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HomeMy WebLinkAboutBUIDING PLANSTRUCTURAL-GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN: WIND SPEED (MPH) V(ADJ)=127 V(ULT)=160 RISK CATEGORY It EXPOSURE CATEGORY D ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT CPI =+/- 0,18 TOPOGRAPHIC FACTOR KZT =1.0 2. DESIGN LIVE LOADS: a. ROOF LIVE LOAD 20 PSF 3. DESIGN DEAD LOADS : a. ROOF DEAD LOADS 17 PSF 4. THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL/STRUCTURAUMECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 5. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. GENERAL REQUIREMENTS 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PI ANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE (FBC)", FIFTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. 4. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK WITH ARCHITECT, ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY,- AND FOR PERFORMING WORK IN A :,I�FE AND SECURE MANNER. 6. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS, REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICL THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ARCHITECT/ENGINEER AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLIC I /N OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. 7. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (D.F-PARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). 8. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 9. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAYBE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. 10. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWA / FROM THE STRUCTURE. 11. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE RESPONSIBILITY OF THI CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, DIMENSIONS, ELEVATIONS,ETC. 12. SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTAL TO I / c ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNI D UNCHECKED. 13. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL_ BE CLEARLY CLOUDED AND NOTED. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE -SUBMITTAL. 14. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 15. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGRo IJNU UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. 16. THE CONTRACTOR SHALL VERIFYALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BRI)UGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDIN(_l WITH THE WORK. STRUCTURAL CERTIFICATION 1. 1 CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE FLORIDA BUILDING CODE FIFTH EDITION. 2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIUI ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FI %c AND CHAPTER 3 IN THE FBC-RESIDENTIAL. FOUNDATION AND SLABS ON GRADE 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF 2, 000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARIN' PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 2. THE ARCHITECT /ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATII )N THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUI? CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: a. MINIMUM DEPTH BELOW FINISHED GRADE ...................... V-0" b. MAXIMUM ALLOWABLE BEARING CAPACITY .................... 2,000 PSF c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF g. COEFFICIENT OF SLIDING FRICTION ...........................0.4 5. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE V/ILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES. 6. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.2 LBS/CY. 7. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON SLAB CHAIRS SPACED AT X -0" ON CENTER MAXIMUM. 8. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT CONSTRUCTION (PSI) (IN) (IN) (LB/LB) FOUNDATION PADS 3,000 1 2-4 0.50 SLABS ON GRADE (STRUCTURAL) 3,000 314 4-6 0.50 9. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 10. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 11. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TOREMOVE ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 12. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA, DEPRESS SLABS ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. 13. FOUNDATIONS SHAD BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. 14. PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED ON PLANS). 15, THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY DAMP -PROOFED WITH ;`-'YDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 16, COLUMNS, BEAMS, LNALLS OR ANYOTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (112" THICK) COMPLYING WITH ASTM D 1752, TYPE 1. 17. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH, STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS 07-HERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL. 18. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557). 19, AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 20, GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF EXCAVATIONS. 21. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE. 22, LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH AC1224.3. 23. IN NO CASE SHALL TR�!CKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. 24. EXCAVATION FO;'? PILE CAPS APHID GRADE BEAMS SHALL BE FINISHED BY HAND SHOVEL. 25. ALL STRUCTURES L. '.`GATED SEAWARD OF THE O C. C.L. SHALL BE SUPPORTED ON AUGER CAST CONCRETE PIL;_(;. 26, SITE AND NON-LOAL) ;.:: ,`BRING ELEMENTS LOCATED LANDWARD OF THE GC.C.L. SHALL BE SUPPORTED BY FO( ".'GS VV77-H A ALLOWABLE SOIL BEARING PRESSURE OF 2,500 P.S.F. CONCRETE MASONRY 1. CONCRETE_ M. iSOt`iFY` WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE REQUIREIWE= ,ITS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530 /ASCE 6 (LATEST EDITION). 2. ALL MASONRY WORT: SHALL CONFORM TO ACI 530/ASCE 5 STANDARDS, LATEST EDITION. 3, MOISTURE CONTF_Ia'T OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEA.4ENT. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION SPECIFICATION "CM-1". 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED .04%. 6. CONCRETE MASONR ( UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE N. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS SECTIONAL AREA. 7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE MASONRY UNITS". 8 USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. AGGREGATE SIZE OF 3/8"AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX CONCRETE MADE Wl FH MAX. 3/8"AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR AND GROUT. 9. GROUT FOR POURIN(3 SHALL BE A FLUID CONSISTENCY. 10. USE TYPE "M" MORTAR ,N CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MMV. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON DRAWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED ABOVE. 13. ANCHOR BOLTS SHALL BE ASTM A 307, FOR HEADED MACHINE BOLTS. 14. USE PRESSURE -TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY 15. DO NOT STACK MASONRY UNITS MORE THAN 2'-8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. S WALLS TALLER THAN 8 FEET SHALL BE BRACED TO ENSURE STABILITY OF THE MASONRY DURING CONSTRUCTION. 17. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS NOTED OTHERWISE. 18 HEAD AND BED JOINTS SHALL BE 318" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 1/4"MINIMUM AND 314" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR TRUSS. 19, PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING (DUR O WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE, 20. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12". HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A-82. 21. INTERSECTING WALLS SHALL BE INTERLOCKED WITH RUNNING BOND. 22. 18 GAUGE DOVETAIL ANCHORS (5-8" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK COURSE AT BLOCK -COLUMN INTERSECTIONS. 23. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE CONTINUOUS PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED OTHERWISE. PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. 2.1 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE: THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE. 25. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN' A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 26. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR 112"' FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 27. FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION. 28, ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN EMBEDMENT OF 6" MIN. ELL FILLED IN F AT WALL INTERSECTIONS 29. USE MINIMUM 1 #5 1 C , EACH SIDE OF OPENINGS IN THE WALL., AT WALL STEPS AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 30. ALL CELLS CONTAINING REINFORCING OR EMBEDDED 17E:S SHALL BE SOLID GROUTED. 31. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTT OM OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS iN EXCESS OF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION CR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS, THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION. 32. GROUT SHALL BE A CONTINUOUS OPERATION POURED /Al LIFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME C= POURING BY PUDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 33. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 112 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 34. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACi IIF-VED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBOUNDED JOINT 35. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL. BLOCK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES 3ELOW ANCHOR ELEVATION. 36. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY UNITS ARE LAID. MASONRY DIRECT ABOVE CHASES OR RECESSES WIDER THAN 12 INCHES SHALL BE SUPPORTED ON PRECAST GROUTED LINTELS. 37. PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTF.L.S GROUTED SOLID AND SHALL HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING SHALL BE 8". 38 PROVIDE LINTELS OR HEADERS OVERALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME_. LINTELS OR HEADERS TO BEAR Mllr. 8 INCHES EACH SIDE OF OPENING. 3�) FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SiiALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GRCUTING OR CONCRETING OPERATION, 40 LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6'-b" CLEAR. THESE MAY BE PRE CASTOR CAST IN PLACE. THE LATTER SHALL BE 8" X 12"AlINIMUM WITH 2 # 5 TOP AND BOTTOM, #3 TIES AT 12" AND SHALL BEAR 8" AT EACH SIDE OF OPENINGS. WOOD CONSTRUCTION NOTES 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY n' _i H THE SPECIFICATIONS AND CODES INDICATED IN THE DESIGN CRITERIA. 2. SHEATHING SHALL BE IN ACCORDANCE WITH PS 1-95 /AN J A 199.1. ALL SHEETS BEAR APPROPRIATE GRADING STAMP OF APA AND SPAN RATING. PROVIDE_ 118" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 3. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALb_D PER AITC AND TPI NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 4. LUMBER SHALL BE IDENTIFIED IN ACCORDANCE WITH NA TONAL GRADING RULES AND SHALL BEAR GRADE- STAMP OF SPIB, OR OTHER ASSOCIA TON RECOGNIZED BYDOC PS 20 OR EQUIVALENT. 5, ALL METAL CONNECTIONS AND FABRICATIONS SHALL COIliPLY WITH AISC OR AISI SPECIFICATIONS. 6. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHIATHING SHALL NOT EXCEED 19 % MOISTURE CONTENT AT TIME OF INSTALLATION. AND SHALL BE STAMPED "S-DRY'; "K-D OR "MC15". ALL LUMBER SHALL BE S4S. 7. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATED, OR HAVE APPROVED SEPARATING MATERIAL. & ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE: NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 9. UNLESS NOTED OTHERWISE, THE FOLLOWING MINIMUM LUMBER GRADES SHALL BE USED: a. STRUCTURAL ROOF AND WALL FRAMING - #2 SYP. b. NON-STRUCTURAL WALL FRAMING - STUD GRADE SPF OR METAL STUDS. c. NON-STRUCTURAL FRAMING - #2 SPF. d. ROOF FRAMING MEMBERS ABOVE THE CEILING LINE - 12 SYP e. WALL SHEATHING SHALL BE 24116 SPAN RATED STRUCTURAL SHEATHING. 10 ROOF SHEATHING SHALL BE 4-PLY CDX SHEATHING AS SPEECIFIED IN ROOF SHEATHING AND ATTACHMENT DETAIL. 11 FASTENERS AND CONNECTORS USED ON UN -TREATED WOOD EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. 12. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLATES, NAILS, BOLTS, ANCHORS, ETC.) USED IN CONTACT WITH TREATED WOOD SHALL BE COMPATIBLE WITH THE TREATMENT METHOD AND AS FOLLOWS: a. WOOD TREATED WITH DOT SODIUM BORATE (SBX) -MINIMUM G90 ZINC COATING. b. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE)OR OTHER BORATE (NON -DOT) - MINIMUM G185 INC COATING. c. FOR ALL OTHER TREATMENT - COMPLY WITH TH= RECOMMENDATIONS OF THE PRESERVATIVE WOOD SUPPLIER d. STAINLESS STEEL CONNECTORS AND FASTENERS M,IY BE USED FOR ALL TYPES OF TREATED WOOD 13 WOOD FASTENING SHALL BE AS SPECIFIED IN THE DRAVVIJGS. FASTENING NOT SPECIFICALLY IDENTIFIED ON DRAWINGS SHALL COMPLYVVITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 14 CONTRACTOR SHALL PROVIDE ALL FASTENING DEVICES IJE_CESSARY AND SUITED FOR EACH APPLICATION. FASTENINGS IN CONTACT WITH MOI,>TURE SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM A-158-80. 15 SHEATHING NAILS OR SCREWS SHALL BE DRIVEN SO THA- THEIR HEAD OR CROWN IF FLUSH WITH THE SURFACE OF THE SHEATHING. 16. CONNECTORS FOR TRUSS TO TRUSS COMPONENTS SHALL. BE AS SPECIFIED BY THE TRUSS MANUFACTURER. CATEGORY I SUBCATEGORY 17. HANGE I � S AND FRAMED COMPONENTS SHALL BE FURNISHED BY THE MANUFACTURER WITH NAILS FOR SPECIFIC USE AND INSTALLATION, 18. STUDS SHALL HAVE FULL BEARING ON A SOLE PLATE OR SILL NOT LESS THAN 2 INCHES IN THICKNESS HAVING A WIDTH NOT LESS THAN THAT OF THE WALL STUDS. 19. ALL PRESERVATIVE SOLE PLATES OR SILLS AND SLEEPERS ON A CONCRETE OR MASONRY SLAB THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALLY DURA13LE OR PRESERVATIVE -TREATED WOOD AND SHALL MEET THE FOLLOWING: a. ALL. ANCHOR BOLTS SHALL HAVE 2'x2'x1/8" PLATE WASHERS UNLESS NOTED OTHERWISE. b. BOLTS SHALL BE LOCATED AT CORNERS AND JAMBS AND WITHIN 4-INCHES OF EACH END OR JOINT IN PLATE. c. PLATES LESS THAN 20 INCHES IN LENGTH SHALL HAVE ONE ANCHOR INSTALLED IN THE MIDDLE THIRD OF THE PLATE LENGTH. d. SLEEVE ANCHORS ARE NOT PERMITTED UNLESS NOTED OTHERWISE. e. ANCHORS SHALL BE MINIMUM %" DIAMETER EMBEDDED 7 INCHES INTO THE CONCRETE AND SPACED NOT MORE THAN 4 FEET UNLESS NOTED OTHERWISE. 20. WOOD FRAMING MEMBERS INCLUDING SHEATHING RESTING ON AN EXTERIOR FOUNDATION CLOSER THAN 8 INCHES FROM EXPOSED EARTH SHALL BE APPROVED NATURALLY DURABLE WOOD OR TREATED WOOD. 21. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16d @ 12" 0. C. 22. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND EMBEDDED IN CONCRETE THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALLY DURA13LE WOOD OR PRESERVATIVE -TREATED WOOD. 23. STUDS SHALL BE PLACED WITH THEIR WIDE DIMENSION PERPENDICULAR TO THE WALL. 24. NOT LESS THAN THREE STUDS SHALL BE INSTALLED AT EACH CORNER OF AN EXTERIOR WALL. 25. IN NON -BEARING WALLS AND PARTITIONS, STUDS SHALL BE SPACED NOT MORE THAN 24 INCHES ON CENTER AND ARE PERMITTED TO BE SET WITH THE LONG DIMENSION PARALLEL TO THE WALL. 26. WOOD CONNECTORS AND HOLD-DOWNS SHALL BE AS SPECIFIED IN THE DRAWINGS AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL PRE -MANUFACTURED CONNECTORS SHALL HAVE NAILS OR SCREWS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS, DRIVEN FULLY. 27. ROOF SHEATHING SHALL BE FASTENED AS INDICATED IN THE DRAWINGS AND FOLLOWING AMERICAN PLYWOOD ASSOCIATIONS RECOMMENDATIONS. TIMBER AND PRE-ENGINEERED WOOD TRUSSES 1. ALL LUMBER SHALL MEET THE STANDARD OF QUALITYAS STATED IN FBC 2303, 2. ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER CODE OR DRAWINGS SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTION AGENCY WHICH HAS BEEN APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR EQUIVALENT. 3. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 4. WOOD IN CONTACT WITH THE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY DURABI l= OR PRESERVATIVE -TREATED WOOD. 5. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 6. THE PLACEMENT OF 14OLES IN FLOOR JOIST WEBS SHALL BE PER MANUFACTURERS SPECIFICATIONS OR APPROVED BY THE S.E.R. IN WRITING. THE NOTCHING OR CUTTING OF FLOOR JOIST FLANGES IS NOT ALLOWED. 7. SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STA FE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL_ INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & LL AND DL & WL) AND ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE. 8, TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R. ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (E.G. HVAC EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING. 9. STUD PARTITIONS CONTAINING PLUMBING, HEATING, CONDUIT OR OTHER PIPES SHALL BE SO FRAMED AND SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE PIPES APE PLACED IN OR PERTLY IN A PARTITION, NECESSITATION THE CUTTING OF THE SOLE PLATE, A METAL TIE NOT LESS THAN 0.058 INCH (16 GAGE) AND 1 % INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN SIX 16D NAILS. 10. IN LOAD BEARING WALLS AND PARTITIONS, ANY WOOD STUD MAYBE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH, CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN 40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED IN NON -BEARING PARTITIONS SUPPORTING NO LOADS OTHER THAN THE WEIGHT OF THE PARTITION. 11. BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 518 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTC'4. 12. DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR BOTH GRAVITY AND UPLIFT CONDITIONS. 13. ROOF PLYWOOD SHALL SPAN RATED STRUCTURAL SHEATHING, ATTACHED TO ROOF FRAMING WITH GALVANIZED NAILS PER DRAWINGS. PROVIDE 118" SPACING AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 14, PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS T 0 TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 15. ALL WOOD TRUSS/RAFTER/BEAM TO MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER. 16. CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN ON PLANS. 17. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD. 18. ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER. 19. ALL WALL SHEATHING FOR EXTERIOR WALLS SHALL BE SPAN RATED STRUCTURAL, INSTALLED WITH FACE GRAIN PARALLEL TO SUPPORTS. CONNECT TO SUPPORTS WITH GALVANIZED NAILS PER THE DRAWINGS. PROVIDE 2X4 BLOCKING AT ALL HORIZONTAL JOINTS, PROVIDE 118" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 20. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16D @ 12" 0. C. DOORS AND WINDOWS 1. THE DESIGN PRESSURES FOR THE DOORS AND WINDOWS SHALL BE NOT LESS THAN THE VALUES SHOWN IN THE SCHEDULE. 2. THE DOORS AND WINDOWS SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S NOTICE OF APPROVAL (MIAMI NOA OR FBC APPROVAL). 3. THE DOORS AND WINDOWS MUST WITHSTAND THE IMPACT OF WIND BORNE MISSILES, OR SHALL BE PROTECTED WITH AN APPROVED IMPACT RESISTANT COVERING. 4. EACH UNIT SHALL BEAR A LABEL WITH THE MANUFACTURER'S NAME AND DESIGN PRESSURES. 5. PRIOR TO INSTALLATION, ALL FRAMES MUST BE CHECKED FOR RACK, TWIST AND OUT OF SQUARE. 6. FOLLOW FMA (FENESTRATION MANUFACTURERS ASSOCIATION) GUIDELINES FOR FLASHING ALL OPENINGS. a. CAULK ALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. b. APPLY AN APPROVED FLASHING TO ALL FOUR SIDES OF OPENINGS. c. APPLY A HEAVY, UNINTERRUPTED BEAD OF APPROVED SEALANT TO THE BUCKS PRIOR TO ATTACHING TO THE OPENING PER WINDOW/DOOR DETAILS. d. SEAL BUCKS WITH AN APPROVED FLASHING MATERIAL. e.INSTAL.L DOOR / WINDOW AND APPLY BEAD OF APPROVED SEALANT AROUND PERIMETER. 7. APPROVED CORROSION RESISTANT FLASHING SHALL BE APPLIED IN SHINGLE FASHION IN A MANNER TO PREVENT ENTRY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. }3. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY WITH AAMA 711. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. .. ALL EGRESS WINDOWS SHALL MEET FBC SECTION 1029 OR FBC-R 310, AS APPLICABLE. i HESE PLANS AND ALL PROPOSED WORK AI;E SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. .; IkLED FASTENERS OR ATTACHMENTS ARE THE RESPONS181UTY Of THE CONTRACTOR OF RECORD SCANNED' BY d-L MANUFACTURES LABLES SHOWING U FACTORS AND SHGC COMPLIANCE WITH FBC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS UNTIL INSPECTIONS ARE APPROVED ,TERMITE TREATMENT RE OUf DEL; -1 60, - P1;� l�'o ST, UUIL 1! s`S'�i.��:T RL u nres : rx $iffif't ED FOR CO LL 'CE MVltlVLD BY D NeL1 NUT 6T. ICE KEPT ®N JOB ok N-() N iTtO`d"tVIi.L BE ?MATTE. r.. AB - ANCHOR F;?LT FTG - FOORNG AHJ - AUTHORITY HAVIIIG JURISDICTION HORIZ - HORIZONTAL ALT - ALTERNATE IN - INCH/INCHES BUTT - BOTTOM MAS - MASONRY CMU - CONCRETE MASONRY UNIT MAX - MAXIMUM COL - COLUMN MFR - MANUFACTURER CONC - CONCRETE MIN - MINIMUM CONT - CONTINUOUS MISC - MISCELLANEOUS DIA - DIAMETER MPH - MILES PER HOUR DIM - DIMENSION At IS - NOT TO SCALE D&E - DRILLED AND EPDXIED OC - ON CENTER EA - EACH PSF - POUNDS PER SQUARE FOOT ELEV - ELEVATION/ELEVATOR REV - REVISION/REVISED ENGR - ENGINEER SCHED - SCHEDULE EW - EACH WAY TYP - TIPICAL EXIST - EXISTING UNO - UNLESS NOTED OTHERWISE EXP - EXPANSION VERT - VERTICAL EXT - EXTERIOR W/ - WITH FBC - FLORIDA BUILDING CODE W/0 -WITHOUT iFF - FINISH FLOOR WWF - WELDED WIRE FABRIC FND - FOUNDA 90N WWM - WELDED WIRE MESH FT - FEET/FOOT 15 - STEEL REINFORCING BAR (REBAR) 15 (518 ) PRODUCT APPROVAL. AFFIDAVIT FORM APPROVAL I NUMBER(S) MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES PRODUCT DESIGN PRESSU (+PSF) (-PSF) (+PSF) (-PSF)_; A. EXTERIOR DOORS 1. SWINGING FL# 17184.11 PLASTPRO INC. DRS611 PER DOOR SCHEDULE 2. SLIDING GLASS DOOR FL# 251-R28 PGT 5570 PER DOOR SCHEDULE B. WINDOWS 1. SINGLE HUNG FL# 239-R24 PGT 5500 PER WINDOW SCHEDULE 2. MULLIONS FL# 17519.1 PGT 5400/5500 D. ROOFING PRODUCTS 1. METAL ROOF FL# 15722.2 FABRAL 26 GA. 5V CRIMP PER ROOF SCHEDULE NOTE_: THE ENGINEER HAS REVIEWED THE ABOVE COMPONENTS OR CLADDING AND HAS APPROVED THEIR USE IN THIS STRUCTURE. THESE PRODUCTS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS. +65 -65 +50.6 -50.6 +44 -44 d-69.1 -70 -114.25 W H Q N Z O W 09 JII-1041 MI'tILntcolr- r- - 0 W w CDf N I- O M Z Y W U > cV (n Q0Q < Q Lu Z ? P ( w -4 m O O U O W U O O (DLn LO Lr) CD (7) W N N WMco o �N LLL J () M -i I,^00 V) _ CO (�- 221nr JJ LL U_ 0QNN Nmrr z0 �W OE-L Loo2X mLL 00 W a- LL 15 VILCgr� 0CEIVS No. 61.00C STATE OF RkXX II _ +`n S� P", 0N 1L DNFE -P U) W O z D F_ U U) W Q U 0 Z LL IL ui ® U) o U Lij O v c �/ LJ.. a� U Q O 0- cy') z Z O O U \W / W U U) .FO VILLAMIZAR P.E. #61000 12-13-2017 SHEET 1) 1 OF J 17-0390 PERMIT SET STRUCTURAL -GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN. - WIND SPEED (MPH) V(ADJ)=127 V(ULT)=160 RISK CATEGORY II EXPOSURE CATEGORY D ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18 TOPOGRAPHIC FACTOR KZT =1.0 2. DESIGN LIVE LOADS: a. ROOF LIVE LOAD 20 PSF b. FLOOR LIVE LOAD 30 PSF c. STORAGE 30 PSF f. STAIRS & WOOD DECK 75 PSF g. STAIR TREADS DESIGNED FOR 300 LB CONCENTRATED LOAD PLACED TO PRODUCE MAXIMUM STRESS. h. BALCONY RAILING & GUARDRAILS 50 LBS/FT OR 200 LBS TO BE APPLIED AT ANY DIRECTION TO THE TOP RAIL. 3. DESIGN DEAD LOADS: a. ROOF DEAD LOADS 17 PSF b. FLOOR DEAD LOAD 15 PSF c. STORAGE 10 PSF c. WOOD DECK DEAD LOAD 12 PSF 4. THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS(ARCHITECTURAUSTRUCTURAUMECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION. 5. LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS NOTED IN DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING. GENERAL REQUIREMENTS 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE (FBC)'; SIXTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE 1S INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. 4. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDiNA77NG DETAILS AND ACCURACY OF THE WORK WITH ARCHITECT, ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 6. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS, REFERENCE STANDARDS, THE ARCHITECT/ENGINEER SHALL DETERA41NE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE_ THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ARCHITECT/ENGINEER AS TO WHICH SHALL GOVERN. ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. 7. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETYAND HEALTH). 8. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 9. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAYBE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER, 10. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM THE STRUCTURE. 11. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, DIMENSIONS, ELEVATIONS,ETC. 12, SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. 13. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY CLOUDED AND NOTED. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE -SUBMITTAL. 14. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 15. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. 16. THE CONTRACTOR SHALL VERIFYALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK. STRUCTURAL CERTIFICATION 1. 1 CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE FLORIDA BUILDING CODE FIFTH EDITION. 2, 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC AND CHAPTER 3 IN THE FBC-RESIDENTIAL. FOUNDATION AND SLABS ON GRADE 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF 2, 000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 2. THE ARCHITECT /ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLYAT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: a. MINIMUM DEPTH BELOW FINISHED GRADE.. .. . . ................ 1'-O" b. MAXIMUM ALLOWABLE BEARING CAPACITY .................... 2,000 PSF c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF g 'COEFFICIENT OF SLIDING FRICTION. . ......................... 0.4 5. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES. 6. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.2 LBSICY. 7. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON SLAB CHAIRS SPACED AT X -O" ON CENTER MAXIMUM, 8. THE CONCRETE STRENGTHS SHOWN 1N THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT CONSTRUCTION (PSQ (IN) (IN) (LB/LB) FOUNDATION PADS 3,000 1 2-4 0.50 SLABS ON GRADE (STRUCTURAL) 3,000 3/4 4-6 0.50 9. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. DELETERIOUS 10. FOR SITE PREPARATION. REMOVE 0 US MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 11. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE Al I ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 IN(,H LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 PE I SCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557, 12. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. 13, FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL. 14, PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED ON PLANS). 15. THI- CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY DAMP -PROOFED WITH 'HYDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, IN AG(,ORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 16. COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FII 1 SHALL BE ISOLA rTED BY PRE -MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM D1152, TYPE 1. 17. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VE I?TICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SI ioWN AS APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL. 18. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 IN( :HES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DL NSITY (ASTM D 1557 19. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 20. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF EXCAV 11 T!OiNS. 21, GENERAL CONTRACT CR, SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., AS REC, _;7-ED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS S! %,ILL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE. 22. LOCATE SAVVCUTS PE17 PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3. 23. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. 24, EXCAVATION FOR PILE CAPS AND GRADE BEAMS SHALL BE FINISHED BY HAND SHOVEL. 25. ALL- STRUCTURES LOCATED SEA✓�ARD OF THE C.C.C.L. SHALL BE SUPPORTED ON AUGER CAST CONCRETE PILES, 26. S17E AND NON -LOAD BEARING ELEMENTS LOCATED LANDWARD OF THE C.C.C.L. SHALL BE SUPPORTED BY FOOTINGS WITH A ALLOWABLE SOIL BEARING PRESSURE OF 2,500 P. S.F. CONCRETE MASONRY 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530 /ASCE 6 (LATEST EDITION). 2. Al I MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 5 STANDARDS, LATEST EDITION. 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEMENT. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION SPF-CIFICATION "CM-1 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED .04%. 6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE 11. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS SECTIONAL AREA, 7. TESTING TO BE DONE FOLLOWING ASTM C 140 ' SAMPLING AND TESTING OF CONCRETE MASONRY UNITS". 8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. AGGREGATE SIZE OF 3/8"AND SLUMP OF 8" TO 11 ". TEST SAMPLES FOR COMPRESSIVE STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX CONCRETE MADE WITH MAX. 3/8"AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE, NO ADMIXTURES WILL BE PERMITTED IN MORTAR AND GROUT. 9. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. 10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOWA MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON DF AWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED ABOVE. 13, ANCHOR BOLTS SHALL BE ASTM A 307, FOR HEADED MACHINE BOLTS. 14. USE PRESSURE- TRE'lTED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY 15. DG NOT STACK MASONRY UNITS MORE THAN 2'-8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. 16. WALLS TALLER THAN 8 FEET SHALL BE BRACED TO ENSURE STABILITY OF THE MASONRY DURING CONSTRUCTION. 17. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS NOTED OTHERWISE. 18. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR TRIJSS. 19. PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING (DUR 0 'WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE, 20. US: -PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DV, CONTINUOUS ENDS A MIN. OF 12". HORIZONTAL REINFORCING SHALL CONFORM TO AS rM A-82. 21. INTERSECTIN(; WALLS SHALL BE INTERLOCKED WITH RUNNING BOND. 22. 18 GAUGE DOVETAIL ANCHORS (5-8" LONG) AND INSERTS SHALL BE USED EVERY 2ND BLOCK COURSE AT BLOCK -COLUMN INTERSECTIONS. 23. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE CONTINUOUS PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED OTHERWISE. PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. 24. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE. 25. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED. CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 26. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR 1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 27. FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO E.'E USED TO FACILITATE CONSTRUCTION. 28. ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN EMBEDMENT OF 6" MIN. 29. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL, AT WALL STEPS AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 30. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 31. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALT_ BE SEALED BEFORE GROUTING, AFTER INSPECTION. 32. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 33. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 34. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBOUNDED JOINT 35, WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW ANCHOR ELEVATION. 36. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MAS D VRY UNITS ARE LAID. MASONRY DIRI-CT ABOVE CHASES OR RECESSES WIDER T -ON 12 INCHES SHALL BE SUPPORTED ON PRECAST GROUTED LINTELS. 37, PROVIDE PRE ('AST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTEL.S GROUTED SOLID AND SHALL HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING SHALL BE 8". 38. PROVIDE LINTELS OR HEADERS OVERALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS TO BEAR MIN. 8 INCHES EACH SIDE OF OPENING. 39. FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. 40. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6'-6" CLEAR. THESE MAY BE PRE CAST OR CAST IN PLACE. THE LATTER SHALL BE 8 " X 12" NI NIMUM WITH 2 # 5 TOP AND BOTTOM, #3 TIES A T 12" AND SHALL BEAR 8" AT EACH SIDE OF OPENINGS. WOOD CONSTRUCTION NOTES 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY WI -H THE SPECIFICATIONS AND CODES INDICATED IN THE DESIGN CRITERIA. 2. SHEATHING SHALL BE IN ACCORDANCE WITH PS 1-95 /ANSI A 199.1. ALL SHEETS BEAR APPROPRIATE GRADING STAMP OF APA AND SPAN RATING PROVIDE 118" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 3. ALL WOOD FRAMING SHALL BE FABRICATED AND INSTALLED PER AITC AND TPI NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 4. LUMBER SHALL_ BE IDENTIFIED IN ACCORDANCE WITH NA iFIONAL. GRADING RULES AND SHALL BEAR GRADE STAMP OF SPIB, OR OTHER ASSOCIAT'ON RECOGNIZED BY DOC PS 20 OR EQUIVALENT. 5. ALL METAL CONNECTIONS AND FABRICATIONS SHALL COMPLY WITH ALSO OR AISI SPECIFICATIONS. 6. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHEATHING SHALL NOT EXCEED 19% MOISTURE CONTENT AT TIME OF INSTALLATION. AND SHALL BE STAMPED "S-DRY', W-D" OR "MC15". ALL LUMBER SHALL BE S4S. 7. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATED, OR HAVE APPROVED SEPARATING MATERIAL. 8. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 9. UNLESS NOTED OTHERWISE, THE FOLLOWING MINIMUM LUMBER GRADES SHALL BE USED: a. STRUCTURAL ROOF AND WALL FRAMING - #2 SYP. b. NON-STRUCTURAL WALL FRAMING - STUD GRADE SPF OR METAL STUDS. c. NON-STRUCTURAL FRAMING - #2 SPF. d. ROOF FRAMING MEMBERS ABOVE THE CEILING LINE - #2 SYP e. WALL SHEATHING SHALL BE 24/16 SPAN RATED STRUCTURAL SHEATHING. 10. ROOF SHEATHING SHALL BE 4-PLY CDX SHEATHING AS SPECIFIED IN ROOF SHEATHING AND ATTACHMENT DETAIL. 11. FASTENERS AND CONNECTORS USED ON UN -TREATED WOOD EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. 12. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLATES, NAILS, BOLTS, ANCHORS, ETC.) USED IN CONTACT WITH TREATED WOOD SHALL BE COMPATIBLE WITH THE TREATMENT METHOD AND AS FOLLOWS: a. WOOD TREATED WITH DOT SODIUM BORATE (SBX)-MlIJIMUM G90 ZINC COATING. b. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE)OR OTHER BORATE (NON -DOT) - MINIMUM G 185 INC COATING. c. FOR ALL OTHER TREATMENT - COMPLY WITH THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD SUPPLIER d. STAINLESS STEEL CONNECTORS AND FASTENERS MAY BE USED FOR ALL TYPES OF TREATED WOOD 13. WOOD FASTENING SHALL BE AS SPECIFIED IN THE DRAWINGS. FASTENING NOT SPECIFICALLY IDENTIFIED ON DRAWINGS SHALL COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 14. CONTRACTOR SHALL PROVIDE ALL FASTENING DEVICES NECESSARYAND SUITED FOR 20. EACH APPLICATION. FAS I ENINGS IN CONTACT WITH MOISTURE SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM A-158-80. 15. SHEATHING NAILS OR SCREWS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IF FLUSH WITH THE SURFACE OF THE SHEATHING. 1' 16. CONNECTORS FOR TRUSS TO TRUSS COMPONENTS SHALL BE AS SPECIFIED BY THE TRUSS MANUFACTURER. 2" 17. HANGERS AND FRAMED COMPONENTS SHALL BE FURNISHED BY THE MANUFACTURER WITH NAILS FOR SPECIFIC USE AND INSTALLATION. 3" 18, STUDS SHALL HAVE FULL BEARING ON A SOLE PLATE OR SILL NOT LESS THAN 2 INCHES IN THICKNESS HAVING A WIDTH NOT LESS THAN THAT OF THE WALL STUDS. 4" 19. ALL PRESERVATIVE SOLE PLATES OR SILLS AND SLEEPERS ON A CONCRETE OR MASONRY SLAB THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALLY 5 DURABLE OR PRESERVATIVE -TREATED WOOD AND SHALL MEET THE FOLLOWING: 6. a. ALL ANCHOR BOLTS SHALL HAVE 2'x2'x1/8" PLATE WASHERS UNLESS NOTED OTHERWISE. b. BOLTS SHALL BE LOCATED AT CORNERS AND JAMBS AND WITHIN 4-INCHES OF EACH END OR JOINT IN PLATE. c. PLATES LESS THAN 20 INCHES IN LENGTH SHALL HAVE ONE ANCHOR INSTALLED IN THE MIDDLE THIRD OF THE PLATE LENGTH. d. SLEEVE ANCHORS ARE NOT PERMITTED UNLESS NOTED OTHERWISE. e. ANCHORS SHALL BE MINIMUM %" DIAMETER EMBEDDED 7 INCHES INTO THE CONCRETE AND SPACED NOT MORE THAN 4 FEET UNLESS NOTED OTHERWISE. 20. WOOD FRAMING MEMBERS INCLUDING SHEATHING RESTING ON AN EXTERIOR 7• FOUNDATION CLOSER THAN 8 INCHES FROM EXPOSED EARTH SHALL BE APPROVED NATURALLY DURABLE WOOD OR TREATED WOOD. 21. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE 8. TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16d @ 12" O.C. 22. POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND EMBEDDED IN 9• CONCRETE THAT IS IN DIRECT CONTACT WITH THE EARTH SHALL BE OF NATURALLY DURABLE WOOD OR PRESERVATIVE -TREATED WOOD. 23. STUDS SHALL BE PLACED WITH THEIR WIDE DIMENSION PERPENDICULAR TO THE WALL, 24, NOT LESS THAN THREE STUDS SHALL BE INSTALLED AT EACH CORNER OF AN EXTERIOR WALL. 25. IN NON -BEARING WALLS AND PARTITIONS, STUDS SHALL BE SPACED NOT MORE THAN 24 INCHES ON CENTER AND ARE PERMITTED TO BE SET WITH THE LONG DIMENSION PARALLEL TO THE WALL. 26, WOOD CONNECTORS AND HOLD-DOWNS SHALL BE AS SPECIFIED IN THE DRAWINGS AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL PRE -MANUFACTURED CONNECTORS SHALL HAVE NAILS OR SCREWS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS, DRIVEN FULLY. 27. ROOF SHEATHING SHALL BE FASTENED AS INDICATED IN THE DRAWINGS AND FOLLOWING AMERICAN PLYWOOD ASSOCIATIONS RECOMMENDATIONS. TIMBER AND PRE-ENGINEERED WOOD TRUSSES 1. ALL LUMBER SHALL MEET THE STANDARD OF QUALITY AS STATED IN FBC 2303. 2. ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER CODE OR DRAWINGS SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTION AGENCY WHICH HAS BEEN APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR EQUIVALENT. 3. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS SPECIFICALLY INDICATED AS NET SIZE. 4. WOOD IN CONTACT WITH 1 HE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 6. THE PLACEMENT OF HOLES IN FLOOR JOIST WEBS SHALL BE PER MANUFACTURERS SPECIFICATIONS OR APPROVED BY THE S.E.R. IN WRITING. THE NOTCHING OR CUTTING OF FLOOR JOIST FLANGES IS NOT ALLOWED. T SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & LL AND DL & WL) AND ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE. 8. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R. ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (E.G. HVAC EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING. 9. STUD PARTITIONS CONTAINING PLUMBING, HEATING, CONDUIT OR OTHER PIPES SHALL BE SO FRAMED AND SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE PIPES ARE PLACED IN OR PERTLY IN A PARTITION, NECESSITATION THE CUTTING OF THE SOLE PLATE, A METAL TIE NOT LESS THAN 0.058 INCH (16 GAGE) AND 1 % INCHES WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN SIX 16D NAILS. 10. IN LOAD BEARING WALLS AND PARTITIONS, ANY WOOD STUD MAYBE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN 40 PERCENT OF THE WIDTH OF THE STUD IS PERMITTED IN NON -BEARING PARTITIONS SUPPORTING NO LOADS OTHER THAN THE WEIGHT OF THE PARTITION. 11. BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE BORED. IN NO CASE SHALL.. THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. 12, DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR BOTH GRAVITY AND UPLIF F CONDITIONS. 13. ROOF PLYWOOD SHALL SPAN RATED STRUCTURAL SHEATHING, ATTACHED TO ROOF FRAMING WITH GALVANIZED NAILS PER DRAWINGS. PROVIDE 1/8" SPACING AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. 14. PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS TO TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 15. ALL WOOD TRUSS/RAFTER/BEAM TO MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER. 16, CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN ON PLANS. 17. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD. 18. ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER. 19. ALL WALL SHEATHING FOR EXTERIOR WALLS SHALL BE SPAN RATED STRUCTURAL, INSTALLED WITH FACE GRAIN PARALLEL TO SUPPORTS. CONNECT TO SUPPORTS WITH GALVANIZED NAILS PER TI1E DRAWINGS. PROVIDE 2X4 BLOCKING AT ALL HORIZONTAL JOINTS. PROVIDE 1/8" SPACE AT PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER TO ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16D @ 12" O.C. w W a. CAULK ALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. Q 11 -I c'4I col � I LoI co l �- b. APPLYAN APPROVED FLASHING TO ALL FOUR SIDES OF OPENINGS. c. APPLY A HEAVY, UNINTERRUPTED BEAD OF APPROVED SEALANT TO THE BUCKS PRIOR TO ATTACHING TO THE OPENING PER WINDOW/DOOR DETAILS. � co d. SEAL BUCKS WITH AN APPROVED FLASHING MATERIAL. o ti e. INSTALL DOOR / WINDOW AND APPLY BEAD OF APPROVED SEALANT AROUND PERIMETER. APPROVED CORROSION RESISTANT FLASHING SHALL BE APPLIED IN SHINGLE FASHION IN A MANNER TO PREVENT ENTRY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY WITH AAMA 711. THE O FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. Z ALL EGRESS WINDOWS SHALL MEET FBC SECTION 1029 OR FBC-R 310, AS APPLICABLE. p ABBREVIATIONS AB - ANCHOR BOLT FTG - F007ING AHJ - AUTHORITY HAVING JURISDICTION HORIZ - HORIZONTAL I ALT - ALTERNATE IN - INCH/INCHES BOTT - BOTTOM MAS - MASONRY CMU - CONCRETE MASONRY UNIT MAX - MAXIMUM COL - COLUMN MFR - MANUFACTURER CONC - CONCRETE MIN - MINIMUM CONT - CONTINUOUS MLSC - MISCELLANEOUS DLA - DIAMETER MPH - MILES PER HOUR DIM - DIMENSION NTS - NOT TO SCALE D&E - DRILLED AND EPDXIED OC - ON CENTER EA - EACH PSF - POUNDS PER SQUARE FOOT ELEV - ELEVATION/ELEVATOR REV - REVISION/REVISED ENGR - ENGINEER SCHED - SCHEDULE EW - EACH WAY T)P - TYPICAL EXIST - EXISTING LINO - UNLESS NOTED OTHERWISE EXP - EXPANSION VERT - VERTICAL EXT - EXTERIOR W/ - NTH FBC - FLORIDA BUILDING CODE W/0 -WITHOUT FF - FINISH FLOOR WWF - WELDED WIRE FABRIC FND - FOUNDA PON ww - WELDED WIRE MESH FT - FEET/FOOT P - STEEL REINFORCING BAR (REBAR) 15 (518 ) PRODUCT APPROVAL AFFIDAVIT FORM CATEGORY/SUBCATEGORY APPROVAL MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES PRODUCT DESIGN PRESSUFv'k � -- - NUMBER(S) (+PSF) (-PSF) (+PSF) (-PSF) A� A. EXTERIOR DOORS 1. SWINGING FL# 17184.11 PLASTPRO INC. DRS611 PER DOOR SCHEDULE +65 -65' 2. SLIDING GLASS DOOR FL# 251-R28 PGT 5570 PER DOOR SCHEDULE +50.6 -50.6 B. WINDOWS _ 1. SINGLE HUNG FL# 239-R24 PGT 5500 PER WINDOW SCHEDULE +44 -44 2. MULLIONS FL# 17519.1 PGT 5400/5500 +69.1 -70 D. ROOFING PRODUCTS 1. METAL ROOF FL# 15722.2 FABRAL 26 GA. 5V CRIMP PER ROOF SCHEDULE -114.25 NOTE: THE ENGINEER HAS REVIEWED THE ABOVE COMPONENTS OR CLADDINt3 AND HAS APPROVED THEIR USE IN THIS STRUCTURE, THESE PRODUCTS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS. f� � W t- N O 1 W U > NU) �000Y < O (D O W NLIJ co co j0 �LLOW W -O I-. T T_ Lo O N N N Ljj I Cfl � u L O cc) 0'alL �- W No. 61000 (`'a 41 STATE OF IROI ptORV�. File Copy W W Q Z I-- 0 U) o uo U-) o rn A OD Lo Q0 N mot' <- N _ _ w a- J J LiLLL ww z C) � w �w O E-L m w z ra Lij n 0 O Z w W ® w U (f� Q a LJ O U) w 0 o O 0- Z W N N `n o U \ /' w_ U FO V!LLAMI An P i: ifmnnn 01-08-2017 SHEET so'%l 1 of 7 17-0390 PERMIT SET AREA CALCULATIONS _T EXTERIOR CD CD %'n Q z- PROPOSED FIRST FLOOR AREA 956 SF PROPOSED ATTIC/STORAGE AREA 336 SF PROPOSED DECK 124 SF TOTAL AREA 1,416 SF I DOOR SCHEDULE NO. TYPICAL SIZE TYPE MATERIAL FINISH THRESHOLD JAMB LOCK TYPE REMARKS D. P. WIDTH HEIGHT TRANSM THK, LOCATION OEXTERIOR DOOR @ 3'-0" 6' 8' - /4 SOLID STEEL METAL w METAL PRIVACY LOCK & i 35/-38 ENTRY 1 3 /4" WEATHERSTRIP DEADBOLT O EXTERIOR DOOR @ 12'-0" 6' -8" SGD GLASS HITE EXTERIORMETAL w/ METAL PRIVACY LOCK & HURRICANE RATED 32/-35 I DECK SGD _ WEATHERSTRIP DEADBOLT 3 INTERIOR DOOR @ 2'-8" 6'-8" 1s/a" PANEL WOOD WHITE INTERIOR WOOD PRIVACY LOCK _ O4 INTERIOR DOOR @ 6'-0" 6'-8" - 13/4" BI-FOLD WOOD WHITE INTERIOR WOOD UTILITY CLOSET OINTERIOR DOOR @ 4'-0" 6'-8" -- 13/4" BI-FOLD WOOD WHITE INTERIOR WOOD LINEN & A/C CLOSETS 6D_ INTERIOR DOOR @ 2'- 0 " 6'-8" 13/4 BI-FOLD WOOD WHITE INTERIOR' WOOD - LINEN & A C CLOSETS 7 INTERIOR DOOR @ 2'-8" 6'-8" — 13/4" SLIDER WOOD WOOD PRIVACY LOCK _ BATH BARN DOOR NOTES: 1. DOOR HARDWARE AND FINISH SELECTIONS TO BE MADE BY OWNER. 2. ALL EXTERIOR DOORS SHALL MEET MIAMI-DADE COUNTY PRODUCT APPROVAL STANDARDS. CONTRACTOR SHALL SUBMIT ALL APPLICABLE LITERATURE TO BUILDING DEPARTMENT FOR APPROVAL. WINDOW SCHEDULE MK. SIZE DESIGNATION TYPE MATERIAL REMARKS D. P. WIDTH HEIGHT TRANSM THK. WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 (D (2)3'-0" 5'-2" SINGLE HUNG EGRESS WINDOW 35/-38 GLAZING TO BE TEMPERED PER FBC. WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 SINGLE HUNG EGRESS WINDOW GLAZING TO BE TEMPERED PER FBC. WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 © 3'-0" 1'-6" ATTIC FIXED 37/-40 GLAZING TO BE TEMPERED PER FBC. WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 O 3'-0" 1'-6" -- BATHROOM FIXED 37/-40 GLAZING TO BE TEMPERED PER FBC. NOTES: 1. ALL WINDOWS IMPACT RESISTANT LOWE GLASS, AND SHALL MEET MIAMI-DADE COUNTY PRODUCT APPROVAL STANDARDS. CONTRACTOR SHALL SUBMIT ALL APPLICABLE LITERATURE TO BUILDING DEPARTMENT FOR APPROVAL. 2. EGRESS WINDOWS SHALL COMPLY w/F.B.C. 2010 SECTION R310.1 (SILL HEIGHT, OPENING AREA, OPENING WIDTH, OPENING HEIGHT) 3. FIELD VERIFY ALL DIMENSIONS OF WINDOWS IN EXISTING OPENINGS 4. ALL DIMENSIONS MUST BE FIELD VERIFIED PRIOR TO CONSTRUCTION OR ORDERING OF MATERIALS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 5, GLAZING TO BE TEMPERED PER FBCR 308 WHERE REQUIRED. i SITEPLANPLAN SCALE 3/16" = 1'-O" STUCCO FINISH STUCCO FINISH STUCCO FINISH FROr,JT ELEVATION SCALE: 3/16" = 1'-O" READ ELEVATION SCALE: /16" = 1'-O" LEFT ELEVATION SCALE: 3/16" = 1'-O" METAL ROOF METAL ROOF STUCCC FINISF HIUH I ELEVATION SCALE: 3/16 = 1'-O" .I 12 I I I I w U w w O U CO cn Q a O U u� rn N lei I— ` VTC �(3 <' \:; CENSF No. 6100 STATE OF RODO 0 MI-LATINZAR z SSTL�nl fE: 01-08 2017 ONAL I SHEET 2 OF 7 PERMIT SET Q G) .Y3 O PIT SET FOUNDATION PLAN SCALE 1/4" = V-0" 15'-9 1 /2' A- 0 FLOOR FRAMING PLAN SCALE 1/4" = 1'-0" 0 C3? 0 ti (((� PROPOSED CMU WALL PROPOSED WINDOW # PROPOSED 12" CMU STEMWALL 1-1 5'-3 1 /2"—- BM 3/ ' T Cu SUB—SUB-1 OOR GUJEDIAND SE REWE W/ d IN H NK N1 @ ,C. T E GES & f " C. 14 F ELD 8'-7 1/2' } PROPOSED CMU WALL FILLED CELL W/ #5 VERT. @ 48" o.c. MAX AND AS SHOWN IN PLAN; SEE NOTES. 30" LAP SPLICE TYP. 8" MASONRY COLUMN TYPICAL PER DETAIL III PROPOSED 12" CMU STEMWALL V 8" MASON:'Y COLUMN TYPICAL PER DETAIL KOMPROPOSED 24"x36" ACCESS TO CRAWL SPACE ® COLUMN ABOVE DECK COLUMN BELOW DECK 4" THICK CONCRETE SLAB W/ 6x6-W1.4 xW1.4 WWF OR SOG FIBERMESH PER NOTES ON 6 MIL VAPOR BARRIER ON TREATED COMPACTED SOIL )SCREWS FOUNDATION SCHEDULE MARK W x D x L REINFORCEMENT NOTES F-1 8" X 8" X CONT. (1) #5 BARS CONT. THICKENED EDGE FOOTER F-2 20" X 18" X CONT. (2) #5 BARS CONT. THICKENED EDGE FOOTER_- F-3 16" X 12" X CONT. (2) #5 BARS CONT. BELL FOOTER P-1 24" X 12" X 24" (1) #5 BARS EA. WAY 4x4 WOOD COLUMNS COLUMN SCHEDULE — MARK TYPE REINFORCEMENT/CONNECTION NOTES C-1 4"x4" P.T. BOTTOM(- & TOPPER DETAIL ON S7 SYP. P.T. POST C-2 6"x6" P.T. BOTTOM© & TOP (I SYP. P.T. POST MARK TYPE L-1 (2) 2x10 P.T. SYP LEDGER SCHEDULE REINFORCEMENT / CONNECTION 2 A.B.@ 10" O.C. W/ 3" MIN. EMBED L 21" A.B. @ 12" O.C. (2) 2X6 P.T. SYP. W/ 3" MIN. EMBED MARK TYPE BM-1 8F8-lT/1B BM-2 8F16-1T/1B BM-3 (2) 1.75"xl6" SYP. LVL BM-4 (2) 2X6 P.T. SYP. BM-6 (2) 2x10 P.T. SYP. BEAM/LINTEL SCHEDULE REINFORCEMENT / CONNECTION PER DETAIL 1.8E 2200 Fig Iz [+i i =61 NOTES ALL UNMARKED BEAMS CONNECTOR SCHEDULE TRUSS STRAP UP. MAX (LBS) FASTENERS NOTES MASONRY TYPICAL HETA20 1,810 (8) 16d's FRAMING TYPICAL MTS16 1,000 (14) 10d's LU24 265 (4) 16d'S TO LEDGER (2) lOd x lz" TO STORAGE JOIST A( HU216-2 2,015 (20) 1" x 21" ANCHORS INTO WALL (12) 10d COMMON INTO JOIST 'B (2)MTS16 2,000 (14) 10d x 11" TO BEAM (14) 10d x 12" TO STUD WALL O (2)HETA20 2,500 (12) 16d's (p HU210-2 545 (8) 1" x 14" ANCHORS INTO WALL (4) 10d x 1 Z" INTO JOIST LU210-2 1500 (14) 16d 0 LU210 1005 (12) 16d Q ABU66Z 2,300 (1) 8" A.B.TO CMU COLUMN & (12) 16d'S TO POST SEE DETAIL 3/S6 (H ABU44Z 2,200 (1) $" A.B. INTO FOOTER & 12 16d'S TO COLUMN SEE DETAIL 4/S6 (I PC6Z 1,716 (10) 16d's INTO BEAM & (8) 16d'S TO COLUMN JO D3T14Z 1,490 (8) SD10212 WOOD SCREWS SEE DETAIL 1/S7 NOTES: 1. PROVIDE TRUSS CONNECTOR AT ENDS OF ALL TRUSSES. 2. TRUSSES WITH MULTIPLE STRAPS, CONNECTORS SHALL BE STAGGERED EACH SIDE OF TRUSS TO AVOID SPLITTING MEMBER. 3. TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT ARE MODEL No.'S OF "SIMPSON STRONG -TIE" CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER. 4. TRUSS TO TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 5. PROVIDE TRUSS CONNECTORS IN ACCORDANCE WITH TRUSS LAYOUT FROM TRUSS MANUFACTURER. 6. A. T.R. = ALL THREADED ROD EPDXY TO CONCRETE. A.B. = ANCHOR BOLT A-307 EMBEDDED 6" MIN. U. N.O. 7. CONTRACTOR MAY SUBSTITUTE STRAPS IN ACCORDANCE WITH THE TRUSS UPLIFT AND THE STRAPS SHOWN ABOVE. U) z N W 19 a11,-1"IMI gILol(olt` Q ,� w m a Mo CD I— z rL wC)>c cw T—IYQOOfT_Q Ll O O > O O O U O � 0) Lo W N co (L�JOM n 0) 00 v/ (D t�- T 2 Lf) i-U^^ O Q N N N Lij N CO Ln O ©0 1 LL J 4! v Q o to L> Ln o r- crn L0 co N mot' c- N 0-a_ J J w u_ ww z U clf cr_ :Dw OF_ m _jI_� ww F w Qono $ n�+ it U) Q Q U 06 m z N w �e.... w Qz R w (D _l z 0 J 4� m U) 2 � L > OU 0 O _ w LU U Q U, J n Li —i > O U) Q w 0 O z Lij N N O LO U w U k (pENse No. 61000 STATE OFF EIL P. � a°Io00 FSSIONAI � A Jn;rE: 01-08-2017� SHEET : 130 4 -:� File Copy OF 17-0300 PERMIT SET O n j...... STORAGE FRAMING PLAN SCALE 1 /4" = 1 "-0" ROOF FRAMING PLAN SCALE 1/4" = V-0" PROPOSE[) 2x4 KNEE WALL IN ATTIC/STORAGE BEAM (BM-3) UNDER EACH KNEE WALL PER SCHEDULE LEDGER SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES L-1 (2) 2X10 P.T. SYP. 1" A.B. @ 10" O.C. 2W/ 3" MIN. EMBED L-2 1"" A.B. @ 12" O.C. z (2) 2X6 P.T. SYP. W/ 3" MIN. EMBED-------------- BEAM/LINTEL SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES BM-1 8F8-1T/1B BM-2 8F16-1T/1B PER DETAIL ALL UNMARKED BEAMS BM-3 (2) 1.75"x16" SYP. LVL 1.8E 2200 Fb BM-4 (2) 2x6 P.T. SYP. BM-6 (2) 2x10 P.T. SYP. CONNECTOR SCHEDULE TRUSS STRAP UP. MAX (LBS) FASTENERS NOTES MASONRY TYPICAL HETA20 1,810 (8) 16d'S FRAMING TYPICAL MTS16 1,000 (14) 10d's LU24 265 (4) 16d'S TO LEDGER (2) lOd x 12" To STORAGE JOIST AO HU216-2 2,015 (20) 4" x 23" ANCHORS INTO WALL (12) 10d COMMON INTO JOIST (2)MTS16 2,000 (14) 10d x 12" TO BEAM (14) 10d x 12" TO STUD WALL © (2)HETA20 2,500 (12) 16d'S OD HU210-2 545 (8) 4" x 14' ANCHORS INTO WALL (4) 10d x 1 ?" INTO JOIST O LU210-2 1500 (14) 16d Lu210 1005 (12) 16d © ABU66Z 2,300 (1) 19" A.B.TO CMU COLUMN & (12) 16d'S TO POST SEE DETAIL 3/s6 OH ABU44Z 2,200 (1) a" A. INTO FOOTER & 12 16d'S TO COLUMN SEE DETAIL 4/S6 OI PC6Z 1,716 (10) 16d's INTO BEAM & (8) 16d'S TO COLUMN ($) 5D10212 WOOD SCREWS O D3T14Z 1,490 SEE DETAIL 1/S7 NOTES: 1. PROVIDE TRUSS CONNECTOR AT ENDS OF ALL TRUSSES. 2. TRUSSES WITH MULTIPLE STRAPS, CONNECTORS SHALL BE STAGGERED EACH SIDE OF TRUSS TO AVOID SPLITTING MEMBER. 3. TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUTARE MODEL No.'S OF "SIMPSdN STRONG -TIE" CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER. 4. TRUSS TO TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 5. PROVIDE TRUSS CONNECTORS IN ACCORDANCE WITH TRUSS LAYOUT FROM TRUSS MANUFACTURER. 6. A. T.R. = ALL THREADED ROD EPDXY TO CONCRETE. A.B. = ANCHOR BOLT A-307 EMBEDDED 6" MIN. U.N.O. 7. CONTRACTOR MAY SUBSTITUTE rTR•^PS IN ACCORDANCE WITH THE TRUSS UPLIFT AND THE STRAPS SHOWN ABOVE. T v ROOF ZONES SCALE 1 /8" = 1 "-0" ROOF SHEATHING FASTENING SCHEDULE WITH 19/32" PLYWOOD SPACING REQUIRED FOR 8D GALV. RINGSHANK NAILS BUILDING ZONE 1 ZONE 2 ZONE 3 ENCLOSED 6" O.C. @ EDGES 4" O.C. @ EDGES 3" O.C. @ EDGES 6" O.C. @ FIELD �6" O.C. @ FIELD 3" O.C. @ FIELD DESIGN PRESSURE -36 PSF -82 PSF -113 PSF ALLOWABLE DESIGN PRESSURE -60 PSF -137 PSF -188 PSF ULTIMATE k a = 3.0 FEET EDGE DISTANCE ,00w,�o VTLt4 �3 `°��CENSF ` No. 6100C 16 STATE OF w U Q J w O U U) U) Q w 7- 0 Lo C C r c r File 0) n O 2X P.T. BUCK 1/4" TAPCONS 2X P.T. BUCK 3/16" 0 TAPCONS W./ LIQUID W/ 1j" EMBED. @ 18" O.C. SEE WINDOW DETAILS W./ LIQUID W./ 1�" EMBED. @ 16" O.C. SEE WINDOW DETAILS FLASHING PER FBC 2" M MAX. & WITHIN 6" OF EDGES* FILL GAP W./ BACKER FLASHING PER FBC 2" M MAX. & WITHIN 4" OF EDGES* FILL GAP W./ BACKER CREW WITH SEALANT ROD AND SEALANT CREW WITH SEALANT ROD AND SEALANT FOR CONTINUOUS AIR SEAL FOR CONTINUOUS AIR SEAL - 1 /4" 1 /4" SHIM*'lx 1/4" TAPCONS SHIM 3/16" 0 TAPCONS n SEE HEADER W./ 1 J" EMBED. ': SEE HEADER W./ 1 j" EMBED. 2X4 W. 3 NAIL EA END / O 10d XT. FINISH __ DETAIL @ 11" O.C. MAX. & EXT. FINISH -1WITHIN - DETAIL @ 12" O.C. MAX. & 4" OF EDGES* WITHIN 4" OF EDGES* FURRING TO FASCIA SCREW WITH SEALANT SCREW WITH SEALANT W./ 12d NAILS @ 12" o.c. MAX SEE DOOR �a = • SEE WINDOW �Q = : DETAILS m vi Z DETAILS z 2X BLOCKING FILL GAP W./ BACKER NDOOR FILL GAP W./ BACKER N1:11 WINDOW FASCIA/DRIP EDGE—� SEALANT ROD & SEALANT FOR SE P.T. BUCK SEALANT ROD & SEALANT FOR SEALANT 1x P. T. BUCK TO MATCH SOFFIT CONTINUOUS AIR SEALW./ LIQUID WINDOW HEAD CONTINUOUS AIR SEAL W./ LIQUIDVINYL SOFFITDOOR SEFLASHING PER FBC SEALAN7 T & FLASHING PER FBC ATTACH PER FL#17673.1 BACKER ROD BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL TYP. HEADER DEFAIL TYP. JAMB DETAIL *NOTE: REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS *NOTE: REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEETING RAILS. SHIMS SHALL BE J" SHORTER THAN DEPTH OF DOOR AND SHALL BE NON AND MEETING RAILS. SHIMS SHALL BE J" SHORTER THAN DEPTH OF WINDOW SILL AND SHALL BE NON WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. WATER -DEGRADABLE OR COMPRESSIBLE FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. ROOF MATERIALS PER ARCHITECTURAL PLANS �2'-0" O.H. MAX. DOOR BUCK AT CMU DETAIL WINDOW BUCK AT CMU DETAIL VINYL SOFFIT DETAIL SCALE: 3/4" = V-0" 1 #5 TOP U.N.O. 1 1/2" CLEAR w GROUT f'c = 3000 P.S.I MIN. z p 1 #5 BOTTOM U.N.O. z 8F24 - 1T 78 PRE -CAST LINTEL PROVIDED } I #5 BARS @ TOP WITH REINFORCEMENT # 5 BARS AT BOTT. NOMINAL HEIGHT FILLED / UNFILLED NOMINAL WIDTH NOTE: LINTEL SHALL BE 8F16 - 1B/1T UNLESS CALLED OUT ON PLAN LINTEL DESIGNATION 2x4 OUTLOOKER @ 24" O.C. CONT 2x4 W/ 2-12d NAILS BLOCKING GABLE END BUSS SHALL BE 3 J" SHORTER FOR OUTLOOKERS BOVE, PLACE VERT. WEBS 16" O.C. MAX. EXTERIOR FINISH PER ARCHITECT, J" PLYWOOD W/ 8d's @ 6" O.C. MAX. HETA16 OR MTSM20 @ 24" O.C. MAX 2-16d NAILS @ 12" O.C. PROVIDE MOISTURE BARRIER BETWEEN TRUSS AND MASONRY WALL SCALE: 3/4" = V-0" MTS16 W/ 14-1 STRUCTURAL SHEATHING 2x4 "T" OR 1" BRACE AS 2x4 DIAGONAL 'X" BRACE W/ (3) 12d NAILS EA. END TO TRUSS CHORD SPAN I BRACING REQ'D > 20 FT 3 PAIRS AT 1 4" PIS < 20 FT (1) PAIR AT MID PT 2X4 BLOCKING AT 4'-0" O.C. FROM GABLE END BACK 6'-0" BETWEEN TRUSSES @ TOP & BOTTOM CHORDS CONT 2x6 W/ 1/2"0 RED HEAD @ 2'-0" O.C. MASONRY BOND BEAM GABLE END (MASONRY) SCALE: 3/4" = 1'-0" NOTE: GABLE END STUDS LESS THAN 3'-0" IN HEIGHT SHALL NOT REQUIRE BRACING I-- SEE PLAN -� FINVVIU� #5 BARS THICKEN FOOTING A MIN. OF 12" BELOW PIPE FOOTING PENETRATION DETAIL SCALE: 3/4"=1 "-O" SCALE: 3/4" = V-0" 2x (2) MIN. 2 1/4" MIN. NOTE CONSTRUCTION ADHESIVE, APPLY IN CROSS HATCH PATTERN TO ALL MATING SURFACES > BE 12d TO BE #10 1/2" PLYWOOD SPACERS -� 2x6's 2 ROWS I 2x10's 3 ROWS 2x8's 2 ROWS 2x 12's 3 ROWS (1) SHOWN (NAIL ON BOTH SIDES FOR MORE THAN 2 PLIES) WOOD BEAM PLY JOIN SCALE: 3/4" = V-0" P.E. TRUSSES @ 24" O.C. PER SCHE YP. CEILING BOARD ,TION FE 30ARD EACH SIDE 2x4 STUDS @ 24" O.C. MAX. 2x4 P.T. BASEPLATE W/ (2) 12d @ 16" O.C. MAX. TO JOIST BELOW /— FLOOR JOIST / PER PLAN i ItITERIOR WALL SECTION SCALE: 1/2" = 1'-0" P. Sh SCALE: 3/4" = V-0" T. DECKING A K NAILS W./ OR 16d #10 SPI SCR AL �ws .11. �F Ltj TO BE F VERIFIED CORNER BARS TO MATCH FOOTING REINFORCEMENT DESIGN PRESSURE: 59 PSF MIN. 2x4 PT CONT, W/ 3/16" TAPCONS @ 7" O.C. J CHANNEL MAX. SPACING 24" O.C. STAGGER IvAILS/SCREWS TO PREVENT SPLITTING APPROX 6" OVERHANG 17 1 /4" i- 1 x6 DECORATIVE PLANK BARK SIDE UP ---JOIST—""' P.T. WOOD DECKING DETAILS SCALE: 1/2" = V-0" 2x10 P.T. LU210 W/ r / 16d NAILS TYP. (2) P. T. 2x12 EA. SIDE AND 1 AT CENTER 2x12 10" \X I U, < 2x4 P.T. CONT. W/. 1/4' TAPCONS @ 16" 0. C. 0 W EXTERIOR STAIRS SECTION SCALE: 1/2" = 1'-0" crRIP FOOTING REINFORCING VT. THRU PADS G V PLAN AT PAD CORNER PERPENDICULAR TYPICAL FOOTING INTERSECTION DETAIL SCALE: 1/2" = V-0" DJT14Z W/ (8) SD10212 r 2x10 RUN BOARD WOOD SCREWS 1 4"x4" POST FOR DBL 2x10 JOIST HANDRAIL @ 4'-0" MAX. @ POSTS JOISTS TYP. DECKING W/ (2) #10 SCREWS DBL JOIST BEYOND MTS16 @ EA. RAFTER MTS16 @ EA. STUD PLACE DIAGONALLY w U CL 8" CMU WALL W/(1)#5VERT. < J O GROUT FILL ALL CELLS BELOW FLOOR w U J 12" CMU cl- STEM WALL < O CONCRETE FOOTER PER SCHEDULE 2x2 PICKETS N 4x4 @ 48" 0. C. MAX DJT14Z W/ (8) SD10212 WOOD 2x4 TOP —� 3 TYP. I A34 A34 N 2x4 CREWS TYPICAL GUARDRAIL SECTION SCALE: 314" = 1'-O" (2) MTS16 @ RIDGE BEAM DBL. 2x4 TOP PLATE W/ (2) 12d @ 12" O.C. TO RAFTERS ABOVE 2x4 STUDS @ 16" O.C. MAX. 2X4 BASE PLATE W/ (3) 12d @ 12" O.C. TO BEAM BELOW BEAM PER SCHEDULE KNEE WALL DETAILS SCALE: 3/4"=1 "-0" LEDGER PER SCHEDULE FLOOR SHEATHING PER PLAN `— FLOOR JOIST PER PLAN 2x4 P.T. PLATE @ 16" O.C.TAPCON PLATE TO BLOCK W/ 4" x3" TAPCONS INSTALL DRAIN FOR WATER REMOVAL IF NOT HIGHER THAN ADJACENT EXTERIOR GRADE VAPOR RETARDER rr_)AXA/1 cporr: - oRnvII= rQonc nnAcnKIDV n[=-rAII SCALE: 1/2" = V-0" (2) LSTA24 STRAPS @ JACK STUDS EA. END CONT. (2) 2x6 TOP PL:: SP4 TOF BOTT. OF � 2x PER WALL SEC (2) JACK STUI (1) KING STUD 2x4 P.T. CONT. BASE F W/ (2) 12d's @ 16' - RIDGE BEAM PER PLAN 2x6 STUDS @ 16" O.C. CONT. 2x6 BASE PLATE W/ (2) 12d @ 16" O.C. TO JOIST BELOW W H Q G 0 rn 0 t` -INIMId'I�Icfllti r W N :� O Y IYQ00 W U > N U7 < O W O W W O Z Zity Z 1 W U l Ca 11 O 4 O Chi 0rf) O u) u')CD W 0) A CO N () N d WcoO(0 LL (D N TMLoN U- U- () OQNN uiui r z U (V m w Oa: m 00�I� W� W Uco ZW Q 00 Ur- Lim.� O < �Q <U Z� 06U �0fz ,,.��// W < iNW Lij Q z_ W _j (D >z w J ((n� z VOJ m:D Q z ® uj00 U) _1 Z Ll.l Q 0 U) J Z Q OU-00 U I" w U U I — co W Q U 0 0 Z LL w Q w U ^ Q !11 > O U) (2) 2x6 HEADER W/ 1/2" �/ PLYWOOD SPACER TYPICAL L.L AND TUDS LION IS & TYP. LATE 0. C. TYPICAL HEADER DETAIL SCALE: 1/2" = 1'-0" 0 ° L.L L0 z N Z N O W L U / _w U J Illy p VIA: p�� °a�������' � F Qa tiCENs =WMIN'o No. 61000 c STATE OFRMIZAR A�o,�FCORI�P <x s. P.e. #61000 FsA ° °'° C,° 46NAL V A4, E: 01-08-2017 SHEET 7 File C 7 of 7 17-0390 PERMIT SE1