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SCOPE OF WORK
1- REMOVE EXISTING IMPROPERLY FRAMED WALL FLOOR TO CEILING
2- REPLACE WALL WITH NEW 2X4 STUDS @ 16" OC AND 1/2" DRYWALL EACH SIDE
3- PROVIDE NEW SUPPORT FOR EXISTING LOW CEILING JOISTS IN BACK ROOM AND REPAIR EXISTING
DRYWALL CEILING AS REQUIRED
4- REPAIR SUSPENDED ACOUSTICAL CEILING IN LARGE FRONT ROOM
5- PROVIDE TOP BLOCKING AS REQUIRED TO SUPPORT TOP OF NEW WALL
6- FINISH AND PAINT NEW WALL
7- INSTALL ELECTRICAL IN NEW WALL PER SEPERATE PLAN TO BE SUBMI IT ED BY ELECURICIAN AND MADE A
PART OF THIS PERMIT
Happy Science Church
5208 8th Street
Zephyrhills, Florida 33542
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LEGAL DISCRIPTION
CITY OF ZEPHYRHILLS
PB1PG54
LOTS 22 23 &24 BLK 183
OR 9616 PG 1510
ALL CODES F SHALLRIDA COMPLY WR
NATIONAL ELEC BUILDING CODEPR�/AIUNG
AND r rRIC COD,
ORDINAN&ES OF ZEPNy�ILLS
I-RCVIEW DATE DEC 14 2016
CITY OF zEpMYRILLS
PLANS EXAMINER
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.:;GI N. norida Av.
i I'A, FLORIDA 33803
IONIC (813) 234-5004
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Russell A. Ferlito
P.E.# 47075
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STRUCTURAL DESIGN BY:
ffUA ENGINEERING
Russell A. Ferllta
P.E., 47075
4221 N. Florida Av.
TAMPA, FLORIDA 33003
PHONE (B13) 234-5004
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FMA ENGIlVEERING
Russell A. FeFllto
P.E., 47075
4221 N. Florida Av.
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PHONE (813) 234-60D4
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ENGINEERING
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LIST OF
ABBREVIATIONS
= CONTROL JOINT
O.F.
C.J.
CL.
= CLEAR
REINF.
COL.
= COLUMN
SECT.
CONST.
JTCONSTRUCTION JOINT STL.
DET.
= DETAIL
TEMP.
DWG.
= DRAWING
U.O.N.
E.W.
= EACH WAY
WWF
EL.
= ELEVATION
qp
F.F.
= FINISHED FLOOR
!l
O.C.
=ON CENTER
B.O.B.
=OUTSIDE FACE
= REINFORCING
= SECTION
= STEEL
=TEMPERATURE
= UNLESS OTHERWISE NOTED
=WELDED WIRE FABRIC
=CENTERLINE OF SYMETRY
= BOTTOM OF BEAM
All Materials, Workmanship, Design and Construction Shall Conform to the Drawings, Specifications
FBC 2017, 6th Edition.
DESIGN LOAD CRITERIA
Roof Live Load_ 20psf
Floor Live Load 125psf
Roof Dead Load 15psf
Corridor Live Load 125 psf
Structural Drawings Shall be Used in Conjunction With Architectural Drawings For Bidding And Construction.
Contractor Shall Verify Dimensions and Conditions For Compatibility and Shall Notify Architect of Any
Discrepancies Prior to Construction
Contractor Shall Verify All Existing Conditions Prior to Commencing Any Work And Determine The Location
of All Adjacent Underground Utilities Prior to Commencing Excavation, and Notify Architect of Discrepancies
and Conflicts.
Contractor Shall Provide Temporary Bracing for the Structure and Structural Components Until All
Final Connections Have Been Completed in Accordance With the Plans.
Contractor Shall be Responsible for All Safety Precautions And The Methods, Techniques, Sequences or
Procedures Required to do The Work.
Shop Drawings For Structural Steel, Roof Structure And Floor Structure Shall Be
Submitted to The Architect And/or Structural Engineer
For Review Prior to Fabrication of Approval of These Items.
All Shop Drawings Shall Also be Submitted to The Building Department.
Shop Drawings Review: Dimensions and Quantities are Not Reviewed by The Engineer of Record, Therefore Must
be Verified by The Contractor. Contractor Shall Review and Stamp Drawings Prior to Review by Engineer of
Record. Submittals Shall Include a Reproducible And One Copy. Reproducible Will be Marked And Returned.
Shop Drawings Submittals Processed by The Engineer Are Not Change Orders. The Purpose of Submittal by The
Contractor is to Demonstrate Understanding of the Design Concept, The Materials Intended to be Furnished and
Installed, and to Detail The Intended Fabrication And Installation Methods. If Deviations, Discrepancies, or
Conflicts Between Shop Drawing Submittal And The Contract Drawings Are Discovered Either Prior to, or
After Shop Drawing Submittal Are Processed by The Engineer, The Design Drawings And Specifications Shall
Control And be Followed.
GEOTECHNICAL
Foundation Notes: The Structural Engineer And Architect Assume no Responsibility For Geotechnical.
Allowable Soil Pressure And Pile Capacity Listed Below Are Assumed Design Values. Verification by a
Qualified Soils Engineer is Strongly Recommended.
Allowable Soil Pressure _
Pile Compression Capacity
Pile Lateral Capacity
2,000 psf
10 Tons
2 Tons
CONCRETE
Concrete Shall be Mixed, Proportioned, Conveyed and Place in Accordance With ACI 318-14 Chapter 19. Concrete Shall
Attain a 28 Day Strength of F'c = 3,000psi And Shall be Proportioned to Produce a Slump of 6" or Less
Reinforcing Steel Shall Conform To ASTM 1615, Grade 60, Fy = 60,000psi.
Welded Wire Fabric Shall Conform To ASTM A-185.
Reinforcing Steel Shall be Detailed (Including Hooks and Bends) in Accordance With ACI 315-80 and 318-83, Lap
All Continuous Reinforcement 48 Bar Diameters or 27" Minimum. Lop Adjacent Mats of Welded Wire Fabric A
Minimum of 8" at Sides And Ends.
Concrete Protection (Cover) For Reinforcing Steel Shall be as Follows:
Footings And Other Unformed Surfaces, Earth Face
All Other Surfaces —
3"
1— 1 /2"
Epoxy —Grouted Items Specified on The Drawings Shall be Grouted With HS-200 Bond Epoxy by Bond —It
Fastening Systems, Adhesives Technology Corporation or Equal. Install in Strict Accordance With Manufactures
Recommendations.
MASONRY
Masonry Shall be Constructed of Grade N, Type II Units, Laid up in Running Bond. Mortar Shall be Type M or S
And Shall Attain a Minimum Compressive Strength of 2,000psi at 28 Days. Strength Shall be Verified
by Prism Testing. Masonry and walls adjacent to cathedral or vaulted ceilings must extend to the ceiling.
Unless Otherwise Noted, Reinforce Walls With #5 Rebar at Each Corner And at 8 Feet Minimum Vertical Spacing.
Rebor Shall Extend From Footing to Lintel And Hooked at Each End. Horizontal Reinforcement, Such as DuroWoll,
Shall be Used at 16" Vertical Spacing.
Fill All Cells Containing Reinforcement or Embedded Items With Concrete Grout. Provide Clean
Out And Inspection Holes at Bottom of All Masonry Wall CMU Cells Containing Reinforcement.
Roofing
Roofing must be strong enough to stay intact in the estimated highest winds of the area by
the manufacture's installation instructions and test data that proves the strength of the shingle.
STEEL
Structural Steel Design, Fabrication And Erection Shall be Based on The Latest Editions of The AISC
Specifications and Codes:
1. Specifications For Structural Steel Buildings — Allowable Stress Design
2. Code of Standard Practice For Steel Buildings and Bridges, Amended.
3. Specification For Structural Joints Using ASTM A325 or A490 Bolts.
Structural Steel Including Plates And Rolled Shapes, Shall Conform to ASTM A50, Fy=50ksi. Steel Pipe
Shall Conform to ASTM A53, Type E or S Grade B, Fy-35ksi. Structural Tubing Shall Conform to ASTM A500,
Grade B, Fy=46ksi. Anchor Bolts and Connection Bolts Shall Conform to ASTM A307.
All Welding Shall be in Conformance With ASIC and AWS Standards And Shall be Performed by WABO
Certified Welders Using E70 Electrodes. Only Prequalified Welders (As Defined by AWS) Shall be Used.
WOOD
Dimensioned Lumber Shall be Dressed S4S And Shall Bear The Grade Stamp of the Suppliers Association.
All Lumber Shall be Sound And Free From Warp.
All Lumber Shall be Southern Pine Grade No. 2 or Better With The Following Minimum Properties (U.O.N.):
Fb= 850psi
Fv= 165psi
GENERAL STRUCTURAL NOTES:
WOOD CONTINUED
Plywood Sheathing Shall be DFPA CD With Exterior Glue. All Roof Sheathing Shall be Installed With PlyClips
Between Framing Members Spaced Greater Than 16"o.c.
Install Bridging in All Floor And Roof Joists ® 8'— 0" o.c. Maximum. Install Blocking in All Wall Studs at
Plywood Edges.
All Nailing And Bolting Shall Comply With American Institute of Timber Construction Requirements.
Provide a Single Plate at The Bottom And a Double Plate at The Top of All Bearing Stud Walls.
Studs Shall be Doubled at All Angles And Around All Openings. Studs Shall be Tripled at All Comers.
Install All Connectors And Ties as Per Manufacturer to Their Highest Capacity.
If Wood Shows Evidence of Cracking From Fasteners, Pre Drill For Fasteners or Use Self —Tapping Fasteners
PRE—ENGINEERED WOG,
Codes And Standards:
a. National Design Specification For Wood Construction Latest Edition.
b. Design Specifications For Metal Plate Connection Wood Trusses, TPI-85, Published by The Truss
Plate Institute.
c. HIB — 01, Published by The Truss Plate Institute.
d. All Requirements of Truss Plate Institute.
Maximum Deflection:
Live Load L/360
Dead Load _ L/240
Design Wood Trusses For The Loads Shall Meet Wind Loads Shown on The Drawings.
Truss Erector is Responsible For The Temporary Bracing of The Trusses.
Truss Manufacturer Shall Clearly Show The Size And Location of All Required Top And Bottom Chord Bracing.
Truss Manufacturer Shall Provide All Connections, Hangers, Header, Beams, etc. in Order to Complete
The Floor Framing as Shown on Drawings.
Submittal: Detailed Shop Drawings Showing Layout, Bridging, Connection Details, And All Accessory Materials to
to Safely Complete The Floor System. Provide Calculations and Drawings Signed And Sealed by a Licensed
Florida Engineer Registered in The State of Florida.
GLUE LAMINATED MEMBERS
Shall be Fabricated in Conformance With FBC Standards. Each Member Shall Bear an AITC Identification Mark
And Shall be Accompanied by an AITC Certificate of Conformance. All Simple Spans Beams Shall Be
Douglas Fir Combinations 24F—V4, Fb=2,400 psi, Fv=165 psi.
Laminated Veneer Lumber (LVL) Shall be Manufactured Under a Process Approved by The National
Research Board. Each Piece Shall Bear A Stamp or Stomps Noting The Name And Plant Number of The
Manufacturer, The Grade, The National Research Board Number, And The Quality Control Agency. All
Laminated Veneer Lumber Shall be Manufactured in Accordance With NER-126 Using Douglas Fir Veneer
Glued With a Waterproof Adhesive Meeting The Requirements of ASTM D2559 With All Grain Parallel
With The Length of The Member.
Fb=2,600 psi, E=1,800,000 psi Fv= 285 psi (For 1.8E Members)
Fb=2,985 psi, E-2,000,000 psi, Fv=285 psi (For 1-3/4" Wide 2.0E Members)
Fb-2,485 psi, E=2,000,000 psi, Fv=285 psi (For 3 1 /2" Wide 2.0E Members)
Design Shown on Plans is Based on Lumber Manufactured by the Trus—Joist Corporation. Alternative
Manufacturers May be Used Subject to Review And Approval by The Architect And/or Structural Engineer.
Alternate Joist Hangers And Other Hardware May be Substituted For Items Shown Provided They Have
I.C.B.O. Approval For Equal or Greater Load Capacities. All Joist Hangers And Other Hardware Shall
be Compatible in Size and Loads With Members Provided.
PARALLEL STRAND LUMBER (PSL) Shall be Manufactured Under a Process Approved by The National
Research Board. Each Piece Shall Bear a Stamp or Stamps Noting The Name And Plant Number of The
Manufacturer, The Grade, The National Research Board Number, And The Quality Control Agency. All
Laminated Veneer Lumber Shall be Manufactured in Accordance With NER-126 Using Douglas Fir Veneer
Glued With a Waterproof Adhesive Meeting The Requirements of ASTM D2559 With All Grain Parallel
With The Length of The Member,
Fb= 2,900 psi, E=2,000,000 psi, Fv=290 psi (For 2.0E Members
Fb= 3,100 psi, E=2,100,000 psi, Fv=290 psi (For 2.1E Members
Design Shown on Plans is Based on Lumber Manufactured by The Trus—Joist Corporation. Alternate
Manufacturers May be used Subject to Review And Approval by The Architect And/or Structural Engineer.
Alternate Joist Hangers And Other Hardware May be Substituted For Items Shown Provided They Have
I.C.B.O. Approval For Equal or Greater Load Capacities. All Joist Hangers And Other Hardware Shall
be Compatible in Size With Members Provided.
PRE—ENGINEERED TRUSSES
Pre —Fabricated Connector Plate Wood Roof Trusses Shall be Designed by the Manufacturer in Accordance
With the Design Specification For Metal Plate Connected Wood Trusses, TPI-78, by The Truss Plate
Institute for The Spans And Conditions Shown on The Plans.
Wood Trusses Shall Utilize Approved Connector Plates, Submit Shop Drawings to The
Architect And/or Structural Engineer For Review Prior to Fabrication, Submitted Documents Shall Bear The
Stamp And Signature of a Registered Professional Engineer Registered in The State of Florida.
Provide For Shapes, Bearing Points, Intersections, Hips, Volleys, etc. Shown on The Drawings. Exact Composition
of Special Hip, Valley, And Intersection Areas (Use of Girder Trusses, Jack Trusses, Step —Down Trusses, etc.)
Shall be Determined by The Manufacturer Unless Specifically Indicated on Plans. Provide All Truss to Truss
And Truss to Girder Truss Connection Details And Required Connection Materials, Provide For All
Temporary And Permanent Truss Bracing And Bridging.
Exterior Plywood Sheathing Shall be Grade C—D, Exterior Glue or Structural II. Exterior Glue.
Timber Connectors Indicated by Letters And Numbers Shall be Strong Tie by Simpson Company, as Specified
in Their Catalog. Equivalent Devices by Other Manufacturers May be Substituted, Provided They
Have I.C.B.O. Approval For Equal or Greater Load Capacities. Provide Number And Size of Fasteners as
Specified by Manufacturer. Connectors Shall be Installed in Accordance With The Manufacturer's Recommendations.
Bolts in Wood Members Shall Conform to ASTM A307. Provide Oversize Washers Under The Heads And Nuts of All
Bolts And Lag Screws Bearing on Wood. Unless Noted Otherwise, All Nails Shall be Common, All Shims Shall be
Seasoned And Dried And of The Some Grade (Minimum) as The Members Connected. All Joists Shall be Connected
To Flush Beams With Joist Hangers, Unless Otherwise Noted.
Wood Framing Notes: The Following Apply Unless Otherwise Noted on The Plans:
All Wood Framing Details Not Shown Otherwise Shall be Constructed to The Minimum Standards of The 2017
Florida Building Code. Minimum Nailing, Unless Otherwise Noted, Shall be Common. Coordinate The Size And
Location of All Openings With Mechanical And Architectural Drawings. Provide Washers Under The Heads
And Nuts of All Bolts And Lag Screws Bearing on Wood.
Fc= 565 psi
FOUNDATION IN51'ECTION
E= 1,200,000 psi
FRAMING INSPECTION
A FOUNDATION 5URVEY SHALL BE PERFORMED AND
NOTE:
TO THE BEST OF 7HE ENGINEERS KNC)MEDGE s
11 `% Maximum Moisture Content
A COPY OF THE SURVEY 511ALL $E ON 171E 517E
BELIEF, I TIE 5TRLK TURAL FLANS ! 51"ECIFICAI IONS
All Wood in Contact With Concrete or Masonry Shall be Pressure Treated.
'
NOTE:
ALL PLUMBING, ELCCTRICAL ML) MECHANICAL ROUGH-IN5
FOR THE BUILDING INSPECIOR'S USE OR ALL
COMPLY NTH THC PLORIDA BUILDING,, CODE,
J
Pressure Treated Lumber Shall be Impregnated With a CCA Salt Treatment in Accordance With F.S. TT—W-571
ALL W'OR.K SHALL COMPLY WITH
PREVALING COOLS, LOCAL
ML✓.iT BE COMPLEI E, IN5PECTOD AND APPROVm tJC1'ORE
RCOUE511NG THE FRAMING IN5PEC7ION. FTX: 2017. LTH
PROPERTY MARKCRS SHALL BE EXPOSED AND A
5TRLTC,HCD FROM MARKER TO MARKER lO
FBC 2017, 6Th.LDITION, CATEGORY III
And Bear The American Wood Preserves Institute Quality Mark LP-2.
BUILDING t ALUMINUM.
ELATION, CHAPTERS.
5MING
CHAFTVIZ 5. ENFY URE'C' WIND ZONE
140 MPH WINDS.
Wood Framing Notes Continued
Wall Framing: All Studs Walls Shown And Not Otherwise Noted Shall be 2X4 Studs at 16"o.c. Two Studs
Minimum Shall be Provided at The End of All Walls And at Each Side of All Openings, Solid Blocking
For Wood Columns Shall be Provided Through Floors to Supports Below. Provide Solid Blocking Between
Studs at Mid —Height of All Stud Walls Over 8 ft in Height.
All Stud Walls Shall Have Their Lower Wood Plates Attached to Wood Framing Below With 16d Nails at
12"o.c. Staggered or Bolted to Concrete With 1/4"X 3-1/4" Top Cons at 16"o.c. Unless Otherwise Noted.
Members of Built —Up Posts Shall be Nailed to Each Other With 16d at 12"o.c. Staggered.
Refer to The Plans And Shear Wall Schedule For Required Sheathing And Nailing. When Not Otherwise Noted,
Provide Gypsum Wallboard on Interior Surfaces Nailed to Al Studs, Top And Bottom Plates, And Blocking
With Nails at 7"o.c. Use 5d Cooler Nails For 1/2" GWB And 6D Cooler Nails For 5/8" GWB. Provide 1/2" Plywd
Sheathing on Exterior Surfaces Nailed at All Panel Edges (Block Unsupported Edges), Top And Bottom Plates
With 8d at 4"o.c., And to All Intermediate Studs And Blocking With 8d at 8"o.c. Allow 1/8" Spacing at All
Panel Edges And Ends.
Floor And Roof Framing: Provide Double Joist Under And Around All Openings in Floors or Roofs Unless Noted
Otherwise. Provide Bridging a 8 ft o.c. And Solid Blocking at All Bearing Points.
Toenail Joist to Supports With Two 16d Nails. Attach Timber Joist to Flush Headers or Beams With
Metal Joist Hangers in Accordance with Schedule. Nail All Multi —Joist Beams Together With
16d at 12"o.c. Staggered.
Unless Noted Otherwise on The Plans, APA Rated Roof And Floor Sheathing Shall be Placed With
Strength Axis Perpendicular to Supports And Nailed With 8d Nails at 6"o.c. to Framed Panel Edges
And Over Stud Walls as Shown on Plans And at 12"o.c. to Intermediate Supports. Provide Approved
Plywood Edge Clips Centered Between Joist/Trusses at Unblocked Roof Sheathing Edges. All Floor
Sheathing Edges Shall Have Approved Tongue —And —Groove Joints or Shall be Supported With Solid
Blocking. Allow 1/8" Spacing at All Panel Edges And Ends of All Roof And Floor Sheathing. Toenail
Blocking to Supports With (2)-16d at Each End or at 12"o.c. Unless Otherwise Noted.
1816.1 TERMITE PROTECTION— Termite protection shall be provided by registered termiticides. Including soil
applied pesticides, baiting systems and pesticides applied to wook. or other approved methods of termite
protection labeled for use as a preventative treatment to new construction. See Section 202. Registered
termiticide. Upon completion of the application of the termite protective treatment, a Certificate of
Compliance shall be issued to the building department by the licensed pest control company that contains
the following statement: "The building has received a complete treatment for the preventin of subterranean
termites. Treatment is in accordance with rules and laws established by the Florida Department of
Agriculture and Consumer Services."
1816.1.1 If soil treatment is used for subterranean termite prevention, the initial chamical soil
treatment inside the foundation perimeter shall be done after all excavation, backfilling and
compaction is compolete.
1816.1.2 If soil treatment is used for subterranean termite prevention, soil area disturbed after initial
chemical soil treatment shall be retreated with a chemical soil treatment, including spaces boxed or
formed.
1816.1.3 If soil treatment is used for subterranean termite prevention, space in concrete floors boxed
out or formed for the subsequent installation of plumbing traps, drains or any other purpose shall be
created by using plastic or metal permanently placed forms of sufficient depth to eliminate any
planned soil disturbance after initial chemical soil treatment.
1816.1.4 If soil treatment is used for subterranean termite prevention, chemically treated soil shall be
protected with a miimum 6 mil vapor retarder to protect against rainfall dilution. If rainfall occurs
before vapor retarder placemennt, retretment is required. Any work, including placement of reinforcing
steel, done after chemical treatment until the concrete floor is poured shall be done in such manner
as to avoid penetrating or disturbing treated soil.
1816.1.5 If soil treatment is used for subterranean termite prevention, concrete overpour or mortar
accumulated along the exterior foundation perimeter shall be removed prior to exterior chemical soil
treatment, to enhance vertical penetration of the chemicals.
1816.1.6 If soil treatment is used for subterranean termite prevention, chemical soil treatments shall
also be applied under all exterior concrete or grade within 1 foot (305mm) of the primary structure
sidewalls. Also , a vertical chameical barrier shall be applied promptly after construction is completed,
including initial landscaping and irrigation/sprinkler installation. Any soil disturbed after the chemical
vertical barrier is applied shall be promptly retreated.
1816.1.7 If a registered termiticide formulated and registered as a bait system is used for
subterranean termite prevention. Sections R320.1.1 through R320.0.6 do not apply; however, a signed
contract assuring the installation, maintenance and monitoring of the baiting system for a minimum
of 5 years from the issue of the Certificate of Occupancy shall be provided to the building official
prior to the pouring of the slab, and the system must be installed prior to final building approval. If
the baiting system directions for use require a monitoring phase prior to installation of the pesticide
active ingredient, the installation of the monitoring phase components shall be deemed to constitute
installation of the system.
1816.1.8 If a registered termiticide formulated and registered as a wood treatment is used for
subterranean termite prevention, Sections R320.1.1 through R320.1.6 do not apply. Application of the
wood treatment termiticide shall be as required by label directions for use, and must be completed
prior to final building approval.
1816.2 PENETRATION:
1816.2.1 Protective sleeves around metallic piping penetrating concrete slab —on —grade floors shall
meet the following materials.
1816.2.2 If Soil Treatment is Used for Subterranean Termite Protection, the Protective Sleeve Shall
Meet the Following Minimum Requirements:
1. The Sleeve Shall Hove a Nominal Thickness of 0.025 inch.
2. The Sleeve Shall be Sized for the Pipe.
3. The Sleeve Shall be Sealed Within the Slab Using a Noncorrosive Mechanical Clamping Device
to Eliminate the Annular space Between the Pipe and Pipe Sleeve.
^EKINEMNG
_V11"'_W a2se
STRLC7tW l BY:
1+'ERI.ITA ENGINEERING
RUSSELL FERLITA
P.E./ 47075
4221 N. Florida Ave.
TAMPA, FIARIDA 33603
PHONE (813) 234-5004
ENGINEERING
gner. o e:
SIVI-LP
)rawn By:
scde:
LP
See Plan
>ecked By.
Project No.
RAF
ki
My 18
STRUCTURAL
NOTES
REVISION
Components do Cladding - Method 1
h < 60 ft.
Figure 30.5-1
F Net Desigh Wind Pressures
Walls & Roofs
Enclosed Buildings
ZONE
EFFECTIVE
MIND AREA
(SO. FT.)
Net Ultlmete Design WffW i'ne aim pw QnQ Pin s,a r rt no - u) A50- 0,01MIN hate OMW am)
Basic Wind Speed V (mph)
130
140
145
150
160
1
10.0
14.3 -35.3
0
^
1
20.0
13.4 -34.4
1
50.0
12.3 -33.2
(3)
C
1
100.0
11.4 -32.3
Q
2
10.0
14.3 -59.2
4-
0
O
2
20.0
13.4 -52.9
2
50.0
12.3 -44.5
2
100.0
11.4 -38.2
3
10.0
14.3 -89.0
3
20.0
13.4 -73.8
3
50.0
12.3 -53.5
3
100.0
11.4 -38.2
1
10.0
20.3 -32.3
t^u
I
1
20.0
18.5 -31.4
IS
1
50.0
16.1 -30.2
d
1
100.0
14.3 -29.3
2
10.0
20.3 -56.2
'+-
O
2
20.0
18.5 -51.7
IX
2
50.0
16.1 -45.7
2
100.0
14.3 -41.2
3
10.0
20.3 -83.1
3
20.0
18.5 -77.7
3
50.0
16.1 -70.5
3
100.0
14.3 -65.1
1 10.0
32.3 -35.3
v
I
1
20.0
31.4 -33.5
i,
CU
1
50.0
30.2 - 31.1
1
100.0
29.3 -29.3
d
c
2
10.0
32.3 -41.2
<
2
20.0
31.4 -39.4
0
2
50.0
30.2 -37.1
2
100.0
29.3 -35.3
3
10.0
32.3 -41.2
3
20.0
31.4 -39.4
3
50.0
30.2 -37.1
3
100.0
29.3 -35.3
4
10.0
35.3 -38.2
4 20.0
33.7 -36.7
4
50.0
31.6 -34.6
4
100.0
30.0 -33.0
d
4
500
26.3 -29.3
5
10.0
35.3 -47.2
5
20.0
33.7 -44.0
5
50.0
31.6 - 39.8
5
100.0
1 30.0 - 36.7
5
500
26.3 -29.3
1"",,,III'■Il,ll,ll.11,Lill'
TRANSVERSE ELEVATIM LONGITUDINAL ELEVATION
APPLICATION OF MAIN WIND FORCE RESISTING
SYSTEM LOADS FOR SIMPLE DIAPHRAGN BUILDINGS
TABLE 1609.3.1
EQUIVALENT BASIC WIND SPEEDS
3 sec.
gust
85
90
100
105
110
120
125
130
140
145
150
fastest
110
115
129
135
142
155
161
168
181
187
194
Mite
1 mph - 9.447 Ns
Main Wind Force Resisting
System -
Method 2
h S
60 ft.
Figure 28.6-1
Design Wind Pressures
Walls
&Roofs
Enclosed Buildings
p
31"'Pllfted Design Wind Pre5&"- 16 (p5f)
f'ftr�f Al M M aoJ&, SM LA WM A4.0)
A50- 0.Mftmate 0et+gn VM)
Basic
Roof
Zones
Wind
Speed
Angle
o
Horizontal Pressures
Vertical Pressures
Overhangs
(mph)
(dW.)
A
8
c
D
E
F
G
H
G
H
0 to 51
1
31.1
-16.1
20.5
-9.8
-37.3
-21.2
-26.0
-1&4
-52.3
-40.9
Icr
1
3A7
-14.5
213
-&5
-37.3
-22.8
-26.0
-17.5
-52.3
-40.2
15•
1
1 39.0
-129
26.0
-7.4
-37.3
-24.2
-26.0
-1&8
-523
-40.9
140
20'
1
43.0
-11.4
2&7
-6.3
-37.3
-26.0
-26.0
-19.7
-52.3
-40.9
2S•
1
2
39.0
.......
6.3
......
2&2
......
6.4
......
-17.3
-6.6
-23.6
-12.8
-125
-1.8
-19.0
-8.2
-32.3
......
-27.5
......
3W I. 4W
1
2
35.0
35.0
23.9
23.9
27.8
27.8
19.1
19.1
27
13.4
-21-2
-10.5
0.9
11.7
-1&2
-7.5
-723
-123
-14.0
-14.0
Roof Overhang Net Design Wind Pressure, p .,Jp50
Yia•'•• r A. +°a. M - "I A50- 0.QUIb note Deelge MM)
Basic Wind Speed V (mph)
EFFECTIVE
ZONE
MIND AREA
(30. FT.)
130
140
150
160
2
10
-50.8
I
2
20
-49.9
0
^
2
50
-48.7
Go
2
100
-47.8
a
3
10
-83.7
3
20
-65.7
O
O
IX
3
50
-41.9
3
100
-23.9
2
10
-65.7
to
2
20
-65.7
2
50
-65.7
Or
ap
2
100
-65.7
a
3
10
-110.6
4-
8
3
20
-99.8
3
50
-85.5
3
100
-74.7
2
10
-59.8
2
20
-58.0
tu
2
50
-55.6
g,
2
100
-53.8
o�
C
3
10
-59.8
3
20
-58.0
0
0
3
50
-55.6
3
100
-53.8
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NOTES:
Adjustment Factor
for Building Height and Exposurek
MEAN ROOF
height(fee)
EXPOSURE
B
15
1
1
21
20
1
1
29
25
1
1
35
30
1
1
40
35
1
5 1
45
40
1
9 1
49
45
112
153
50
116
1
56
55
1 119
1
59
60
1 1
2 1162
-IG N YY r.1- MIr M .eF� M Mlw NwIA wl
1. Fastners to Comply W/ 2017 FBC, 6th Edition, CHAPTER 5 Requirements for 140 mph winds.
2. Shaded area of Trusses Denotes Roof Sheating Diaphrom Fastner Requirement 0 Gable Ends
3. Refer to Gableend Section in Refernce to Diophram
4. All Connections From Fig. to Lintel to be in Compliance with FBC Section 1609 Requirements
5. Drawings Are Not to be Scaled
6. Contractor is Responsible For any Discrepencies in Drawings
7. If Lumber Shows Signs of Cracking When Nailing, Pre Drill For Nails or
Use Self Tapping Fastners.
8. Contractor to Use The Greater of Loads of the Truss Manufacture's Colculactions
or the Loads on These Drawings Calculated by the Engineer.
9. Structural Details and Plans Are For New Construction Only. These Plans
Do Not Update Existing Conditions of The Existing Structure. Therefore Signing
And Sealing of These Plans Are Restricted to New Construction.
10. Category II
11. Wind Exposue C, Low Rise Bulidings
12. Internal Pressure Coefficent GCpi = t0.18
13. Components do padding: Design With A Velocity Pressure qh based
On Highest Wind Loads 0 The Site p=q(GCp)-gi(Gpi) (#/ft')
14. PANEL EDGE SUPPORT FOR NARROW WIDTH ROOF SHEATHING:
For panels 16-24' wide, double ftlip the side adjacent to the full width
of the panel, none required at ridge or hip.
For Panels 12-16' wide, lumber only blocking (2x4) flat wise or edgewise
on the side adjacent to the full width panel. None is required at a ridge or hip.
For panels 12 wide or less, lumber only blocking (2x4) flat wise or edgewise
on both panel edges.
--1 10 20 30 100 200 wo 1000
UMTIVE NIND N"ft*
WALL COEFFICIENTS, COMPONENTS & CLADDING
(Enclosed Bulldincis)
END ZONE NAILING AREAS
N.T.S.
ELT'rolzwlLol;lim'••
MAIN WIND FORCE LOADING DIAGRAM
00
IF325CWM
FWA DFWA D62
SIKCRMDEM BY:
FEELITA ENGINEERING
RUSSELL FERUTA
P.E./ 47075
4221 N. Florida Ave.
PHONE (eA�� 500
ENGINEERING
r9ner
e:
SWLP
own By.
Scale:
LP
See Plan
ad By.
Project No.
RAF
WIND CHARTS
I REVISION I
w z�$tli
IrAf.Cc�+�T�d" �z�2aQYL
�a
�f}aoR Wall