2346 OCEAN FOREST DR W - REVISION ENGINEERING S0 THRU S5 N
800 Seminole Road
Atlantic Beach,Florida 32233
Telephone(904)247-5800
FAX(904)247-5845
REVISION REQUEST SHEET
Date: Received by: Resubmitted:
Permit Nurn er: 50
Original Plans Examiner: Project Name:
Project Address: CL=7
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Contractor: 12
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Contact Name:
Contact Phone :- 7.z On) Contact e-mail: 01
Revision/Plan Checl� Permit Fee (s) Due: $
1posed Revision to vyiqti-na Permit:
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64 1111'r
_S41
Additional Increase in Building Value: Additional S.F.
Site Plan Revised: Publi�W U Approval
By signing below. I(print name) affirm that the above revision
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is inclusive of the pro changes.
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on pnt
Signature, of lcon ractor
A gent(Contractor must sign if increase in valuation) Date
Office Use Only
Date:—.v /6 E
Approved: /X
Rejected: Notified by:
Plan Review Comments: MAY 2 5 2016
*,roved q 5� sc"'bm�"
C
t iew required Yes No
Buildin
Tree Administrator
Plans Examiner
Public Works
Public Utilities
Public Safety
Fire Services
Date Created 8/20/15 Rev.2
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17. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL 11, Ln
GENERAL STRUCTURAL NOTES EXTERIOR GLUE IN CONFORMANCE WITH FBC SECTION 2304. 25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: Project: Carella's addition UJ LA Z
FOOTINGS AND OTHER UNFORMED SURFACES SAST AGAINST AND PERMANENTLY 0
REFER TO WOOD FRAMING NOTE13 BELOW FOR TYPICAL NAILING RFQUIREMENTS. EXPOSED TO EARTH 3" Floor and Roof Live Loads U
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(The following apply unless shown otherwise on the plans) FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . .2 Attics: 20 psf w/storage, 10 psf w/o storage 0
18. ALL WOOD IN DIRECT CONTACT NITH CONCRETE OR MASONRY SHALL BE PRESSURE- (#5 BARS OR SMALLER) . . . . . 1 M ff Habitable Attics, Bedroom: 30 psf U_
CRITERIA TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . 1 36
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE SLABS AND WALLS . . . . . . . . . . GREATER OF BAR DIAMETER PLUS 1/8/1 OR 3,4" All Other Rooms: 40 psf
1 ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE OR MASONRY. Garage: 40 psf G R E�Wlloo
DRAWINGS, SPECIFICATIONS, THE FLORIDA BUILDING CODE, FBC/FRC 2014
26. CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT Roofs: 20 psf
AND THE CITY OF ATLANTIC BEACH BUILDING CODE AMENDMENTS. 19. TIMBER CONNECTORS CALLED OLT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" %
LOCATIONS, DIMENSIONS AND ELEVATIONS.SEE ARCHITECTURAL DRAWINGS FOR ALL
BY SIMPSON COMPANY, AS SPEC.*1IFIED IN THEIR CATALOG NUMBER C-2015. EQUIVALENT 1-1!507
SLOPES, GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND Wind Design Data 00
2. DESIGN LOADING CRITERIA DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . 20 PSF APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF F�Ultim�ate Wind Speed: 130 mph :a:i
FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . 40 PSF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN MASONRY Nominal Wind Speed: 101 mph
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HANDRAILS & GUARDRAILS 200 LB POINT LOAD APPLIED IN ANY DIRECTION ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR Risk Category: iz.
STRAPS CONNECT TWO MIEMBER% PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH 27. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS, 04#
LC
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AND 50 PLF LOAD APPLIED ALONG TOP RAIL Wind Exposure: C
MEMBER. CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE
INTERMEDIATE RAILS DESIGNED TO WITHSTAND 50 LBS OVER 1 SQUARE FOOT
ALL BOLTS IN WOOD MEMBERS <1 HALL CONFORM TO ASTM A307. PROVIDE WASHERS PER THE FBC. GROUT SHALL CONFORM TO FBC REQUIREMENTS AND Enclosure Classification: Enclosed
WIND . . . . . . . . . . . . . . . . . . . . . . . 130 MPH 3-SECOND GUST, EXPOSURE "C" UNDER THE HEADS AND NUTS CF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS, DESIGN F'rn Internal Pressure Coefficient: 0.18+/-
UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS 1500 PSI. STRENGTH SHALL BE VERIFIED BY PRISM TESTING IN ACCORDANCE WITH
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL SHALL BE SEASONED AND DRIEC AND THE SAME GRADE (MINIMUM) AS MEMBERS FBC SECTION 2105.2.2.2, AND MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE Components and Cladding Design Pressures:
DRAWINGS (AS APPLICABLE) FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL CONNECTED. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" WITH FBC. Roofing Zone 1: +20.4 psf max., m22.2 psf min.
VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY SERIES JOIST HANGERS. Roofing Zone 2: +20.4 psf max., -26.0 psf min.
ARCHITECT OR ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
Roofing Zone 3: -26.0 psf min.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND 20. WOOD FASTENERS UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT: Roofing at Zone 2 Overhangs: -37.7 psf min.
CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING 4" WALLS #4 0 48- O.C. VERT 3/16 dia. WIRE JOINT REINF. Roofing at Zone 3 Overhangs: -37.7 psf min.
CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED. SPECIFICATIONS: AT 8" O.C. HORIZ. Stucco, Cladding, Doors & Windows:
SIZE LENGTH DIAMETER 6"' WALLS #4 0 48" O.C. VERT. (2) #4 0 48" O.C. HORIZ. Zone 4: +22.2 psf max., -24.1 psf min.
5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND 6d 2" 0.113 P? 8" WALLS #5 0 48" O.C. VERT. (2) #4 0 48" O.C. HORIZ. Zone 5: +22.2 psf max., -29.8 psf min.
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN 8d 2-1/2- 0.131" 10" WALLS #5 @ 40- O.C. VERT. (2) #5 @ 48" O.C. HORIZ. End Zone Width: 4.00 ft.
ACCORDANCE WITH THE PLANS. 10d 3 0.148" 12" WALLS #5 0 32" O.C. VERT. (2) #5 @ 40" O.C. HORIZ. The Nominal Wind Speed was used to determine the above Component
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6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE 12d 3-1/4 0.148 of IN ADDITION, PROVIDE (1) #5 (#4 @ 6" AND 4" WALLS) VERT. AT EACH SIDE OF and Cladding Design Pressures. UJ LLI
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE 16d BOX 3-1/2- 0.135 OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND
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CONTRACTORS WORK. THE ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY (2) #4 (#4 @ 4- WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS All exterior glazed openings shall be protected from wind-borne debris, U
OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING IFCONTRACTOR PROPOSE'-E THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL as per Section 1609.1.2 of the 2014 FBC. Z LLJ LL_
CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS NAIL SPECIFICATIONS TO TIE ENGINEER (PRIOR TO CONSTRUCTION) REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT The site of this building is not subject to special topographic wind UJ >
OF ANY TRADE CONTRACTOR. THE ENGINEER HAS NO DUTY TO INSPECT, FOR REVIEW AND FOR APFROVAL. AROUND OPENINGS 2'-0" BEYOND FACE OF OPENING. IF 2'-0" IS UNAVAILABLE 0 W
effects as per Section 1609.1.1.1 of the 2014 FBC. I=
SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF EXTEND AS FAR AS POSSIBLE AND HOOK. PROVIDE CORNER BARS TO LAP L� I V)
THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. B. NAILS - PLYWOOD (APA R)kTED SHEATHING) FASTENERS TO FRAMING SHALL BE HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS. LAP ALL REINFORCING Geotechnical Information
DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. STEEL 48 BAR DIAMETERS OR 24" MINIMUM. UJ Ln LLJ
7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FD=esign Soil Load-Bearing Capacity: 200 psf 3ro LLJ Co
AND THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. 21. WOOD FRAMING NOTES--THE FC LLOWING APPLY UNLESS OTHERWISE SHOWN ON THE FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS 0�
CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. PLANS: BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS Flood Design Data 0 U
Flood Zone: X
CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS F Z Z
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE MINIMUM STANDARDS OF THE FLORIDA BUILDING CODE. MINIMUM NAILING, PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 6 FEET. ALL This table was created using Windload Calculator Plus software(2014 Florida Building Code UJ LLJ
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE FBC. PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE Ce U I-__
REVIEW AND APPROVAL BY THE ENGINEER. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL FBC. Edition)availableftom WindCalcs.com 0
AND ARCHITECTURAL DRA ANGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS -4< ..0
9. IT IS ADVISABLE THAT THE OWNER EMPLOYS AN ENGINEER TO OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS PRECAST MASONRY LINTELS SHALL BE it CAST-CRETE" OR EQUAL. INSTALL IN U V
PERFORM SITE OBSERVATION DURING CONSTRUCTION. OBSERVED DEFICIENCIES SHALL CONFORM TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. rn
SHALL BE REPORTED IN WRITING TO THE OWNER OR THE OWNER'S REPRESENTATIVE. (1997 FDITION) WITH A LEkD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK STEEL
DIAMETER LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS.
GEOTECHNICAL 28. STRUCTURAL STEEL DESIGN,FABRI CATION AND ERECTION SHALL BE BASED ON THE
B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. LATEST EDITION OF THE A.I.S.C. SPECIFICATIONS AND CODES:
10. GEOTECHNICAL REPORT NOTE: NO GEOTECHNICAL REPORT PROVIDED. ALL STUDS SHALL BE SP14CED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE 9 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN
ALL FOOTINGS TO BEAR 18" MINIMUM BELOW GRADE. PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AND PLASTIC DESIGN OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATIONS
ASSUMED SOIL CONDITIONS FOR THE REGION. PRF-SUM-PI41YE LOAD-BEARING AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED FOR STRCUTURAL STEEL BUILDINGS.
VALUES AS PER FBC R401.4.1 AND FBC TABLE 1806.2: -VERTI-CAL FOUNDATION OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS * A.I.S.0 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS.
SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE
PRESSURE=2,OOOPSF.
CONTINUOUS SOLID BLOCKNG AT MID-HEIGHT OF ALL STUD WALLS OVER 10'-0" IN 29. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
HEIGHT. 9 STRUCTURAL TUBING: A500 (GRADE B) FY= 46 KSI
RENOVATION 9 OTHER SHAPES AND PLATES: A36 FY= 36 KSI
ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END * CONNECTION BOLTS A325-N (3/4" DIAMETER ROUND, U.N.O.)
11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING NAIL EACH STUD TO BOTIOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C. CODE OF
CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. TOP PLATE WITH 16d 0 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND STANDARD PRACTICE FOR STEEL BUILDINGS.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL ANCHORS EMBEDED IN CONCRETE OR MASONRY SHALL BE A307 HEADED BOLTS OR A36
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDED END. V tA
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD M :?
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EXISTING FLOOR OR ROOF SYSTEMS TO 40 PSF. CIO r_
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FRAMING BELOW WITH 16d NAILS 0 12" O.C. STAGGERED OR BOLTED TO CON- a r.4
UMITATIONS OF LIABIUTY
CRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)
12. EXISTING WALLS SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. GJ
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0 4'-0" O.C. UNLESS INDCATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT- S
A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE 30. THE STRUCTURAL DRAWINGS AND THESE GENERAL ra
UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d 0 12" O.C. STAGGERED. cu
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ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. NOTES ARE ISSUED WITH THE UNDERSTANDING THAT IT IS THE RESPONSIBILITY OF THE OWNER
B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR TO SEE THAT THE WORK IS CARRIED OUT IN ACCORDANCE WITH THESE STRUCTURAL
MEMBERS PRIOR TO CUTTING ANY OPENINGS. SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH DOCUMENTS AND THAT ANY DISCREPANCIES ARE BROUGHT TO THE ATTENTION OF THE
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C. SMALL ROUND OPENINGS INTO CONCRETE SHALL BE ACCOMPLISHED NAILS 0 7" O.C. NAIL 1/2" GWB WITH 5d COOLER NAILS AND 5/8" GWB WITH 0
ARCHITECT AND THE ENGINEER. IT IS ALSO ASSUMED THAT THE FIELD REVIEW DURING 80
BY CORE DRILLING. 6d COOLER NAILS. PROVDE 1/2- (NOMINAL) APA RATED SHEATHING (SPAN THE CRITICAL STAGES OF CONSTRUCTION SHALL BE CONDUCTED BY THE BUILDING OFFICIAL
D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN- AND STRUCTURAL ENGINEER. NOTIFY ENGINEER A MINIMUM OF 48 HOURS PRIOR TO 1>0
EPDXY GROUTED INTO EXISTING CONCRETE SHALL BE PROVIDED TO MATCH SUPPORTED EDGES), AND TOP AND BOTTOM PLATES WITH NAILS 0 6" O.C. AND ANY REQUIRED SITE REVIEW DURING CONSTRUCTION 2
HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. :012
TO ALL INTERMEDIATE STUDS AND BLOCKING WITH NAILS @ 12" O.C. ALLOW
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13. CONTRACTOR SHALL CHECK FOR CRACKS AND OTHER DAMAGE OF EXISTING STRUCTURE, SPECIAL STRUCTURAL INSPECTION ou
1/8- SPACING AT ALL PA�El_ EDGES AND ENDS. U V1 >
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WHERE EXPOSED DURING REMODEL. L_
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14. ALL DAMAGED ITEMS SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE 4-1 0
REPLACED OR REPAIRED AS DIRECTED BY THE ENGINEER OR ARCHITECT. C. ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL 32. THE FOLLOWING ITEMS REQUIRE SPECIAL STRUCTURAL INSPECTION, > 4A
PARALLEL PARTITIONS TH,kT EXTEND OVER MORE THAN HALF THE JOIST LENGTH IF APPLICABLE ONLY, AS PER CHAPTER 17 OF FBC 2014:
AND AROUND ALL OPENNGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED.
WOOD PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO * REINFORCING OR ANCHOR BOLTS INSTALLED IN DRILLED HOLES IN CONCRETE OR
SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR MASONRY,EPDXY GROUTED
BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. e MASONRY LINTELS
15. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH 16d 0 12" O.C. STAGGERED. o STRUCTURAL CONCRETE (FOUNDATION PIERS, GRADEBEAMS, AND SLABS) 7, REVISION
CONFORMANCE WITH "SPIB" (SOUTHERN PINE INSPECTION BUREAU) STD. GRADING e MASONRY WALLS
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a STEEL FRAMING AND CONNEC11ONS
RULES FOR S.P. LUMBER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF DAT IPS if /t
17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND SIGNED.. /71 N/
NAILED 0 4" O.C. TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS DESIGN CRITERIA
JOISTS (2X & 3X MEMBERS) S.PINE OR HEM-FIR NO. 2 SHOWN ON PLANS AND @ 12"O.C.TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED
PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF 32. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH: tA
AND BEAMS: MINIMUM BASE VALUE, Fb 850 PSI W '*AO
SHEATHING EDGES. ALLOW 1/8" SPACING * 2014 FLORIDA BUILDING CODE (1713C) V- T-
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AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. TOENAIL 9 2014 FLORIDA RESIDENTIAL CODE (FRC) 5 Z CD
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(4X MEMBERS) S. PINE OR DOUGLAS FIR NO. 1 BLOCKING TO SUPPORTS WITH 16d @ 12" O.C. UNLESS OTHERWISE NOTED * MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE7-10) am C) W .qr tA r_�
MINIMUM BASE VALUE, Fb = 1000 PSI OTHERWISE. 9 2011 NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS) M � M :3 CN
9 2011 AMERICAN CONCRETE INSTITUTE 318 (ACI 318) V tA
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BEAMS: (INCL. 6X AND LARGER) S. PINE OR DOUGLAS FIR NO. 1 SHEETINDEX: a 0
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MINIMUM BASE VALUE,-Fb 1350 PSI 22. EPDXY-GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED WITH
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"ET" (EPDXY TIE) OR ""SET" HIGH STRENGTH EPDXY GROUT AS MANUFACTURED BY , � 0
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POSTS: (4X MEMBERS) S. PINE OR DOUGLAS FIR NO. 2 REPORT NO. ER 5279. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. sun M 0
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(6X AND LARGER) S. PINE OR DOUGLAS FIR NO. 1 S2.0: FLOOR AND ROOF FRAMING PLANS 2 > 0 W Z
MINIMUM BASE VALUE, Fc = 925 PSI 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE LU
WITH FBC SECTIONS 1905,1906 AND ACI 301 INCLUDING TESTING PROCEDURES. -_S 3.0: SHEARWALLPLANS
CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF Fc' = 2,500 psi AND MIX SHALL 0
STUDS, PLATES & MISC. FRAMING: S. PINE OR DOUG-FIR NO. 2 IN
CONTAIN NOT LESS THAN 5 % SACKS OF CEMENT PER CUBIC YARD AND SHALL BE S4.0: DETAILS
16. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND PROPORT10NED TO PRODUCE A SLUMP OF 5"" OR LESS.
AITC STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND 24. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), S5.0: DETAILS V E
SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. GRADE 60, FY= 60,000 PSI. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE Z
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SHALL BE FIELD BENT UNLESS SPCIFICALLY SO DETAILED OR APPROVED BY THE Z
17. GLU-LAM BEAM EXPOSED TO WEATHER SHALL BE TREATED, EXTERIOR GRADE STRUCTURAL ENGINEER. M AY 2 5 2016 1 3:
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FOUNDA71ON PLAN NOTES: (TYPICAL UNLESS NOTED OTHERWISE) 0-
1. TIMBER COLUMNS AND ALL OTHER WOOD IN CONTACT NTH SOIL, MASONRY, OR CONCRETE SHALL BE TREATED. w
.J Z
2. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. 0
3. BASE ALL GRADE BEAMS MINIMUM 18 INCHES BELOW EXISTING GRADE, AND MINIMUM 18 INCHES BELOW FINISHED GRADE. <�-
4. PROVIDE 5/8 INCH DIAMETER ANCHOR BOLTS EMBEDDED 7 INCHES MINIMUM AT ALL EXTERIOR FRAMED WALLS. THE ANCHOR BOLTS SHALL BE AS NOTED ON PLAN in
AND IN THE SHEARWALL SCHEDULE OR AT 48 INCHES ON CENTER, AND AT ALL WALL ENDS AND WALL CORNERS, EACH SIDE OF THE CORNER SEE SHEETS S2 AND S5 w z
5. MERE THERE IS A DISCREPANCY BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS IN DIMENSIONS, ELEVATIONS, ETC, THE ARCHITECTURAL w =)
DRAWINGS SHALL GOVERN. x 0
7. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE LA U-
FOUNDATION PLAN
SCALE: 1/4" = V-0-
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NOTES TO TRUSS MANUFACTURER
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ALL ROOF TRUSSES TO BE AT 24" ON CENTER MAXIMUM SPACING 0
DESIGN LOADS TO BE: 10 PSF DEAD LOAD TO TOP CHORD AND 5PSF DEAD LOAD TO BOTTOM U-
CHORD AND 20 PSF LIVE LOAD TO TOP CHORD
GLUTAM 5Y4'xl2" TRUSSES TO BE AS PER STRUCTURAL AND ARCHITECTURAL DRAWINGS WHERE OVER-FRAMING GRE
IS NOTED ON ROOF FRAMING PLAN, TRUSSES THAT FOLLOW SLOPES CAN BE DESIGNED
E S
AND OVERFRAMING ELIMINATED.
SUBMIT TRUSS DRAWINGS FOR REVIEW AND COORDINATION TO STRUCTURAL ENGINEER PRIOR %
No 77507
40
TO MANUFACTURE,
cc
sTATE OF W,%
10
(2)TBE6 2-*'% 0
0 jA
TYP. 1
NOTE: S 0 N P,
6x6 POST REMOVE EXIST, WALLS AND ROOF FRAMING AS PER
ECCLLQ 5,Y4-6 ARCH DRAWINGS; BUILD NEW WALLS
INSTALL NEW P.E. TRUSSES AS PER THIS PLAN
FULL HEIGHT WALL;
___91 IL -9 L -9 k- -9 L 1 2x6 @16 0,C. GIRDER TRUSS BOTTOM CHORD TO BE A MIN 2x5 TO
ALLOW FOR INSTALLATION OF HUS26 HANGERS
< G.T. lfo�
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DESIGN TRUSSES 20PSF LIVE LOAD AND 15PSF DEAD
LOAD
C-D WALL LEGEND:
3x6 BUILT-UP
POST IN WALL I EXISTING WALL
NEW WALL: 2x6 @16" O.C. EXTERIOR AND 2x4
tT�2N Ln 2/_)j T1 B LE 6 @16" O,C, INTERIOR LOAD-BEARING WALLS &
2x4 @24" O.C. NEW INTERIOR PARTITION WALLS
3 (7� OVERFRAME OVER EXIST. ROOF FRAMING AS REO'D.
ROOF PITCH 7: 12 TO MATCH EXIST,
53/4"xl 3)/2" GLULAM TYP. TYP,
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CONT. 2x4 BLOCKING @RIDGES, => <
HIPS, AND VALLEYS, TYP. <I Ui
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NEW PLATE HEIGHT +10.0' C)
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NOTE: USE 19/32" STRUCTURAL PANELS FOR THE WALLS NOTED ON THE PLANS.
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DESIGN PANEL TOP PLATE ATTACHMENT BOTTOM PLATE ATTACHMENT BOTTOM PLATE ATTACHMENT om w
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MARK SHEATHING EDGE NAILING AT EACH JOIST 0 STUDS TO BEAM/WALL BELOW TO CONCRETE OR MASONRY BELOW U-
swi 19/327 STRUCT PANEL 1 Od 0 6" 0.C. H2.5A CS1 6 W/ (6) 10d EACH END 0 48" O.C. 5/8 to A.BOLT W/2 19 WASHERS,
SW2 19 32" STRUCT PANEL 10d 0 4" 0.C. H2.5A CS16 W/ (6) 10d EACH END 0 32" O.C. EMBED 7"OSAME SPACING AS
SHOWN @LEFT p, G RS4S�
SW3 19/32" STRUCT PANEL 10d 0 3" 0.C. H2.5A Csi 6 W/ (6) 10d EACH END 0 16"' O.C. ENSO'-
119/32� STRUCT PANEL 10d 0 2" 0.C. H2.5A Csi 6 W/ (10) lod EACH END 0 16" O.C.
SW4 t4o 77507
0 dW
SW5 19/32" STR PANEL, BOTH SIDES 10d 0 4" O.C. EA. SIDE H2.5A CS16 W/ (10) 1 Od EACH END 0 16"' O.C.
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SW6 19/32' STR PANEL, BOTH SIDES 10d 0 3' O.C. EA. SIDE H2.5A CS1 6 W/ (10) 1 Od EACH END 0 16" O.C. 0.00 :wz
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SW7 19/32" STR PANEL, BOTH SlDES 10d 0 2- O.C. EA. SIDE H2.5A CS1 6 W/ (10) 1 Od EACH END 0 16" O.C. 0*0-0 A-
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Gl 1/2" X 4' GYPSUM SHEATHING 0.120' NAIL X 1 31e LONG, 7/16* HEAD, GALV 0 7" O.C.; UNBLOCKED 16D 0 6 O.C.
/ON A\- %
G2 1/2' X 4" GYPSUM SHEATHING 0.1200 NAIL X 1 3/4" LONG, 7/16" HEAD, GALV 0 7w O.C.; BLOCKED 16D 0 4 0.C.
1. BLOCK EDGES WITH 2x LAID FLAT AND NAIL TO INTERMEDIATE SUPPORTS WITH 8d 0 12" O.C.
2. 10d NAILS SHALL BE 0.148"0 x 3" (COMMON) 16d NAILS SHALL BE 0.135"0 x 3 1/2" (BOX), GALVANIZED.
3. FRAMING AT ADJOINING EDGES SHALL BE 3-INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS
ARE SPACED AT 3" OR 2 " O.C.
4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFF-SET TO FALL ON DIFFERENT H
FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE
STAGGERED.
5. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ENDS STUDS SHALL RECEIVE PANEL EDGE H
NAILING; 4x6 OR (3)2X4 BUILT UP POST 0 ENDS OF SHEARWALLS SW4, SW5, SWIS, SW7.
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6. ALL SHEATHING MATERIAL SHALL BE APA RATED "SHEATHING" WOOD STRUCTURAL PANELS. u 3::
INDICATES A SIMPSON STRONG TIE HOLDOWN Z ui U-
7. ALL EXTERIOR WALLS SHALL BE SW1, U.N.O. HTT4 W/%"O A,BOLTS @NEW CONSTRUCTION, UJ >
INSERT A.BOLT A MIN, OF 9" INTO CONCRETE.
8. CS16X48" LONG STRAPS MAY BE SUBS11TUTED BY LST149 SIMPSON STRONG-TIE AT EXISTING CONSTRUCTION, PRE-DRILL %"0
< HOLE 9" DEEP AND INSTALL A,BOLTS USING V)
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No 77507
#4 VERT, @48" O.C.
CC
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41 Z*
0
RNER BARS TO MATCH EXTERIOR CORNER BARS TO MATCH CROSS WALL C>_ C_>
CO **.* ;* . A 4
HORIZ. REINF. HORIZ. REINF. * ��' 0.. 0
(3) #4 IN FOOTING,
S/C %
CONT� )NA�"—%%
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#4x16" LONG INTO Y4"O 2'
EXISTING PRE—DRILLED HOLES @16" 01
O,C,; EPDXY GROUT
FOUNDATION @FIREPLACE
TYPICAL CORNER BARS AT CMU
NEW SLAB @EXIST NOT USED r4--*****NOR CONC., WALLS OR FOOTINGS AND COVERED DECK
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JOINTS IN SLABS ON GRADE TO
BREAK UP SLAB INTO RECTANGULAR 6X6 W.W.M. OR #3 @16" rq
AREAS OF 400 SQ. FT, OR LESS, O.C. MIN—DEPTH
AREAS TO BE APPROX. SO. AND
HAVE NO ACUTE ANGLES, JOINT
LOCATIONS TO BE APPROVED BY THE ±0'—O" FINISHED SLAB
ARCHITECT,
_'�j � 4 -6_ 41�� i�El_ V. OR SEE PLAN
LASTIC VAPOR BARRIER 2x6 @16" O.C, W/%"O
A,BOLTS EMBED 7" MIN
#4 NOSING BAR AND COMPACTED GRANULAR @SPACING AS PER
FILL PER PLAN SHEARWALL SCHEDULE
4< #4 CONT
CONSTRUCTION JOINT
NOTE: FOOTING CAN BE
SEE PLAN FOR SLAB 1/8"xl 1/2" PREMOLDED CONT. MASTIC AS PER DETAIL 1/S4
FULLY COMPACTED
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#4 @16" O.C. BOTH WNYS, THICKNESS AND JOINT STRIP. (JOINT MAY BE SAW—CUT STRUCTURAL FILL
MID—DEPTH REINF.—TYP.
AT CONTRACTOR'S OPTION.)
#4 @48" O,C. _1
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.40 3' ;0 00, ADD (l)—#5 DIAG, IN WALL
/ z E — //,,--PIPE SLEEVES AS REQ'D,
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TYPICAL STEPPED FOOTING PIPE Et TRENCH LOCATIONS AT INTERIOR WALL z
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BLOCK @ EDGES—
NAIL SHEATHING TO (8)-16d @ 4" O.C. STAGGERED AT BLOCKING @ RIDGE W/ NAILS @ EDGES
NOTES: 0
BLOCKING W/ (4) 8d EA, SIDE OF SPLICE 8d @ 6" O.C. AS PER SHEARWALL
NAILS (8)-16d @ 12" O.C, STAGGERED 1, ALL HARDWARE TO BE GALV. SCHEDULE
TOP CHORD SPLICE 2. PROVIDE BLOCKING BTWN. TRUSSES AT ALL SUPPORTS,
ELSEWHERE 3. SEE ARCH. DWGS. FOR ROOF EDGE TREATMENTS
2 STUDS @ EXTERIOR @ ROUGH OVERHANG
OPENING GREATER THAN 3'-0"
I T T T T T T T T T T T r G RE
HEADER
1 STUD @ INTERIOR & EXTERIOR
(U,N.O.) CONTINUOUS FROM TOP
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PLATE TO BOTTOM PLATE FULL DEPTH BLOCKING t4 0 77507 so
2X- FULL DEPTH—", T T W/ 8d @ 6" O.C,
N07ES:
BLOCKING BOTTOM CHORD SPLICE
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1. FOR HEADERS SUPPORTING ROOF ONLY, :W=
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FOR OPENINGS LARGER THAN 5-0", 4 00- 0
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USE 2 CRIPPLES U.N.0, 00006-00 %%
SEE NOTES FOR sl 0 q P,\, %%%
SHEARWALL TRUSSES OR JOISTS 2. FOR HEADERS SUPPRTING FLOOR AND ROOF, J*If %
PER PLAN AS PER PLAN NO. OF CRIPPLES PE TRUSSES JY OTHERS NAILS @ INTERMEDIATE
BLOCKING @ 48" O�C. PROVIDE 1 CRIPPLE FOR ROUGH OPENINCS <S-6", AT 24" O�C. SUPPORTS @ 12" O.C.
W/ (4) 16d TOENAILS FOR OPENINGS UP TO 6'-0", USE 2 CRIPPLES,
FOR OPENINGS LARGER THAN C-O",
2 x STUDS, SEE ARCH.
USE 3 CRIPPLES U,N.O. 1/2" PLYWOOD SHEATHING W/ ROOF: 1/2" EXTERIOR PLYWOOD
6'-0" MIN. BETWEEN SPLICES 8D @ 6" OC @ PERIMETER AND SHEATHING, APA RATED
@ 12" O.C, IN FIELD
SPLICE TO OCCUR AT CL. OF VERT. STUD-TYP. OR AS PER SHEARWALL PLAN
AND SCHEDULE
TYPICAL INTERIOR TYPICAL STUD AT JAMB TOP PLATE SPLICE TYPICAL WALL SECTION
BEARING WALL (LOAD BEARING WALLS) TYPICAL DETAIL rf-� TIE DOWN DETAIL
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ROOF TRUSS OR 2X8 ROOF MAX. +10—0 LL.
JOISTS @ 16" O.C. Z Z
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CS16 STRAP W/ (3) 8d
CB66 POST BASE NAILS INTO JOIST AND (3)
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/—(4)#4 L DOWELS W/(2) (TYPiCAL EACH JOIST TO
#4 TIES @TOP HIP CONNECTION) r"-4
D/3MAX. D/3 MAX. 0"
A 16"X16" PILASTER (IN D DEPTH OF JOIST
Ll .a . . . .
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x
TOE-NAILS (2)2X6 BLOCKING 2X6 STUDS @16" O,C,
D, D/
A JOIST 1, NOTCH CUTS ALLOWED IN TOP OF JOISTS
4 TO HIP ONLY - 'NOTIF� ENGINEER PRIOR TO CUTTING
CONNECTION BEAMS-TYP, U.N.0,
L < i
A Ma-- 2� THIS DETAIL DOES NOT APPLY TO
4 ENGINEERED WOOD "I" JOISTS. LSTA30 EA, FACE OF STUD
@NEW "PONY WALL"
@RAISED PLATE
FOOTING FOR TYPICAL HIP STRAPPING TYPICAL NOTCHES SHEARWALL @PLATE
AND NAILING DETAIL IN WOOD DETAIL ELEVATION CHANGE
r5—'�
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WOOD BEAM BEARING ON TOP
PLATE. BUILD UP BEAM WITH
2X- LUMBER OR UPSIZE BEAM TO
MATCH JOIST HEIGHT 40 L/6 MIN. ID M I N.
TOP PLATE CONTINUOUS UNDER BEAM SIMPSON CS16 STRAP AT PERFORATED S.W.
z >� OPENINGS ONLY (U.N.O,) CARRY STRAP 28"
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m (Mk) PAST OPENING EA. SIDE, OR AS NOTED
POST PER PLAN OR GENERAL NOTES ON PLANS
/0 I*N I __s 1% TYP, DOUBLE TOP PLATE
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TYP, STUDS Lij 'NO
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A5, AND STUDS ONLY - NOTIFY Lij R
\5/8" MIN. ENGINEER PRIOR TO CUTTING POSTS �SIMPSON CS16 x 24" LONG w
POST PER PLAN DI-71 OR BEAMS - TYP, U,N,O.
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2. THIS DETAIL DOES NOT APPLY TO
CL. HOLES
NOTE: SEE ARCH, DETAILS FOR SPECIAL 10'-0" IN STUD ENGINEERED WOOD "I" JOISTS. MULTI-STUD PER PLAN NAILING
CONNECTIONS AT EXPOSED FRAMING. PER G,S,N,
0
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ROOF TRUSSES TYPICAL HOLES 0 Ln
� POST/BEAM CONNECTION TO FLUSH BEAM IN WOOD DETAIL TYPICAL HEADER ELEVATION AT z
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SCALE: 3/4" = 1' q5
�5 �5 SCALE: 3/4" = V-0"