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HomeMy WebLinkAboutCONSTRUCTION PLANSTRUCTURAL -GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN: WIND SPEED (MPH) RISK CATEGORY EXPOSURE CATEGORY ENCLOSURE CLASSIFICATION INTERNAL PRESSURE COEFFICIENT TOPOGRAPHIC FACTOR 2. DESIGN LIVE LOADS: a. ROOF LIVE LOAD b. FLOOR LIVE LOAD c. STORAGE f. STAIRS & WOOD DECK g. STAIR TREADS h. BALCONY RAILING & GUARDRAILS V(ADJ) =127 V(ULT)=160 11 D ENCLOSED CPI =+/- 0.18 KZT =1.0 20 PSF 30 PSF 30 PSF 75 PSF DESIGNED FOR 300 LB CONCENTRATED LOAD PLACED TO PRODUCE MAXIMUM STRESS. 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 (ARCHITECTURAU STRUCTURAUMECHANICAU 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 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 SAFE AND SECURE MANNER. I 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 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 ARCHI ' ECT/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 POSH (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. I 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 ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. CAD 3, REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: ('�) C-) a. MINIMUM DEPTH BELOW FINISHED GRADE ......................1'-O" 0 r _ h. MAXIMUM ALLOWABLE BEARING CAPACITY.....................2, 000 PSF r- 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 3' -0" ON CENTER MAXIMUM. 8. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STF NGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SL-..I, :IMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL L E 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 UNSUIT ^BLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 11. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE 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 /N 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 1=,EAR 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-PROOFL.=D WITH HYDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, 1N ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 16, COLUMNS, BEAMS, WALLS OR ANY OTHER 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 APPROXII'4ATE 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 INCHES AND S,H'ALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM 01557). 19. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 20. GENER;'l CONTRA(-, TOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF E)(CA VA TIONS. 21. GENERAL CONTRACTC''R SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., AS F. '._"v'IRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS w!"WING WING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFF ER PRIOR TO PLACEMENT OF CONCRETE. 22. LOCATE S'AMICUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3. 23. IN NO CA. ;;r SHALL. TF:'JCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-O" 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 WARD OF THE C. C. C. L. SHALL BE SUPPORTED ON AUGER CAST CONCRETE PILES. 26. SITE 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. CONCRF_`TE IIAASONRY 1, CONCRETE MASON; 'Y WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE_ REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCT' ',DES ACI 5301 ASCE 6 (LATEST EDITION). 2. ALL MASONRY WORK SHALL CONFORM TO ACI 5301ASCE 5 STANDARDS, LATEST EDITION. 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEMENI. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION SPECIFICATION "CM 1 " . 5. MAXIMUM LINEAR S,`IR/NKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED .04%. 6. CONCRETE MASONI- Y UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE Il. 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 /N 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 WIT,11 MAX. 3/8"AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADAIL', TURES 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. ALLOW A 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 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-TREA FED 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. 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 318" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 114 " 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 0 WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE. ?0. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12". HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A-82. 21. IND RSECTING 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 SPECIFICALLYDETAILED OTHERWISE. PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THIf 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 114" 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. 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 ITE4S 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 OI? 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 IN '_IFTS 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 112 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 34. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACI-,'IEVED 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 3LOCK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW 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 OTHE:WISE IN PLAN. PROVIDE #5 BAR IN ALL LINT-LS 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 OVER ALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS ERS TO BEAR MIN. 8 INCHES EACH SIDE OF OPENING. 39, FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER S1', ,LL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. 40, LINTELS MAYBE USED IN MASONRY OPENINGS UP TO 6'-6" CLEAR. THESE MAYBE PRE CA S F OR CAST IN PLACE. THE LATTER SHALL BE 8" X 12" XIINIMUM WITH 2 # 5 TOP AND BO I FOM, #3 TIES AT 12"AND SHALL BEAR 8" AT EACH SIDE OF OPENINGS. WOOD CONSTRUCTION NOTES 1. ALL WOOD AND WOOD CONSTRUCTION SHALL COMPLY WITH THE SPECIFICATIONS AND CODES INDICATED IN THE DESIGN CRITERIA. 2. SHEATHING SHALL BE IN ACCORDANCE WITH PS 1-95 /AN 4 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 NATIONAL GRADING RULES AND SHALL BEAR GRADE STAMP OF SPIB, OR OTHER ASSOCIA77ON RECOGNIZED BY DOC PS 20 OR I QUIVALENT. 5. ALL METAL CONNECTIONS AND FABRICATIONS SHALL COMPLY WITH RISC OR AISI SPECIFICATIONS. 6. LUMBER 2-INCH OR LESS IN NOMINAL THICKNESS AND SHL.-AAHING 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 MA 1 FRIAL. 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 LIMBER GRADES SHALL BE USED: a.:' TRUCTURAL 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 - 42 SYP e. WALL SHEATHING SHALL BE 24116 SPAN RATED STRUCFURAL SHEATHING. 10. ROOF SHEATHING SHALL BE 4-PLY CDX SHEATHING AS SPY=CIFIED IN ROOF SHEATHING AND ATTACHMENT DETAIL. 11. FASTENERS AND CONNECTORS USED ON UN -TREATED Vl1OOD EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED. 12. FASTENERS AND CONNECTORS (INCLUDING TRUSS PLAT-S, NAILS, BOLTS, ANCHORS, ETC.) USED IN CONTACT WITH TREATED WOOD SHALL BFC'OMPATIBLE WITH THE TREATMENT METHOD AND AS FOLLOWS. a. WOOD TREATED WITH DOT SODIUM BORATE (SBX) -Mlf1 MUM 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 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 APPLICA 1I0N. FASTENINGS IN CONTACT WITH MOISTURE SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM A-158-80. D 0 BUILT UP LUMBER (MULTIPLE MEMBERS) MUST BE FASTENED TOGETHER 7-0 ACT AS ONE TO RESIST THE APPLIED LOAD. PROVIDE MINIMUM 2 ROWS OF 16D @ 12" O.C. ORS AND WINDOWS THE DESIGN PRESSURES FOR THE DOORS AND WINDOWS SHALL BE NOT LESS THAN THE VALUES SHOWN 1N THE SCHEDULE. THE DOORS AND WINDOWS SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S NOTICE OF APPROVAL (MIAMI NOA OR FBC APPROVAL). THE DOORS AND WINDOWS MUST WITHSTAND THE IMPACT OF WIND BORNE MISSILES, OR SHALL BE PROTECTED WITH AN APPROVED IMPACT RESISTANT COVERING. EACH UNIT SHALL BEAR A LABEL WITH THE MANUFACTURER'S NAME AND DESIGN PRESSURES. PRIOR TO INSTALLATION, ALL FRAMES MUST BE CHECKED FOR RACK, TWIST AND OUT OF SQUARE. FOLLOW FMA (FENESTRATION MANUFACTURERS ASSOCIATION) GUIDELINES FOR FLASHING ALL OPENINGS. a. CAULK ALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. 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. d. SEAL BUCKS WITH AN APPROVED FLASHING MATERIAL. eANSTALL 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 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. r/D�_OZ3¢ $T. L.L'CIE COL' �'TY Et;ILDP'C " ^N I FVlEWED FO NIP NC �' .'; i t EW'1,�3 B 1,: ,;'E (V.. Pj..k,NS.kND PtRIMff NIUST BE KEPT ON JOB G" NI'd ^iSP TION WILL B1E IhIADE. CONCEALED FASTENERS uh A 11AGHMENT ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD THESE PLANS AND ALL PROPOSED WORK Az L;SJECT T.O ANY CORRECTIONS `R ". UIHED 13Y'F°IEL04NSPECTORS THAT N! -.`l Za NECESSARY IN ORDER TO GomP! Y WIT4j ALL AppL4o'Atj4& O0966. 3CANNFI. BY IT LUCI COUNT v 11 a AF;; 0 L. I, I✓' t' ;iitt►ng Dtep rtr-,j St. Lucie couillt ­ I - -- - - I AB - ANCHOR BOLT FIG - F007ING - AHJ - AUTHORITY HAVING JURISDICTION HORIZ - HORIZONTAL ALT - ALTERNATE IN - INCH/INCHES BOTT - BOTTOM MAS - MASONRY CMU - CONCRETE MASONRY UNIT MAX - MAXIMUM COL - COLUMN MFR - MANUFACTURER CONC - CONCRETE MIN - MINIMUM CONT - CONliNUOUS MISC - MISCELLANEOUS DIA - DIAMETER MPH - MILES PER HOUR DIM - DIMENSION NIS - 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 TIP - TYPICAL EXIST - EXIS77NG UNO - UNLESS NOTED OTHERWISE EXP - EXPANSION VERT - VERTICAL EXT - EXTERIOR W/ - IgTH FBC - FLORIDA BUILDING CODE W/0 - N7THOUT FF - FINISH FLOOR WwF - WELDED WIRE FABRIC FND - FOUNDATION WWM - WELDED WIRE MESH FT - FEET/FOOT 15 - STEEL REINFORCING BAR (REBAR) 15 (518 ) PRODUCT APPROVAL A.MFI VIT '70RM CATEGORY /SUBCATEGORY -- - APPROVAL - MANUFACTI.ol31:�t -- --- -- ES� MODEL ngUM:;a€:�13 - BUILDING DESIGN PRESSURES --- PRODUCT >DESTG'.! T" 'LESSURE,S NUMBER(S) (+PSF) (-PSF) (+PSF) (-PSF) A. EXTERIOR DOORS a 11 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 n," B. WINDOWS PER WINDOW SCHEDULE 1. SINGLE HUNG FL# 239-R24 PGT 5500 fi44 +69,1 -44 -7fl 2. MULLIONS FLU 17519.1 PGT _ 5400/5500 D. ROOFING PRODUCTS _ 1. METAL ROOF FL# 15722.21 FABRAL 26 GA. 5V CRIMP PER ROOF SCHEDUL..E -114.25 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. �j I o0 -- 1 44 o (5' co Z W Ig U 0- a ��U,�C"I� � c7 Lo cfl I_ 1.111, oo I` C) CDW vi N m O O cj' i- N Z Y 0 O Z o w � � z � Q O � U O I-' (N co r- LU co 0__j0co I__ U- (3 00 :zILnt,� {- U ,-. ,.., 0 <( N (N NLuNN I W � ,,_, coc�0_LL r- LW 1 �vJ D.- _-D �_ w 0 10 rl 0 %. o Ln iLo O o rn (y) co NIT N � �C I-- D__ w rz J J LL LL Lu w z0 � cl� ::Dw OE-L co J f- W U- c LIJ 0 �., s O Rom"` c LL ul O Q w LJJ L O U �__ L co w Q w 77> O Ln rn I-- Z D -7. Li � O U < lie co j V IQ _' CEI� S� ��, � 10 . 6100c A,, �(,._il � 4 , ) STATE OF .Pa_-jua�=o ®rq�1.?� ��1: �. q a-. _�, n N12- _�`a a o DATE: 04-18-2018 SHEET �I � � ill y pK > i , . ", ( hl 7 OF u 'i f -0390 EXTERIOR CD CD 1 I�- r AREA CALCULATIONS PROPOSED FIRST FLOOR AREA 956 SF PROPOSED ATTIC/STORAGE AREA 336 SF PROPOSED DECK 124 SF TOTAL AREA 1,416 SF DOOR SCHEDULE u4 NC. TYPICAL � SIZE TYPE MATERIAL FIN!S+�.H1 THRESHOLD JAMB LOCK TYPE REMARKS D. P. LOCATION VIC HEIGHT TRANSM THK l DOOR @ 3'-0" 6'-8" — 1 /4 SOLID STEEL hV �Ir_LT I t!C V f.. METAL w METAL PRIVACY LOCK & HURRICANE RAM 35/--38 CEXTERIOR ENTRY _ WEATHERSTRIP DEADBOLT _J 0 EXTERIOR DOOR 11 12'-0" 6' -8' — 13/4" SGD GLASS lHITE EXTERIO METAL w METAL PRIVACY LOCK & HURRICANE RATED 32/-35 DECK SGD WEATHERSTRIP DEADBOLT O INTERIOR DOOR Q 2 -8 >, 6' -8" — 3 „ 1 /4 PANEL WOOD WHITE INTERIOR WOOD PRIVACY LOCK - 4 INTERIOR DOOR ® 6'-0" 6'-8" — 13/4 BI-FOLD WOOD WHITE INTERIOR WOOD - UTILITY CLOSET 5 INTERIOR DOOR ® 4'-0" 6'-8" — 13/.F" BI-FOLD WOOD WHITE INTERIOR WOOD - LINEN & A/C CLOSETS 6 INTERIOR DOOR ® 2'-0" 6'-8" — 13/4" BI-FOLD WOOD WHITE INTERIOR WOOD - LINEN & A/C CLOSETS SLIDER INTERIOR DOOR @ 2'-8' 6'-8" — 13/4" WOOD WHITE INTERIOR WCC; D PRIVACY LOCK - BATH BARN DOOR dA/C INTERIOR DOOR ® 3'-0" 6'-8" — 13/4" PANEL WOOD WHITE INTERIOR WOOD - CLOSET 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. SINGLE HUNG WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 EGRESS WINDOW O (2)3'-0" 5'-2" — 35/-38 GLAZING TO BE TEMPERED PER FBC. SINGLE HUNG WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 EGRESS WINDOW 36/-39 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 OBATHROOM 3'-0" 1'-6" — — 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. SITE PLAN SCALE 3/16" = T-0" STUCCO FINISH (V zo r STUCCO FINISH STUCCO FINISH cV io FRONT ELEVATION SCALE:.;/16" = 1'-0" REAR ELEVATION SCALE: 3/16" = 1'-0" LEFT ELEVATION SCALE: 3/16" = 1'-0" METAL ROOF I►yi1:lI_lnCi�P]� 12 —�1 STUCCO FINISH i RIGHT ELEVATION SCALE: 3/16" = 1'-O" 9 00 O QII�INI coIIrILoICoI�- f� 00 = O N 0 c� z C Z (rj�S W � W V O, O O Q U Lu L �c Q I 1 /f1 L' M co T I vo �® ®4 ( ti CN Nw� Imo` Lo O 000�CLLL uj r- N N I� r W J J LL LL W W Z U 13�w :DW O� m . w L~i Q 0 O J uj u' Ham. J lju > O U W o �. � Z ' L0 O y w 4' � le 0 ENSFs° No. 61000 p4 °s G fi STATE OF�@A FS DATE: 04-18-2018 a ST �l• �S �vtt :o;.vn�rua �c:�w+�a�s�sc SHEET y; ° x %, Jy 'OF i a� 17-0390„ W PEi IAITS E_T O 0-) CY7 O t�- C) D CD 0 0 r- 3 / 16'-4" -3'-5"— 12'-9" 4 Wl C-1 C-1 F-2 F-2 F-2 ------------------Mir- I I I I ZZ- P� Eo ILL -3/�`L �gSE DETAILL. ----------.I-. ----- - F_1------- F-1 -- h� 14'-5" 3'-3 2 S6 F- o I .I 8"— 6-2" 11 -5" I 9'-4" -SEE DETAIL 3 N P-� N SOG o 19 F-2 8'-2" FOUNDATION PLAN SCALE 1/4' _ 1'-0' 0 - - --------I ----------F-2------ - -� F 1 - - F-1 F_ - - 30'-5"I LL-- 46'-7" � �� -__-�----_ F-1 F-1 10'-0" MIN. 3' 4" 10'-0" MIN. PROPOSED CMU WALL PROPOSED WINDOW -� FILLED CELL W/ #5 VERT. @ 48" o.c. MAX u AND AS SHOWN IN PLAN; SEE NOTES. 30" LAP SPLICE TYP. PROPOSED 12" CMU STE MWALL 8" MASONRY COLUMN TYPICAL PER DETAIL 2" C-1 C-1 I 0 - F-1 0 1 I LL "- S6 -- I SOG I- { I F-1 I L7 Fp-I� -1 CD L _J F-1 3'-4 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 iI FKUF`'UJtU UIVIU WALL �1% ��1� TO CRAWL SPACE Z_ FLOOR FRAMING PLAN PROPOSED 12" CMU STEMWALL ® COLUMN ABOVE DECK SCALE 1/4" = V-0" 8" MASONRY COLUMN TYPICAL PER DETAIL COLUMN BELOW DECK 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(H)& TOP PER DETAIL ON S7 SYP. P.T. POST C-2 6"X6" P.T. BOTTOM© &TOPCI� SYP. P.T. POST LEDGER SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES L-1 (2) 2X10 P.T. SYP. 1" A.B. @ 10" O.C. z W/ 3" MIN. EMBED L-2 (2) 2X6 P.T. SYP. 2" A.B. @ 12" O.C. W/ 3" MIN. EMBED BEAM/LINTEL SCHEDULE MARK, TYPE REINFORCEMENT / CONNECTION NOTES BM-1. 8F8-1T/1B @ CRAWL SPACE BM-2 8F16-lT/1B PER DETAIL ALL UNMARKED BEAMS BM-3 (2) 1.75"xl6" 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 (2) 10d x 12" TO STORAGE JOIST Lu24 265 (4) 16d's TO LEDGER AO HU216-2 2,015 (20) "" x 24" 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 21500 (12) 16d's O Hu210-2 545 (8) a" x 1"" ANCHORS INTO WALL (4) 10d x 1 2" INTO JOIST O Lu210-2 1500 (14) 16d Lu210 1005 (12) 16d OG ABU66Z 2,300 Cl) $" A.B.TO CMU COLUMN & (12) 16d's TO POST SEE DETAIL 3/S6 O ABU44Z 2,200 (1) $" A.B. 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 DJT14Z 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. z 0) Z Z W_ W � -I U W W �I J CV co "' Lx) CO I` 00 `- C) L!1 0)cN I— o r =1 Y [if n WU> aoWoQ H cu - I(J) Z 0 Lij W O tp w O Q U O o era L0 ULO 0 WN�� L� W(y)o(o �N �JC? (�u-C�co tea=. -U Lo J J �U^^ LLLL C) N N W w r Nm Z U �w m CL Lo Wii (yoIX 00 0- u- W .t Y E (� O J w ® w U _ UJ Q W LU c/ O U O ;- U !— rn N O U jy Lij F- VIL 1.q'VJ "a L�CENSF n.9�, No. 61000 i STATE OF R6DOFO VIED P.E. ff1( L ZORV DATE: 04-18-20 i8 SHEET I 5 OF 3 17-0390 "..�.: IZ rr�T71711i>iC� '�A��r�na���■ qvSEE DETAI 1 — — — — — -7' — i4� ---- ------ T- — L-2 E-2 TO BE PLACED UNDER BEAM 7 o / Om I I -.NIPIN ,"A Aral J 1 I M- �---------------I- - — — — — — — — — — — — — — — — — — — Ti— �I I �I I ill 1 I S6 [ II I I C-2 TO �E PLACED I UNDER B AM I I! B I Ill I f I I I I I ---------1I------------------------------- STORAGE FRAMING PLAN PROPOSED 2x4 KNEE WALL IN ATTIC/STORAGE BEAM (BM-3) UNDER EACH KNEE WALL PER SCHEDULE SCALE 114" = V-0" 1\ V V I 1 1 \/-1 I V I I I V V 1 Lrl I V DER A/C D SCALE 1/4" = 1'-0" UNUCT & FLASHING TO BE DONE BY A/C CONTRACTOR LEDGER SCHEDULE MARK TYPE REINFORCEMENT / CONNECTION_ NOTESI L-1 (2) 2X10 P.-C. SYP. 1A.B. @ 10" O.C. z _ W/ 3" MIN. EMBED L-2 (2) 2x6 P.T. SYP. 2" A.B. @ 12" O.C. W/ 3" MIN. EMBED BEAM/LINTEL SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES BM-1 8F8-1T/1B @ CRAWL SPACE BM-2 8F16-lT/1B PER DETAIL ALL UNMARKED BEAMS BM-3 (2) 1.75"xl6" 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) 10d X 12" TO STORAGE JOIST qO HU216-2 2,015 (20) 4" x 24" ANCHORS INTO WALL (12) 10d COMMON INTO JOIST © (2)MTS16 2,000 (14) 10d x 12" TO BEAM (14) 10d x 11" TO STUD WALL © (2)HETA20 2,500 (12) 16d's Op Hu210-2 545 (8) 4" X 14" ANCHORS INTO WALL (4) 10d x 1 2" INTO JOIST O LU210-2 1500 (14) 16d LU210 1005 (12) 16d © ABU66Z 2,300 (1) $" A.B.TO CMU COLUMN & (12) 16d'S TO POST SEE DETAIL 3/S6 O ABU44Z 2,200 (1) $" A.B. INTO FOOTER & 12 16d'S TO COLUMN SEE DETAIL 4/56 OI PC6Z 1,716 (10) 16d'S INTO BEAM & (8) 16d'S TO COLUMN 4 _ 4 S ) 0 S OK HD412 2,340 (10) 10d'S INTO BEAM & (24) 5"X14" TAPPER+ HWH SCREW ANCHORS TO CMU WALL HANGER SKEWED 45° LEFT FROM MASONRY WALL MOUNT © (2) HTSM20 875 EA. (7) 10dxlz" INTO BEAM & (4) a"x21" TITEN TO LINTEL SEE DETAIL 2/S7 TS9 530 (8) 16d'S SEE SECTION 5/S6 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 S' RAPS IN ACCORDANCE WITH THE TRUSS UPLIFT AND THE STRAPS SHOWN ABOVE. T v ROOF ZONES SCALE 1/8" = V-0" ROOF SHEATHING FASTENING SCHEDULE WITH 19/32" PLYWOOD SPACING REQUIRED FOR 8D GALV. RINGSHANK NAILS BUILDING ZONE 1 ZONE 2 ZONE 3 6" O.C. @ EDGES 4" O.C. @ EDGES 3" O.C. @ EDGES ENCLOSED 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 a = 3.0 FEET EDGE DISTANCE w Q 00 I �o 00 00 1 U) w V% Z O = U W 0 > w �:iw U IL w w 0 Q w CD CD o Z C) (Y f— N <1 O w O Q WE lel 0 01 O z J LL LU U ) Q a- d' ' ;��4JJf F(Lli I.d..11 O Q a 0 © z a 1 1 N O `0 U Uj 0 - ;01�0�0°°\,ZCENSe�° "v No. 61000 .a alk STATE OF �1 ° R�DO�O V� F)_ P.E. #61000 -REL", �'�,S% N Jn,tE: 07-10-2018 j i Al 1 8 ?0% i yySHEET � s Lucie County, Permittinn, C) co CO r� CD CD 01) CD r GABLE EN PER DETA STRAF PER SCHEDULE DBL. BOND BEA FULLY GROUTE W/ (1) #5 CON' PER COURS 8" CMU WAL W/(1)#5VER FILL CELL PER PLA EXTERIOR FINIS PER ARCH. PLAN GROUT FIL ALL CELL BELOW FLOG 12" BEAM BLC W/ (1) #5 CC 12" C STEM W CONCRETE PER SC ROOF SHEATHING—, ROOFING MATERIAL oco Aoru of Anic� PER SCHEUULE PER PLAN D L 0 D F. E SUB -FLOORING FLOOR JOISTS PER PLAN PER PLAN L 1/2" GYP. CEILING BOARD L F. LEDGER LEDGER S PER SCHEDULE A PER SCHEDULE N N O O Of 0 2x6 STUD WALL 1 I 16" O.C. > r w v J INTERIOR FINISH PER ARCH. PLANS 0.. (n d Qff 2x4 P.T. W/ 4' TAPCONS SUB -FLOORING FLOOR JOISTS 0 @ 24" O.C. PER PLAN PER PLAN L ° e w 3 O a.' '�a.d .. ad .. - n.. V) I BEAM PER SCHEDULE T a CK D_ NT. -' or/ CONCRETE SLAB 8" CMU d 8" CMU 8" CMU MU NLL PER PLAN COLUMN Im ° COLUMN COLUMN \\ a a 4. e da d. 4. \ .\ \ \\ \\ \\ \\\\\�\\\i\\\i\\\i \\//\\\%\\%i\i\i\\ \\\, \ CONCRETE BELL FOO7�R X/\�\\ PER SCHEDULE =OOTEE� //\\//\\// /\� HEDULE\ FLOOR JOISTS PER PLAN 8" CMU COLUMN a SECTION SCALE: 1/2" = V-0" POST PER PLAN ABU66Z W/ $" A.B. INTO CMU COLUMNS & (12) 16d's INTO POST a DETAIL 3 SCALE: 3/4" = 1'-0" 56 8" WALLS: (1) VERT. BARS @ 8" EACH SIDE OF JOINT. BAR SIZE SHALL MATCH TYP. VERT. WALL REINF. CONTINUOUS REINFORCING AT TOP OF WALL FOR DIAPHRAGM CHORD. REINFORCE WITH (2) #5 BARS (U.N.O.) (TOP & BOT. ® 8" BOND BEAM) X PIER X PER S( W/ 8" A. B. I NTO & (12) 16d's INTO PER SCHEDULE TYPICAL POST EMBEDMENT DETAIL SCALE 1/2" = V-0" 8" WALLS: #5 BARS AS SHOWN ON PLAN �,RETE SLAB PLAN JAMB REINFORCEMENT © 8" WALLS TYP, U.N.O.: OPNG. <= 6'-0" WIDE (1) VERT. BARS EA. SIDE OF OPENING OPNG. > 6'-0" WIDE: (2) VERT. BARS EA. SIDE OF OPENING BAR SIZE SHALL MATCH TYP. VERT. WALL REINF. 1-90' HOOK, TYP. STD. 9 TYP. ' OOK X \ � / UumvLn nnnj 8" WALLS: (1) #5 BARS © CORNERS FINISH FLOOR (1) #5 HORIZONTAL (1) #5 HORIZONTAL @ PRECAST LINTELS WINDOW SILLS. (TYP.) STD. 90' HOOK PROVIDE MATCHING FTG. TYPICAL DOWELS FOR ALL VERT. BARS NOTE ® LOAD —BEARING WALLS. VERTICAL REINFORCING SHALL BE CONTINUOUS FROM TOP ADD 9GA H,J.R. NOTE: OF FOOTING TO 2" CLEAR OF TOP OF WALL, WITH DOWELS (i.e. DUR 0 WALL) SEE GENERAL NOTES & SPECIFICATIONS FROM FOOTING TO MATCH. PROVIDE 90' HOOK IN BOND UNDER WINDOWS FOR JOINT REINFORCEMENT BEAM ON ALL VERT. BARS. ELEVATION OF A TYPICAL MASONRY WALL SCALE: 1/2" = 1'-0" STRAP PER SCHEDULE SOFFIT PER DETAIL DBL. BOND BEAM FULLY GROUTED W/ (1) #5 CONT. PER COURSE 8" CMU WALL W/(1)#5VERT. EXTERIOR FINISH PER ARCH. PLANS ROOFING MATERIAL PER ARCH. PLANS ROOF SHEATHING RAFTERS PER SCHEDULE PER PLAN 2 - D L. 2x4 TOP PLATE SPRAY INSULATION STRAP 2 KNEE WALL PER SCHEDULE R DETAIL L2x BOTTOM PLATE SUB -FLOORING PER PLAN i BEAM FLOOR JOISTS PER SC E UL PER PLAN - SIMPSON JOIST HANGER STRAP PER SCHEDULE PER SCHEDULE LEDGER PER SCHEDULE INTERIOR FINISH PER ARCH. PLANS wlip O a- 2x10 BLOCKING (n J -- SUB-FLOORIN FLOOR INSULATION / PER PLAN O 0 AlO O Of o INTERIOR BEARING WALL I i� GROUT FILL ALL CELLS BELOW FLOOR w 2x4 P.T. PLATE @ 16" O.C. 2x8 P.T. PLATE @ 16" O.C. v TAPCON PLATE TO BLOCK TAPCON PLATE TO BLOCK I W/ 5/8" J-BOLT W/ 5/8" J-BOLT 12" BEAM BLOCK W/ (1) #5 CONT. 0- 12" CMU J CONCRETE SLAB STEM WALL oM PER PLAN0.4 CONCRETE FOOTER. PER SCHEDULE 2x10 BLOCKING FLOOR JOISTS PER PLAN \-(2) H2.5TJ (3) 2x6 RIDGE BEAM 2x6 STUDS @ 16" O.C. TYP. BEAM PER SCHEDULE �= a 8" CMU COLUMN CONCRETE BELL FOOTER PER SCHEDULE SECTION 2 SCALE: 1/2" = V-0" S6 2x4 KNEE WALL PER DETAIL 2x4 BOTTOM PLATE BEAM PER SCHEDULE TS9 STRAP- FLOOR JOISTS PER SCHEDULE PER PLAN SECTION 5 SCALE: 1/2" = V-0" S6 W Q Q °O r- r- i O °O T_ M O i O W Z O = U W � LU � W U LL W W a '1� cq cM d Lo (D I`- 00 LU F� ' — C:)W 0 O F- N Z c~-- ly_ Q O 11i O < O W w O w� C) Q V ® o L- Q0 - CD °> i U j Lo n CC) Wco0tO rN 0) A n o U) < N N ujw 0 r j\. W z C Q_ Dul O D: Q=X CT] W� ���LL r a'1 Uj Q U 0 O Z U ® w U < a W > O O 0 OLo � W rn N u7 O U Lij " a F- Fp VILE F � � U' � p�,pa�eo¢noeeaeq CENse No. 61000 8a a� I sir STATE OF ys 7JAR FL P.E. 1l ORVp — — - a A 07-10-201 a SHEET S6 S Lucie ee a �iy, r Ling OF 17-0300 PERMIT SET ai* 2X P.T. BUCK 1/4" TAPCONS 2X P.T. BUCK 3/16" 0 TAPCONS W./ LIQUID W./ 1i" EMBED. ® 18" O.C. SEE WINDOW DETAILS W./ LIQUID W/ 1j" EMBED. Q 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" I/4„ MAX. SHIM 1/4" TAPCONS MAX. SHIM 3/16" 0 TAPCONS 2X4 SEE HEADER ::.. W./ 1 J" EMBED. " % SEE HEADER W./ 1" EMBED. NAIL EA END / O 10d W. 3 XT. FINISH DETAIL @ 11 O.C. MAX. & EXT. FINISH DETAIL ® 12" 0. C. MAX. & WITHIN 4" OF EDGES* WITHIN 4" OF EDGES* - FURRING TO FASCIALa SCREW WITH SEALANT SCREW WITH SEALANT W./ 12d NAILS @ 12" o.c. MAX SEE DOOR SEE WINDOW DETAILS DETAILS 2X BLOCKING —� FILL GAP W./ BACKER N DOOR FILL GAP W./ BACKER N WINDOW FASCIAIDRIP EDGE SEALANT ROD &SEALANT FOR SEALANT 1x P.T. BUCK SWINDOW ROD & SEALANT FOR SEALANT 1x P.T. BUCK TO MATCH SOFFIT CONTINUOUS AIR SEAL W./ LIQUID HEAD CONTINUOUS AIR SEAL W./ LIQUID VINYL SOFFIT---' DOOR SEALANT & FLASHING PER FBC SEALANT & FLASHING PER FBC ATTACH PER FL#17673.1 BACKER ROD BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL TYP. HEADER DETAIL 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 �" SHORTER THAN DEPTH OF WINDOW SILL AND SHALL BE NON ROOF MATERIALS PER ARCHITECTURAL PLANS �2'-0" O.H. MAX. WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PR07ECTO WRAP LWN200 OR EQUAL. DOOR BUCK AT CMU DETAIL WINDOW BUCK AT CMU DETAIL VINYL SOFFIT DETAIL SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" 1 #5 TOP U.N.O. 1 1/2" CLEAR w GROUT f'c = 3000 P.S.I MIN. J Z 1 #5 BOTTOM U.N.O. z 8F24 - 1T 1B PRE -CAST LINTEL PROVIDED #5 BARS a@ TOP WITH REINFORCEMENT # 5 BARS AT BOTT. NOMINAL HEIGHT FILLED / UNFILLED NOMINAL WIDTH NOTE: LINTEL SHALL BE 81F16 - 1B/1T UNLESS CALLED OUT ON PLAN LINTEL DESIGNATION 2x4 OUTLOOKER ® 24" O.C. CONT 2x4 W/ 2-12d NAILS BLOCKING GABLE END TRUSS SHALL BE 3 �" SHORTER FOR OUTLOOKERS IBOVE, PLACE VERT. WEBS 16" O.C. MAX. EXTERIOR FINISH PER ARCHITECT, J" PLYWOOD W/ 8d's @ 6" O.C. MAX. HETA 16 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 L" 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" PTS < 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 J �� GABLE END (MASONRY) SCALE: 3/4" = V-0" NOTE: GABLE END STUDS LESS THAN 3'-0" IN HEIGHT SHALL NOT REQUIRE BRACING I-- SEE PLAN -� Fnvr✓� n✓✓iuvivn� #5 BARS THICKEN FOOTING A MIN. OF 12" BELOW PIPE r- T■ r-% r- L l r­ r r- % n -r-1 n w i r-% r- -r A I I SCALE: 3/4"=1 "-0" SCALE: 3/4" = V-0" (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 (1) SHOWN (NAIL ONXBOTH SIDES FOR MORE THAN 2WPLIES) WOOD BEAM PLY JOIN SCALE: 3/4" = V-0" P.E. TRUSSES @ 24" O.C. --� S PER SCHE YP. CEILING BOARD ,TION fE 30ARD EACH SIDE 2x4 STUDS @ 24" O.C. MAX. DESIGN PRESSURE: 59 PSF MIN. 2x4 PT CONT. W/ 3/16" TAPCONS 0 7" O.C. J CHANNEL MAX. SPACING . . . 16" O.C. 11 COMPOSITE DECKING W./ 6" O.C. TYP. #10 PAN HEAD S.S. SCREWS > APPROX. 6" OVERHANG 1 /16" MIN. TYP. ALL SIDES COMPOSITE DECKING NOTE: DO NOT OVER TIGHTEN SCREWS if BARK SIDE UP -JOIST-� COMPOSITE DECKING TO BE THRU-FLOW RPP (REINFORCED POLYPROPYLENE) 48x48 > COMPOSITE DECKING DETAILS SCALE: NTS FILLED CELL I i 2x4 P.T. BASEPLATE W/ (2) 12d @ 16" O.C. MAX. TO JOIST BELOW C.M.U. WALL FLOOR JOIST PER PLAN I INTERIOR WALL SECTION SCALE: 1/2" = V-0" CORNER BARS TO MATCH FOOTING REINFORCEMENT 0 = N Z 10 'It ti ell 2X0 16"0.C. CMU TO FRAME WALL INTERSECTION SCALE: 1/2" = V-0" cTDIP FOOTING REINFORCING VT. THRU PADS 5 X BAR No. 6 xZ �0:� m PLAN AT PAD CORNER PERPENDICULAR TYPICAL FOOTING INTERSECTION DETAIL SCALE: 1/2" = V-0" U DJT14Z W/ (8) SD10212 WOOD SCREWS DBL 2x10 JOIST ® POSTS COMPOSITE DECKING 5/4„ x 6„ W/ (2) #10 SCREWS © EA. JOIST 2x10 RUN BOARD 4"x4" POST FOR HANDRAIL @ 4'-0" MAX. JOISTS TYP. JOIST BEYOND 2x2 PICKETS N 4x4 @ 48" 0. C. MAX DJT14Z W/ (8) SD 10212 WOOD 2x4 TOP ----\ 3 TYP. I ih �__,434 A34 N 2x4 CREWS TYPICAL GUARDRAIL SECTION SCALE: 314" = V-0" S7 TO BE FIELD (2) 2x 12 VERIFIED 2x10 P.T. I l10 .7 Ln LU210 W/ 16d NAILS TYP. (2) P. T. 2x 12 EA. SIDE AND 1 AT CENTER 2x4 P.T. CONT. W/. 1/4" TAPCONS ®16" O.C. x x 0 J I' W �I` EXTERIOR STAIRS SECTION SCALE: 1/2" = V-0" MTS16 @ EA. RAFTER MTS16 @ EA. STUD PLACE DIAGONALLY 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 2x4 KNEE WALL PER DETAIL 2x4 BOTTOM PLATE BEAM PER SCHEDULE HTSM20 STRAP PER SCHEDULE LINTEL PER DETAIL & SCHEDULE DETAIL 2 SCALE: 1/2" = T-0" S7 FAI (2) MTS16 @ RIDGE BEAM KNEE WALL DETAILS SCALE: 3/4"=1 "-O" w J LEDGER PER SCHEDULE 8" CMU WALL FLOOR SHEATHING W/ (1) # 5 VERT. Q J PER PLAN O GROUT FILL ALL `l,) CELLS BELOW FLOOR FLOOR JOIST PER PLAN 2x4 P.T. PLATE a @ 16" O.C.TAPCON U iVl 12" CMU STEM WALL Q PLATE TO BLOCK W/ 4' x3" TAPCONS INSTALL DRAIN FOR WATER REMOVAL IF NOT HIGHER THAN d ADJACENT EXTERIOR GRADE a a VAPOR RETARDER CONCRETE FOOTER PER SCHEDULE CRAWLSPACE - ABOVE GRADE MASONRY DETAIL SCALE: 1/2" = V-0" - RIDGE BEAM PER PLAN 2x6 STUDS @ 16" O.C. CONT. 2x6 BASE PLATE W/ (2) 12d @ 16" O.C. TO JOIST BELOW W °0 °0 H �- r- T- M aT__o 0 4 ti 0 0 0) W (D O = C) W 0 W W U IL W W MITLO(Dr. co C) r `- W T- O � 0 CN 0 Z 0Ywv >,cn QOwoQ O W w ozzLu Z W W O � (0Wv�O�� (00 NMI- NAP W Ce) O (0LL c� � Jock vv O w w 'j-^ (0 N _ + J OQVim^ U-U- NN Lu N N Z U NmNN Dw m d � I[- � �w 00 r- W > UU) Zw Q °o N U r- v�o< UQ U) ZaU (D Z Q N w� WQz im W =I Zw w(D � J z - �O� ■ m U) Q U) Z — W OU U) J z W Q 0 U) J Z O� w U ry I`_ U) Q W Q U 0 0 Z w W w 0 U r n J v ! CL W > (2) LSTA24 STRAPS JACK STUDS EA. END CONT. (2) 2x6 TOP PL (2) 2x6 HEADER W/ 1/2"~�// a PLYWOOD SPACER TYPICAL LL SP4 TOF BOTT. OF � 2x PER WALL SEC (2) JACK STUI (1) KING STUD 2x4 P.T CONTT, BASE F W/ (2) 12d's ® 16' AND TUDS 'ION �S & TYP. LATE 0. C. o^0 17- CL L,, z N Z N O U WILL! W_ U J $ 0 Fp VILC q r -�® U) ° l No. 1 0 6 00 oI , STATE OFPIA I O k� r e6a _M IVED TYPICAL HEADER DETAIL SCALE: 1/2" = V-0" '�_ 8 ?018 8 OF 8 17-0390 PERMIT SEl