1735 BEACH AVE - REMODEL DRAWINGS I
16. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND CONCRETE Z
GENERAL STRUCTURAL NOTES AITC STANDARDS, EACH MEMBER SHALL BEAR AN A.I.T,C. IDENTIFICATION MARK AND Z
SHALL BE ACCOMPANIED BY AN A.I,T.C, CERTIFICATE OF CONFORMANCE E MIXED PROPORTIONED, CONVEYED AND PLACE IN ACCORDANCE Floor and Roof Live Loads
23. CONCRETE SHALL B Q V
THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) WITH IBC SECTIONS 1905,1906 AND ACI 301 INCLUDING TESTING PROCEDURES, CONCRETE FAII
20 psf w/storage, 10 psf w/o storage O E--
( EXTERIOR GLUE OR STRUCTURAL II
17. PLYWOOD SHEATHING SHALL BE GRADE C-D, , SHALL ATTAIN A 28-DAY STRENGTH OF Fc' = 2,500 psi AND MIX SHALL CONTAIN NOT
EXTERIOR GLUE IN CONFORMANCE WITH IBC SECTION 2304. REFER TO WOOD FRAMING LESS THAN 5 1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO ble Attics, Bedroom: 30 psf LL kA
CRITERIA NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
PRODUCE A SLUMP OF 5" OR LESS. her Rooms: 40 psf a Z
1, ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE O
BUILDING CODE FLORIDA RESIDENTIAL CODE, AND 18, ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE 24. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), : 40 ps V
DRAWINGS, SPECIFICATIONS, THE FLORIDA BUILD ,
THE CITY OF ATLANTIC BEACH BUILDING CODE AMENDMENTS. PRESSURE-TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT GRADE 60, FY- 60,000 PSI. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE 20 psf
IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UN -REATED WOOD AND
2, DESIGN LOADING CRITERIA CONCRETE OR MASONRY, SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE %*
WITH: STRUCTURAL ENGINEER. Wind Design Data ���
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•2014 FLORIDA BUILDING CODE (FBC)
•'""'� ''�'''�
Ultimate Wind Speed: 132 mph
•2014 FLORIDA RESIDENTIAL BUILDING CODE (FRBC)
19. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" J '
• 005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) B
Y SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBS C-2014. EQUIVALENT 25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: Nominal Wind Speed: 102 mph =` .,co `n 0'.V. C5
2 SAST AGAINST AND PERMANENTLY EXPOSED
ACES =O'W A .<: o
TURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO FOOTINGS AND OTHER UNFORMED SURF ��L
•2005 AMERICAN CONCRETE INSTITUTE (ACI 318) DEVICES BY OTHER MAN UFAC Risk Category:
TO EARTH . . 3" :d ��?`
*MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF o `
THE FOLLOWING ARE THE DESIGN LOADS AND FACTORS THAT WERE USED IN THE FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE IN IN
FORMED SURFACES EXPOSED TO EARTH 0R WEATHER (#6 BARS OR LARGER) 2" Wind Exposure: D ���;,?,�}•z �•`��,`'��
T AL DESIGN OF THIS PROJECT. ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR (#
5 BARS OR SMALLER 1 '/" Enclosure Classification: Enclosed �• 4�.�`'
T UR
S RUC
- BOLTS IN EACH SPIRALS AND BEAM STIRRUPS 1 �/2" 0.18 +l- ,��r11�►:Ei1r1+��%���
LIVE LOADS: STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR COLUMN TIES OR SP Internal Pressure Coefficient.
•ALL WOOD EXPOSED TO WEATHER SHALL BE TREATED MEMBER, ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASM A307. PROVIDE SLABS AND WALLS GREATER OF BAR DIAMETER PLUS 1/8 OR 3/4"
•FLOOR SLEEPING AREA) 30PSF WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON Components and Cladding Design Pressures:
( WOOD, UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS CALLED OUT BELOW, ALL
*FLOOR (NON-SLEEPING AREA) 40PSF Roofing Zone l: +47.9 f max., -52.3 psf min.
•ATTIC (WITH STORAGE)
20PSF SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (v INiMUM) AS MEMBERS 26. CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS, g p
ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" DIMENSIONS AND ELEVATIONS, SEE ARCHITECTURAL DRAWINGS FOR ALL SLOPES, Roofing Zone 2: +47.9 psf max., -61.2 psf min.
ATTIC (WITHOUT STORAGE) 10PSF CONNECTED, GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH
•DECKS 40PSF SERIES JOIST HANGERS,
20PSF DETAILS AT ALL EXPOSED CONCRETE SURFACES. Roofing Zone 3: -61.2 psf nun.
•R00
•STAIRS* 40PSF
Roofing at Zone 2 Overhangs: -88.2 psf min.
*INDIVIDUAL STAIR TREADS SHALL BE DESIGNED FOR THE UNIFORM LOAD OR A 3001b 20. WOOD FASTENERS
Roofing at Zone 3 Overhangs: -88.2 psf min.
POINT LOAD DISTRIBUTED OVER 4s in.q 40PSF MASONRY
•RAMPS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE F )LLOWING
RAILS 50 PLF & 200 LB POINT LOAD IN ANY DIRECTION GUARDRAIL Stucco, Cladding, Doors&Win Windows:
GUARDS/HAND SPECIFICATIONS:
INFILL COMPONENT 50PSF 27, CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS, Zone 4: +52.1 psf max., -56.5 psf min. J
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL SIZE LENGTH DIAMETER
CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "S" Zone 5: +52.1 psf max., -69.7 psf min. W
DRAWINGS (AS APPLICABLE) FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY 6d 2° 0.113" PER THE IBC, GROUT SHALL CONFORM TO IBC REQUIREMENTS AND ATTAIN A MINIMUM
AND SHALL NOTIFY ARCHITECT OR COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS, DESIGN F'm = 1500 PSI. STRENGTH End Zone Width: 4.00 ft.
DIMENSIONS AND CONDITIONS FOR COMPATIBILITYO
ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 8d 2-1/2" 0.131 SHALL BE VERIFIED BY PRISM TESTING IN ACCORDANCE WITH IBC SECTION 2105.2.2.2, The Ultimate Wind Speed was used to determine the above J
>> �� AND MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE WITH FBC,
DIMENSIONS MEMBER SIZES, AND CONDITIONS 10d 3 0.148 �-
4. CONTRACTOR SHALL VERIFY ALL EXISTING148„ Component and Cladding Design Pressures. W ^
PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN 12d 3-1/4 0
„ UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT: All exterior glazed openings shall be protected from wind-borne � i'_
ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 16d BOX 3-1/2" 0.135
debris as per Section 1609.1.2 of the 2014 FBC. W V
VIDE TEMPORARY BRACING FOR THE STRUCTURE AND 4" WALLS 4 @ 48" O.C. VERT 3/16 dic. WIRE JOINT REINF, @8" O,C. HORIZ. =Q
5. CONTRACTOR SHALL PRO THEY SHALL SUBMIT #
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, The site of this building is not subject to special topographic wind UCO
ACCORDANCE WITH THE PLANS, NAIL SPECIFICATIONS TO THE ENGINEER (PRIOR TO CONSTRUCTION) 6" WALLS #4 @ 48" O.C. VERT. (2) #4 @ 48" O.C. HORIZ. Q
8" WALLS #5 @ 48" O.C. VERT. (2) #4 @ 48" O.C. HORIZ. effects as per Section 1609.1.1.1 of the 2014 FBC. m V
AND THE METHODS, FOR REVIEW AND FOR APPROVAL. WilW
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS10 WALLS #5 @ 40" O.C. VERT. (2) #5 @ 48" O.C. HORIZ.
Geotechnical Information If-)Z
TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS
WORK. THE ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS T FRAMING SHALL BE 12" WALLS #5 @ 32" O.C. VERT. (2} #5 @ 40" O.C. HORIZ. M Q
O
T THE SITE AND/OR COUNTERSINKING PERMITTED, Design Soil Load-Bearing Capacity: 2,500 psf to I�
DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS A H / DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTER SINK E
FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE IN ADDITION, PROVIDE (1) #5 (#4@ 6" AND 4" WALLS) VERT, AT EACH SIDE OF r
NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY Flood Design Data � Q
ENGINEER HAS , OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND
HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR 21, WOOD FRAMING NOTES--THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE
T SITE, ANS: (2)#4 (#4 @4" WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS OF FFloodone: V13 W
PERSONS AT THE PROJEC S PLWALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL of Lowest Horizontal Structural Member: 25.00 NAVD Z
7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT FRAMING DETAILS NOT SHOWN OTHERWISE SHAL_ BE CONSTRUCTED TO BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2'-0" BEYOND
AND THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION, CHANGES A. ALL WOOD FRAM FACE OF OPENING. IF 2'-0" IS UNAVAILABLE EXTEND AS FAR AS POSSIBLE AND HOOK, Q
_ table was created using
SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT, THE MINIMUM STANDARDS OF THE INT. BUILDING CODE, MINIMUM NAILING, PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS AND This J
UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE FBC. INTERSECTIONS. LAP ALL REINFORCING STEEL 48 BAR DIAMETERS OR 24" MINIMUM. Edition)available from WindCa cs.com
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS
AND APPROVAL BY THE ENGINEER. OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS
CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS
SHALL CONFORM TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
9, IT IS ADVISABLE THAT THE OWNER EMPLOYS AN ENGINEER TO PERFORM SITE MAY BE LAID TO THE FULL-HEIGHT OF THE GROUT POUR AND GROUT SHALL BE
OBSERVATION DURING CONSTRUCTION. OBSERVED DEFICIENCIES SHALL BE REPORTED IN _ (1997 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK
TO THE OWNER OR THE OWNER'S REPRESENTATIVE. PLACED IN A CON TINUOU�:__.PQUR _I1�1 GROUT LIFTS NOT EXCEEDING 6 FEET. ALL
WRITINGDIAMETER, LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. PROJECT S C 0 P E
PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE
GEOTECHNICAL B, WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. FBC. *FRAMING AND FOUNDATION FOR NEW ELEVATOR SHAFT
ALL STUDS SHALL BE SPACED AT 16" O.C. UNO, TWO STUDS MINIMUM SHALL BE PRECAST MASONRY LINTELS SHALL BE "CAST-CRETE" OR EQUAL. INSTALL IN
10, GEOTECHNICAL REPORT NOTE. NO GEOTECHNICAL REPORT PROVIDED. ALL PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS,
FOOTINGS TO BEAR 12" MINIMUM BELOW GRADE AND ON SOLIDLY COMPACTED AT BEAM OR HEADER BEARING LOCATIONS, TWO 2x8 HEADERS SHALL BE PROVIDED
SOIL. OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOC ING FOR WOOD COLUMNS �
SHAT L BE PROVIDED THROUGH FLOORS TO SUPPORTS BELDW. PROVIDE
STEEL � c
� I • N �
O N O MA TI 01 V AT MID-HEIGHT OF ALL STUD WALLS OVER 10'-0" IN � N �
A
R CONTINUOUS SOLID BLOCKING A
HEIGHT. 28, STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE BASED ON THE ^ a'2
11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING LATEST EDITION OF THE AJ.S.C. SPECIFICATIONS AND CODES: Z
WANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END *SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN AND
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REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. PLASTIC DESIGN OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATIONS FOR UJ
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NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END
STRUCTURAL STEEL BUILDINGS.
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NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS FACE NAIL DOUBLE •A.I.S.0 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS. � rr��
AS NOTED ON THE PLANS. V � ;pL
12. EXISTING WALLS SHALL BE SAVED WHERE AND TOP PLATE WITH 16d @ 12 O,C, AND LAP MINIMUM 4�-O�� AT JOINTS AND
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OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE JOINT, 7
A. ALL NEW 0 PROVIDE EIGHT 16d NAILS @ 4 O.C. EACH SIDE
29. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: � $ t0
ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. U o
*STRUCTURAL TUBING: A500 (GRADE B) FY= 46 KSI w � o '
B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATE ATTACHED TO WOOD *OTHER SHAPES AND PLATES: A36 FY- 36 KSl
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MEMBERS PRIOR TO CUTTING ANY OPENINGS. 1 " O.C. STAGGERED DR BOLTED TO CON- _
N N
C, SMALL ROUND OPENINGS INTO CONCRETE SHALL BE ACCOMPLISHED BY CORE
FRAMING BELOW WITH 16d NAILS @ 2 *CONNECTION BOLTS A325 N (3/4" DIAMETER ROUND, U.N.O.)
CRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)
DRILLING,
D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS EPDXY @ 4'-0" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT- ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C.
GROUTED INTO EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d P 12" O.C. STAGGERED. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS. ALL ANCHORS EMBEDED IN
PLANS. CONCRETE OR MASONRY SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH
REINFORCING, UNLESS OTHERWISE NOTED ON WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR
AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END.
SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH
13, CONTRACTOR SHALL CHECK FOR CRACKS AND OTHER DAMAGE AT ALL AREAS OF NEW NAILS @ 7" O.C. NAIL 112" GWB WITH 5d COOLER NAILS AND 5/8" GWB WITH
WORK. 6d COOLER NAILS. PROVIDE 1/2" (NOMINAL) APA RATED SHEATHING (SPAN
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN- LIMITATIONS TATIONS OF LIABILITY Flkl6mLw: COPY
RA.TING 24/0) ON
AGED ITEMS SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED W
14. ALL DAM SUPPORTED EDGES), AND TOP AND BOTTOM PLATES WITH NAILS @ 6" O.C. AND
D AS DIRECTED BY THE ENGINEER OR ARCHITECT. 30. THE STRUCTURAL DRAWINGS AND THESE GENERAL NOTES ARE ISSUED WITH THE
OR REPAIRED �� ~ �
TO ALL INTERMEDIATE STUDS AND BLOCKING WITH NAILS @ 12 O.C. ALLOW UNDERSTANDING THAT IT IS THE RESPONSIBILITY OF THE OWNER TO SEE THAT THE
" AT PANEL EDGES AND ENDS, WORK IS CARRIED OUT IN ACCORDANCE WITH THESE STRUCTURAL DOCUMENTS AND THAT
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1/8" SPACING A R�EWEiI FOR CODE COMPLIANCE W N
WOOD /
ANY DISCREPANCIES ARE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE
T ALSO ASSUMED THAT THE FIELD REVIEW DURING THE CRITICAL STAGES CITY OF ATLANTIC BEACH N
ENGINEER. I IS
C, ROOF FRAMING:PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT OF CONSTRUCTION SHALL BE CONDUCTED BY THE BUILDING OFFICIAL AND STRUCTURAL SEE PERMITS FOR CON obN
MARKED IN EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN R. NOTIFY ENGINEER A MINIMUM OF 48 HOURS PRIOR TO ANY REQUIRED SITE o
15. FRAMING LUMBER SHALL BE KILN DRIED OR MC 19, AND GRADED AND E ENGINES REQUIREMENTS MD CONDITIONS
CONFORMANCE WITH W.C.L,B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL REVIEW DURING CONSTRUCTION
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH SATE: �jla
T THE FOLLOWING MINIMUM STANDARDS: T FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST R ►tEWEDBY,
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17. FURNISH 0 TIMBER JOISTS 0
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JOISTS (2X & 3X MEMBERS SPINE OR HEM-FIR N0. 2 HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI-JOIST BEAMS SPECIAL STRUCTURAL I N S P E C TI 0 N 'J 0
MINIMUM BASE VALUE, Fb = 850 PSI TOGETHER WITH 16d @ 12" O,C, STAGGERED,
AND BEAMS: ~ Z
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UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD RO�F SHEATHING SHALL BE 31, THE FOLLOWING ITEMS REQUIRE SPECIAL STRUCTURAL INSPECTION, IF APPLICABLE ONLY, ��� •,,,»»..,GiQ �i� �--
(4X MEMBERS) S. PINE OR DOUGLAS FIR N0. 1 SUPPORTS AND NAILED @ 4" O.C. TO AS PER CHAPTER 17 OF FBC 2014:
LAID UP WITH GRAIN PERPENDICULAR TO S ��``*� �1 CENS'�?''�' W Z
MINIMUM BASE VALUE, Fb = 1000 PSI FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS aS SHOWN ON PLANS AND
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•
6X AND LARGER S. PINE OR DOUGLAS FIR N0. 1 CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. MASONRY, EPDXY GROUTED .
BEAMS: (INCL, ) �0; STA
MINIMUM BASE VALUE, Fb = 1350 PSI ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ROOF SHEATHING. *MASONRY LINTELS
AIL BLOCKING TO SUPPORTS WITH 16d @ 12" OTHERWISE NOTEDCN . F �F
TOEN O.C. UNLESS S) '
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MINIMUM BASE VALUE, Fc = 1300 PSI *STEEL FRAMING AND CONNECTIONS
SO: GtEN�'��AL NOTES Z
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(6X AND LARGER} S. PINE OR DOUGLAS FIR N0, 1
MINIMUM BASE VALUE, Fc = 925 PSI 22, EPDXY-GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED WITH
"ET" (EPDXY TIE) OR "SET" HIGH STRENGTH EPDXY GROUT AS; MANUFACTURED BY
STUDS, PLATES & MISC. FRAMING: S. PINE OR DOUG-FIR NO. 2 THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH I.C.B.O.
REPORT NO, ER 5279, SPECIAL INSPECTION OF INSTALLATION IS REQUIRED.
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