �' :' ` 'r`' WITH SEALANT
z a �4:1/4
1:12 °0000000° c ;-fT it, :x1 4 ,�. ,. xa. _xx., x<•' �U-.-
o°o FDOT INDEX 304 CR -12. o Es '� r;4 / c>:
w 1 "
8" ROLLED GRAVEL BASE � 1/
� 8
ASPHALT
--�-- 1/2" EXPANSION JOINT 1/2" EXPANSION JOINT --- I SECTION A -A DUMMY JOINT
CONCRETE CURB (TYPE D) --..-.-._..._......._.._.........__......_.
SEE SITE PLAN FOR CONTINUATION N.T.S.
4» VERTICAL CURB & PAVEMENT PLAN VIEW Engineers (C. O.A. No. 3215) Engineers
Architects (Lic. No. AA2600926) Planners
................................................... � Surveyors (L.B. No. 7143)
Landscape Architects
NO SCALE NO SCALE Landscape Arch. (Lie. No. LC0000298) Servet ors
29 HANDICAP RAMP DETAIL 30 CONCRETE SIDEWALK Planners ./
Environmental Scientists Construction Management
JUSTINV�'L .E. Construction Management w w w. c p h e n g i n e e r s. c o m C1
7
Traffic/Transportation 500 West Fulton Street, Sanford, FL 32771 P.O. Box 2808, Sanford, FL 32772-2808
� � Phone: 407.322.6841 Fax: 402330.0639
I
" 1 36" 10._0" Max.
6 R.-� NOTE: PAVEMENT MARKINGS � SEE THE SITEWORK SPECIFICATIONS
TO BE SOLID WHITE I I FOR THE SIZE, TYPE, AND GAUGE OF
6" MATERIALS THAT WILL BE USED FOR
CL THERMOPLASTIC ° R1-1 Sign CONSTRUCTION OF A CHAIN LINK FENCE.
' � STOP
of 5' 1 �-0" �r Red 2„ R 6..
Background I
M
STO
o � White Letters = R,
�- 3• 5/16" x 2.5" Ig. ;�,
pin hd. bolts w/ � $ I
° nuts &lock I
/0 Z
+' °o � D GENERAL NOTES
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3.5" steel U -Post, I � 1. THE CONCRETE FOR CURBS SHALL BE
� �On o 31bs/ft., R I 13 DEPARTMENT OF TRANSPORTATION CLASS "I"
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CONCRETE, AND HAVE A COMPRESSIVE STRENGTH
• OF 3000 PSI. T •+
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3/8" ilia. holes on 1" I •• i � 2. ALL CURBS SHALL HAVE CONTRACTION JOINTS AT 3'-0" MIN. '�� I•' : 'I t;.;
centers — — — — — — INTERVALS NOT TO EXCEED 10'- 0". LINE POSTS :•..: '� 3" TYP.) , �"
3'MIN. CHAIN SINK FENCE
� of parking Note: All regulatory and warning signs shall be high intensity f 12'-9" 5'-6" 5'-6" 5'-6" 5'-6" _ 5'-6" 5'-6" 5'-6" 5'-6" CORNERRPOSTS
........................................................................................................
space reflective sheeting. 4 TIMES POST DIA. N.T.S.
NO SCALE No SCALE NO SCALE SEC-7n2R No SCALE NO SCALE
21 INT'L BARRIER FREE SYMBOL 22 STOP SIGN DETAIL 23 BOLLARD LAYOUT PLAN - 7n2
124 TYPE "D" CURB 25 [POND
A
B
C
Parkin Aisle
1 1
2
6"
12"
Driveway Enterence Area
1 3
4
6"
12"
Sealant
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/LIFT STATION SECURITY FENCE DETAIL
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Genera l Notes
Genera1.................................................................................................................................................................................................
I. Structural elements are non -self supporting and require interaction with other
elements for stability anti resistance to lateral forces, Framing and walls shall be
temporarily braced by the contractor until permanent bracing, floor and roof
decks, and walls have been installed and connections between these elements
have been made.
2. The size and location of equipment pads and penetrations throughout the
structure for mechanical, electrical, and plumbing work shall be verified by the
contractor. Penetrations shall be subject to approval by the structural engineer.
Re. Mechanical, electrical, and plumbing drawings for opening locations not shown
on the structural drawings.
3. For miscellaneous concentrated loads applied to the steel joists, refer to
joist manufacturer shop drawings typical joist reinforcing diagram. Do not modify
joists without obtaining permission from the engineer of record and the joist
manufacturer.
Division2 - Foundations.................................................................................................................................................
1. Footing designs are based on a net allowable soil bearing pressure of 3,000
PSF. Foundations shall bear on properly compacted engineered fill or on
densified native soils per the soils report. Remove any soft or yielding areas
and undesirable material from exposed subgrade and replace with approved,
properly placed and compacted new fill, per the soils report. The upper 1 foot of
all exposed building subgraclea shall be compacted to 95 percent of the
modified Proctor maximum dry density (ASTM D-1551) and have ;2% optimum
moisture content per soils report. Refer to the soils report for engineered fill
requirements. All fill shall be classified as SP -SM or better uuith no more than 10%
fines (#200 sieve) and compacted to a minimum of 95 percent of the modified
Proctor maximum dry density (ASTM D-1551) and have ±2% optimum moisture
content per soils report recommendations. Foundation concrete shall be placed
the same day that the excavations are dug during the rainy season or if rain is
anticipated. Refer to soils report for protection and remediation of the
Foundation bearing soils. the owner's geotechnical representative shall be familiar
with the requirements of the geotechnical report and any addendum, structural
drawings, and project specifications. The owner's geotechnical representative
shall monitor site grading, site excavation and fill placement, approve Fill material,
verify compaction of subgrade and Fill materials, and approve the foundation
bearing and slab subgrade material prior to the placement of reinforcement and
concrete.
2. Contractor shall read the soils report and become thoroughly familiar with site
and subgrade information given therein. The contractor shall be responsible for
determining exact quantities of cut and fill for estimating and construction.
3. Foundation walls shall have adequate temporary bracing installed by the
contractor before backfill is placed against them. Temporary bracing shall not
be removed until wall is permanently braced.
Division3 - Concrete........................................................................................................................................................
1. Concrete shall have a minimum compressive strength (Pc) at 28 days of:
A.Concrete for building floor slabs and foundations, 3,000 PSI.
5. All other concrete, 4,000 P51.
Re: Specifications for mix requirements.
2. A. Reinforcing steel shall have a minimum yield strength (Fy) of 60 KSI.
5. Reinforcing bars shall be spliced per Concrete Reinforcing Bar
Lap Schedule.
3. "C.J." indicates saw cut joint or doweled construction joint in slab.
Re: Specifications for accepted saw cut methods. Slab pours shall be separated
by a doweled construction joint.
4. Saw cut/Construction joints shall be located as shown on plans or as directed
by the structural engineer.
5. Fill void beneath all column base plates with 5,000 PSI, non -shrink, non-metallic
grout.
Division4 - Masonry...........................................................................................................................................................
I. Masonry requires special inspection. Re: Specifications.
2. Minimum compressive strength of masonry (F'm) established) in accordance with
the unit strength method shall be 1,500 PSI.
3. Masonry units shall have a net area compressive strength of 1,900 PSI.
4. Mortar shall be type "S" mortar.
5. Grout shall have a minimum compressive strength of 2,002 PSI at 28 days.
6. Reinforcing bars shall be spliced a minimum of 48 bar diameters or 30 inches
whichever is greater, unless noted otherwise.
1. Solid grout all cells that contain either horizontal or vertical reinforcing, typ-
e. Masonry wall anchor locations and spacing may require adjustment from the
pre -drilled holes in the roof angle at the wall at the following locations:
A. Anchors shall not be located in or within 1 inch of a vertical head joint
between masonry blocks.
5. Anchors shall not be located within a wall opening or within 4 inches of an
opening in the wall such as at joist bearing seats and scupper locations. The
anchor location shall be relocated at these locations a minimum of 4 inches
from the pre -drilled hole. The location of the pre -drilled holes in the angle
shall be verified prior to placing the angle. Do not torch cut holes.
Division5 - Structural steel...;....................................................................................................................................
1. Structural steel shall meet the following minimum yield strengths:
Yield
A. W -shape beams 50 K51
5. Other steel shapes, bars and plates: 36 KSI
C. Structural steel tubing: 46 KSI
D. Structural steel pipe: 35 KSI
E. Anchor bolts: 36 KSI
F. Headed stud anchors: 50 KSI
G. Deformed bar anchors: 60 KSI
2. 5olts for steel beam and column connections shall be 3/4" diameter ASTM A325
high-strength bolts installed snug tight, unless noted otherwise.
3. Electrodes for welding shall be 10 KSI, low hydrogen.
4. Provide double nuts and double washers For steel column anchor bolts to
allow for adjustment in base plate elevation. if over sized bolt holes are used,
provide a 2"xl/4" thick plate washer for 3/4" dia. bolts and a 3"x3/8" thick plate
washer for 1" dia. bolts.
5. 5efore authorizing steel erection, the contractor shall ensure that the
concrete in the foundation has attained 1599. of minimum compressive strength (F'c)
on the basis of the ASTM standard test of field cured samples at seven days per
OSHA requirements.
6. Anchor rods (bolts) shall not be repaired, replaced, or field modified without
approval of project structural engineer of record per OSHA requirements.
Division8 - Doors and Windows............................................................................................................
1. Doors and storefront shall be designed for the wind pressures as noted in the design
load section on sheet 50 and Florida 5uilding Code Section 1114.5 The manufacturers
shall provide design calculations signed and sealed by a professional engineer
registered in the state of Florida or testing by an approved agency. The doors and
storefront shall not be installed until their design is approved by the building official.
Division 9 - Light Gage Steel Framing ..... ---- ..------- ..---- ..------- ..---- ..---- ..---------------- .....---- .....------- ..---------------- -
1. Metal studs shall provide a minimum of the following net effective structural
properties (based on ICRO 104943P). Re: Arch. and specifications for interior
partition wall requirements not shown on structural drawings.
Depth (in) Gage Sx 00) Ix (in4) Fu (K51) Designation (SSMA)
Stud 6 16 0.921 2.86 50 6OO S 162-54
Stud 3 5/8 20 0.292 0.551 33 362 S 162-33
Stud 3 5/8 16 0.481 0.813 33 362 S 162-54
Runner 6 16 0.685 2.294 33 600 T 125-54
Runner 3 5/8 16 0.332 0.705 33 362 T 125-54
2. Do not weld IS gage and lighter framing, unless specifically called for in plans
and details, but make connections using self -drilling, selF-tapping screws. 16
gage and heavier framing, connections shall be made by welding, by bolting or by
self -drilling self -tapping screws.
Designparameters......................................................................................................................................................................
1. 5uilding code 2001 Florida 5uilding Code
2. Live load
Roof (Reducible for tributary area) 20 PSF
Floor 100 PSF
Sta irs 100 PSF
3. Snow loads
A. Ground snow load, Pg 0 PSF
4. Wind loads
A. 5asic wind speed 120 MPH
5. Importance factor I.0
C. Exposure classification C
D. Internal Pressure Coefficient (Enclosed building) ±0.18
E. Design wind pressure on primary structure (windward + leeward) 30.1 PSF
F. Design wind preasure on primary structure
Windward parapet 42.1 PSF
Leeward parapet 28.5 PSF
G. Design wind pressure on exterior walls
End zones 25.8 PSF
Interior zones 25.2 PSF
H. Design wind pressure on parapets (component)
End zones 53.5 Per
Interior zones 53.5 PSF
I. Design net uplift pressure on IOK joists
Corner zones 41.9 PSF
Edge zones 41.9 PSF
Interior zones 26.2 PSF
Design net uplift pressure on 32LH5P joists
Corner zones 28.9 PSF
Edge zones 28.9 PSF
Interior zones 23.4 PSF
J. Design wind pressures on doors and windows
(components-trib. area = 21 sq. ft.)
Edge zones, pressure away from building surface -36.4 PSF
Edge zones, pressure toward building surface 28.0 PSF
Interior zones, pressure away from building surface -30.4 PSF
Interior zones, pressure toward building surface 28.0 PSF
K. Edge zone dimension for components (0.1 feet
Testing..................................................................................................................................................................
Provide testing for the following items per section 01410 of the project
specifications. the approved independent testing agency's individual inspector
shall demonstrate competence For inspection of the particular type of construction
or operation requiring inspection. The inspector shall bring non -conforming items
to the immediate attention of the contractor and note all such items in the reports.
Any unresolved item about to be covered by the work shall be brought to the
owner's construction manager's attention immediately. The inspector shall furnish
reports, tests, and inspections directly to engineer of record and the owner's and
contractor's construction manager. The contractor is responsible for notifying the
inspection agency regarding individual inspections for items listed on the
schedule and as noted on the building department approved plans. Adequate
notice and access to approved plans shall be provided so that the inspector
has time to become familiar with the project.
1. Earthwork (per section 2200 of specifications and soils report requirements)
A.) Site preparation
5.) During fill placement
C.) Evaluation of in-place density
2. Concrete (per section 3100 of specifications)
A.) Inspection of reinforcing steel placement.
BJ During sampling of fresh concrete and placing of reinforced
concrete
3. Masonry (per section 4200 of specifications)
A.) During the preparation and taking of any required prisms or
test specimens.
5.) At the start of laying masonry units.
C.) Inspection of reinforcing steel placement.
D.) During all grouting operations.
4. Structural Steel and Steel Joists (Per Section 5120 and 5210 of specifications)
A.) Proper location and size
B.) Field Welding.- Perform visual inspection of all welds.
C.) Bolted Connections: Visually inspect all bolts.
5. During the installation of all epoxy or adhesive anchors.
6. Fastening of steel roof deck diaphragm to structure.
Refer to Arch 4" solid block top
for enclosure
size and location
Lightpole, base plate and headed
anchor bolts furnished by light pole
manufacturer. Re: Manufacturer for
1'-011; ;1'-O" anchor bolt spacing. Do not use
hooked anchor bolts.
1 1/2" non -shrink grout
3/4" radius, typ. all
a around
Provide (3) #3 ties in
top 5" of foundation.
(3) #3 ties at all O.C.
Pond beam with (1)-o
horiz. cont. at top of -- --
wall, bottom of wall/ a a
8" CMU wall with and mid -height of wall a #3 ties at 12" O.C.,
all cells fully ba lance.
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X grouted ° .d . cp
02 vert. at 16" O.C. '-
,a
05 vert. at 16" O.C. (6) 106 V. equally spaced
Alternate hooksa
Reinforce slab with 4 around perimeter
6x6 -UJ1.4 1111.4 welded Q
wire fabric
a .a Re: Electrical for
° electrical conduit and
E Finished Grade "� " grounding coil.
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_ Re: Site plan _� � I= _.: x.•
• a,° #5 at 12" O.C. Re: Site plan for locations
transverse 2'-0" of light poles.
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Eq. 8�� Eq. top and
3' -6 "xCont. bottom
Concrete Reinforcing
Sar Lap Schedule
Bar
Size
Lap
Top
Other
#3
28"
22 "
#4
"
31
29"
#5
4111
36 11
#6
56"
43"
81"
(3"
#8
93"1
1211
Pole manufacturer and contractor are responsible For the
pole, base plate, anchor bolt size and embedment and welding
of the pole to the base plate. These items shall conform to
2001 Florida 5uilding Code requirements for a wind load of
120 MPH and AASHTO LT64 and ACI 318-05 Appendix D.
3/4" = 1'-01
1;11 11No Scale
3 TRA5P ENCL05URE 2 Ll PT POLE FOUNDATION DETAIL
Contractor o
1. Bridging and web member are not designed for loads other than axial. No attachment of any type shall be
made to bridging or joist web members. All load attachment shall be to joist chords only.
2. Joist bridging shall be installed per the latest SJI and OSHA requirements. For estimating purposes, refer to
diagram for notes about bridging. Refer to joist manufacturer erection drawings for exact size and spacing
of bridging.
3. Joists at or near columns spanning 60 feet or greater shall be set in tandem with all bridging installed unless
an alternate method is used to provide equivalent stability to the joist. Joists over 60 Feet shall have both
ends attached to the structure with erection bridging in place before hoisting cables are released.
Provide top and bottom bridging per SJI requirements. Do not weld bridging to web
members. For K -series joists less than 16'-O" in length, assume a minimum of one row of
horizontal bridging. For LH -series joists, assume a minimum bridging spacing of 12'-0"
on center. For LH -series joists with a clear span less than 59'-4", provide one row of
bolted diagonal bridging near midspan of the joists before releasing the hoisting
line. For LH -series joists with a clear span greater than 59'-4", all rows of bridging
shall be diagonal bolted type and a minimum of two rows of bolted diagonal bridging
shall be installed near one-third points of the joist before releasing the hoisting line.
\--Joist manufacturer to provide wind uplift
bridging at the first bottom chord panel points
per SJI requirements. Design all joists for a net
r10 sca!_E
uplift load per design load summary.
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DATE
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PROTOTYPE SIZE
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