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1798 Selva Marina Dr 2014 windowdoor E O C14 GENERAL STRUCTURAL NOTES 25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS; DESIGN CRITERIA Uj C6 0 _�t Com,, ­4 C-4 17. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL 11, FOOTINGS AND OTHER UNFORMED SURFACES SAST AGAINST AND PERMANENTLY THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH: CO EXTERIOR GLUE IN CONFORMANCE WITH IBC SECTION 2304. EXPOSED TO EARTH 3" a 2010 Florida Building Code (18C) Component&Cladcing, Pressures- 120rnph _j E 60 U- (n (-The following apply unless shown otherwise on the plans) REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL I`IAILING REQUIREMENTS. FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . .2" * 2010 Floridal Residential Buiding Code (IRC) (#5 BARS OR SMALLER) . . . . . 1 - 2005 National Design Specification for Wood Construction (NDS) E * 2005 American Concreet Institute (ACI 318) Roof Slope 7.1'-27' Z3 CRITERIA 18. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MM;ONRY SHALL BE PRESSURE- COLUMN TIES OR SPIRALS AND BEAM STIRRUPS Z .0 1- 0 0 ca . Z TREATED NTH AN APPROVED PRESERVATIVE OR (2) LA ERS OF ASPHALT IMPREGNATED SLABS AND WALLS GREATER OF BAR DIAMETER PLUS 1/8- OR 91" a Minimum Design Loads for Buildings and Other Structures (ASCE 7-10) COMPONENT MIN. EFFECTIVE DESIGN PRESSURE(psf I E2 = 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE do n (D cs4 THE FOLLOWING ARE THE DESIGN LOADS AND FACTORS THAT WERE USED IN THE WIN_DAREA_(sf, 'iEN_D_Z0,NE__.__.INTERI.0_R------- > o'l > DRAWINGS, SPECIFICATIONS, THE FLORIDA BUILDING CODE, FLORIDA RESIDENTIAL CODE, OR MASONRY. 26. CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT STRUCTURAL DESIGN OF THIS PROJECT. CL LU "15.0 35�O 13- (D AND THE CITY OF JACKSONVILLE BUILDING CODE AMENDMENTS. LOCATIONS, DIMENSIONS AND ELEVATIONS.SEE ARCHITECTURAL DRAWINGS FOR ALL LIVE LOADS: 10 _3 _ C: 19. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG--TIE" SLOPES, GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND @ All wood exposed to weather shall be treated. _,%.8 -37.9 0 0 CALL:SIDING, - a. a> 2. DESIGN LOADING CRITERIA BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2014. EQUIVALENT OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. * FLOOR (sleeping area) 30PSF .14.2 '34-2 CD ROOF LIVE LOAD 20 PSF DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBG - FLOOR (non-sleeping area) 40PSF DOORS,AND 0 FLOOR LIVE LOAD (RESIDENTIAL FLOORS 1 .&. 2) 40 PSF APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF ® ATTIC (with storage) 20PSF WINDOWS -45.3 -37.1 0 GARAGE LIVE LOAD . . . . . . . . . . . . . . . . . . . . . 50 PSF OR FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN MASONRY * ATTIC (without storage) 1OPSF 33.3 33.3 A__ * DECKS 40PSF 20 C1_ -43.7 cr) 2000 LB POINT LOAD OVER 20 SO INCH AREA ACCORDANCE WITH THE MANUFACTURER'S RECOMMEND A- IONS. WHERE CONNECTOR 4 ROOF 20PSF -36.3 co C) HANDRAILS & GUARDRAILS . 200 LB POINT LOAD APPLIED IN ANY DIRECTION STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF 07 THE NAILS OR BOLTS IN EACH 27. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS, ® STAIRS 40PSF 31.3 cm AND 50 PLIF LOAD APPLIED ALONG TOP RAIL MEMBER. CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE it S *individual stair treads shall be designed for the uniform load ora 300 lb 50 3.13 @ t INTERMEDIATE RAILS DESIGNED TO WITHSTAND 50 LBS OVER 1 SQUARE FOOT ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTV! A307. PROVIDE WASHERS PER THE IBC. GROUT SHALL CONFORM TO IBC REQUIREMENTS AND point load distributed over 4sqin. 39.6 -34-3 C> * RAMPS 40PSF fl- 04 WIND . . . . . . . . . . . . . . . . . . . . . . . 120 MPH 3-SECOND GUST; "C" UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS, DESIGN F'rn a GUARDS HANDRAILS 50 PLF & 200 LB point load in any direction rn >1 UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS CA LED OUT BELOW. ALL SHIMS 1500 PSI. STRENGTH SHALL BE VERIFIED BY PRISM TESTING IN ACCORDANCE WITH 0 GUARDRAIL INFILL COMPONENT 5OPSFCL 0 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS IBC SECTION 2105.2.2.2, AND MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE DRAWINGS (AS APPLICABLE) FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL CONNECTED. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" WIND DESIGN: VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY SERIES JOIST HANGERS. WITH FBC. a BASIC WIND SPEED (3 sec. gust) 120MPH ARCHITECT OR ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. - IMPORTANCE FACTOR 1 (table 6-11) a END ZONE, ANY DOOR AND WINDOW WITHIN 5.0' FROMT BUILDING CORNER 20. WOOD FASTENERS UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT- - EXPOSURE C * INTERIOR ZONE. ANY DOOR AND WINDOW 5.0' OR FURTHER AWAY FROM 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND a INTERNAL PRESSURE COEFFICIENT (GC-pi) 0.18 BUILDING CORNERefkA G 0 BUILDING CATEGORY ....... 4°' CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BA';ED ON THE FOLLOWING 4" WALLS #4 @ 48- O.C. VERT 3/16 dia. WIRE JOINT REINF. - END ZONES 5'-0" area within of any wall C E/V*�-.. CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND SPECIFICATIONS: AT 8" O.C. HORIZ. corner, roof perimeter, roof ridge or roof hip 4�1 MUST BE VERIFIED. NO 77507 "0 SIZE LENGTH DIAMETEi 6" WALLS #4 0 48" O.C. VERT. (2) #4 0 48" O-C. HORIZ. 9 ROOF CORNER ZONES 5'-0" roof area within of any % 8" WALLS #5 0 48" O.C. VERT. (2) #4 @ 48" O.C. HORIZ. sloped roof edge & wall/ridge intersection 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND 6d 2 al 13" ® LAMBDA (A) 1.35 (figure 6-3) STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN 10 WALLS #5 0 40" O.C. VERT. (2) #5 @ 48- O.C. HORIZ. 8d 2-1/2" 0.131" a ROOF SLOPE 7-27 DEGREES 0.. ACCORDANCE WITH THE PLANS. 12" WALLS #5 0 32" O.C. VERT. (2) #5 @ 40- O.C. HORIZ. STATE OF 10d 3" 0.148" 9 MEAN ROOF HEIGHT 25 FEET 0 12d 3-1/4" 0.148" R 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE IN ADDITION, PROVIDE (1) #5 (#4 @ 6" AND 4" WALLS) VERT. AT EACH SIDE OF *­­ 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 -*';,',0NA0 CONTRACTORS WORK. THE ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT (2) #4 (#4 @ 4- WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS 74ill III0, OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING NAIL SPECIFICATIONS TO THE ENGINEER (PRIOR TO CONSTRUCTION) OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL. HORIZONTAL /0 - 3 CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS FOR REVIEW AND FOR APPROVALREINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT . OF ANY TRADE CONTRACTOR. THE ENGINEER HAS NO DUTY TO INSPECT, AROUND OPENINGS 2'-0" BEYOND FACE OF OPENING. IF 2'-0" IS UNAVAILABLE SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS -TO FRAMING SHALL BE EXTEND AS FAR AS POSSIBLE AND HOOK. PROVIDE CORNER BARS TO LAP THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS. LAP ALL REINFORCING DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. STEEL 48 BAR DIAMETERS OR 24" MINIMUM. 7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. 21. WOOD FRAMING NOTES---THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. PLANS: BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT, UNITS S. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BC CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE MINIMUM STANDARDS OF THE INT. BUILDING CODE. MINIMUM NAILING, PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 6 FEET. ALL DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO UNLESS OTHERWISE NOTED, SHALL CONFORM TOTABLE 2304.9.1 OF THE FBC. PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE REVIEW AND APPROVAL BY THE ENGINEER. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL FBC. AND ARCHITECTURAL DRAWINGS, PROVIDE WASHERS UNDER THE HEADS AND NUTS 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 "CAST-CRETE" OR EQUAL. INSTALL IN SHALL CONFORM TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION PERFORM SITE OBSERVATION DURING CONSTRUCTION. OBSERVED DEFICIENCIES AV SHALL BE REPORTED IN WRITING TO THE OWNER OR THE OWNER'S REPRESENTATIVE. (1997 EDITION) WITH A LEAD BORE HACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. OF 60 To 70 PERCENT OF THE SHANK 10, DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3 " AND SMALLER LAG SCREWS. STEEL GEOTECHNICAL B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. 28. STRUCTURAL STEEL DESIGI,FABRI CATION AND ERECTION SHALL BE BASED ON THE Lj N ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. IWO STUDS MINIMUM SHALL BE LATEST EDITION OF THE A.I.S.C. SPECIFICATIONS AND CODES: (y) 10. GEOTECHNICAL REPORT NOTE: NO GEOTECHNICAL REPORT PROVIDED. PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND 9 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN ALL FOOTINGS TO BEAR 18" MINIMUM BELOW GRADE. AT BEAM OR HEADER BEARING LOCATIONS. TWO 2>8 HEADERS SHALL BE PROVIDED AND PLASTIC DESIGN OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATIONS ASSUMED SOIL CONDITIONS FOR THE REGION. OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLI C BLOCKING FOR WOOD COLUMNS FOR STRCUTURAL STEEL BUILDINGS. SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE a A,I.S,C CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS. RENOVATION CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. 29. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: a STRUCTURAL TUBING: A500 (GRADE B) FY= 46 KSI 11. DEMOLITION., CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END a OTHER SHAPES AND PLATES: A36 FY= 36 KSI NAIL TOP PLATE TO EACH STUD WITH TWO 16d NALS, AND TOENAIL OR END a CONNECTION BOLTS A325-N (3/4- DIAMETER ROUND, U.N.O.) COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE < CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. TOP PLATE WITH 16d 0 12" O.C. AND LAP MINIM L M 4'-0" AT JOINTS AND ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C. CODE OF > EACH SIDE JC INT. i DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING PROVIDE EIGHT 164 NAILS @ 4" O.C. STANDARD PRACTICE FOR STEEL BUILDINGS. ALL ANCHORS EMBEDED IN CONCRETE OR MASONRY SHALL BE A307 HEADED BOLTS OR A36 STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD THREADED ROD WITH AN ASTM"563 HEAVY HEX NUT TACK WELDED ON THE EMBEDED END. V) EXISTING FLOOR OR ROOF SYSTEMS TO 40 PSF. FRAMING BELOW WITH 16d NAILS @ 12" O.C. STACGERED OR BOLTED TO CON- CRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7- MINIMUM EMBEDMENT) LIMITATIONS OF LIABILITY @ 4'-0" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT- co 12. EXISTING WALLS SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d @ 12" O.C. STAGGERED, 30. THE STRUCTURAL DRAWINGS AND THESE GENERAL WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHAH BE SURFACES NAILED TO ALL STUDS, TOP AND BOTTOA PLATES, AND BLOCKING WITH NOTES ARE ISSUED WITH THE UNDERSTANDING THAT IT IS THE RESPONSIBILITY OF THE OWNER ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. NAILS @ 7" O.C. NAIL 1/2" GWB WITH 5d COOLER NAILS AND 5/8" GWO WITH TO SEE THAT THE WORK IS CARRIED OUT IN ACCORDANCE WITH THESE STRUCTURAL DOCUMENTS AND THAT ANY DISCREPANCIES ARE BROUGHT TO THE ATTENTION OF THE B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF 6d COOLER NAILS. PROVIDE 4/2" (NOMINAL) APA RATED SHEATHING (SPAN ARCHITECT AND THEA IT IS ALSO ASSUMED THAT THE FIELD REVIEW DURING RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN- THE CRITICAL STAGES OF CONSTRUCTION SHALL BE CONDUCTED BY THE BUILDING OFFICIAL MEMBERS PRIOR TO CUTTING ANY OPENINGS. SUPPORTED EDGES), AND TOP AND BOTTOM PLATE 3 WITH NAILS @ 6" O.C. AND AND STRUCTURAL ENGINEER. NOTIFY ENGINEER A MINIMUM OF 48 HOURS PRIOR TO C. SMALL ROUND OPENINGS INTO CONCRETE SHALL BE ACCOMPLISHED TO ALL INTERMEDIATE STUDS AND BLOCKING WITH NAILS @ 12" O.C. ALLOW ANY REQUIRED SITE REVIEW DURING CONSTRUCTION BY CORE DRILLING. 1/8" SPACING AT ALL PANEL EDGES AND ENDS. SPECIAL STRUCTURAL INSPECTION D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS C. ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL EPDXY GROUTED INTO EXISTING CONCRETE SHALL BE PROVIDED TO MATCH PARALLEL PARTITIONS THAT EXTEND OVER MORE TIAN HALF THE JOIST LENGTH 31. THE FOLLOWING ITEMS REQUIRE SPECIAL STRUCTURAL INSPECTION, AND AROUND ALL OPENINGS IN FLOORS OR ROOF$ UNLESS OTHERWISE NOTED. IF APPLICABLE ONLY, AS PER CHAPTER 17 OF FBG 2010: HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO 1 13. CONTRACTOR SHALL CHECK FOR CRACKS AND OTHER DAMAGE AT ALL AREAS OF NEW SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR @ Reinforcing or ANCHOR BOLTS INSTALLED IN DRILLED HOLES IN CONCRETE OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN AGCORDANCE WITH NOTES ABOVE. MASONRYEPDXY GROUTED WORK. NAIL ALL MULTI-JOIST BEAMS -TOGETHER WITH 16d @ 12" O.C. STAGGERED. ® MASONRY LINTELS 14, ALL DAMAGED ITEMS SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE 9 STRUCTURAL CONCRETE (FOUNDATION PIERS, GRADEBEAMS, AND SLABS) REPLACED OR REPAIRED AS DIRECTED BY THE ENGINEER OR ARCHITECT. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF ® MASONRY WALLS 11 SHEATHING SHALL BE LAID UP WITH GRAIN PERPEN)ICULAR TO SUPPORTS AND a STEEL FRAMING AND CONNECTIONS NAILED @ 4" O.C. TO FRAMED PANEL EDGES, STRU S AND OVER STUD WALLS AS Uj Uj WOOD SHOWN ON PLANS AND @ 12"O.C.TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED 0 F- PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/__RUSSES AT UNBLOCKED ROOF 0 W 15. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN SHEATHING EDGES. ALLOW 1/8" SPACING CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. AT ALL PANEL EDGES AND ENDS OF ROOF SHE iTHING. TOENAIL BLOCKING TO SUPPORTS WITH 164 @ 12" O.C. UN(_E SS OTHERWISE NOTEDQ 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: OTHERWISE. 0 LL, WANCHORAGE z JOISTS (2X & 3X MEMBERS) SPINE OR HEM-FIR NO. 2 Lli 0 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 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 U V) (4X MEMBERS) S. PINE OR DOUGLAS FIR NO, 1 THE SIMPSON STRONG TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH I.C.B4O. MINIMUM BASE VALUE, Fb = 1000 PSI REPORT NO. ER 5279. SPECIAL INSPECTION OF INSTALLTION IS REQUIRED. BEAMS; (INCL. 6X AND LARGER) S. PINE OR DOUGLAS FIR NO. I CONCRETE MINIMUM BASE VALUE, Fb = 1350 PSI ISSUE DATES: 23. CONCRETE SHALL. BE MIXED, PROPORTIONED, CONVEYED AND PLACE IN ACCORDANCE WITH IBC SECTIONS 1905,1906 AND ACI 301 INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28 P MINIMUM BASE VALUE, Fc 1300 PSI CONTAIN NOT LESS THAN 5 % SACKS OF CEMENT PER CUBIC YARD AND SHALL BE FILE Copy - POSTS: (4X MEMBERS) S. PINE OR DOUGLAS FIR NO. 2 -DAY STRENGTH OF Fc' 2,500 psi AND MIX SHALL PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. P (6X AND LARGER) S. PINE OR DOUGLAS FIR NO, 1 24. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCL(IDING SUPPLEMENT Sl), MINIMUM BASE VALUE, Fc = 925 PSI GRADE 60, F(= 60,000 PSI. NO BARS PARTIALLY EMBE)DED IN HARDENED CONCRETE RUMED FOR CODE COME SHALL BE FIELD BENT UNLESS SPCIFICALLY SO DETAILED OR APPROVED BY THE10FATLANTICUEACH STRUCTURAL ENGINEER. C11 SHEET TITLE: STUDS, PLATES & MISC. FRAMING: S. PINE OR DOUG-FIR NO. 2 SEE PERMITS FOR ADDY110NAL I L REIIIUJIRMLIMFNI'SANDCOINDMONS, GENERAL NO'I'ES 16. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. DRAWING NO.' SHEET INDEX: so.. GENERAL STRUCTURAL NOTES U Sl: PLAN & DETAILS