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ABCC P2 - Bldg 2 - 0-S0.20_11. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS. 2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. 3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE. 4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN. 5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE. 6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SEE THE ARCHITECTURAL DRAWINGS. 7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY. 8. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS. 10. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. 11. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR. 12. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS. 13. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED. 14. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. 15. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE. 16. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF CURTAIN WALL/WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS. 17. SUBMITTALS 17.1 SUBMITTALS BY THE CONTRACTOR ARE NOT A PART OF THE CONTRACT DOCUMENTS. PRIOR TO THE INITIAL SUBMITTAL, CONTRACTOR SHALL SUBMIT TO THE DESIGN PROFESSIONAL A SCHEDULE OF SUBMITTED INFORMATION. 17.2 SUBMITTALS SHALL BE ACCOMPANIED BY A TRANSMITTAL LETTER WITH THE FOLLOWING INFORMATION: • PROJECT NAME • CONTRACTOR'S NAME • DATE SUBMITTED • DESCRIPTION OF ITEMS SUBMITTED. IDENTIFY WORK AND PRODUCT BY SPECIFICATION SECTION • NUMBER OF DRAWINGS AND OTHER PERTINENT DATA. 17.3 CONTRACTOR SHALL DIRECT SPECIFIC ATTENTION ON THE SUBMITTAL TO ANY DEVIATION FROM THE CONTRACT DOCUMENTS. CONTRACTOR SHALL STAMP AND SIGN EACH SHEET OF SHOP DRAWINGS AND PRODUCT DATA, AND SIGN OR INITIAL EACH SAMPLE TO CERTIFY COMPLIANCE WITH REQUIREMENTS OF CONTRACT DOCUMENTS. SUBMITTALS RECEIVED WITHOUT THE CONTRACTOR'S STAMP OF REVIEW WILL BE RETURNED TO THE CONTRACTOR FOR REVIEW AND RESUBMITTAL. 17.4 WORK REQUIRING SHOP DRAWINGS, WHETHER CALLED FOR BY THE CONTRACT DOCUMENTS OR REQUESTED BY THE CONTRACTOR, SHALL NOT COMMENCE UNTIL THE SUBMISSION HAS BEEN REVIEWED BY THE DESIGN PROFESSIONAL. WORK MAY COMMENCE IF THE CONTRACTOR VERIFIES THE ACCURACY OF THE DESIGN PROFESSIONAL'S CORRECTIONS AND NOTATIONS AND COMPLIES WITH THEM WITHOUT EXCEPTION AND WITHOUT REQUESTING CHANGE IN CONTRACT SUM OR CONTRACT TIME AT COPY OF THE MARKED STRUCTURAL SHOP DRAWINGS WITH THE DESIGN PROFESSIONAL'S REVIEW STAMP IS TO BE MAINTAINED AT THE JOB SITE. GENERAL 1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING: • 2020 FLORIDA BUILDING CODE, 7TH EDITION 2. GRAVITY LOADS 2.1 UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE): • SLAB ON GRADE 100 PSF 2.2 UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE): • ROOF, Lr 20 PSF 2.3 DEAD LOADS (IN ADDITION TO STRUCTURE SELF-WEIGHT): YOUTH PAVILION: ROOF: • ROOFING/INSULATION 9 PSF • MISCELLANEOUS 3 PSF • CEILING/MEP 3 PSF STORAGE SHED: ROOF: • ROOFING/INSULATION 9 PSF • MISCELLANEOUS 3 PSF • CEILING/MEP 3 PSF GOLF BAG DROP: ROOF: • ROOFING 2 PSF • MISCELLANEOUS 3 PSF • CEILING/MEP 5 PSF 3. WIND LOADS: • BASIC DESIGN WIND SPEED, V = 129 MPH • ALLOWABLE DESIGN WIND SPEED, VASD = 100 MPH • RISK CATEGORY: II • EXPOSURE C YOUTH PAVILION: • YOUTH PAVILION: INTERNAL PRESSURE COEFFICIENT = ± 0.00 • DESIGN BASE SHEAR: Vx = 9.41 KIPS, Vy = 15.02 KIPS STORAGE SHED: • STORAGE SHED: INTERNAL PRESSURE COEFFICIENT = ± 0.18 • DESIGN BASE SHEAR: Vx = 3.50 KIPS, Vy = 12.75 KIPS GOLF BAG DROP: • GOLF BAG DROP: INTERNAL PRESSURE COEFFICIENT = ± 0.00 • DESIGN BASE SHEAR: Vx = 1.72 KIPS, Vy = 3.88 KIPS SEE COMPONENT AND CLADDING DESIGN WIND PRESSURE DIAGRAM ON SHEET 0-S0.22 4. EARTHQUAKE LOADS: • RISK CATEGORY: II • SEISMIC IMPORTANCE FACTOR: I = 1.00 • SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.107 • 1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.055 • ASSUMED SITE CLASS D • SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.114 • 1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.088 • SEISMIC DESIGN CATEGORY: B YOUTH PAVILION: • BASIC SEISMIC-FORCE RESISTING SYSTEM: STEEL CANTILEVER COLUMNS • SEISMIC RESPONSE COEFFICIENT, CS = 0.091 • RESPONSE MODIFICATION FACTOR, R = 1.25 • ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE STORAGE SHED: • BASIC SEISMIC-FORCE RESISTING SYSTEM: LIGHT FRAME WOOD WALLS WITH STRUCTURAL WOOD SHEAR PANELS • SEISMIC RESPONSE COEFFICIENT, CS = 0.018 • RESPONSE MODIFICATION FACTOR, R = 6.5 • ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE GOLF BAG DROP: • BASIC SEISMIC-FORCE RESISTING SYSTEM: STEEL ORDINARY CANTILEVER COLUMN SYSTEMS • SEISMIC RESPONSE COEFFICIENT, CS = 0.__ • RESPONSE MODIFICATION FACTOR, R = 1.25 • ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 5. UNLESS NOTED OTHERWISE CALCULATED INDIVIDUAL MEMBER DEFLECTIONS (IN INCHES) DO NOT EXCEED THE FOLLOWING: DEAD LOAD LIVE LOAD DEAD + LIVE LOAD ROOF MEMBERS: L/240 L/360 L/240 • WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN SUPPORTS. (FOR CANTILEVERS, L IS TWICE THE LENGTH OF THE CANTILEVER.) NOTE THAT THE TOTAL MAXIMUM CALCULATED FLOOR SYSTEM DEFECTION WILL BE THE SUM OF THE DEFLECTIONS OF THE SUPPORTED ELEMENTS IN A BAY. 6. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION. CODE/DESIGN CRITERIA 1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PREPARED BY TERRACON CONSULTANTS INC., REPORT NUMBER EQ225124, DATED JANUARY 3RD, 2023, AND ADDENDUM DATED JANUARY 27TH, 2023. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD DIFFERENT TO THOSE ASSUMED FOR DESIGN. 2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM. 3. INDIVIDUAL SPREAD FOOTINGS AND CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF SUPPORTING 2500 PSF AND 2500 PSF, RESPECTIVELY. 3.1 NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW BOTTOM OF FOOTING AND REPLACE WITH STRUCTURAL FILL. 4. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR SCRAPER. REPLACE SOFT AREAS WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE SPECIFICATIONS. 5. STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. STRUCTURAL FILL UNDER SLABS AND WITHIN 10'-0" OF THE BUILDING FOOTPRINT SHALL BE PLACED IN LIFTS OF THICKNESS DETERMINED BY THE INDEPENDENT TESTING AGENCY AND COMPACTED TO AT LEAST 95% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE TOP 12" SUB-BASE UNDER SLABS ON GRADE SHALL BE COMPACTED TO AT LEAST 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY. ALL BACKFILL, COMPACTION AND PROOF ROLLING OPERATIONS SHALL BE OBSERVED BY AN INDEPENDENT TESTING LABORATORY. STRUCTURAL FILL SOIL DENSITY SHALL BE 120 PCF. 6. SLABS-ON-GRADE SHALL BE PLACED ON A 4" GRANULAR BASE, COMPACTED TO 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698, AND COVERED WITH A CONTINUOUSLY SEALED VAPOR BARRIER. SEE ARCHITECT FOR THICKNESS OF VAPOR BARRIER. THE BASE FOR SLABS-ON-GRADE SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO EACH PLACEMENT OF CONCRETE. 7. BACKFILL SHALL NOT BE PLACED AGAINST EXTERIOR OR RETAINING WALLS UNTIL THE WALLS HAVE ACHIEVED THEIR DESIGN STRENGTH AND THEIR LATERAL SUPPORT ELEMENTS ARE INSTALLED. PROVIDE ADEQUATE DRAINAGE AT BASEMENT AND RETAINING WALLS (SEE ARCHITECTURAL). 8. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. 9. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 12" BELOW FINISHED GRADE. FOUNDATION 1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND HAVE MINIMUM SIDE AND END LAPS OF 8". 3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS IS NOT ACCEPTABLE. 4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE DESIGN PROFESSIONAL. 5. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. 6. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE: 6.1 CONCRETE REINFORCEMENT COVER EXPOSED TO EARTH OR WEATHER: • UNFORMED CAST AGAINST EARTH 3” CLEAR • FORMED #6 AND LARGER 2” CLEAR • FORMED #5 AND SMALLER 1-1/2” CLEAR 7. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS: • CONCRETE REINFORCEMENT: CLASS B TENSION LAP 8. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC (ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. REINFORCING INSTALLED IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. 9. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. 10. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS. REINFORCEMENT 1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS. 2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH: 2.1 NORMAL WEIGHT STRUCTURAL CONCRETE: • FOOTINGS 3000 PSI F0 • SLABS-ON-GRADE 4000 PSI F0 3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING CROSSING UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND DUCTS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES, ETC. 4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS. 5. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 6. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE DESIGN PROFESSIONAL. CAST-IN-PLACE CONCRETE 1. WOOD FRAMING SHALL BE SOUTHERN PINE, NO. 2 K.D. (15% MAX. MOISTURE CONTENT) OR EQUIVALENT. MINIMUM ALLOWABLE BENDING STRESS SHALL BE PER NDS. 2. PARALLEL STRAND LUMBER (PSL) SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: • BEAMS - BENDING STRESS 2900 PSI • BEAMS - MODULUS OF ELASTICITY 2000 PSI PROVIDE PSL PLUS (PRESERVATIVE TREATMENT) WHERE INDICATED ON THE DRAWINGS. 3. PURLINS AND 2x ROOF DECKING SHALL BE PRESSURE TREATED SOUTHERN PINE, NO. 1 K.D. (15% MAX. MOISTURE CONTENT) OR EQUIVALENT. MINIMUM ALLOWABLE BENDING STRESS SHALL BE PER NDS. 4. HEAVY TIMBER TRUSSES SHALL BE SOUTHERN PINE, SELECT STRUCTURAL K.D. (15% MAXIMUM MOISTURE CONTENT), PRESSURE TREATED. MINIMUM ALLOWABLE BENDING STRESS SHALL BE PER NDS. 5. CONNECTIONS FOR STRUCTURAL TIMBER SHALL BE GALVANIZED STRONG-TIE CONNECTORS BY THE SIMPSON COMPANY OR APPROVED EQUAL. 6. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE FOUNDATION GRADE PRESSURE- TREATED SOUTHERN PINE. USE GALVANIZED NAILS IN PRESSURE-TREATED WOOD. 7. PLYWOOD DIAPHRAGMS SHALL BE EITHER STRUCTURAL I OR II SOUTHERN PINE PLYWOOD WITH THICKNESS AS NOTED IN THE STRUCTURAL DOCUMENTS. PLYWOOD SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE. 8. PLYWOOD SHALL BE ORIENTED AND NAILED TO SUPPORTING MEMBERS AS NOTED IN THE STRUCTURAL DOCUMENTS. 9. GENERAL 9.1 FOR FIRE RATING REQUIREMENTS OF COMPONENTS AND ASSEMBLIES, SEE ARCHITECTURAL DRAWINGS. 9.2 EXTERIOR LUMBER SHALL BE A MINIMUM OF 8" ABOVE FINISHED GRADE. 9.3 INTERIOR LUMBER SHALL BE A MINIMUM OF 18" ABOVE FINISHED CRAWL SPACE GRADE. 10. TREATED WOOD PRODUCTS 10.1 ALL EXPOSED EXTERIOR LUMBER SHALL RECEIVE PRESERVATIVE PRESSURE TREATMENT FOR PROTECTION FROM DECAY AND TERMITES IN ACCORDANCE WITH CCA TYPE 3 PRESERVATIVE IN ACCORDANCE WITH AWPA STANDARDS P5 AND C1 AS WELL AS THE FOLLOWING STANDARDS: • LUMBER C2 • PLYWOOD C9 • BUILDING POLES & POSTS C23 THE MINIMUM PRESERVATIVE RETENTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING: • ABOVE GROUND APPLICATIONS 0.25 PCF • WOOD FOUNDATIONS OR STRUCTURAL POLES 0.60 PCF 10.2 ALL DECKING AND RAILING SHALL ALSO BE PRESSURE TREATED WITH A CCA COMPATIBLE WATER REPELLENT SO THAT TREATED WAFERS SWELL NOT MORE THAN 1% AFTER FIVE MINUTES OF SUBMERSION, WHEN TESTED IN ACCORDANCE WITH AWPA'S STANDARD TEST METHOD, E13-92. 10.3 TREATED MATERIAL SHALL BE DRIED AFTER TREATMENT TO A MOISTURE CONTENT OF NOT MORE THAN 19% FOR LUMBER AND 15% FOR PLYWOOD. 10.4 ALL FIELD CUTS SHALL BE FIELD TREATED IN ACCORDANCE WITH AWPA STANDARD M4. 11. SAWN LUMBER SHALL BE PROVIDED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2012 EDITION, BY THE AMERICAN FOREST AND PAPER ASSOCIATION. 11.1 LUMBER GRADE AND SPECIES SHALL CONFORM WITH THE FOLLOWING:SOUTHERN PINE - #2 GRADE OR BETTER WITH MAXIMUM MOISTURE CONTENT OF 15% (UNO) 11.2 PROVIDE DOUBLE TOP PLATE LAPPED AT CORNERS AND AT SPLICES (4' SPLICE). SUPPORT ENDS OF LAPS DIRECTLY OVER A VERTICAL LOAD BEARING STUD. 11.3 PROVIDE FULL HEIGHT TRIPLE STUDS AT CORNERS. PROVIDE FULL HEIGHT DOUBLE STUDS AT EACH SIDE OF OPENINGS LESS THAN 6' WIDE PLUS ON TRIMMER STUD. 11.4 HOLES IN JOISTS, RAFTERS, STUDS AND PLATES NOT EXCEEDING 1/5 THE DEPTH/WIDTH OF THE MEMBER AND NOT CLOSER THAN 3 TIMES THE DEPTH/WIDTH OF THE MEMBER FROM THE END ARE PERMITTED AT THE MID-DEPTH/WIDTH OF THE MEMBER ONLY. 11.5 BRIDGING, FULL DEPTH SOLID BLOCKING, OR CROSS BRACING SHALL BE INSTALLED AT INTERVALS NOT EXCEEDING 8 FT OC WHEN THE DEPTH TO BREADTH RATIO OF SAWN JOISTS AND RAFTERS EXCEEDS 6 TO 1. 12. PLYWOOD SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION (APA). THE MINIMUM THICKNESSES WHICH FOLLOW SHALL BE INCREASED AS REQUIRED TO SATISFY ARCHITECTURAL REQUIREMENTS. 12.1 ROOF SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE 1, 48"x96". FOR SUPPORTS 24" OC USE 5/8" 32/16 PLYWOOD. FOR SUPPORTS 36" OC USE 5/8" 40/20 PLYWOOD. PLYWOOD SHALL BE TONGUE AND GROOVE OR BE INSTALLED WITH PANEL CLIPS IN ACCORDANCE WITH APA RECOMMENDATIONS. WHERE ALLOWABLE SPANS ARE EXCEEDED AT ROOF SLOPE TRANSITIONS, PROVIDE SPECIALLY DESIGNED SUPPLEMENTAL MEMBERS AS REQUIRED. SHEATHING SHALL BE INSTALLED WITH THE LONG EDGE ACROSS A MINIMUM OF THREE SUPPORTING MEMBERS. SUPPORT AND STAGGER EDGES OF PLYWOOD PARALLEL TO SUPPORTING MEMBER. PROVIDE CONTINUOUS BLOCKING AT PERIMETER OF EACH DIAPHRAGM PLANE (INCLUDING ROOF SLOPE TRANSITIONS) AND AROUND OPENINGS. FASTEN SHEATHING WITH 8d NAILS AT 6" OC AT SUPPORTED EDGES UNO AND AT 12" OC AT INTERMEDIATE SUPPORTS. AN 1/8" GAP SHALL BE LEFT BETWEEN ADJACENT PANELS. PROTECT EDGES AGAINST EXPOSURE TO WEATHER OR USE EXTERIOR GRADE PLYWOOD. COVER SHEATHING AS SOON AS POSSIBLE WITH ROOFING FELT OR SHINGLE UNDERLAYMENT FOR PROTECTION AGAINST EXCESSIVE MOISTURE PRIOR TO ROOFING INSTALLATION. 12.2 WALL SHEATHING SHALL BE 15/32" APA RATED SHEATHING, 32/16, EXPOSURE I, 48"x96" WITH CONTINUOUSLY SUPPORTED EDGED. AN 1/8" GAP SHALL BE LEFT BETWEEN ADJACENT PANELS. PROVIDE ONE LAYER ON ONE SIDE OF WALL UNLESS INDICATED ON PLAN TO PROVIDE ONE LAYER ON EACH SIDE OF WALL. FASTEN SHEATHING WITH 8d NAILS @ 3" O.C. AT PANEL EDGES AND @ 12" O.C. AT INTERMEDIATE SUPPORTS U.N.O. 12.3 ZIP SYSTEM SHEATHING IS AN ALLOWABLE ALTERNATIVE FOR EXTERIOR WALL SYSTEM. SEE SHEAR WALL SCHEDULE FOR REQUIRED CAPACITIES. SYSTEM SHALL MEET REQUIREMENTS OUTLINED IN NOTE 12.2 ABOVE. 13. FASTENING SCHEDULE SHALL BE IN ACCORDANCE WITH TABLE 2304.10.1 IN THE FLORIDA BUILDING CODE, 7TH EDITION, UNLESS OTHERWISE SPECIFIED. 14. PROVIDE WOOD BLOCKING AT 4'-0" O.C. AT ALL LOAD BEARING WALL STUDS. 15. ANCHOR BOLTS FOR WOOD SILL PLATES SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 GRADE 36 AND SHALL BE HEADED RODS OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE THREADED ROD. BOLTS SHALL BE EMBEDDED A MINIMUM OF 7 IN. FOR CONCRETE OR MASONRY. 5/8" DIAMETER ANCHOR BOLTS SECURING WOOD PLATES SHALL HAVE SIMPSON STRONG-TIE COMPANY INC. BP 5/8 BEARING PLATES OR EQUIVALENT (1/4"x2-1/2"x2-1/2" PLATE) AND STANDARD WASHER. WOOD 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE. • STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE C. • STRUCTURAL CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. 2. BOLTS AND ANCHORS: 2.1 BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE) WITH MINIMUM 3/4" DIAMETER F3125 BOLTS. SUBMIT PROPOSED BOLT TIGHTENING PROCEDURE FOR REVIEW. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RCSC-2014 (SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS). 2.2 ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED RODS OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE THREADED ROD, GRADE A36, UNLESS NOTED OTHERWISE. 2.3 EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC (ICC- ES) WITH A PUBLISHED EVALUATION REPORT. ANCHORS INSTALLED IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 193 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. ALL ANCHORS SHALL BE APPROVED FOR RESISTING WIND AND SEISMIC LOADS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE. 2.4 ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE CONFORMING TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC (ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. ANCHORS INSTALLED IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC- ES ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE. 3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES SHOWN ON THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DESIGN REACTION SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION OF 10 KIPS UNLESS SHOWN OTHERWISE ON THE STRUCTURAL DRAWINGS. DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE DESIGN PROFESSIONAL. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE CONTRACTOR. STEEL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SUCH CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE.REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. FOR CONNECTION DETAILS DEPICTING ARRANGEMENT CONCEPT OF THE CONNECTION WITHOUT COMPLETE DETAILS, THE CONNECTION DESIGN ENGINEER SHALL FOLLOW THAT ARRANGEMENT CONCEPT IN THE DESIGN. SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE. 5. USE PRE-QUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY D1.1-10. "NON-PRE-QUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR TO FABRICATION. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. 8. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED. STRUCTURAL STEEL ABT ABOUT ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECTURAL/ARCHITECT ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING MATERIALS AWS AMERICAN WELDING SOCIETY B BOTTOM OF BLDG BUILDING BM BEAM BOTT BOTTOM BRG BEARING BTWN BETWEEN C/C CENTER TO CENTER CALC CALCULATION(S) CHKD CHECKED CIP CAST-IN-PLACE CONCRETE CJ CONSTRUCTION CONTROL JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CLR CLEAR, CLEARANCE COL COLUMN CONC CONCRETE CONN CONNECTION COORD COORDINATE CRSI CONCRETE REINFORCING STEEL INSTITUTE CTR CENTER CTRD CENTERED DBA DEFORMED BAR ANCHOR DBL DOUBLE DEG DEGREES DET DETAIL DIA DIAMETER DIAG DIAGONAL DIR DIRECTION DL DEAD LOAD DWG DRAWING ABBREVIATIONS (E) EXISTING EA EACH EF EACH FACE EL ELEVATION ELEC ELECTRICAL ENGR ENGINEER EOD EDGE OF DECK EOR ENGINEER OF RECORD EOS EDGE OF SLAB EQ EQUAL EQUIP EQUIPMENT EW EACH WAY EXP EXPANSION EXT EXTERIOR FD FLOOR DRAIN FDN FOUNDATION FF FINISHED FLOOR FG FINISHED GRADE FIN FINISH FLG FLANGE FLR FLOOR FRMG FRAMING FRP FIBER REINFORCED PLASTIC FS FAR SIDE FT FOOT FTG FOOTING GA GAGE, GAUGE GALV GALVANIZED (HOT DIP) GRTG GRATING (H) HORIZONTAL BEAM ORIENTATION HCA HEADED CONCRETE ANCHOR HDR HEADER HGR HANGER HORIZ HORIZONTAL HP HIGH POINT HR HANDRAIL HSB HIGH STRENGTH BOLT IF INSIDE FACE IBC INTERNATIONAL BUILDING CODE ICC INTERNATIONAL CODE COUNCIL ID INSIDE DIAMETER IE INVERT ELEVATION IN INCH INT INTERIOR JT JOINT K KIP(S) KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH (LLH) LONG LEG HORIZONTAL (ANGLE) (LLV) LONG LEG VERTICAL (ANGLE) (LSH) LONG SIDE HORIZONTAL (HSS) (LSV) LONG SIDE VERTICAL (HSS) LB POUND LF LINEAR FEET LL LIVE LOAD LOC LOCATION LONG LONGITUDINAL LP LOW POINT LSH LONG SLOTTED HOLE M MOMENT MAX MAXIMUM MC MOMENT CONNECTION MECH MECHANICAL MFC MANUFACTURED MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MTD MOUNTED MTL METAL N&F NEAR AND FAR N/A NOT APPLICABLE NIC NOT IN CONTRACT NO/NO. NUMBER NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OPNG OPENING OPP OPPOSITE OSH OVERSIZED HOLE PCF POUNDS PER CUBIC FOOT PE PROFESSIONAL ENGINEER PERIM PERIMETER PJF PREMOLDED JOINT FILLER PL PLATE PLCS PLACES PLF POUNDS PER LINEAR FOOT PREFAB PREFABRICATED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT R RADIUS RD ROOF DRAIN REF REFERENCE REINF REINFORCING REQD REQUIRED RET RETURN REV REVISION RO ROUGH OPENING SC SLIP CRITICAL SCHED SCHEDULE SECT SECTION SHT SHEET SIM SIMILAR SL SLOPE SPCS SPACES SPEC(S) SPECIFICATION(S) SQ SQUARE SS STAINLESS STEEL SSH SHORT SLOTTED HOLE STD STANDARD STIF STIFFENER STL STEEL STRUCT STRUCTURAL SYM SYMMETRICAL T&B TOP AND BOTTOM T/O TOP OF THK THINK THRU THROUGH TYP TYPICAL UL UNDERWRITER'S LABORATORIES UNO UNLESS NOTED OTHERWISE VERT VERTICAL W WITH W/O WITHOUT WP WORKING POINT WS WATERSTOP WWF WELDED WIRE FABRIC STEEL COLUMN/FOOTING TYPE INDICATOR COL SIZE STEEL COLUMN SIZE BP-X BASE PLATE MARK FX.X (-0'-0") FOOTING MARK (T/FTG ELEVATION) P-X (-0'-0") PEDESTAL MARK (T/PEDESTAL ELEVATION) FOUNDATION STEP INDICATOR (-x'-x") T/FOOTING ELEVATION (-x'-x") T/FOOTING ELEVATION OPENING IN FLOOR OR ROOF RECESS/DEPRESSION INDICATOR STRUCTURAL STEEL CONNECTION AXIAL FORCE (xxk) SLOPE INDICATOR CONCRETE SLAB/METAL DECK SPAN INDICATOR STRUCTURAL STEEL MOMENT CONNECTION STRUCTURAL STEEL BEAM DESIGNATION W8x10 (XX) c=x" (XXk) (XXk) STRUCTURAL STEEL BEAM SPLICE DESIGNATION STRUCTURAL CONCRETE BEAM DESIGNATIONS Y X BEAM SIZE NUMBER OF STUDS UNIFORMLY SPACED ALONG BEAM BEAM CAMBER BEAM SERVICE REACTION CL SPLICE CBX INDICATES CONVENTIONALLY REINFORCED CONCRETE BEAM MARK BEAM WIDTH MAY VARY BASED UPON EDGE OF SLAB DIMENSIONCB XXX PB XXX PBX INDICATES POST-TENSIONED CONCRETE BEAM MARK, BEAM WIDTH MAY VERY BASED UPON EDGE OF SLAB DIMENSION DRAWN BY: PROJECT NO.: SCALE: REVISION NO.DATE DESCRIPTION THE INFORMATION SHOWN ON THESE DRAWINGS IS OWNED BY AND IS THE PROPERTY OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. NO PART THEREOF SHALL BE COPIED, ADAPTED, OR DISTRIBUTED TO OTHERS WITHOUT THE PRIOR WRITTEN CONSENT OF SHEPPHIRD ASSOCIATES, ARCHITECTS + ENGINEERS. COPYRIGHT © 2023 26560 AGOURA ROAD, SUITE 106 CALABASAS, CA 91302 310.670.9144 A S S O C I A T E S ARCHITECTS + ENGINEERS S H E P P H I R D will.s@shep-ae.com 1 12-02-22 SD PRICING 2 2-10-23 DD PRICING 3 9-07-23 PHASE 2 90% CD This item has been electronically signed and sealed by Holly Jeffreys, Florida license number 82758 on the date and/or time stamp using a digital signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Phase 2 3/4" = 1'-0"8/31/2023 5:37:43 PM Autodesk Docs://2022-352 ABCC/R22_ABCC_BLDG2_STRUCT.rvt0-S0.20YOUTH PAVILION STRUCTURAL GENERALNOTES2022-352 HD Atlantic Beach Country Club 1600 Selva Marina Drive Atlantic Beach, FL 32233 3/4" = 1'-0"0-S0.20 1 ABBREVIATIONS 3/4" = 1'-0"0-S0.20 2 STRUCTURAL LEGEND