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1600 SELVA MARINA DR - PETES TURN DRAWINGS STRUCTURAL DESIGN CRITERIA FASTENERS DO NOT MEASURE DRAWINGS STRUCTURALABBREVIATIONS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES DESIGN PER 2014 FLORIDA BUIL)ING CODE, UNLESS OTHERWISE NOTED. EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-11E STRONG-BOLT2 OR WOOD CQNT`D PRIOR TO CONSTRUCTION. SEE GENERAL NOTES j LIVE LOADS: APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTED MASONRY ROOFS AND CANOPIES: (REDUCIBLE) . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF SHALL BE AT LEAST 7 11MES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER UNLESS OTHERWISE NOTED, USE THE FOLLOWING MINIMUM GRADE OF LUMBER F AMING: GA SCHED # NUMBER OR POUND GAGE SCHEDULE STAIRS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF MANUFACRJRER'S PRINTED INSTRUCTIONS. 0 ROUND OR DIAMETER GALV GALVANIZED SECT SEC11ON FLOOR (REDUCIBLE) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF FRAMING MINIMUM GRADE 7� GC SILL ON FOUNDATION WALLS OR NO. 3 SYP r_1 SQUARE GENERAL CONTRACTOR Sim SIMILAR ATTIC FLOOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 PSF SCREW ANCHORS SHALL BE HILT] KWIK HUS-EZ, SIMPSON STRONG-TIE 11TEN HD OR APPROVED & AND GT GIRDER TRUSS SPA SPACE EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 9 SLAB ON GRADE 44 00 .2 00 DEAD LOADS: 17� a, 0 SPEC SPECIFICAT10N TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED AT FLOOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF JOISTS & RAFTERS NO. 2 SYP HGT HEIGHT SQ SQUARE INSTRUCTIONS. ALUM HORIZ HORIZONTAL STD STANDARD ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF C> ALUMINUM REVIEWED FOR CODE CON�F UANCE CA PLATES, CAPS & BUCKS N 0. 2 SYP -14 AR ANCHOR ROD HSA HEADED STUD ANCHOR STIFF STIFFENER WIND LOADS: POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157- DIAMETER HIL-n X-U, SIMPSON CITY OF ATLANTIC BE k"W"H U 8 ARCH ARCHITECTURE HT HEIGHT STIL STEEL ULTIMATE WIND SPEED: (A�ICE7-110) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 129 MPH STRONG-11E PDPA OR EQUAL, LION. EMBED MIN 1-1/4" INTO CONCRETE AND CMU. DO NOT ASSY STUDS SEE SCHEDULE, 3/S2.3 SEE PERMITS FOR AWIT ASSEMBLY STIR STRAIGHT 00'TtN3 AM IF INSIDE FACE STRUCT STRUCTURAL NOMINAL WIND SPEED- . 100 MPH PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE STRUCTURAL REQUIll"ENTS 27 FT MEAN ROOF HEIGHT. STEEL. 00 B/ BOTTOM OF INFO SYM POSTS & COLUMNS (INCLUDE ALL SPF #1/#2 INFORMATION SYMMETRICAL . . . . . . 77_�� "t %. 4 00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0� INT RISK CATEGORY . . . 1., 1046 BETWN BETWEEN INTERIOR VER11CAL MEMBERS SPECIFICALLY INEMEWED IM DATE. -me" I � '2 "6 WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C ADHESIVE ANCHORING (EPDXY) # & BOT BOTTOM T&B TOP & BOTTOM CALLED OUT, I.E. 3 - 2x4) ENCLOSURE CLASSIFICA11014 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ENCLOSED ADHESIVE ANCHORING FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGE SYSTEM, BM BEAM JNT JOINT T/ TOP OF U C> INTERNAL PRESSURE COEF 9 CIENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.18 SIMPSON STRONG-11E AT-XP OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT W, BLDG BUILDING JST JOIST T/U PANEL TILT-UP PANEL CONNECT OVER FRAMING (SUCH AS VALLEY TRUSSES) TO MAIN ROOF FRAMING BELOW WITH U THICKENED EDGE DIREC71ONALITY FACTOR (Pd) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.85 LEAST 12 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN 4A BPL BASE PLATE LB TE SHAPE FACTORS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PER CODE RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'S SIMPSON VTC2 NTH 4-10d NAILS INTO TRUSS AND 5-10d x 1X7 NAILS INTO OVERFRAMING OR Cz 6 BRG BEARING POUND THK THICK 1A4"x16 go TWIST STRAP 0 48" MAX W/4-10d NAILS EACH END OF STRAP. Ed t4=. LG LONG THREADED RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUT WITH AIR THIRD C TO C CENTER TO CENTER LLH LONG LEG HORIZONTAL TRANSV TRANSVERSE THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION. IMPACT USING A COMPRESSOR WITH A FUNC11ONAL OIL TRAP (EXCEPT WERE PERMITTED WHEN USING POST BASE AND CAPS FOR 4x4 AND 6x6 POST SHALL BE SIMPSON CB OR CBSQ SERIES AT CANT CANTILEVER LLV LONG LEG VERTICAL TS THICKENED SLAB RESISTANT GLAZING IS NOT REWIRED. A HILT] SAFE SET HIT Z ANCHOR ROD OR HILTI HOLLOW DRILL BIT W/ VACUUM). BASE AND CC OR CCO SERIES AT CAP. u LSH ci CONSTRUCT10N JOINT LONG SIDE HORIZONTAL TYP TYPICAL CENTER LINE LSV LONG SIDE VERTICAL CONCRETE (DESIGN PER CURRENT EDITION ACI 318) GENERAL - ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 355.4. INSTALLATION SHALL CL JOIST HANGERS SHALL BE SIMPSON SERIES WS, UON. OFFICE COPY 00 CLR CLEAR UON UNLESS OTHERWISE NOTED SLABON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F'C= 3000 PSI BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN U 01� CMU CONCRETE MASONRY UNIT MANUF MANUFACTURER FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FC= 3000 PSI INSTALLER TRAINED BY THE MANUFACTURER. INSTALLA11ON OF ADHESIVE ANCHORS COL COLUMN MATL MATERIAL VER VERIFY ALL OTHER CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FC= 3000 PSI HORIZONTALLY OR UPWARDLY WHICH SUPPORT SUSTAINED TENSION LOADS SHALL BE CONVENTIONAL FASTENING AND STRAPPING HAVE BEEN SHOWN ON THESE DRAWINGS TO RESIST CONSULTANTS: CONC CONCRETE MAX MAXIMUM VERT VERTICAL PERFORMED BY A CER11FIED ADHESIVE ANCHOR INSTALLER IN ACCORDANCE WITH AC1318 WIND LOADING. AN ALTERNATE SYSTEM USING FULL HEIGHT BOLTED RODS, CABLES, ETC. CONN CONNEC11ON MECH MECHANICAL ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE APPENDIX D AND CON11NUOUSLY INSPECTED PER AC1318. (SUCH AS QUICK--flE) MAY BE SUBMITTED. SUBMIT DETAILED SHOP DRAWINGS AND D CONST CONSTRUCT10N MIN MINIMUM WITH STRUCTUFRAL W/ DRAWINGS TO BE WELDED SHALL BE ASTM A706 AND WELDING SHALL BE IN ACCORDANCE NTH CALCULATIONS SIGNED AND SEALED BY A REGISTERED ENGINEER FOR APPROVAL PRIOR TO OFFICE OPY W CONT CONTINUOUS MISC MISCELLANEOUS WITHOUT AWS D1.4. CAPACITIES - UON, DESIGN BOND STRENGTH OF ANCHORS HAVE BEEN BASED ON CRACKED FABRICATION. THE SUBMITTAL SHALL ADDRESS THE FOLLOWING: W/o r CONTR CONTRACT10N WP WORK POINT CONCRETE, ACI 355.4 TEMPERATURE CATEGORY B, AND INSTALLATIONS INTO DRY HOLES MCVEIGH & MANGUM CTR CENTER NIC NOTIN CONTRACT WATERSTOP DRILLED NTH A ROTARY IMPACT DRILL OR ROCK DRILL INTO CONCRETE THAT HAS CURED AT ENGINEERING, INC. WS WELDED WIRE FABRIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A185 THE TOP PLATE MUST BE CONSIDERED AS TWO SEPARATE MEMBERS FOR < CTRD CENTERED NO NUMBER WELDED WIRE FABRIC LEAST 21 DAYS AND HAS A CONCRETE TEMPERATURE OF AT LEAST 50 DEGREES F AT 11ME WWF TRANSFERRING UPLIFT FORCES TO THE ALTERNATE SYSTEM, UNLESS IT 9133 RG SKINNER PARKWAY NS NEAR SIDE TIMBER [DESIGN PER CODE <ECTION 2301.2 (ALLOWABLE STRESS OR LRFD DESIGN) OF ANCHOR INSTALLATION. JACKSONVILLE, FL 32256 D IS NAILED TOGETHER TO ACT AS ONE MEMBER (I.E. VQ/It CALCULATION REQUIRED). DBA DEFORMED BAR ANCHOR NTS NOT TO SCALE AND CURRENT ED11ION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION] PH: 904.483.5200 z DEFIL DEFLEC11ON STRUCTURAL LUMBER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . #1/#2 SPRUCE-PINE-FIR WOOD 0 WOOD WALL SHEATHING MAY BE USED TO TRANSFER THE UPLIFT FORCES PROVIDED 0 DET DETAIL Oc ON CENTER W ADDITIONAL NAILING IS PROVIDED AT THE TOP PLATE (SEE SSTD 10-97 BY SBCCI FOR 0 DIAG DIAGONAL OD OUTSIDE DIAMETER STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISE NOTED CUPS, CONNECTIONS, HANGERS, HOLD-DOWNS, ETC. SHOWN ON THESE DRAWINGS ARE SIMPSON U_ ACCEPTABLE TABLES). NAIL SPACING AT SHEARWALLS WILL NEED TO BE INCREASED. 0 DIA DIAMETER OF OUTSIDE FACE (UON) MATERIALS SHALL BE AS FOLLOWS: STRONG-TIE CONNECTORS, UON. FASTENERS OF OTHER MANUFACTURERS MAY BE SUBSTITUTED SHEARWALLS WITH 3" EDGE NAILING MAY NOT BE USED TO TRANSFER UPLIFT FORCES, z DIFF DIFFERENT 0/0 OUT TO OUT PROVIDED THE LOAD VALUES OF THE SUBS11TUTED FASTENER FOR GROUP 11 WOOD SPECIES H W OTHER SHAPES & PLATES . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A36, Fy--36 KSI SINCE NAILING CAN NOT BE INCREASED. U) DIM DIMENSION OPNG OPENING EQUALS OR EXCEEDS THE SPECIFIED FASTENER. z DO DITTO OPP OPPOSITE HSS SQUARE & RECTANGULAR SHAPES . . . . . . . . . ASTMI A500 GRADE B, Fy--46 KSI 0 0 0 DWG DRAWING GENERAL SYMBOLS WELDING ELECTRODES . . . . . . . . . . . . . . . . . . . . AWS A5.1 OR A5.5 SERIES E70 ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS SHOWN OTHERWISE OR 0 GYPSUM BOARD WALL SHEATHING (EXCEPT AT GYPBOARD SHEARWALLS) MAY BE USED z PERPENDICULAR W PERP HIGH-STRENGTH BOLT.' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N40 ASTM A325 MANUFACTURER'S CONNECTOR LITERATURE SPECIFIES OTHERWISE.- TO TRANSFER UPLIFT FORCES PROVIDED SPECIAL NAILING IS PROVIDED. IF WALL EA EACH PIL PLATE DEFORMED BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A496 SHEATHING IS USED TO TRANSFER UPLIFT THE HURRICANE CUPS SHALL BE INSTALLED EF EACH FACE PNL PANEL PLAN, SEC11ON OR DETAIL NO. UNDER THE SHEATHING AND ON THE SAME SIDE OF THE WALL WELDABLE BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTMI A706 NAILING OF ALL MEMBERS SHALL BE IN ACCORDANCE NTH THE BUILDING CODE. SEE 1/S2.2 EJ EXPANSION JOINT PREFAB PREFABRICATED SHEET NUMBER PAINT & PROTEC11ON . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SSPC PAINT 25 0 EL ELEVAT10N PSF POUNDS PER SQUARE FOOT 0 SHEARWALL SILL ANCHOR BOLT SPACING MUST BE PER THE SHEARWALL SCHEDULE. REVISION: DATE W FOR STRAPPING AND STUDS AT WALL OPENINGS SEE DETAIL 2/S2.2. a- ELEC ELECTRICAL PSI POUNDS PER SQUARE INCH SOIL BEARING (ASSUMED DESIGN MAXIMUM) . . . . . . . . . . . . . . . . . . . . . . . . . 250OPSF HOWEVER, EACH BOLT FOR THE ALTERNATE SYSTEM MAY REPLACE ONE SCHEDULED 0 ELEV ELEVATOR 1�7% NORTH ARROW SILL PLATE BOLT AND ANCHOR BOLT WASHERS SHALL BE 11/8"xOxO AT BEARING LOCATIONS ANCHOR BOLT. § TQ RN[7 -4 W ENGR ENGINEER QTY QUANTITY z WITH UPLIFT. < EQ EQUAL SHEARWALL HOLDOWNS AND FLOOR TO FLOOR STRAPPING AT END POSTS MUST BE W 2 EQUIP EQUIPMENT R OR RAID RADIUS GENERAL NOTES ROOF SHEATHING SHAL BE 19/32" MINIM APA RATED SHEATHING, EXPOSURE 1 NTH 32/16 PROVIDED AS SCHEDULED UNLESS AN ICC REPORT OR OTHER TESTING IS PROVIDED >_ EXIST EXISTING RD ROUND KEYED NOTE TO PLAN SHOWING THAT LATERAL SHEARWALL DEFLEC11ON IS WITHIN ACCEPTABLE LIMITS. z FOUNDATIONS SPAN RATING. HOWEVE 16" MINIM APA RATED SHEATHING, EXPOSURE 1 NTH 24/16 < EXP EXPANSION REF REFERENCE LT >_ SPAN RATING MAY BE USE SPHALT SHINGLED OR STANDING SEAM METAL ROOFS. 0 EXT EXTERIOR REINF REINFORCE(MENT) IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THE CABLE SYSTEMS MUST BE PRE-TENSIONED TO RESIST UPLIFT LOADING. SUBMIT EW EACH WAY REQ REQUIRE TENSIONING PROCEDURE FOR APPROVAL. 0 FOUNDATION TYPE ENGINEER SHALL BE NOTIFIED. FLOOR SHEATHING SHALL BE 23/32" MINIMUM APA RATED SHEATHING, EXPOSURE 1 WITH 2 REQ'D REQUIRED 0 Ir F13 FLAT BAR RET RETAINING 48/24 SPAN RATING OR APA RATED STRUD-1-FLOOR, EXPOSURE 1 WITH 24- OC SPAN RATING. 0 TRUSSES AND CONVENTIONAL FRAMING WILL BE FASTENED NTH CONVENTIONAL 0 LL FD FLOOR DRAIN REV REVISION CONCRETE FASTENERS AS SHOWN ON THESE DRAWINGS, UNLESS AN ALTERNATE PROCEDURE IS z FDN FOUNDAT10N REVISION NUMBER ROOF AND FLOOR DECKING SHALL BE NAILED WITH 8d NAILS AT 7/16'1& 1/2" DECK AND 10d SUBMITTED FOR APPROVAL. z FF FINISH FLOOR UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL NAILS AT 5/8" & 3/4" DECK. SPACE NAILS AT 6- AT SUPPORTED EDGES OF DECK (4" AT 0 RODS OR CABLES SHALL BE TIED OFF AT EACH FLOOR. IF NOT, END POSTS 0 FUR FLOOR BE AS FOLLOWS: EXTERIOR WALLS) AND 12- SPACING AT INTERMEDIATE SUPPORTS. AT GABLE ENDS, NAIL ROOF W SPECIFIED AT THE GROUND FLOOR SHALL BE USED FULL HEIGHT. < FS FAR SIDE FOOTINGS ................................ ...................................................................................... 3 DECK AT 4" AT PANEL EDGES AND AT 6" AT INTERMEDIATE SUPPORTS FOR A DISTANCE OF 0 FTG FOOTING FOOTING STEP SLABS ON GRADE ....................................................................................... 2" FROM TOP 10'-0" FROM THE END WALL. z WOOD TROSES D 2 ALL REINFORCING SHALL BE HEL SECURELY IN POSITION WITH STANDARD ACCESSORIES PROVIDE 2X4 BLOCKING FOR SUPPORT OF ROOF SHEATHING AT HIPS AND VALLEYS. 2 TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS INDICATING ACTUAL TRUSS LAYOUT, 0 IN CONFORMANCE WITH CRSI MA4UAL OF STANDARD PRACTICE AND ACI 315 DURING ENGINEERS SEAL 0 THE PLACING OF THE CONCRETE. DESIGN, WIND UPLIFT AT BEARING LOCATIONS, NUMBER AND TYPES OF TRUSSES, ETC. SHOP W WALL SHEATHING SHALL BE 7/16" MINIMUM APA RATED SHEATHING, EXPOSURE 1 WITH 24/16 (n DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL 3: COMPONENT & CLADDING NOMINAL SPAN RATING. SHEATHING MAY BE ORIENTED VERTICALLY OR HORIZONTALLY FOR FLEXIBLE WALL ENGINEER. TRUSS MANUFACTURER SHALL COORDINATE AND VERIFY ALL TRUSS DIMENSIONS AND of UNLESS OTHERWISE NOTED, SPU ES IN REINFORCING, WERE PERMITTED, SHALL BE AS FOLLOWS: 1 '000% W FINISHES. SHEATHING MUST BE ORIENTED HORIZONTALLY FOR BRITTLE WALL FINISHES (STUCCO) DESIGNS WITH ARCHiTECTS DRAWINGS. WIND PRESSURES (PSF) 2o WELDED WIRE FABRIC ............. ............................. "RE SPACING PLUS 6" UNLESS STRUCTURAL 1 RATED SHEATHING OR 15/32- 5-PLY/5-LAYER PLYWOOD OR 15/32" C E 0 Y13 2 ;3�(j REINFORCING BARS ................ ............................. 40 BAR DIAMETERS OSB IS USED. ROOF FRAMING\ PLAN AND TRUSS TYPES ARE DIAGRAMMATIC AND ARE INTENDED TO INDICATE W ROOF .s-S 0 DESIGN CONCEPT ONLY FOR ROOF CONFIGURATION. W 1 STEEL NON SHEAR WALL WOOD WALL SHEATHING SHALL BE FASTENED TO BLOCKING & STUDS w/8d 0 ZONE 10 SF 50 SF 100 SF < 6* OC AT PANEL EDGES AND AT 12" OC AT INTERMEDIATE SUPPORTS. FOR NAILING TRUSSES SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH ANSI/TP11 a. ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON. U) ALL ZONES +14.2 +11.3 +10.0 21 2 REQUIREMENTS AT SHEAR WALLS, SEE SHEAR WALL SCHEDULE 2/S2.3. "NATIONAL DESIGN STANDARDS FOR METAL-PLATE-CONNECTED WOOD TRUSS CONSTRUC11ON . STATE 2 MINIMUM SIZE OF ALL FILLET WE_DS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS EVEN PROVIDE A MINIMUM OF 2 STUDS UNDER BEAMS OR GIRDER TRUSSES CARRYING FLOOR OR ROOF TRUSS DESIGN CRITERIA W 1 -22.5 -21.1 -20.5 20 1 1 1 2 2 201 THOUGH SHOWN OTHERWISE ON kRCHITECTURAL, MECHANICAL, OR STRUCTURAL DRAWINGS. 2 ROOF LOADS. AT BEAMS WIDER THAN 3V, TRIPLE TRUSS GIRDERS AND AT ALL CORNERS LIVE LOAD ................................................................. SEE DESIGN CRITERIA THIS SHEET L M 2 -39.2 -31.9 -28.8 PROVIDE MINIMUM OF 3 STUDS FULL HEIGHT. DEAD LOAD - STANDING SEAM METAL ROOF..................................... 10 PSF TOP CHORD ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURAL floiN111111110 10 PSF BOTTOM DRAWINGS, BUT NOT SIZED, SHA L BE A MINIMUM OF: 0 3 58.0 -49.3 -45.5 1 1 )(e 2-112 AXIALLY LOADED INTERIOR POSTS SUPPOR11NG BEAMS OR HEADERS SHALL BE CON11NUOUSLY CHORD d SUPPORTED TO THE GROUND. PROVIDE POSTS OR BLOCKING WITHIN FLOOR TRUSS SYSTEM AS MIN DEAD LOAD (FOR UPLIFT) - STANDING SEAM METAL ROOF....... 7 PSF W 6 _1 0 lo & 2o -45.9 -45.9 -45.9 1 )(6 2-12 REQUIRED. ANY SEGMENT OF A BEARING WALL BETWEEN OPENINGS WHICH IS 24" OR LESS IN WIND UPLIFT ........................................................................................ PER CODE D 0 2 LENGTH SHALL BE CONSIDERED AS AN AXIALLY LOADED INTERIOR POST. CADD DWG. FILE NO. 0 30 -77.2 -59.7 -52.2 1 3 X FLOOR TRUSS, DESIGN CRITERIA 30 2o W - ALL HEADERS AND BEAMS SHALL BE FASTENED TOGETHER PER DETAIL 6/82.3. HEADERS SHALL LIVE LOAD ................................................................ 100 PSF WALLS BE 3-2x10 IN 2x6 WALLS UNLESS OTHERWISE NOTED ON PLAN OR IN THE HEADER SCHEDULE DEAD LOAD .............................................................. 25 PSF E: LE: W OVERHANGS 4/S2.3. HEADERS ARE BELOW PLATE, UON. U) ZONE 10 SF 100 SF 500 SF (CANOPIES, UC) BRACE BOTTOM CHORD AS REQUIRED FOR WIND UPLIFT. AS SHOWN W M ALL BUILT-UP COLUMNS AND STUDS SHALL BE FASTENED TOGETHER PER DETAIL 9/S2.3. >_ +24.6 +20.9 +18.4 ROOF PLAN (GENERIC, BUILDING SHO COORDINATE TRUSS LOCATIONS/CONFIGURATION WITH PLUMBING WALLS AND HVAC EQUIPMENT CADD USER ID: < 4 2 26.7 -23.0 -20.5 FOR SPLICES IN TOP PLATES, SEE DETAIL 8/S2.3. SO AS TO AVOID CONFLICTS. SEE MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF EQUIPMENT, DUCTS, STACKS, PIPES, ETC. GENERAL CONTRACTOR SHALL ENSURE TRUSS CONFIGURATION ACCOMMODATES ALL EQUIPMENT, DUCTS, ETC. LEGAL DESCRIPTION: +24.6 +20.9 +18.4 HOLES AND NOTCHES MUST BE APPROVED BY THE ENGINEER. IF APPROVED THE NOTCHES ON 5 33.0 -25.6 20.5 THE ENDS OF JOISTS SHALL NOT EXCEED ONE-FOURTH THE DEPTH. HOLES BORED FOR PIPE OR CABLE SHALL NOT BE WITHIN THE TOP OR BOTTOM THIRD OF THE JOIST DEPTH AND THE TEMPORARY TRUSS BRACING SHALL BE INSTALLED IN ACCORDANCE WITH "RECOMMENDED DESIGN DIAMETER OF SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE JOIST DEPTH NOTCHES FOR SPECIFICATIONS FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" 0 NOIES: PIPES IN THE TOP OR BOTTOM OF JOISTS SHALL NOT EXCEED ONE-SIXTH THE JOIST DEPTH (TPI-DSB) AND -COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND 1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER AND SHALL NOT BE LOCATED IN THE MIDDLE ONE-THIRD OF THE SPAN. BRACING METAL PLATE CONNECTED WOOD TRUSSES" (TPI-HIB). INSTALL ALL WEB BRACING 0 5 REQUIRED BY THE TRUSS DESIGNER. TEMPORARY BOTTOM CHORD AND WEB BRACING SHALL z TRIBUTARY AREAS, LINEARLY INTERPOLATE I BETWEEN VALUES SHOWN ABOVE. STRESS GRADE: SPRUCE-PINE-nR #1/#2 OR ENGINEER APPROVED EQUAL. ALL DESIGN REMAIN PERMANENTLY IN PLACE. THE BOTTOM CHORD BRACING SHALL NOT EXCEED 10, PROJECT PHASE: W VALUES ARE UNDER NORMAL LOADING AND IN DRY CONDITIONS OF SERVICE. SPACING FOR TRUSSES WHERE NO SHEATHING IS ATTACHED TO THE TRUSS BOTTOM CHORD OR lim > SITIVE PRESSURES ACT TOWARD THE BUILDING. 9 DDI 2) PO mx WITH TRUSS BOTTOM FILLER. PROVIDE 2x4 LATERAL BRACING 0 36" UNDER PIGGYBACK W NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING. ALL LUMBER USED IN EXTERIOR APPLICATIONS, INCLUDING: BALCONY DECK BOARDS, -16d NAILS TO TRUSSES. W TRUSSES. ALL BRACING SHALL BE NAILED WITH 2 PROJECT NUMBER 3) SEE DIAGRAMS FOR LOCATION OF ZONES. LEDGER, JOISTS, BEAMS, WOOD IN CONTACT WITH STEEL OR EXTERIOR CONCRETE 5 4) PRESSURES SHOWN ARE NOMINAL WIND PRESSURES. SLABS OR WALLS, AND SILL PLATES EXPOSED TO CONCRETE SHALL BE TREATED IN AT TRUSSES REQUIRING HORIZONTAL WEB BRACING, PROVIDE 2x4 DIAGONAL BRACE (APPROX 4 MULTIPLY BY 1.67 FOR UL11MATE WIND PRESSURES. ACCORDANCE NTH AWPA U1. USE CATEGORY 2 FOR SILL PLATES, CATEGORY 3B FOR 5 DEGREES) 0 20' MAXIMUM SPACING. NAIL THE TOP END OF DIAGONAL TO WEB OF TRUSS AT EXTERIOR MEMBERS, AND CATEGORY 4A FOR WOOD IN GROUND CONTACT. SEE AWPA ROOF, NAIL MIDDLE OF DIAGONAL TO TRUSS WEB AT HORIZONTAL LATERAL BRACING LOCATION 5 U1 FOR ALL OTHER CASES. < AND THE BOTTOM END OF DIAGONAL TO BOTTOM OF WEB OF TRUSS AT CEILING. NEW W PRESSURE-TREAT LUMBER IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF D THE AMERICAN WOOD PRESERVERS ASSOCIA11ON (AWPA). SPECIFICATIONS CONSTRUCTION a W SEE ARCHITECTURAL DRAWINGS FOR PROTECTION OF NON-PRESSURE TREATED WOOD THRU USE CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE OF FINISHES & COATINGS. ATLANTIC BEACH FL 0 REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN -W < 0 INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING. Z a=31-319 ALL FASTENERS AND NAILS IN CONTACT NTH PRESSURE TREATED LUMBER SHALL BE MADE OF LLS (GENERIC BUILDING SHOWN) TYPE 304 OR TYPE 316 STAINLESS STEEL UNLESS 'ME LUMBER IS TREATED WITH CCA-C OR A GEOTECHNICAL TES11NG AND PETE' S TURN SBX (DOT), BUT NOT SBX (DOT) WITH SODIUM SILICATE (NoSI02). C z INSPECT10N FIRM SHALL BE EMPLOYED TO 0 0 PERFORM A SOIL SURVEY FOR A B CC C; WIND PRESSURE DIAGRAMS SATISFACTORY SOIL MATERIALS, SAMPLING T_ Cn AND TES11NG FOR QUALITY CONTROL AS PER THE RECOMMENDATIONS OF THE V) C1 SCALE: INTS DESIGN CRITERIA & \�N�0-1 GEOTECHNICAL REPORT FOR THIS Lo q- r PROJECT. ALL EARTHWORK OPERATIONS GENERAL NOTES CY) 0 SHALL BE PERFORMED TO THE SATISFAC11ON OF THE GEOTECHNICAL U11 co a- McVE1G'u MANGUM V- 0 TESTING FIRM. ENGINEERING - INC 9133 TLO. Skinner Parkway 0 These materials are copyrighted and protected under Section 102 of the Architectural Works Copyright Protection Ad of 1990. The copyright protections apply to the Jacksonville, Florida 32256 Ph: (904)483-5200 Fax: (904)636-6770 overall form of the structures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorized use of CA 6330 email:nmfl(p SO ' l McVeighMangum.com cc) these materials can result in substantial criminal and civil liability. Eng.of Record. Wayne D.Mangum License No.: 40178 DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES FASTEN PT 2X6 TO STEEL TUBE W/ PRIOR TO CONSTRUCTION. SEE GENERAL NOTES POWER DRIVEN FASTENER (PDF) 0 BALLOON FRAME WALLS 0 3" OC STAGGERED. PDF SHALL HAVE STAIRWALL & ELEVATOR SHAFT A SHANK DIAMETER OF 0.145" & M C> W/2-2x6 SPF #1/#2 0 16' OC FULLY PENETRATE TUBE WALL, TYP 0 C> $-0 ........ ... .......... ....... ............... ........... ...... kn 00 00 �D SW6- ('i -I I............................................................................................................... —————————————— ————————---—————————- ------------------------ r——————---— ———————————---— 3'-0"x3'-0"x1'-0" DEEP =t Cd �n Cd NOTE 9 THK EDGE W/ 3-#3 BARS EA WAY T&B, TYP > 4"rm -t kn f 20-0nx2f-0* 4% THK SLAB W/ C> 3-#5 EA WAY FOUNDATION PLAN V U '-t SCALE: 1/4" 1'-0* 4" SLAB RECESS L-1 'd ---------------------------- o SEE MANUF DATA 'd 9 FOR DIMS PLAN NOTES: 0 3'-0"x3'-0"x1'-0'* DEEP 1) FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S0.1. S2 %.0 U I IN ADD111ON TO THK SLAB W/ 3-#3 I JACK STUDS MIN 3 CA BARS EA WAY T&B, TYP 2) THIS FOUNDATION LAYOUT ASSUMES TRUSSES ARE FRAMED AS FULL HEIGHT STUDS 00 3 SHOWN HEREIN. THE TRUSS MANUFACTURER SHALL NOTIFY THE al� 8 EA JAMB I ENGINEER AND GENERAL CONTRACTOR OF ANY ADDITIONAL M�u S2.1 -0000--a S2.1 BEARING REQUIREMENTS PRIOR TO FOUNDATION CONSTRUCTION. SLAB JOINTS, 4" CONCRETE SLAB N GRADE W/ WWF SW# SEE DETAIL 7/Sf.1 CONSULTANTS: 6x6 - W1.4 x W1.4 ION 10 MIL VAPOR 3) DENOTES SHEARWALL PER SCHEDULE 2/S2.3 SEE W BARRIER AND COMPACTED FILL. T/SLAB PLAN FOR SHEARWALL LOCATIONS. SEE ARCH FOR PLAN STRUCTURAL EL +0'-0" TYP UO DIMENSIONS. W MCVEIGH & MANGUM 4) FOR ELEVATIONS AND WALL SECTIONS, SEE ARCHITECTURAL. ENGINEERING, INC. VERIFY ALL DIMENSIONS NTH ARCHITECTURAL. < 9133 RG SKINNER PARKWAY JACKSONVILLE, FL 32256 TION 5) VERIFY ALL DIMENSIONS SHOWN W/ARCH PRIOR TO FABRICA PH: 904.483.5200 OR CONSTRUCTION. SEE ARCH FOR DIMENSIONS NOT SHOWN. z 0 2 6) FOR REINFORCEMENT AT FOOTING CORNERS, SEE DETAIL 5/S2.1. S2.1 0 1 7) FOR PIPE PENETRATIONS AT FOOTINGS, SEE DETAIL 6/S2.1. z W ————————— ————————————— ————————— ——---——- —————————— ——————————— U) z 91 177- 8) WHERE SHEATHING MAY COME INTO CONTACT w/ STEEL COLUMN 0 � t PROVIDE AN INTERMEDIATE WATER RESISTANT MEMBRANE. z W —————-- -— ——————————— —-- ——— ——— 9) SEE 6/S2.4 FOR MULTIPLE STUDS REQUIRED BELOW EACH 2nd FLOOR CONNECTION AT POST, TYP. F001ING BY REVISION: DATE 0 OTHERS, TYP ..................................................-........ ...... 0 "k-111-1111-11-1111 "I'l""I'll""I'llIll""I",,*",'I........... y .................. .......... co rT� z S2.1 W L-————————— z ————————————- < 6d ........... SW3 Of 0 ---------- ...... BALLOON FRAME WALLS 0 0 U- STAIRWALL & ELEVATOR SHAFT 2-#4x3"-0" I-G, z W/2-2x6 SPF #1/#2 0 16" OC SEE 10/S2.1, TYP 10 z S2.1 0 COLUMN S2.1 0 W ADD MINIMUM 2-2x6 BLOCKING < 0 BETWEEN BALLOON FRAMED WALL HSS9x5xA TYP 0 z STUDS, BETWEEN HSS AND SHEAR CORNERS. ORIENT 2 WALL AT GROUND FLOOR TOP PLATE. AS SHOWN ON PLAN 2 FASTEN CS14 STRAPS SIMILAR TO ENGINEER'S SEAL 0 6x6 WOOD POST, BLOCK BELOW DECK 0 8/S2.4 AROUND COLUMN TO GROUND W BETWEEN FLOOR TRUSSES kND FASTEN FLOOR SHEAR WALL TOP PLATE. 2nd FLOOR GUARDRAIL BASE OF POST W/ 8-16d TOENAILS, AND ATTACHMENT 2 EA FACE, TYP 8 s-.0 D A4 W TO POST BY OTHERS r6 6x6 POST, TYP S2.4 0 ADD BLOCKING S2.4 of OPPOSITE E/V % 0 0 - --[ PROVIDE LEDGER, BLOCKING OR W r CONNECTON BELOW 2nd FLOOR PER CANOPY MANUFATURER U) r2 1 S TA PRE ENGINEERED S2.4 W CANOPYBY OTHERS /ON A OPEN FOR LIFT, U) M SEE MANUF DATA 3-2x6 3UIL UP OLU AN FOR DIMS cn BE�M BFARI G E D W I 0 < CADD DWG. FILE NO. 2ND FLOOR FR.11 MING PLAN 0 .2 W SCALE: 1/4" = 1'-0m CALE: :52% W :i (n AS SHOWN Z) ADD MINIMUM 2-2x6 BLOCKING FLOOR FRAMING PLAN NOIES: 0- W BETWEEN BALLOON FRAMED WALL SWjL 0) M TV9 CADD USER ID: q- STUDS, BETWEEN SHEAR WALL AND 1) 1777-77777TENOTES SHEARWALL PER SCHEDULE 2/S2.3 SEE PLAN FOR FLOOR TRUSS TOP PLATE. FASTEN 2,V P E—E GINE[RED WOO FLOOR LUSSES 1�"l OC I SHEARWALL LOCATIONS. SEE ARCH FOR PLAN DIMENSIONS 1—CMS14 w/ 38-10d NAILS EA END I I I I IV— x I I I I LEGAL DESCRIF31TION: (NAILS TO RUN THE LENGTH OF I I I I I I I I I I I I I I I I I 1 1 2) FOR ELEVATIONS, WALL SECTIONS AND DIMENSIONS, SEE ARCHITECTURAL. BLOCKING IN SW). STRAPS SIMILAR TO 8/S2.4 FROM BLOCKING TO TRUSS 3) TRUSS DESIGNER TO COORDINATE TRUSS PLACEMENT & WEB U- 0 TOP PLATE. CONFIGURATION TO MAX(IMIZE USEABLE SPACE TO ALLOW FOR UNINTERRUPTED ROUTING OF DUCTWORK. < 'S a- LL: 0 4) FOR ALL HEADERS AND BEAMS NQT CALLED OUT ON PLAN, SEE PROJECT PHASE: 0 z DESIGN END WALL FLOOR TRUSS I I I I I I I HEADER SCHEDULE 4/S2.3. SEE NOTE 6 WERE HEADER IS W TO CARRY A 6000# IN PLANE DDI > LOCATED DIRECTLY BELOW A ROOF GIRDER TRUSS. HORIZONTAL SHEAR LOAD IN on PROJECT NUMBER U- U) ADDITION TO VERTICAL LOADS. 5) DENOTES INTERIOR BEARING WALL BELOW. FRAMING PLAN IS z SHOWN OVER FLOOR PLAN BELOW, TYP, UON. ADD MINIMUM 2-2x6 BLOCKING EAM SE NO 6x6 POST, TYP X I I I I M :Z 0 BETWEEN BALLOON FRAMED WALL t04 I I I I I I I I I I I I I I I in N 6) PROVIDE 3-2X6 POST, #1/#2 SPF, FROM HEADER UP TO SUPPORT ROOF U- STUDS, BETWEEN SHEAR WALL AND GIRDER TRUSS ABOVE. FLOOR TRUSS TOP PLATE. FASTEN 12 .... ....... ...... C'j < ........ 3-2 ....... NEW 1-CMS14 w/ 38-10d NAILS EA END CONSTRUCTION Cn Uj (NAILS TO RUN THE LENGTH OF AS TO NOT INTERFERE NTH MECHANICAL DUCT WORK IN THIS AREA. z BLOCKING IN SW). STRAPS SIMILAR TO INATIE W/ MECHANICAL DRAWINGS. PN ch w 8/S2.4 FROM BLOCKING TO TRUSS TOP PLATE. ATLANTIC BEACH , FL LO < ADD MINIMUM 2-2x6 BLOCKING I PETE2S TURN lit BETWEEN BALLOON FRAMED WALL Z 0 STUDS BETWEEN HSS AND SHEAR --- A B C C LO WALL AT GROUND FLOOR TOP PLATE. FASTEN CS14 STRAPS SIMILAR TO C) ............. 8/S2.4 AROUND COLUMN TO GROUND FLOOR SHEAR WALL TOP PLATE. FOUNDATION & C) L ADD BLOCKING C) CN 2ND FLOOR WRAP 2-SIMPSON CS14 STRAP S2.4 HORIZONTALLY FROM 1st FLOOR TOP 8 FRAMING PLAN PLATE AROUND COLUMN BACK TO MCVEIGH MANGUM S2. 0 TOP PLATE & FASTEN EA END E N G I N E E R I N G - I N C LO W/18-8d NAILS EA END, TYP AT 9133 R.G. Skinner Parkway :7 Tack"rivine Florida 32256 These materials are copyrighted and protected under Sedion 102 of the Architectural Works Copyright Protection Act of 1990. The copyright protections apply to the LONG LEG OF COLUMNS, SEE 8/S2.4 Ph: (904)483-5200 Fax: (904)636-6770 overall form of the structures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorized use of CA 6330 email:mail(gMcVeighMangum.0om Simi Fmg.of Recorck Wayne D.Mangum Limnse No.: 40178 these materials can result in substantial criminal and civil liability. 2-1 J7 S2 1 4 DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO CONSTRUCTION. SEE GENERAL NOTES co 7� '0 C) $� kn 0 00 C� > 0 Cn =$ C> ............... C., Q U 3 o 28 S2.4 = U SIMPSON ECCLLQO 4.62, 4.62-5.50SDS W/ '��16—A4*0x2)f LG SDS SCREWS INTO EA BEAM. CONFIRM DESIGNA11ON W/ SIMPSON, U 13-2x16 I 1 800-999-5099, TYP SPF #1/#2 ------ —2x1 0 SPF #1�#2 3-2x10 SPF #11/j2 3-2x10 SPF #1/#2 3-2x'10 SPF #1/#2 CONSULTANTS: 2—SIMPSON CS16 WRAPPED OVER BEAM TO EA SIDE OF COLUMN W/ MIN STRUCTURAL LLi Of_ C-) 1 11, 1 F I TI 17 1 11 1 13-8d NAILS INTO EACH END OF STRAP INTO COLUMN. PROVIDE A W I MINIMUM END DISTANCE OF 2* FROM BOTTOM OF BEAM TO 'Ist NAIL IN MCVEIGH & MANGUM 11 NON-LLOAD bEARINd ENGINEERING, INC. INTEPIOR WALLS COLUMN. TYPICAL WERE BEAMS SPAN COLUMNS LINEARLY, SEE 7/S2.4 < BEL W (TYP UON) 9133 RG SKINNER PARKWAY U. JACKSONVILLE, FL 32256 D cm PH: 904.483.5200 z 0 x C14 U_ ........ I 0 z ... ........ z z W ROOF FRAMING PLAN U) 14� z '4".z SCALE: 1/4" V-0" 0 �.2 C. z BRACKETS BELOW W 0 SEE ARCH, TYP 0 CK PLAN NOTES: V) 1 ROOF FRAMING TO BE PRE—ENGINEERED WOOD ROOF TRUSSES 0 240 OC. V) C14 Of C14 0 REVISION: DATE CISI 0*4 IL ---- --- -- V) 2) FRAMING PLAN IS DIAGRAMMATICAL ONLY. TRUSS MFR TO PROVIDE SHOP DRAWINGS 0 LAJ LU FOR REVIEW PRIOR TO FABRICATION. D U_ z 0- TIONS, DETAILS AND SECTIONS, SEE ARCHITECTURAL. 3) FOR ELEVA < 5 ft Cn W �.4 U_ LL_ 0 0 V_ X _ x J1.4 4) FOR EXTERIOR WALL STUDS AND INTERIOR LOAD BEARING STUDS SEE STUD 04 04 z SCHEDULE 3/S2.3. 00 S2.4 5) PROVIDE UPLIFT CONNECTORS PER SCHEDULE 1/82.3. UPLIFT CONNECTORS SUBJECT TO 0 CHANGE UPON FINAL REVIEW OF SHOP DRAWINGS. 4—2;W nc 0 U_ LA 3x6 RAFTER 6) FOR GENERAL STRUCTURAL NOTES, SEE SHEET S0.1. LLJ z 414- q z TAILS, SEE ARCH z < -Y IT z. z z 7) FOR NUMBER OF STUDS, STRAPPING, AND FASTENERS AT OPENINGS, SEE DETAIL 2/82.2. 4, W LAJ W 1-- A 7 -MENT IN GIRDER TRUSS SO AS TO NOT < .... .................. ............ ... 8) TRUSS ENGINEER TO COORDINATE WEB PLACE 0 _'_"-1-t—I__—__— 0- CL z C14 INTERFERE WITH MECHANICAL DUCT WORK IN THIS AREA. COORDINATE W/ D MECHANICAL DRAWINGS. _�z — 3x6 RAFTER TAILS, 0 SEE ARCH, TYP ENGINEERS SEAL 0 9) DENOTES ATTIC TRUSSES. SEE ARCH. W Cn 10) DENOTES VAULTED CEILING. SEE ARCH. W x 04 11) VERIFY ALL DIMENSIONS SHOWN W/ARCH PRIOR TO FABRICATION OR CONSTRUCTION. 0 D 3-2x8 SPF SEE ARCH FOR DIMENSIONS NOT SHOWN. 0 0#0'0��c E/V 0 #1/#2 W .1 i j I I I 1 11 1 1 1 11, 1 12) SW# DENOTES SHEARWALL PER SCHEDULE 2/S2.3. SEE PLAN FOR SHEARWALL C14 3-2x10 SIJF #1/#2 3-2xl 0 SPF #1/#2 3-2x10 SH ti #2 V-1Z!!Z2ZA LOCATIONS. SEE ARCH FOR PLAN DIMENSIONS. N ...... ..... ................ ------------ 1 S STATE 0 W //0 ON A SIMPSON ECCRLQO 4.62, 4.62-5.50SDS W/ '1100111111111,%tit% 16—V0x2X* LG SDS SCREWS INTO EA BEAM. W CONFIRM DESIGNATION W/ SIMPSON. WELD 4 8 CAP TO COLUMN PER: !aDD DWG. FILE NO. 0 S2.4 S2.4 TYP W )(6 2EN CALE: W AS SHOWN W CADD USER ID: LEGAL DESCRIPTION: 0 < U_ 0 0 z PROJECT PHASE: 0 W 6 W DDI > T_ W LL_ V) PROJECT NUMBER W 0 x z z C4 NEW Cn Uj CONSTRUCTION Cn W in T_ 0 ATLANTIC BEACH FL 1.0 PETE' S TURN Z 0 Ir- @ ABCC ROOF FRAMING PLAN McVE1 MANGUM 0 EN GINEERING - INC U.) 9133 R.G. Skinner Parkway Jacksonville, Florida 32256 These materials are copyrighted and protected under Section 102 of the Architectural Works Copyright Protection Act of 1990. The copyright protections apply to the Ph: (904)483-5200 Fax: (904)636-6770 overall form of the structures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorizeduseof CA 6330 email:mailPMcVeigbMangum.com S1 , 2 these materials can result in substantial criminal and civil liability. Fmg.of Record:- Wayne D.Mangum Lkense No.: 40178 inn t A t DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO CONSTRUCTION. SEE GENERAL NOTES g WOOD STAIR STRINGER, SEE ARCH 00 0 00 2x STUD WALL, 0� r-T. WAL of E SEE PLAN > SHEATHING ,—INTERIOR WOOD STUD ANCHOR BOLT, SEE Q, <= BEARING WALL L5x3xY4 LLV ATTACH C� FASTENER SCHEDULE ANCHOR BOLT, SEE TO STRINGER W/ 0 )fi"0x3)j" LG TAP—CON FASTENER SCHEDULE SCREWS 0 18 2—VO THRU BOLTS ....... CLIP, SEE ANCHOR TO SLAB 00 CLIP, SEE FASTENER FASTENER SCHED WWF, W/ EXP BOLT WWF$ 00 BRICK SCHEDULE WWF, SEE PLAN SEE PLAN (3.� SEE PLAN c"> SEE AR WWF, SEE PLAN C� 0 T/SLAB EL. T/SLAB EL, T/SLAB EL, U U SEE PLAN i SEE PLAN SEE PLAN 8, FIN GRADE— T/SLAB EL N o C) C) SEE CIVIL SEE PLAN X> 2 .................... ................. Un 3—#5 CO z 7/1177 7/ 1 z NT M �,\�//W < U _j 1—#4 CONT—/ Z - %-.., 1 Q. W/ #3036 8" z ------ 9" 00 Ld 00 0 9 \\-3—#5 CONT W/ 01 2 #3012" TRANSV U 4—#5 CONT 7" 3" CLR NOTE: CONSULTANTS: Uj W/#6012" TRANSV LENGTH EQUALS WIDTH OF STAIR W D f—o" PLUS 18 STRUCTURAL W MCVEIGH & MANGUM ENGINEERING, INC. < 9133 RG SKINNER PARKWAY 'r 0 TYPICAL THICKENED SLAB EDGE WZBRICK TYPICAL PATIO TURNDOWN JACKSONVILLE, FL 32256 D PH: 904.483.5200 z 00*� SECTION r�� SECTION 0 SECTION r3 of 0 ri SECTION r2 4 LL 0 SCALE: NTS SCALE: NTS S2.1 SC LE: N TS SCALE: NTS z �44�-i �14�-i W (n z 0 0 z W $—on 2 REVISION: DATE o ADD CORNER BAR r. — W_ C) CL TO MATCH FTG REINF .1 0 C*4 (n z W WCOMPRESSIBLE MATERIAL AROUND PIPE OR PROVIDE PIPE SLEEVE, TYP MAX PIPE z < SIZE ALLOWED THROUGH FOOT`ING IS 3" M 0 T/SLAB EL, T/SLAB EL SEE PLAN SEE PLAN STORE FRONT 0 ————————— 1 REINF (IF REQ'D) OPENING U_ SAW—CUT SLAB DEEP BETWEEN 4 & 12 SEE PLAN z 1—#4 TOP < HOURS OF CASTING z z Uj U.1< WWF, SEE PLAN _j W AT EXISTING PIPES WRAP W/ (n < 04 10 V 0 x 2" STYROFOAM OR SLICE PVC T/SLAB EL, z PIPE 2"0 LARGER & PLACE 2 J SEE PLAN 1 1 AROUND PIPE (SEAL SLIT w/ z GRADE M I N, ENGINEERS SEAL DUCT TAPE) 0 0 "Izz/1.01 ZZO. W 0 1 �\ . (0 — z , I o'� ,.`*/' xKx"/, U) z X I �X I W 44*�j 9 lad 20 W< in_j NOTE: MIN' W —7 V TG, SEE SEE NOTE1 APOR BARRIER CONT F FOR PIPES RUNNING PARALLEL TO FTGS, \—CONCRETE FILL IS TO BE PLACED D 0 PLAN OR SCHED FTG DEPTH & PIPE LOCATION SHALL BE BEFORE FOOTING IS POURED AND 2—#5 CONT W/ C EA1, G) COORDINATED SO THAT THE PIPE IS NOT TO BE THE SAME WIDTH AS FTG, 0 _0" 0 WITHIN FTG LOAD DISTRIBU71ON INFLUENCE POUR FULL WIDTH OF PIPE TRENCH #3018" TRANSV W LINE AS ILLUSTRATED. >_ i < V NOTE: S PROVIDE CRUSHED STONE OR GRAVEL UNDER SLAB IF S :p :�, 0 ..A\ W RECOMMENDED BY GEOTECHNICAL REPORT FOR 'ME "'0 0 TYPICAL CORNER FOOTING REINF TYP PIPE PARALLEL TO FOOTING TYF PIPE PENETRATION AT FOOTING PROJECT. TYPICAL TURNDOWN M /'0/V A 0 D 5 SECTION r`*� SECTION W SECTION t*'006� SECTION r7 8 CADD DWO. FILE NO. 0 0 S2.1 SCALE: NTS SCALE: NTS S2.1 SCALE: 'NTS SCALE: NTS W SCALE: W CD D I AS SHOWN ca 2* CADD USER ID: ADD 2—#4x3"—O" LG LEGAL DESCRIPTION: Y4" EXP JOINT MATL I .0oo;�r—CTRD AT EACH POINT OF DIAMOND W/O AN 71 INTERSECTING CCJ OR CJ U_ 0 0 z PROJECT PHASE: 6 WWF, T/SLAB EL HSS COLUMN, SEE PLAN W SEE PLAN BASE PL & ANCHOR ROD, DDI > SEE PLAN SEE PLAN of a W FF SEE DETAIL 11/S2.1 (n 0 PROJECT NUMBER W I I I — CL COL & PL Of z I I o (n z WWF, I WWF, I I IT SEE PLAN I I SEE PLAN A CD _7 0 . < .I I- I I _j le- n I 00 < W_ I I TZSLABEL, NEW z I I SEE PLAN an In (0 CONSTRUCTION V- Uj Z) F- () (0 W 2" MIN 1: for CY) TYP CL COL & PL 0 ATLANTIC BEACH FL Of PLY4- W/ 4—VO GRADE A36 D r 0 ASTM F1554 ANCHOR RODS PETE S TURN 0 y *.P z FOR ADDITIONAL—/ 0 0 0 W NOTES SEE 1/S2.1 @ ABCC Cn C-) CL COL & FTG C4 (n P0 C) TYPICAL TUBE COLUMN FOOTING TUBE COLUMN BASE PLATE SECTIONS & LC) DETAILS %— rimo`� S E rimi*8� D E V— SECTION CTION TAIL MCVEIGH MANGUM S2.1 0 SCALE: NTS SCALE: NTS SCALE: NTS ENGINEERING - INC co 0 9133 R.G. Skinner Parkway :7 Jacksonville, Florida 32256 Lo These materials am copyrighted and protected under Section 102 of the Architectural Works Copyright Protection Act of 1990. The copyright proWons appl�to the Ph: (904)483-5200 Fax: (904)636-6770 CA 6330 email:mai1(gMcVeighMangum.com S2 , 1 AZI overall form of the structures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorized use of Eng.of Rmwd- Wayne D.Mangum License No.: 40178 6 these materials can result in substantial criminal and evil liabil4. DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES NAIL FASTENING SCHEDULE PRIOR TO CONSTRUCTION. SEE GENERAL NOTES CLIPS AT TOP AND CONNECTION NAIL LOCATION NAIL (A) GUN NAIL STAPLE (13) CLIPS AT TOP AND BOTTOM OF STUDS BOTTOM OF STUDS PER PER FASTENER SCHEDULE U- JOIST TO SILL OR GIRDER TOENAIL 3-8d 3-3"xO.1 31" 3—3" 14 GA FASTENER SCHEDULE o kn BRIDGING TO JOIST TOENAIL EA END 2-8d 2-3"xO.l 31" 2-3" 14 GA ROOF 0 0 -2 00 11"x6" SUBFLOOR OR LESS TO EACH JOIST FACE NAIL 2-8d > &-nni C> WIDER THAN 1"x6" SUBFLOOR TO EA JOIST FACE NAIL 3-8d 01� ONE HEADER STUD co 2" SUBFLOOR TO JOIST OR GIRDER BLIND & FACE NAIL 2-16d �j. TWO HEADER STUDS Ili �� & THREE FULL—\ TYPICAL FACE NAIL 16d 0 16" 3"xO.131" 0 8" 3" 14 GA 0 12" TWO FULL FGT STUDS kr� SOLE PLATE TO JOIST OR BLOCKING �nnni 0 00 (2)CS1 8 STRAP HEIGHT STUDS (ONE STUD AT OPNGS (ED END NAIL 2-16d 3-3"x0.1 31" 3-3" 14 GA (3)CS18 0 UPPER TOP PLATE TO STUD LESS THAN 4') FLOOR ONLY STUD TO SOLE PLATE TOENAIL 4-8d 4-3"xO.1 31" 3-3" 14 GA UP TO 6' (n 0- (n a- OVER 6' C> (n Ld U U C) C's STUD TO SOLE PLATE END NAIL 2-16d 3-3"xO.1 31" 3-3" 14 GA D C) P4 DOUBLE STUDS FACE NAIL 16d 0 24" 3"xO.131" 0 8" 3" 14 GA 0 8" < $0� 4=. �'E -C� 0 X Uj 4- 0 0 too 1 _j M _j M CA DOUBLE TOP PLATES TYPICAL FACE NAIL 16d 0 16" 3"x0.131 2" 3" 14 GA 0 12 U_ U_ At� U DOUBLE TOP PLATES SPLICE (LAP 4$—oft) FACE NAIL 8-16d 12-3"x0.1 31" 12-3" 14 GA ELE VATED 0 1 11 11 1 ELEVATED 0 FLI)OR —FLOOR BLOCKING BETWEEN JOISTS OR RAFTERS TO TOENAIL 3-8d 3-3"xO.1 31" 3-3" 14 GA U TOP PLATE RIM JOIST TO TOP PLATE TOENAIL 8d 0 6" 3"xO.131" 0 6" 3" 14 GA 0 6" L ui CONSULTANTS: W TOP PLATE INTERSECTIONS FACE NAIL 2-16d 3-3"xO.131" 3-3" 14 GA D FLOOR TO FL OR STRAP---`� STRUCTURAL ATEACH FULL W CONTINUOUS HEADER, TWO PIECES FACE NAIL 16d 0 16 T&B EDGE HEIGHT STUD (TYP) �'_(`I)CS20 STRAP TWO HEADER STUDS MCVEIGH & MANGUM \—(l)CS20 STRAP 0 & THREE FULL ENGINEERING, INC. < CON11NUOUS HEADER, THREE PIECES FACE NAIL 16d 0 16 ONE HEADER STUD HEIGHT STUDS LOWER FLOORS 9133 RG SKINNER PARKWAY r T&B EA FA 0 CE JACKSONVILLE, FL 32256 0 TOENAIL 3-8d 5-3 D CEILING JOISTS TO PLATE IS x0.1 31" 5-3" 14 GA PH: 904.483.5200 �e z TWO FULL l- GT STUDS UP TO 6' OVER 6' 0 CONTINUOUS HEADER TO STUD TOENAIL 4-8d U_ CEILING JOISTS, LAPS OVER PART111ONS FACE NAIL 3-16d MIN 4-3"xO.1 31" 4—3" 14 GA 0 z CEILING JOISTS TO PARALLEL RAFTERS FACE NAIL 3-16d MIN 14-3"x0.131" 4—3" 14 GA z 0 RAFTER TO PLATE TOENAIL 3-8d 3-3"x0.1 31" 3-3" 14 GA L A 111L 11 11 GROUND IL 1,1111 ill 11 IL 0 z FLOOR 11"x8" SHEATHING TO EACH BEARING WALL FACE NAIL 2-8d WIDER THAN 11"x8" SHEATHING TO EA BRG FACE NAIL — V1 3-8d 1( )SPH STRAPS 6 of DTT2 HOLDDOWN w/ --I— CLIP AT BOTTOM REVISION: DATE 0 BUILD—UP CORNER STUDS FACE NAIL 16d 0 24" 3"x0.131" 0 16" 3" 14 GA 0 16" h"O THREADED ROD OF STUDS SEE ANCHOR BOLT AND WASHER EPDXIED INTO SLAB FASTENER SCHEDULE o 2" PLANKS AT EACH BEARING 16d WITHIN 6" OF OPENING IF OPENING ABUTS SHEARWALL, Cn COLLAR TIE TO RAFTER FACE NAIL 3-10d 4-3"xO.1 31" 4-3" 14 GA z SHEARWALL HOLD DOWN CONTROLS -7 Z z JACK RAFTER TO HIP TOENAIL 3-10d 4-3"xO.l 31" 4-3" 14 GA (TO BE INSTALLED) >_ STRAPPING REQUIREMENTS AT WALL OPENINGS z < JACK RAFTER TO HIP FACE NAIL 2-16d 3-3"xO.1 31" 3-3" 14 GA NOTE: AT OPENINGS OVER 6' PROVIDE 2 STUDS UNDER HEADER. STUDS FULL HEIGHT ROOF RAFTER TO 2x RIDGE BEAM TOENAIL 2-16d 3-3"xO.131" 3-3" 14 GA EACH SIDE OF EXTERIOR OPENINGS SHALL EQUAL ONE HALF THE NUMBER OF 0 2 STUDS INTERRUPTED BY THE OPENING ROUNDED UP (I.E., IF 5 STUDS ARE W ROOF RAFTER TO 2x RIDGE BEAM FACE NAIL 2-16d 3-3"xO.1 31" 3-3" 14 GA 0 INTERRUPTED BY THE OPENING PROVIDE 3 FULL HEIGHT STUDS EACH SIDE OF U_ >_ JOIST TO BAND JOIST FACE NAIL 3-16d 5-3"x0.1 31" 5-3" 14 GA THE OPENING IN ADDITION TO THE STUDS UNDER THE HEADER). SEE WOOD z r�2� DETAIL < NOTES SO.1 z LEDGER STRIP FACE NAIL 3-16d . 4-3"xO.131" 4—3" 14 GA ��.2 SCALE: NTS 0 W NOTES: < A. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. 0 z B. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 3(6 It. 0 ENGINEERS SEAL W ROOF TRUSS, 1: ROOF TRUSS, SEE PLAN SEE PLAN 0 //--HD9B INSTALL TWO LBP 9C 0 "onlo no E/V,9,* MGT ROOF TRUSS, WASHERS ON TOP OF 4�' W LTT20B SEE PLAN EACH CRESCENT WASHER < ROOF TRUSS, (TOTAL OF FOUR LBP VS) PROVIDE 36"0 THREADED SEE PLAN DOUBLE TOP FOR WOOD INSTALLATION ROD W/ NUT AND WASHER PLATE DOUBLE TOP EACH END AS SHOWN S T 0 4A� W PLATE S -----HGT. HGT-3 SHOWN. PROVIDE HGT-2 OR HGT-4 DOUBLE '�"�PROVIDE V'O \_PROVIDE 9CO THREADED 0 2 PLY OR 4 PLY GIRDER TOP PLATE /11111NAL U) 0001 ROD W/ NUT & WASHER RESPECTIVELY THREADED ROD W/ HDU Rj NUT & WASHER EACH EACH END AS SHOWN "OTHREADED PROVIDE % HTT5 HT 5 DOUBLE TOP END AS SHOWN HD9B ROD W/ NUT & WASHER CADD DWG. FILE NO. 0 PLATE EACH END AS SHOWN DTT2 HD9B SCALE: W co WALL STUDS D WALL STUDS UNDER AS SHOWN W UNDER TRUSS. WALL STUDS SEE GEN NOTES TRUSS, SEE GEN NOTES CADD USER ID: UNDER TRUSS, SYP POST UNDER TRUSS FASIENER: SEE GEN NOTES FASTENER: FASTENERS: LTT2OB: 10-10d NAILS MGT: 22-10d NAILS HGT-2: 8-10d NAILS DTT2: 8—SDS X4x1h HDU HDU5: 14 SDS VxM WOOD HGT-3: 8-10d NAILS LEGAL DESCRIF31TION: r SCREWS OR EQUAL HGT-4: 16-10d NAILS FASTENERS: HTT5: 26-10d NAILS HD9: 3-36"0 THROUGH BOLTS U_ DTT2 0 SILL PLA CK F TT5 HD9B—N,,,,.. _HD9B 0 HTT5 z SILL PLATE PROJECT PHASE: SILL PLATE > DDI x z_ :3 W N Cn \—ICO ANCHOR BOLT EMBED PROJECT NUMBER co IN FTG OR POST INSTALL, 9CO ANCHOR BOLT EMBED %"0 ANCHOR BOLT EMBED 4�`�X"O ANCHOR SEE FASTENER SCHED IN FTG OR POST INSTALL, IN FTG OR POST INSTALL, BOLT EMBED IN FTG NOTE: SEE FASTENER SCHED OR POST INSTALL SEE SEEFASTENER SCHED to _j HTT5 W/26-10d NAILS FASTENER SCHED MAY BE SUSTITUTED FOR HDU5 NEW a. Uj CONSTRUCTION LTT20B MGT WZ HDU5 HGT WZ 2- iTT5 2-HD9 HOLDDOWNS Uj CAPACITY 1500# CAPACITY 3965# CAPACITY = 8030# UPLIFT CAPACITY IS BASED ON MINIMUM THICKNESS OF ATLANTIC BEACH , FL .;d < NOTES: POST OR COMBINED THICKNESS OF TRUSSES AS FOLLOWS: THICKNESS UPLIFT Cn 1) GIRDER HOLDDOWNS SHALL BE FROM STUD TO STUD AT EACH FLOOR -5 AND FROM STUD INTO SLAB ON GRADE S) AS TO PROVIDE A CONTINUOUS 15,480# 10 4h" PETE' S TURN 0 Z PATH FOR WIND LOADS FROM THE GIRDEF TO THE FOUNDATION. 19,840# 0 2) IN LIEU OF HOLDDOWNS AT EACH FLOOR k THREADED ROD MAY EXTEND FROM \'�P\ A B CC Cn ROOF TRUSS HOLDDOWN INTO FOUNDATIO14 SLAB. 04 3) AT HEADERS, LOWER HOLDDOWN SHALL BE TURNED AND NAILED TO HEADER. C-4 V) PROVIDE SAME SIZE HOLDDOWN AT EACH SIDE OF OPENING FROM STUDS TY Iq to C) r3 PICAL GIRDER HOLDIDOWNS INTO SLAB ON GRADE. ATTACH HEADER 10 STUDS EACH SIDE OF OPENING SCHEDULES 00000 WITH SIMPSON COIL STRAPS AS FOLLOWS: LO 1: �.2 SCALE: NTS & DETAILS IF HOLDDOWN IS LTT20B: 2—CS20 IF HOLDDOWN IS HDU5: 3—CS16 McVEIGH & MANGUM IF HOLDDOWN IS 2—HTT5: 6—CS16 0 E N G I N E E R I N G - I N C to IF HOLDDOW14 IS 2—HD9B: NOT ALLOWED 9133 R-G. Skinner Parkway Jacksonville, Florida 32256 U-) These materials are copyrighted and protected under Section 102 of the Architectural Works Copyright Protection Act of 1990. The copyright protections apply to the Ph: (904)483-5200 Fax: (904)636-6770 overall form of the structures,the arrangement and composition Of spaces,the materials and selections,and all other elements of the design. Unauthorized use of CA6330 email:mail(gMcVeighManguxn.com S2m2 b these materials can result in substantial criminal and civil liability. Eng.of Record: Wayne D.Mangum License No.: 40178 DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO CONSTRUCTION. SEE GENERAL NOTES HEADER SCHEDULE FASTENER SCHEDULE SHEARWALL SCHEDULE STUD SCHEDULE 4 (FOR 2 STORY BUILDINGS) 7:1 C> NAILING HOLD DOWN EACH END(4) INTERIOR SHEAR— SHEATHING BLOCKING # END SILL PLATE LOCATION EXTERIOR LOCATION HEADER 0 a 00 FLOOR TYPE SIZE EDGE INTERMEDIATE REQUIRED 0 SLAB (4) 0 FLOOR POST STUDS ATTACHMENT (5 LOAD BEARING TRUSS/RAFTER WALL(l) SPACING SPACING > 2x6 0 16" 2x6 0 16" INTERIOR 4- FASTENER (1) OR STUD POST PLATEIEDN 1 ST FLOOR U 4 LOCATION UPLIFT HDQ8—SDS3 #1/#2 SPF STUD GRADE SPF 3-2xl 0 (= SW33 GROUND 7/16" OSB 8d 3" 12" YES 3 1/2"0 A. BOLT LOAD BEARING OR 2x6 0 16" 2x6 0 16" 4-8d 4-8d 2ND OR 3" 12" YES HDU1 1—SDS2.5 3—CS1 4 3 0 20" OR 2ND FLOOR ROOF TRUSS (2) <465# 1—H5 #1/#2 SPF STUD GRADE SPF <600# 1—H2.5A 5-8d 5-8d PLYWOOD W/ 4 END STUDS MASA 0 16" SPAN < 4'-6" 3-2x8 00 <1 200# 2—H2.5A 5-8d 5-8d NOTES: EXTERIOR HDU5—SDS2.5 1) SYP DENOTES SOUTHERN YELLOW PINE. SPAN < 6'-0" 3-2x1O >1 200# SEE DETAIL 3/S2.2 SW6— GROUND 7/16- OSB 8d 6" 12" YES 2 1/2"0 A. BOLT g rSHEAR WALL(l SW33 OR 2) SPF DENOTES SPRUCE—PI NE—FIR. OR 6" 12" YES 2—CS1 6 2 OR MASA 0 32" Cn SPH 0 32" 12-1 Odx1 2ND HTT5 W/26-10d (SYP MAY BE SUBSTITUTED) NOTES: TOP PLATE CLIP AT EXT U C) PLYWOOD 3) INTERIOR NON LOAD BEARING STUDS 1) USE THIS SCHEDULE ONLY FOR HEADERS U WALLS & INT WALLS W/ SHALL BE 2x6 0 24" STUD GRADE SPF. AND BEAMS THAT ARE NOT CALLED OUT 10 ROOF BEARING (4) ON PLAN. 4= 0 2) ALL HEADERS AND BEAMS SHALL BE 0 FLOOR TO FLOOR STRAP CS18 0 32" 11-8d EA END FASTENED TOGETHER AS PER AT EXT WALLS & INT NAILING 0 2ND FLOOR IF SHEARWALL REFERENCE HAS A DASH OR NO DETAIL 6/S2.3 U 2ND DESIGNATION THEN NO SHEARWALL IS WALLS W/ ROOF BEARING (4) NAILING 0 1 ST FLOOR REQUIRED AT THE CORRESPONDING FLOOR. 00 GROUND FLOOR SILL PLATE SPH 0 32" 12-10dxlX NOTES: CLIP AT EXT & INT WALLS 1) SEE PLANS FOR SHEARWALL LOCATIONS. CONSULTANTS: W/ ROOF BEARING (4) 2) GYPSUM WALLBOARD ATTACHMEsIT SHALL BE MINIMUM 6d COOLER (1%"XO.092m) W/ %" MIN HEAD Uj 1-Y4" X 0.120" WALLBOARD NAIL3 W WMIN HEAD , 1V LONG 16 GAGE STAPLES (1X" LEGS & W STRUCTUFRAL D SILL PLATE TO FOUNDA11ON X"O ANCHOR BOLT W/ 2x2x)6" 1%" LONG), OR #6 W TYPE S OR W DRYWALL SCREWS. 0 "MASA" 0 32" 3) SEE ELEVA11ON 7/S2.3 FOR TYPICAL SHEARWALL ELEVATION. SEE DETAIL 10/S2.3 FOR TYPICAL MCVEIGH & MANGUM W SLAB OR CMU WALLS (5) (6) PL WASHER OR SHEARWALL NAILING PATTERNS. TING OUTSIDE CORNER SHEARWALLS ICH ENGINEERING, INC. 4) ONLY ONE HOLDDOWN IS REQUIRED AT INTERSEC w AT BALCONIES: 9133 RG SKINNER PARKWAY < HAVE A COMMON END POST (U-E LARGER HOLDDOWN). BEAM TO POST 2 — CS20 9-8d EA END JACKSONVILLE, FL 32256 5) X"O ANCHOR BOLTS SHALL BE -EMBEDDED A MINIMUM OF 7" INTO THE SLAB. AT INTERIOR WALLS 2ND FLR POST TO 1ST FLR POST 2 — CS20 9-8d EA END PH: 904.483.5200 VO (3) NOT LOCATED ALONG THE EDGE OF THE SLAB, X"O EXPANSION BOLTS EMBEDDED 4" MAY BE POST TO FOUNDA11ON DTT2 8—SDS X%2V WALLS, VO BOLTS EPDXIED Z SUBSTITUTED FOR CAST—IN—PL) ICE ANCHOR BOLTS. AT EXTERIOR 0 INTO SLAB MAY BE SUBSTITU D. W - AND SHALL 0 NOTES: 6) POWER DRIVEN FASTENER (PDF) SHALL HAVE A SHANK DIAMETER OF 0.145 UL 0 1) ALL CONNECTORS LISTED ARE SIMPSON STRONG—TIE, UON. PENETRATE A MINIMUM OF W INTO CONCRETE. Z OTHER MANUFACTURERS MAY BE SUBSTITUTED. NAIL SIZE AND W CD NUMBER SHALL BE IN ACCORDANCE WITH MANUFACTURER'S CATALOG. Z 0 ROOF TRUSS CLIPS SHALL BE SELECTED TO PROVIDE THE UPLIFT 0 Z RESISTANCE SHOWN ON THE ROOF TRUSS SHOP DRAWINGS. W 2) IN ADDITION TO SCHEDULED HOLD DOWN, PROVIDE 3-10d TOE NAILS. r 3) EMBEDMENT OF ANCHOR BOLTS SHALL BE AS FOLLOWS: 5 CONVENTIONAL ROOF FRAMING SCHEDULEI REVISION: DATE cr_ ANCHOR BOLT TYPE Wo 0 Of ..... 7" 7 7" 7 EMBEDDED ANCHOR 0 INTERIOR.................. 0 EMBEDDED ANCHOR 0 EDGE ........................... 7" 7" 8 10 FRAMING C EA EMBEDDED ANCHOR IN TOP OF CMU WALL .... 7" 9" 13" 18" F(A T 24" OC MAX) MAXIMUM SPAN CLIP STRAP 16d iAT 116" 0 EDGE, STAGGERED Z EPDXIED THREADED ROD................................... --SEE GENERAL NOTES W EXPANSION ANCHORS ...................................... --SEE GENERAL NOTES- DOUBLE 2x TRIPLE 2x 2x4 7 0-0" H3, H5 OR TS9 2 0-0" Z EDGE DISTANCE FOR SILL PLATE BOLTS SHALL BE A MIN OF X OF SILL WIDTH. EDGE DISTANCE FOR HOLDDOWNS AND ALL OTHERS SHALL BE 2x6 99-699 2—H3, 2—H5 OR TS12 Z $—on 9-0" 2h" MIN. EMBEDDED ANCHOR BOLTS SHALL BE HEADED OR BE THREADED 0 RODS NTH A NUT ATTACHED TO THE EMBEDDED END. J—BOLTS GREATER 2 2x8 12 P—On 2—H3, 2—H5 OR 2—TS9 rCI14 Of THEN )J"O ARE NOT PERMITTED. 0 1 1 UL U_ 4) WHEN TRUSS UPLIFT EXCEEDS 780 LBS, PROVIDE WALL CLIPS AND STRAPPING >_ '7 Z AT 16" OC, OR LTT20B FROM TRUSS TO STUD AND STUD TO SLAB. I-011 2x1O 14 2—H8 OR 2—TS9 X-0 BOLT AT 24" OC Z 5) EXPANSION ANCHORS SHALL NOT BE USED AT EXTERIOR WALLS. EA EDGE, STAGGERED 0 6) SEE SHEARWALL SCHEDULE FOR SILL PLATE ATTACHMENT AT SHEARWALLS, 2/S2.3. W $—on P 2x12 17 2—H8 OR 2—TS12 Z Z 4-2x \1—)CO BOLT AT 24" OC NOTES: 04 EACH EDGE, STAGGERED ENGINEER'S SEAL 1) USE THIS SCHEDULE FOR AREAS NOT FRAMED WITH ROOF TRUSSES. 0 2) ALL CONNECTORS LISTED ARE SIMPSON STRONG—TIE. 0 W TOP PLATE CLIP SEE FASTNER BUILT—UP BEAMS SCHEDULEC) W D A4, 3: on 4 Ogg am.", 0 �C E/V cr_ 6 0 ETAIL N W SCALE: NTS 0 EDGE OF SHEARWALL TEOF ;9 0 OR DECKING ,,,—FLOOR TO FLOOR STR P _j 1 4 SEE FASTNER SCHED�� W oo Z /ON A M N GYPSUM BOARD OR—\* SEE NOTE 1 PLYWOOD PANEL (n 12d 0 16" OC 12d 0 16" OC 0 d 1, STAGGERED EA SIDE STAGGERED W 11 -LLLL—L I I I 0 TUDS. SEE NOTE 2 EA SIDE & CADD DWG. FILE NO. D WALL S EA PLY 0 11 --- 11 11 11 -_ 11 11 "T 0 SEE STUD of a_ SCHED.--,, W W \—CONNECT SHEATHING 0 ISCALE: d 0 W 0 TRUSSES W/SAME AS SHOWN U_ NAILING AS WALL BELOW 00 `60 NAIL SPACING 0 W 10- SUPPORTED EDGES CADD USER ID: 0 SEE NOTE 1—/ 1 H I '--PANEL EDGE Z 4'-0" MINIMUM LAP SEE NOTES OR M SEE NOTE 1 a SCHEDULE BLOCKING 0 00 200 SPLICE BOTTOM SPLICE PROVIDED LEGAL DESCRIPTION: PLATE OVER STUD 0 i SEE NOTE 2 SEE NOTE 3 o,,,,,,,—SEE NOTE 2 LL '/7N 0 1 F 0 SILL PLATE CUP, -STUDS, ROOF TRUSSES, SEE FASTNEa 0 1 OR FLOOR JOISTS PROJECT PHASE: 0 Z SCHEDULEQD) DDI W > SEE PLAN m i PROJECT NUMBER W NAILING TO INTERMEDIATE D I I W SUPPORT IS 12" OC MAX, UON Q� AL —Y— (n 0 NOTES: 1 END POST REQUIREMENTS AT SHEARWALLS, SEE SHEARWALL SCHEDULE. NOTES: 2) HOLD—DOWN ANCHORS ARE SPECIFIED IN THE SHEARWALL SCHEDULE VTVO 2-16d AT 4" OC 1:24-16d TYPICAL STUDS 1) FLOOR AND ROOF SHEATHING SHALL BE STAGGERED NEW FOR EACH END OF SHEARWALL. SPECIFIED IN MINIMUM EACH SIDE __+__ AS SHOWN' WITH LONG DIRECTION OF PLYWOOD V- Uj 3) BOTTOM SILL PLATE TO FOUNDATION CONNECTORS AS OF EACH SPLICE) TRANSVERSE TO TRUSSES OR JOISTS. CONSTRUCTION a W THE SHEARWALL SCHEDULE. 1 D 2-2x STUDS 2) UNSUPPORTED (UNBLOCKED) PANEL EDGE. PROVIDE 4) SHEARWALLS ARE DENOTED SW# ON STRUCTURAL PLANS. 3-2x STUDS BLOCKING IF REQD BY NOTES OR SCHEDULE. 0i W ATLANTIC BEACH FL NAILING REQUIREMENTS FOR FLOOR, TYPICAL TOP P �_ATE SPLICE BUILT—UP COLUMNSZSTUDS ROOF DECK & SHEARWALL PETE' S TURN TYPICAL SHEARWALL ELEVATION C C .0 �e 4j Z @ ABCC 0 0 8 DETAIL 9� DETAIL 1�o DETAIL to Ci ELEVATION C-1 S2.3 SCALE: NTS .3 SCALE: NTS 7 SECTIONS & (n SCALE: NTS SCALE: NTS re) C) pe) C) C14 DETAILS LO f"ITT 0 McVElun MANGUM E N G I N E E R I N G - I N C 0 9133 R.G.Skinner Parkway 0 Jacksonville, Florida 32256 T_ :7 Ph: (904)483-5200 Fax: (904)636-6770 "*� .. to th CA 6330 enudl:nufl@DMcVeigbManguxn.conx S203 U-) These materials are copyrighted and wected under Section 102 of the Architectural Works Copyright Protection Act of 1990. The copyright protections apply e overall form of the structures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorized use of Eng.of Recorck Wayne D.Mangum License No.: 40178 these materials can msult in substantial criminal and civil liability. DO NOT MEASURE DRAWINGS NOTIFY ARCHITECT OF ANY AND ALL DISCREPANCIES PRIOR TO CONSTRUCTION. SEE GENERAL NOTES NOTE: OC 10d NAILS 0 3 FLOOR TO FLOOR STRAP NOT SHOWN, SEE SECTION 1/S2.4. FLOOR SHEATHING FLOOR TO FLOOR STRAP$ SEE FASTENER SCHEDULE FLOOR TRUSS SEE PLAN EDGE NAILING, SEE GENERAL NOTES ROOF SHEATHING, ROOF SHEATHING, EDGE NAILING0 SEE GENERAL NOTES SEE PLAN--\ SEE PLAN FLOOR SHEATHING FLOOR TRUSS ROOF TRUSS, ON WALL BLOCKING TRUSS ROOF TRUSS, SEE PLAN SEE PLAN Z: 0 6'-0" MAX Itt C) U U loe-11, DOUBLE 2x FLOOR TRUSS TO TRUSS TOP PL 0 TRUSS PROVIDE 3-16d NAILS FROM CONNEC11ON BY ENDWALL TRUSS BOTTOM CHORD TRUSS ENGINEER CONTINOUS 2x4 DOWN INTO WALL TOP PLATE ON CIS U BOTH SIDES OF BLOCKING TRUSS 00 -j (6 NAILS TOTAL) \—HTS24 TWIST STRAP NAILED TO CLIP, SEE CLIP, SEE U WALL SHEATHING WALL SHEATHING OUTSIDE FACE OF TOP PLATE AND TO FASTENER SCHED FASTENER SCHED SIDE AND TO TOP OF END WALL TRUSS TOP PLATE CLIP, CONSULTANTS: EXT STUD WALL ::::::::::::: BOTTOM CHORD AND TO SIDE OF SEE FASTENER WOODBEAM, Uj BLOCKING TRUSS. SCHEDULE SEE PLAN STRUCTUIPIAL WALL MCVEIGH & MANGUM DBL 2x TOP PLATE, SHEATHING STUD WALL, SEE ARCH SEE PLAN ENGINEERING, INC. 9133 RG SKINNER PARKWAY Off < WALL STUD TYPICAL EXTERIOR WALL SECTION JACKSONVILLE, FL 32256 PH: 904.483.5200 D TRUSS PARALLEL TO WALL z 0 S E IS E CTI ON r4 U_ r2 SECTION CTION 0 ri"I S E C TI 0 N \4 \�S�2.4 SCALE: NTS �.4 SCALE: NTS z SCALE: N"S W ��.4 SCALE: NTS U) z 0 0 z Uj r_ I I REVISION: DATE 0 ROOF TRUSS NOT SIMPSON COL CAP SHOWN FOR CLARITY 0 WELDED TO STEEL § TUBE, SEE PLAN U) BLOCKING W/ 8d SEE 2/S1.1 FOR z H5 CLIP (TYP) NAILS 0 6" FASTENING ROOF TRUSS NOT FLOOR SHEATHING SHOWN FOR CLARITY n 2x4 OUTRIGGER 0 24" z EDGE NAILING, SEE FLOOR TRUSS SHIM BEAM OUT AT BEAM, < 11 SEE PLAN >_ GENERAL NOTES M COLUMN W/X" SCAB SEE PLAN BEAM MAY BE CONT Of ju� MATERIAL, TYP 0 OR SPLICED 0 COLUMN HISS, SEE PLAN SEE ARCH FOR A FOR SI ZE & 0 8dO6 U_ OVERHANG CONDITION LOCATION_N*1I,, BEAM, z SEE PLAN z CONT 2x4 W/2-12d BLOCKING n NAILS 0 6" OC INTO FLOOR TRUSS---' W /I/,-- i PC-41 BLOCKING OR TRUSS WEB ON WALL z ROOF TRUSS, RZ D BLOCKING BELOW FLOOR ENGINEERS SEAL z 2 2x4 SHEATHING ABOVE 1st jt ADD 4-16d TOE I SEE PLAN CONTINOUS 2 lqz� I I a tj 0 ATTIC TRU.III SEE 1/S2.4 FLOOR TOP PL N NAILS FROM BEAM(S) ROOF SHEATHING, FACE TO COLUMN SEE PLAN END EA SIDE of �4'1 Lij Al, 0 2—CS16 W/ 13-8d FLOOR Of NAILS EA END 0 W/ 15-10d TRUSS (52 NAILS TOTAL) LOOR USS W NAILS EA END \<TR SIMPSON CS STRAP, BUILT UP 3-2x6--,----'- COLUMN, SEE PLAN SEE PLAN—/ F POST BELOW A, I COLUMN SEE 9/S2.3 d OR GIRDER TRUSS I t W S'/0NAL D HOLD DOWN, M SEE FASTENER A A—A (n SCHEDULE SEE PLAN TRUSS MANUF CADD DWG. FILE NO. iv :D 0 TYPICAL 2nd FLOOR EXTERIOR 0 W_ CL POST TO DEC< FASTENING 2nd FLOOR BEAM STRAPPING LU CALE: AS SHOWN Lij U) 0 CADD USER ID: W M < 6 SEC T1 ON r7"� SECTI ON 8 S CTION t*�5 SECTI-ON S2.4 SCALE: NTS LEGAL DESCRIPTION: S2.4 SCALE: NTS Of S2.4 SCALE: NTS S2.4 SCALE: 14TS U_ 0 Of PROJECT PHASE: 0 z DDI b ul > PROJECT NUMBER Of W of X 0 of NEW _j (0 _j V- < Uj CONSTRUCTION 3: D "0 1- 0i 0 W ATLANTIC BEACH , FL PETE' S TURN D 0 (0) A B C C Z 0 0 C4 Cn SECTIONS & C) DETAILS X MCVEIGH MANGUM EN GINEERING - INC 9133 R.G. Skinner Parkway 0 Jacksonville, Florida 32256 (0 Ph: (904)483-5200 Fax: (904)636-6770 174, pply th CA 6330 enmil: cvei com S2 ,4 These materials am copyrighted and profecied under Section 102 of the Architectural Works Copyright Protection Ad of 1990. The copyright protections a to e Eng.of Record- Wayne D.Marigum License No.: 40178 overall form of the shctures,the arrangement and composition of spaces,the materials and selections,and all other elements of the design. Unauthorized use of them materials can result in substantial criminal and civil liability.