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HomeMy WebLinkAboutApproved Plans• P 55 STRUCTURAL GENERAL NOTES MISCELLANEOUS I. THESE ABBREVIATED DRAWING NOTES ARE WRITTEN TO MATCH THE BOOK SPECIFICATIONS. IF THERE ARE ANY ITEMS THAT DO NOT CORRESPOND EXACTLY AS WRITTEN, THE MORE STRINGENT WILL TAKE PRECEDENCE, 2. THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS HAVE BEEN MADE AND ALL CONCRETE HAS REACHED ITS MINIMUM DESIGN STRENGTH, AS SHOWN IN THE STRUCTURAL DOCUMENTS. 3. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO ENSURE THE SAFETY OF THE BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED, THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, SHORING, GUYS OR TIE -DOWNS THAT MAY BE NECESSARY, SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT, 4. CONTRACTOR TO SUPPORT, BRACE AND SECURE EXISTING STRUCTURE AS REQUIRED, CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION. 5. APPLICABLE BUILDING CODE: 5TH EDITION (2014) FLORIDA BUILDING CODE. 6. GRAVITY DESIGN LOADS: AREA LIVE LOAD DEAD LOAD ROOF 20 PSF 10 PSF 7. WIND DESIGN CRITERIA: ULTIMATE WIND SPEED: VULT = 162 MPH (3 SECOND GUST) EQUIVALENT NOMINAL BASIC WIND SPEED VASE = 126 MPH (3 SECOND GUST) RISK CATEGORY = II EXPOSURE CATEGORY = D ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT, GCPI= +/-0.18 WIND BORNE DEBRIS REGION 8. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REFERENCED BUILDING CODE. 9. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE DRAWINGS, 10. CONTACT ENGINEER WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON DRAWINGS. 11. BUILDING EXPANSION JOINTS (EJ), WHERE SHOWN, WILL EXPAND AND CONTRACT OVER THE LIFE OF THE BUILDING, JOINT SEALANTS AND COVERS MUST ACCOMMODATE THIS MOVEMENT, 12. SECTIONS AND DETAILS ARE REFERENCED IN TYPICAL LOCATIONS BUT ALSO APPLY TO ALL OTHER SIMILAR CONDITIONS. 13. CONTRACTOR TO VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS, AND CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. 14. SUBMIT SHOP DRAWINGS AS REQUIRED HEREIN. ALLOW FOR TWO WEEKS REVIEW TIME AFTER RECEIPT OF SUBMITTALS BY THIS FIRM, ALL SUBMITTALS SHALL BE CHECKED AND SIGNED BY THE GENERAL CONTRACTOR AND SIGNED/SEALED BY THE DELEGATED ENGINEER, WHERE SPECIFIED HEREIN. 15. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF. 16. ANY CHANGES TO THE STRUCTURE SHALL HAVE BEEN REVIEWED AND APPROVED IN WRITING BY THE ENGINEER PRIOR TO COMMENCING WORK ON ITEMS AFFECTED. 17. CONTRACTOR SHALL NOTIFY THIS CFFICE WHEN THE STRUCTURAL SYSTEM IS SUBSTANTIALLY COMPLETED, AND BEFORE SHEATHING, CEILINGS, OR ROOFING IS INSTALLED, GEOTECHNICAL INVESTIGATION 1. SINCE FOUNDATION DESIGN INFORMATION WAS NOT AVAILABLE AT THE TIME THESE DRAWINGS WERE PREPARED, THE FOLLOWING ASSUMPTIONS WERE MADE: A) MAXIMUM BEARING PRESSURE = 2500 PSF B) MAXIMUM SETTLEMENT = 3/4" C) MAXIMUM DIFFERENTIAL SETTLEMENT = 1/2" SITE WORK I SITE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT. 2. CONTRACTOR SHALL REVIEW THE SOILS REPORT AND VERIFY THAT TEST BORINGS HAVE BEEN DONE UNDER ALL BUILDING(S) PRIOR TO BEGINNING EARTHWORK, 3, A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING MINIMUM TESTS. REFER TO SOILS REPORT FOR ANY ADDITIONAL TESTING. A) ONE DENSITY TEST FOR EACH 2,000 SQUARE FEET OF COMPACTED SUBGRADE AND COMPACTED FILL. B) ONE DENSITY TEST AT EACH C31 UMN FOOTING, C) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING. 4, ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR. 5. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE. 6. THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION CAN BE KEPT VERTICAL, CLEAN, AND STABLE, OTHERWISE, PLYWOOD FORMS MUST BE USED, 7. EXERCISE CARE WHEN COMPACTING NEAR ADJACENT STRUCTURES. FOLLOW THE RECOMMENDATIONS IN THE SOILS REPORT AND DOCUMENT EXISTING CONDITIONS WITH PHOTOGRAPHS PRIOR TO STARTING WORK. 8. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL LOCATE ALL EXISTING UNDERGROUND UTILITY LINES, TANKS, ETC. WITHIN THE CONSTRUCTION AREA AND RELOCATE THEM AS DIRECTED BY THE CIVIL ENGINEER. CAST IN PLACE CONCRETE 1. ALL CAST -IN -PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND RELATED WORK SHOWN INCLUDING FORMWORK, SETTING ANCHOR BOLTS, PLATES, FRAMES, DOWELS FOR MASONRY OR OTHER ITEMS EMBEDDED IN CONCRETE. 2. APPLICABLE STANDARDS ACI NUMBER TITLE 117 STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION 226 GROUND GRANULATED BLAST -FURNACE SLAG 301 STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS 302 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION 304 GUIDE FOR MEASURING MIXING, TRANSPORTING AND PLACING CONCRETE 304.2R PLACING CONCRETE BY PUMPING METHODS. 305R HOT WEATHER CONCRETING 306R COLD WEATHER CONCRETING 308 STANDARD PRACTICE FOR CURING CONCRETE 309R GUIDE FOR CONSOLIDATION OF CONCRETE 315 MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE STRUCTURES 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE 347 RECOMMENDED PRACTICE FOR CONCRETE FORMWORK CRSI NUMBERTITLE 63 RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS 3. CONCRETE MATERIALS A) PORTLAND CEMENT - ASTM C 150, TYPE I B) AGGREGATES - NORMAL WEIGHT CONCRETE, COARSE AND FINE, ASTM C33, STRUCTURAL LIGHT WEIGHT ASTM C330. C) AIR -ENTRAINING - ASTM C260 D) WATER REDUCING - ASTM C494, TYPE A E) WATER - FRESH, CLEAN AND POTABLE F) NO ACCELERATORS, RETARDERS OR ADMIXTURES CONTAINING CHLORIDES WILL BE PERMITTED G) FLY -ASH - ASTM C618, CLASS F, 20% MAXIMUM OF CEMENTITIOUS MATERIAL, BY WEIGHT. DO NOT USE FOR EXPOSED SLABS OR ARCHITECTURAL CONCRETE. H) SUPER PLASTICIZER - ASTM C494, TYPE F OR G, WHERE AUTHORIZED BY THE ENGINEER. 1) GROUND GRANULATED BLAST -FURNACE SLAG CEMENT - ASTM C989, 50% MAXIMUM BY WEIGHT. J) MAXIMUM AGGREGATE SIZE - FOOTINGS = #57, OTHERS #67 4. REINFORCING MATERIALS A) DEFORMED BARS - ASTM A615, GRADE 60 B) SMOOTH DOWELS - ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF 60,000 PSI. C) CORROSION RESISTANT UNCOATED STEEL (MMFX-2) - ASTM A615, GRADE 75 AND ASTM A1035 LOW -CARBON (8% MINIMUM) CHROMIUM BY MMFX OR EQUAL. D) WELDED WIRE FABRIC - ASTM A185, PLAIN WIRE FABRIC IN FLAT SHEETS ONLY. E) ACCESSORIES TO CONFORM TO ACI 315. F) WHERE CONCRETE SURFACES ARE EXPOSED, MAKE THOSE PORTIONS OF ALL ACCESSORIES IN CONTACT WITH THE CONCRETE SURFACE OR WITHIN 1/2 INCH THEREOF, OF PLASTIC OR STAINLESS STEEL. 5. PROVIDE THE FOLLOWING MINIMUM CONCRETE STRENGTHS AT 28 DAYS: A) FOOTINGS, SLAB-ON-GRADE--------------------3000 PSI 6. CONCRETE MUST BE BATCHED, MIXED AND TRANSPORTED IN ACCORDANCE WITH THE SPECIFICATIONS FOR READY -MIXED CONCRETE ASTM C94 7. REQUIRED SLUMP = 4 PLUS OR MINUS ONE INCH. & CONCRETE MUST BE PLACED WITHIN 90 MINUTES OF BATCH TIME. WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEGREES F, REDUCE MIXING AND DELIVERY TIME TO 75 MINUTES. WHEN AIR TEMPERATURE IS HIGHER THAN 90 DEGREES F, REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES. 9. DO NOT ADD WATER AT THE JOB SITE WITHOUT APPROVAL OF THE PROJECT SUPERINTENDENT. DO NOT EXCEED THE SLUMP LIMITATION. USE ONLY COLD WATER FROM THE TRUCK TANK. ANY ADDED WATER MUST BE INDICATED ON THE DELIVERY TICKET PLUS THE NAME OF THE PERSON AUTHORIZING. TEST CYLINDERS SHALL BE TAKEN AFTER THE ADDITION OF WATER. 10. LAP SPLICE REINFORCING PER CONCRETE LAP SCHEDULE MINIMUM UNLESS OTHERWISE SHOWN OR NOTED. 11. PROVIDE CORNER BARS AT ALL WALL FOOTING, WALL AND BEAM CORNERS. SIZE AND NUMBER TO MATCH HORIZONTAL BARS. 12. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND NUMBER OF VERTICAL BARS. EMBED DOWELS TO: A) 3" ABOVE BOTTOM OF FOOTINGS B) 6" ABOVE BOTTOM OF PILE CAPS 13, REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE. 14. REINFORCING BAR COVER A) FOOTINGS 2" (TOP), 3" (SIDES AND BOTTOM) 15. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, LENGTH OF HOOK, IF REQUIRED, IS NOT INCLUDED. 16. SELECT PROPORTIONS IN ACCORDANCE WITH ACI 301 TO PROVIDE CONCRETE CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND WITH ACCEPTABLE FINISHING PROPERTIES, DURABILITY, SURFACE HARDENERS, APPEARANCE, AND STRENGTH REQUIREMENTS REQUIRED BY THESE SPECIFICATIONS, 17. CHAIR WELDED WIRE FABRIC REINFORCING AT 3'-0" ON CENTER MAXIMUM IN EACH DIRECTION, 1& MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE: A) 3000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.58 MAXIMUM (NON -AIR -ENTRAINED), 0.47 MAXIMUM (AIR -ENTRAINED). 19, DATA TO BE SUBMITTED: A) INTENDED USAGE AND LOCATION FOR EACH TYPE B) MIX DESIGN FOR EACH TYPE C) CEMENT CONTENT IN POUNDS -PER -CUBIC YARD D) COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD E) WATER CEMENT RATIO BY WEIGHT F) CEMENT TYPE AND MANUFACTURER G) SLUMP RANGE H) AIR CONTENT 1) ADMIXTURE TYPE AND MANUFACTURER J) PERCENT ADMIXTURE BY WEIGHT K) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN, L) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING STEEL INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR. INCLUDE ALL REQUIRED DIMENSIONS AND ELEVATIONS (I, TOP OF CONCRETE) 20. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CONSTRUCTION OF FORMWORK, SHORING AND RE -SHORING IN ACCORDANCE WITH ACI 347. A) FORM AND SHORING DESIGN BY A P.E. REGISTERED IN THE STATE OF FLORIDA. 21. SUBMIT FORM WORK AND SHORING DRAWINGS TO LOCAL BUILDING DEPARTMENT WHEN REQUIRED BY FLORIDA THRESHOLD LAW, 22. CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE MADE AND LOCATED TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE, A) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, GIRDERS AND SLABS. B) LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT TO REVIEW AND ACCEPTANCE BY ENGINEER, 23, INTERNAL VIBRATION, PROPERLY APPLIED IS THE REQUIRED METHOD OF CONSOLIDATING PLASTIC CONCRETE. 24. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, AND SLAB RECESSES AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. NO SLEEVE, OPENINGS, OR INSERT MAY BE PLACED IN BEAMS, JOISTS, OR COLUMN UNLESS APPROVED BY THE ENGINEER. 25. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS INCLUDING, BUT NOT LIMITED TO, ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC., BEFORE PLACING CONCRETE, NOTIFY ENGINEER OF ANY CONFLICTS WITH REBAR. 26, BUILDING FLOOR BY OTHERS THICKNESS, UNLESS NOTED OTHERWISE. 27. TESTING A) A QUALIFIED TESTING LAB SHALL BE RETAINED TO PERFORM QUALITY CONTROL WORK AND ON -SITE TESTING, B) SLUMP TEST - ASTM 143 C) MOLD AND CURE TEST CYLINDERS (ASTM C-31) AND TEST CYLINDERS FOR STRENGTH (ASTM C39). TAKE ONE TEST - THREE CYLINDERS FOR EACH DAYS POUR OF 100 CUBIC YARDS, OR FRACTION THEREOF, TEST ONE CYLINDER AT 7 DAYS, TWO AT 28 DAYS. TEST CYLINDER SAMPLES SHALL BE TAKEN AT THE POINT OF DISCHARGE WHEN USING A PUMP. D) ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO THE OWNER, ENGINEER, ARCHITECT AND GENERAL CONTRACTOR. 28. REPAIR ANY CRACKS OR DEFECTIVE AREAS THAT WILL RESTORE THE AFFECTED SURFACE OR AREAS TO THEIR FULL DESIGN STRENGTH AND APPEARANCE. CONTACT THE STRUCTURAL ENGINEER FOR ADVICE AND EVALUATION. 29, ACCEPTANCE OF THE STRUCTURE WILL BE MADE IN CONFORMANCE WITH ACI 301. 30. ALL CAST -IN -PLACE CONCRETE MUST BE MAINTAINED WITH MINIMAL MOISTURE LOSS AT A RELATIVELY CONSTANT TEMPERATURE FOR A MINIMUM OF 7 DAYS FOLLOWING THE PLACING OF THE CONCRETE BY THE USE OF A WATER SPRAY, WATER SATURATED FABRIC, MOISTURE RETAINING MEMBRANE OR LIQUID CURING COMPOUND. 31. CURE SLABS -ON -GRADE FOR THE FIRST 72 HOURS BY THE USE OF: A) FOG SPRAYING B) PONDING C) SPRINKLING D) CONTINUOUSLY WET ABSORPTIVE MATS OR FABRIC E) CONTINUE CURING BY USE OF MOISTURE RETAINING COVER UNTIL CONCRETE HAS OBTAINED ITS SPECIFIED 28 DAY COMPRESSIVE STRENGTH. F) OR LIQUID CURING COMPOUND AFTER FINISHING PROCESS IS COMPLETED. G) CONCRETE WET CURE TIME TO BE 7 DAYS MINIMUM AT 50 DEGREES MINIMUM TEMPERATURE. 32. SUBMIT MATERIALS AND METHOD OF CURING FOR REVIEW. 33. DO NOT USE MOISTURE RETAINING CURING COMPOUNDS FOR CURING SURFACES TO RECEIVE CARPET, FLEXIBLE FLOORING, CERAMIC TILED FLOORS OR OTHER SPECIFIED FLOOR SYSTEMS, UNLESS IT HAS BEEN DEMONSTRATED THAT SUCH COMPOUNDS WILL NOT PREVENT BOND. 34. DO NOT PERMIT CONCRETE NOT FULLY CURED TO BE EXPOSED TO EXCESSIVE TEMPERATURE CHANGES OR HIGH WINDS. 35, POUR ALL GROUND SLABS ON 10 MIL MINIMUM VAPOR RETARDER IN COMPLIANCE WITH ASTM E1745, LAPPED 6" MINIMUM AND FULLY TAPED. 36. EQUIPMENT MADE OF ALUMINUM OR ALUMINUM ALLOYS, SHALL NOT BE USED FOR PUMP LINES, TREMIES, OR CHUTES OTHER THAN SHORT CHUTES SUCH AS THOSE USED TO CONVEY CONCRETE FROM A TRUCK MIXER. 37. THE CODE PROHIBITS THE USE OF ALUMINUM (CONDUIT, PIPES, ETC.) IN STRUCTURAL CONCRETE UNLESS IT IS EFFECTIVELY COATED OR COVERED. DRILL -IN BOLTS, SCREWS AND DOWELS 1. ADHESIVE DOWELING RODS/BOLTS SHALL BE CARBON STEEL THREADED ROD CONFORMING TO ISO 898 5.8 WITH A MINIMUM TENSILE STRENGTH OF 72.5 KSI (50OMPa) AND A MINIMUM YIELD OF 58 KSI 40OMPa), THREADED RODS WITH NUTS AND WASHERS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. PROVIDE HILTI HY 200 SAFE SET (ESR 3187) OR RE 500 SD (ESR 2322) ANCHORS BY HILTI OR EQUAL (SIMPSON SET-XP, ATC ULTRABOND 365CC). 2. ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SYSIEM SUPPLIED IN MANUFACTURER'S STANDARD SIDE -BY -SIDE FOIL PACKAGE AND DISPENSED THROUGH A STATIC -MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. ADHESIVE SHALL BE TESTED AND APPROVED TO MEET THE MINIMUM REQUIREMENTS OF ACI 355.4 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. 3. DRILL -IN REBAR DOWELS SHALL BE SET USING A TWO-PART ADHESIVE AS DESCRIBED ABOVE. 4. SCREWS SHALL HAVE A BODY MADE OF CARBON STEEL AND SHALL BE HEAT TREATED AND SHALL HAVE 8TM ZINC COATING IN ACORDANCE WITH EN ISO 4042. PROVIDE HUB EZ (ESR 3027) SCREWS BY HILTI OR EQUAL. 5. HEAVY-DUTY CONCRETE AND MASONRY SCREWS SHALL BE TESTED AND APPROVED TO MEET THE MINIMUM REQUIREMENTS OF ACI 355.2, HILTI KWICK HUS EZ (ESR-3027 FOR CONCRETE, ESR-3056 FOR GROUT FILLED MASONRY). HEAVY DUTY SCREWS BY HILTI OR EQUAL. 6. THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THE ANCHORING PRODUCTS SPECIFIED, MCCARTHY AND ASSOCIATES TO RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO ARE TO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLATION, STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR BUILDINGS", LATEST EDITION. 2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY, AWS D1.1. ALL WELDING SHALL BE PERFORMED USING E7OXX, LOW HYDROGEN ELECTRODES. ELECTRODES ARE TO BE PROTECTED FROM MOISTURE. 3. CONNECTIONS TO BE DOUBLE ANGLE FRAMED BEAM CONNECTION PER AISC UNLESS NOTED OTHERWISE. ALL BOLTS TO BE 3/4" DIAMETER UNLESS NOTED OTHERWISE. SHOP CONNECTIONS MAY BE WELDED OR BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH TO BOLTS. ALL FIELD CONNECTIONS ARE TO BE BOLTED WITH ASTM A325N OR A490 BOLTS (BEARING TYPE BOLTS WITH THREADS IN THE SHEAR PLANE) INCLUDING SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS SHALL BE TIGHTENED SNUG TIGHT UNLESS OTHERWISE NOTED. DESIGN CONNECTIONS FOR THE LARGER OF EITHER THE SHEAR SHOWN ON THE DRAWINGS, (INDICATED AS "V =K" AT ENDS OF MEMBER) OR 55% OF THE MAXIMUM LOAD(IN KIPS) LISTED IN THE TABLES FOR "MINIMUM TOTAL FACTORED UNIFORM LOADS IN KIPS FOR BRACED, SIMPLE SPAN BEAMS BENT ABOUT THE STRONG AXIS" OF THE LATEST EDITION OF THE AISC "MANUAL. OF STEEL CONSTRUCTION", ZL 1:= 4. SIZE AND USE OF HOLES: SEE RISC TABLE J3.3. A) LARGER HOLES ARE PERMITTED IN STANDARD COLUMN BASE PLATES. MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 3/8". HARDENED WASHERS, TO COVER THE LARGER HOLE, SHALL BE PROVIDED. B) LARGER HOLES ARE NOT PERMITTED IN WIND FRAME COLUMN BASE PLATES. MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 1/16". C) SLOTTED HOLES: A PLATE WASHERS OR A CONTINUOUS BAR WITHSTANDARD HOLES, HAVING A SIZE SUFFICIENT TO COMPLETELY COVER THE SLOT AFTER INSTALLATION, AND A MIN. OF 5/16" THICK SHALL BE PROVIDED. TACK WELD NUT TO BOLT AFTER ERECTION, 5. STEEL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER (WITHIN THE MILL TOLERANCE) LOCATED ABOVE THE HORIZONTAL CENTERLINE BETWEEN THE END CDNNECTIONS. 6. VERIFY THE EXACT SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS FOR MECHANICAL EQUIPMENT WITH THE MECHANICAL CONTRACTOR PRIOR TO FABRICATION OF MATERIALS. 7. SHOP PRIME STEEL SURFACES EXCEPT THE FOLLOWING: A) SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF PARTIALLY EMBEDDED MEMBERS TO A DEPTH OF 2 INCHES. B) SURFACES TO BE FIELD WELDED. C) SURFACES TO BE HIGH -STRENGTH BOLTED WITH SLIP -CRITICAL CONNECTIONS. D) SURFACES TO RECEIVE SPRAYED FIRE -RESISTIVE MATERIALS. E) GALVANIZED SURFACES, 8. SURFACE PREPARATION: CLEAN SURFACES TO BE PAINTED, REMOVE LOOSE RUST AND MILL SCALE AND SPATTER, SLAG, OR FLUX DEPOSITS, PREPARE SURFACES ACCORDING TO THE FOLLOWING SPECIFICATIONS AND STANDARDS. 9. PRIMING: IMMEDIATELY AFTER SURFACE PREPARATION, APPLY PRIMER ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS AND AT RATE RECOMMENDED BY SSPC TO PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 1.5 MILS, USE PRIMING METHODS THAT RESULT IN FULL COVERAGE OF JOINTS, CORNERS, EDGES, AND EXPOSED SURFACES. A) STRIPE PAINT CORNERS, CREVICES, BOLTS, WELDS, AND SHARP EDGES. B) APPLY TWO COATS OF SHOP PAINT TO INACCESSIBLE SURFACES AFTER ASSEMBLY OR ERECTION. CHANGE COLOR OF SECOND COAT TO DISTINGUISH IT FROM FIRST. 10. PRIME AND PAINT ALL FIELD WELDS AFTER INSPECTION. 11, A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS. A) VISUALLY INSPECT ALL STEEL MEMBERS AND CONNECTIONS. B) TEST 50 PERCENT OF FULL PENETRATION WELDS. 12. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR. 13. STEEL SHALL CONFORM TO: WIDE FLANGE (WF)(WT)------ASTM A992 (50 KSI) SHAPES (L, C, MC) ---------ASTM A36 HOLLOW STRUCTURAL SECTIONS (HSS)---ASTM A500 GRADE B (RECTANGULAR 46 KSI, ROUND 42 KSI) STEEL 'PIPE - - - - - - ------ASTM A53 ANCHOR RODS - - - - - - - - - - -ASTM F1554 (55 KSI W/S1 SUPPLEMENT) ANCHOR BOLTS - - - - --------ASTM A307 FRAMING BOLTS----- -------ASTM A325N OR A49ON SHEAR STUDS - - - - - - - - - - - - - - - ASTM A108 WELDING ELECTRODES - - - - - - - - E70XX File Copy CONCEALED FASTENERS ORATT*MENia ARE THE RESPONSIBILn OF THE CONTRACTOROF WORD THESE PLANS AND 'ALL PRUPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY MELD INSPECTORS THAT JIAY B[ NECESSARY IN L RPEP TO COPWIPLY.(grfd F L hPPLICAC 2 CODES. 4- 1303- oy F.k. i,j!Cf C0TjNTVP Tl.I? OIDIVYSIO`1 T r,wrFuiNF10 rOF � �.wcEi,'_IC 1Z D1 TES LANS IIT h3IJST EE KEPJOB OP NO LNSPEC'TION WILL BE h:A.BE, STRUCTURAL DRAWING INDEX SO STRUCTURAL SPECIFICATIONS SO.2 STRUCTURAL SPECIFICATIONS & WIND LOAD SCHEDULE S1.1 FOUNDATION & ROOF FRAMING PLAN & DETAILS S1.2 PLATE DETAILS Z Nya soft �C)C ._ �3 W CIO m : O U U)Ili M _ cc,:)' 0 'a,LL 0 U v w lL BO, a ` c m L6 ZCD ai c 3 Lri O'��CDTa Z U Z Z L N U cal o LU M a O Y O r� z O LL� UOU } C) c LJ 'p 00 OWp LI- c w �o LU ~¢ R z U z 0 /� W O (/1 N O+ E N W L F+ N n^� on LU w LLI a- >O] d ro m n z L. 0OM I w m COV)0 z oGn R{ V o ,�n o 2,w y O Z 4�Uca'o C I-- O Cl) Lu V cn w o> o a (/T d y n v y v 2 40 �o E2o Zo tea ZzLu U OOZ o v Lo 5:U) - Z Q o N wZ zo- �aLij o u '• \GEN&kl No. 77754 STATE OF �i 'XORIDP • \� oNAL z q /l1 �i7 Q � .J 0 LL oi� OLu > Y M = ti W C)Ln C Q M llzr G W Z w aD DoQ Q N zo uj 0 o Z w 0 C LL G W d" O CV � C G m m 0 z w g of Fn z a w � a z z Lr) w H- o ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY PENNONI ASSOCIATES FOR THE SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO PENNONI ASSOCIATE; AND OWNER SHALL INDEMNIFYAND HOLD HARMLESS PENNONI ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. PROJECT MR. & MRS. MIKE FLAVIN DRAWN BY DATE APPROVED GAP 11-04-16 V.B. BUILDING FLOOR AREA STRUCTURAL SPECIFICATIONS S0.1 SCALE SHEET REV AS NOTED I 1 OF 4 STRUCTURAL GENERAL NOTES CONTINUED 14. FASTENERS AND MATERIALS USED FOR WELDING OR OTHERWISE SECURING COMPONENTS ONE TO ANOTHER SHALL BE OF DOMESTIC (USA MADE) MANUFACTURE. SIMILARLY, ALL MATERIALS USED IN THE MANUFACTURING PROCESS SHALL BE FROM A DOMESTIC SOURCE. 15. OPENINGS THROUGH STEEL BEAMS SHALL BE PROVIDED AS DETAILED ON THE DRAWINGS. ALL SUCH OPENINGS SHALL BE MACHINE CUT IN THE SHOP. ALL RECTANGULAR OPENINGS SHALL HAVE A CORNER RADIUS OF 2 TIMES THE WEB THICKNESS, 1/2" MINIMUM. 16. SHOP AND FIELD WELDS SHALL BE DONE BY A.W.S. CERTIFIED WELDERS. PROVIDE CURRENT CERTIFICATES UPON REQUEST. 17. NO SPLICES SHALL BE PERMITTED IN ANY STRUCTURAL STEEL MEMBER UNLESS SHOWN ON APPROVED SHOP DRAWINGS. 18. STEEL STAIRS AND/OR LADDERS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD BY A LICENSED DELEGATED ENGINEER, WHO SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS. SHOP DRAWINGS SHALL SPECIFY ALL DESIGN LOADS. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING ALL STRUCTURAL STEEL LAYOUTS AND DETAILS, SIZES OF MEMBERS, TYPE OF STEEL, CONNECTION DETAILS, WELDS, BOLTS, ETC., AS REQUIRED TO FABRICATE AND ERECT ALL STRUCTURAL STEEL FRAMING. ALL CONNECTIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE DETAILER AND SUBMITTED ON SHOP DRAWINGS, SIGNED AND SEALED BY A REGISTERED FLORIDA DELEGATED ENGINEER. 20. NON -SHRINK GROUT SHALL BE: NONMETALLIC SHRINKAGE -RESISTANT GROUT, PREMIXED, NON -CORROSIVE, NON -STAINING PRODUCT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT, SHRINKAGE COMPENSATING AGENTS, PLASTICIZING AND WATER -REDUCING AGENTS, COMPLYING WITH CRD-C621, CORPS OF ENGINEERS. 21. IF NOT SPECIFIED ON THE DRAWINGS, THE THROAT SIZE OF ANY FILLET WELD SHALL BE EQUAL TO 1/16" LESS THAN THE THINNEST CONNECTION COMPONENT. 22. NO FIELD WELDING OF GALVANIZED MEMBERS IS PERMITTED. 23. MINIMUM EMBEDMENT DEPTH OF ANCHOR BOLTS: A) BEAMS, COLUMNS, WALLS = 6" B) FOOTINGS = 3" FROM BOTTOM C) PILE CAPS = 6" FROM BOTTOM 24. ERECTION A) BEFORE ERECTION, THE CONTRACTOR IS TO REMOVE ALL MUD, DIRT OR OTHER FOREIGN MATTER, WHICH ACCUMULATES DURING HANDLING AND STORAGE. B) DRIFTING TO ENLARGE UNFAIR HOLES WILL NOT 3E PERMITTED, DRILL SUCH HOLES TO ACCOMMODATE THE NEXT LARGER SIZE FASTENER, WHERE POSSIBLE. C) AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS, AND ABRADED AREAS WHERE SHOP COAT HAS BEEN DAMAGED. SPOT AND PRIME AREAS USING SAME MATERIAL AS SHOP COAT. D) SET ALL MEMBERS SO THAT, IN THEIR FINAL LOCATION, LEVEL, PLUMBNESS AND ALIGNMENT ARE WITHIN THE TOLERANCES PRESCRIBED BY AISC CODE. E) DOUBLE CONNECTIONS THROUGH COLUMN WEBS OR AT BEAMS THAT FRAME OVER THE TOPS OF COLUMNS MUST BE DESIGNED TO HAVE AT LEAST ONE INSTALLED BOLT REMAIN IN PLACE TO SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED. ALTERNATIVELY, THE FABRICATOR MUST SUPPLY A SEAT OR EQUIVALENT DEVICE WITH A MEANS OF POSITIVE ATTACHMENT TO SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED. 1. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION. 2. LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. 3. LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER; WITH 19% MAXIMUM MOISTURE CONTENT, UNLESS NOTED OTHERWISE ON THE PLANS. 4. LUMBER IN CONTACT WITH MASONRY OR CONCRETE, OR EXPOSED TO WEATHER, SHALL BE PRESSURE TREATED. 5. MINIMUM COATING REQUIREMENTS FOR METAL CONNECTORS AND FASTENERS: A) EXTERIOR -GALVANIZED (G185) OR HOT DIP GALVANIZED (HDG) B) EXTERIOR COASTAL AREAS - STAINLESS STEEL (TYPE 316L) 6. WHEN USING STAINLESS STEEL CONNECTORS, USE STAINLESS STEEL FASTENERS. WHEN USING G185 OR HDG CONNECTORS, USE FASTENERS GALVANIZED PER ASTM A153. 7. PLYWOOD SHEATHING SHALL BE DFPA CD WITH EXTERIOR GLUE. ALL ROOF SHEATHING TO BE INSTALLED WITH PLYCLIPS. 8. INSTALL BRIDGING IN ALL FLOOR OR ROOF JOISTS AT 10'-0" O.C. MAXIMUM. INSTALL BLOCKING IN ALL WALL STUDS AT 4'-0" ON CENTER TO COINCIDE WITH PLYWOOD JOINTS. 9. NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS. 10. CONNECTION HARDWARE SHALL BE SUPPLIED BY SIMP50N STRONG -TIE CO., INC, OR EQUIVALENT. SUBMIT CUT SHEETS OF ALTERNATIVE CONNECTION HARDWARE TO ENGINEER FOR APPROVAL 11. FLITCH BEAMS, WHERE SPECIFIED, SHALL BE BOLTED TOGETHER WITH ONE 3/4" DIAMETER BOLT TOP AND BOTTOM OVER SUPPORT OR AT END OF BEAM. INTERMEDIATE BOLTS TO BE SPACED AT 2'_0" O.C. TOP AND BOTTOM, STAGGERED FULL LENGTH OF BEAM (1/2" DIAMETER BOLTS). STEEL PLATES FOR FLITCH BEAMS SHALL CONFORM TO ASTM A-36. 12. ROOF SHEATHING SHALL BE 5/8" EXTERIOR GRADE PLYWOOD OR OSB NAILED WITH 10D NAILS AT 4" O.C. AT SUPPORTED EDGES, AND 10D NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF SLOPE. USE RING SHANK NAILS WHERE MEAN ROOF HEIGHT EXCEEDS 25-0". 13. FASTENER SUBSTITUTIONS ALL NAILS ARE COMMON NAILS, UNLESS NOTED OTHERWISE. THE FOLLOWING FASTENERS ARE ACCEPTABLE SUBSTITUTIONS. ALL ALTERNATE FASTENERS SHALL BE SPACED AT THE SAME SPACING AS THE SCHEDULED FASTENERS. SCHEDULED FASTENER ALTERNATE FASTENER 8D COMMON NAIL 8D RING SHANK NAIL 8D SCREW SHANK NAIL 0.131 P-NAIL 10D COMMON NAIL 10D RING SHANK NAIL 10D SCREW SHANK NAIL 0.148 P-NAIL 6D COOLER NAIL #6 X 1-1/4" TYPE S OR W DRYWALL SCREW 14. GUN DRIVEN NAILS MUST BE SUBMITTED FOR REVIEW WITH APPROPRIATE BACK-UP DATA. 15. OSB SHALL NOT HAVE A MOISTURE CONTENT GREATER THAN 15%. PROLONGED EXPOSURE TO WETTING & MOISTURE WILL DAMAGE AND REDUCE THE STRUCTURAL CAPACITY OF THE SHEATHING. SPECIAL CARE SHALL BE TAKEN DURING CONSTRUCTION TO KEEP THE OSB DRY AT ALL TIMES (INCLUDING DURING TRANSPORTATION, STORAGE, INSTALLATION, ETC.) CUSTOM CLIP DETAIL 1/6I2 (2) 4" STAINLESS STEEL THROUGH BOLTS TO TRUSS AND (2) 4' STAINLESS THROUGH BOLTS TO PERIMETER BEAM P.T. 2x10 FASCIA - (3) PLY 2x12 PERIMETER BM. 5i8" EXTERIOR CDX PLYWOOD (2 LAYERS STAGGERED) 4x8 TIMBER TRUSS --\ 1F TIMBER TRUSS IE DETAIL 1/5I2 GROSS ULTIMATE WIND LOADS MAIN ROOF ROOFING MATERIALS COMPONENTS ROOF ZONE 1 2 3 AND CLADDING PRESSURE (psf) 68.6 100.5 132.3 SUCTION (psf) 408.8 -100.5 1316 NET ULTIMATE WIND LOADS MAIN ROOF JOISTS OR TRUSSES COMPONENTS ROOF ZONE 1 2 3 AND CLADDING PRESSURE (psf) 688 100.5 100.5 SUCTION (prof) 408.8 -100.5 -100.5 HIP ROOF (10<0<27°) COMPONENT AND CLADDING LOADING DIAGRAMS NOTES: I. T Qj -FULLY BOLT ALL PLATES W/ Y"� STAINLESS STEEL THRU BOLTS TIMBER TRUSS (EXTERIOR VIEW) SCALE: 1 1/2" = I' - 1. a=3.0 FT. 2. THIS BUILDING IS DESIGNED AS AN OPEN STRUCTURE. 3. TO CONVERT THE (ASCE 1-10) ULTIMATE WIND PRESSURES IN THE TABLES ABOVE TO (ASD) WIND PRESSURES, MULTIPLY EACH VALUE BY Ob. CUSTOM CLIP DETAIL 1/5I2 PER DETAIL 4/51 (2) 4" STAINLESS STEEL THROUGH BOLTS TO TRUSS AND _ (2) 4' STAINLESS THROUGH BOLTS TO PERIMETER BEAM P.T. 2x10 FASCIA ­1 (3) PLY 2x12 PERIMETER BM. I i I I I I I I A L,-,,, J F XISTIN:i NFW POOi r_I L �, 4L 7-4 IEll Lam_ �Nc M"M INL)IAN RIVER 1'2Rl\/F SITE PLAN ®®D 5/8" EXTERIOR CDX PLYWOOD (2 LAYERS STAGGERED) 4x8 TIMBER TRUSS --, 12 61 9 TIMBER TRUSS }E ANA ME- PER DETAIL 6/5I2 NOTES: - i, T 0 -FULLY BOLT ALL PLATES W/ 1 '0 STAINLESS STEEL THRU BOLTS TIMBER TRUSS (INTERIOR VIEW) SCALE: 1 1/2" = 1' PER DETAIL 7/5I2 w Y 0 F z = z<Lz 0 U_ 2 0 0 (D Z z m O �Euj C v U-1 LL 0 0 ca-i E z 0 >ma- t+ -I, y m;_U i 00 z v a c~n=O ��m vi Sao ulzw o O O N Boa wz° o � J tU rn Z r U) O N =$ N d O V w E"=M(o a ()U)-'TN M O ��M L) •� � ILL0 0o cn ( w x a W =DLO C Y 'zZ.@ .E 3Lri O Z .N (_) I o s Z Z N U N a � Li \ICI II II I I/I /// ENTeq / _ No. 77754 cP •• % =_ 0 •, STATE OF i�S........ //S��NAL milk Q � LL W Lu O > Lu CO E2 QLp w z w M Q N m Q 0 LU U) rY n� Z z W o -1 C G � 0 ~ O cN CC G m m Of z O z D_ UU a o z T t T LU a o ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OP THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY PENNONI ASSOCIATES FOR THE SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO PENNON[ ASSOCIATE; AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS PENNON[ ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. PROJECT MR. & MRS. MIKE FLAVIP DRAWN BY GAP DATE 11-04-16 APPROVEC V.E BUILDING FLOOR AREA STRUCTURAL SPECIFICATIONS & WIND LOAD SCHEDULES SO.2 SCALE AS N^TED SHEET 2 OF 4 REV II QI O11 ROOF FRAMING PLAN NOTES I. ROOF JOIST, HIP JACK AND HIP BEAM TO BE 01 P.T. S.Y.P. 4x8 NOMINAL LUMBER SEE PLAN FOR CLIP CONNECTIONS. 2, ROOF RIDGE BEAM TO BE "I PT S.Y.P. 410 NOMINAL LUMBER 3, TIMBER TRUSS TO BE M P.T. S.Y,P. 48 NOMINAL LUMBER. SEE DETAIL 1/502 FOR CONNECTIONS. 4. CONTRACTOR/ ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING. 5. ROOF SHEATHING SHALL BE 5/&" (2) LAYERS EXTERIOR GRADE PLYWOOD W/ Sd RINGSHANK NAILS AT 4" O.C. AT PANEL EDGES AND 6" O.C. AT INTERMEDIATE SUPPORTS. 6. REFER TO SHEET 50.1 4 602 FOR SPECIFICATIONS. 1. ALL CONNECTORS 4 NAILS SHALL BE GALV., STEEL COLUMNS TO BE HOT DIPPED GALV. 1. UNDERLAYMENT TO COMPLY W/ FLORIDA BUILDING CODE 2014 SECTION 1501.4.5.1 4 1501A.5,2 4' x 8' SHEETS CDX PLYWOOD (TYP) HIP — — — -- ---- — --- ---- --- — -- — — -------- II ii (V I II I BEAM BELOW CI STAGGER END JOINTS AT FRAMING MEMBER © PROVIDE BEVELED WOOD SHIMS FOR PLYWOOD BEARING. �2 PROVIDE A HURRICANE CLIP AT EACH JOINT, BETWEEN EACH FRAMING MEMBER (SEE ROOF FRAMING PLAN) �3 2x4 BLOCKING AT EACH JOINT, IN END ZONE ® MINIMUM PLYWOOD WIDTH 1211 05 (2) LAYERS STAGGERED 5/a" PLYWOOD - Sd COMMONS a 411 OIL, EDGES 6" O.C. INTERMEDIATE ROOF DIAGRAM NAILING SCHEDULE SCALE: I/8" = I'-V ROOF FRAMING PLAN 11-4" 11 SCALE: 1/4" = II-0" II 1'-0 I1 4311 CLR A4 v cs� Oj (4) Y4"0 STAINLESS „I THRU BOLTS 1/4 EACH CAP PLATE FOUNDATION PLAN NOTES TO PERIMETER BE 3i16 TYP. F50 F50 FOUNDATION PLAN 5CALE:✓4" = 1'-0" I. FOUNDATION HAS BEEN DESIGNED BEARING CAPACITY OF 2500 PSFi 2. TOP OF FOOTINGS = (-) 1'-4" U.N.O. 3. CENTER ALL FOUNDATIONS BELOW WALL/ COLUMN U.N.O. 3. REFER TO SHEET 50.1 4 50.2 FOR SPECIFICATIONS. 4. REFER TO 51.1 FOR FOUNDATION DETAILS. 5. VERIFY FOUNDATION ELEVATIONS WITH CIVIL 4 FIELD CONDITIONS. MAINTAIN 1611 SOIL COVER ON TOP OF FOUNDATION. 6. FIELD VERIFY EXISTING CONDITIONS PRIOR TO FABRICATION AND CONSTRUCTION OF NEW BUILDING. 1, �> SLOPE MIN. I'/a"/ FT, TO FACILITATE DRAINAGE. CAP PLATE A -A CORNER CAP PLATE BASE PLATE CONCRETE PAVERS BY OTHERS 1 1/2" N.S. G HEADED END OR — THREADED ROD W/ NUT TACK WELDED FOOTING SCHEDULE MARK SIZE DEPTH REINF. EA. WAY REMARKS DEMBBEDMEEDME . NT P40 4'-0IIx4'-011 1'-0" (4)15 3000 PSI 911 F50 51-0`61-011 I'-/f111 (5) 05 3000 PSI 911 311 0 COLUMN YP. ALONG FLAT SURFACES V411xI2"xI'-0" W/ A. FI554 ANCHOR RODS W/ LEVELING NUTS. CONCRETE u SEE FOOTING SCHEDULE FOR SIZE AND REINF. FOOTING ]I q-^-. CPI F.G:' "Rig=*r C ) , Russ FRINC'f F"8 0Y 4Du CAv. ta-L-. rri-- CH I' x L'T, o'. - \ C' MI d P::CL FIN ANO FA.'A OVI K'C S sr_ c7L raat��: .w Q' 47 ii71 r7 7TL. wL N WhT1 -k- lr-Ias NCI- RRAti Al L: -40 iLL iV %'fit f-o0L MN BA5E TR I tvt DETAIL FOR REFERENCE ONLY SCALE: N.T.S. U4- FE 2• 5TL. - 5fe" x e• LTS U Z Ln o N O . - � N 04 V W E O In �Mco � aUU) M� 2 O ' � Q LL co)0 U X m W W ac:c�� ai Z.T c 3u O.N��� Z Z rUZc14 U o W `- a � 0 Y O Elf rz= Z Q OLL O O YpZ ci Li z p2 a LU pw � W wOU �M IL E Z O `` /-W O VItON OIENW L .Fr y 1w, w w X > M +. tv a ,orn W rom^Z m Ln w o`c fd p U F- DO U) ILL V y a mLnvyy �o m �Q o ;o�Esc Z w O V O o a N m Z NU W Z W a yaw o c) Q p \�IIIIIl{{iii ;E .T , ... ; co 4�OENSF. �tP No.7-1754 - _�. STATE OFCOR1ZSS/ONA KbA117 Q o LL Of Lu O uj > _ Y_ U Up rn C ¢ v G W z W co Lb N Lu Uj Q o co 0 Z Z O LLB LL U) 06 1� FD CV r m > } m z z O Of U) Z 5 LU � a a O z T w 1 rD O ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY PENNONI ASSOCIATES FOR THE SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO PENNONI ASSOCIATE; AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS PENNONI ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. PROJECT MR. & MRS. MIKE FLAVIN DRAWN BY IDATE IAPPROVED GAP 11-04-16 V.B. BUILDING FLOOR AREA FOUNDATION & ROOF FRAMING PLANS & DETAILS S1.1 SCALE SHEET REV AS N =D 3 OF 4 Q I1„ 41 IIII 3511 �Y� `AT 2 4 V %6`0 TYP. TYP. o _ u -1N 0 —IN ^IN EY4 x2"xO'-8)" W/ 4¢II 3" =1�r 13/1614 I211 411 I211 — (2) %&" DIA. TYP. 1/b I II 2I112I 11 IIII 2 2 2 SIDE PLATE V yy]� 3lb 110 IL J411 ^IN IIII 2 41, 111 go END PLATE 113 E I/11 END PLATE 1A INS I -1N "T" PLATE 213 E)/4 %(,"0 TYf 4311 5111 III 4RII 12- 2111 21 10 2� I211 II-211 "T" PLATE 2A 2'- 13 11 E Y" 319 8 TOR VIEW 61 13`bll 1�s Q t4� —IN IB II III I2 4 I2 5111 4 FRONT VIEW y11 Ii1b 5IPE VIELJ TOP TRUSS PLATE 313 I%b110 TYP. r TOP VIEW FRONT VIEW EY11 PLATE O rn� 5I1)E VIEW I'-mll 1� %a" 42" 611 I21 ^IN —1'7 — I�Y° 4 6" !�110 TYP. PLATE �) PLATE TOP TRUSS PLATE 3A U Ln °' Z r-- n O N y a) O � W M Mco H a C) 04 M U N M U. co co (D-w Lj J a���� Z to c 3 n 0 0 (.0 Z Z r U N M a I O Y o z = oLL C1 O � >pZ ti ? I.i oo a pEzw W O = l0 W F w tv LL0 L) %`� O fn�Nrn EIVW 00d L m� o w � OM ^W ZOm m~W 1 K0 cCU F � O ZMV d 05 (n �iw � u W -2 ��E0 ZW ZZ 3 C z0— OQN a Q N w Z d a �a� p U a� N s�A-�F CD '..' No. 77754 fr-- : w= o'• �� '•. STATE OF �J S'3/ONA Z , \ ��111111111 �^, Q J 0 LL (If W O Y oe = ti U � C G W Q � `LI m Q N mQ zo Cn Q o LLI U z zo w 1L. U 0 ~ tt O CV � C G m m Of z z o Z LU Ir a O Z I � W O ALL DOCUMENTS PREPARED BY PENNONI ASSOCIATES ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY PENNONI ASSOCIATES FOR THE SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO PENNONI ASSOCIATE; AND OWNER SHALL INDEMNIFYAND HOLD HARMLESS PENNONI ASSOCIATES FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. PROJECT MR. & MRS. MIKE FLAVIN DRAWN BY DATE APPROVED GAP 11-04-16 V.B. BUILDING IFLOOR AREA PLATE DETAILS S1.2 SCALE SHEET REV AS NO T 4 OF 4