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HomeMy WebLinkAboutBuilding PlansSTRUCTURAL -GENERAL NOTES: 16. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLO S. TIMBER AND PRE-ENGINEERED WOOD TRUSSES a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH`: 3° 1. ALL LUMBER SHALL MEET THE STANDARD OF QUALITY AS STATED IN FBC 2303. DESIGN CRITERIA AND LOADS 1. WIND DESIGN: b. EXPOSED TO EARTH OR WEATHER:. 2. ALL PRESERVATIVE TREATED WOOD REQUIRED TO BE TREATED PER D CODE OR DRAWINGS WIND SPEED (MPH) V(ADJ)=127 V(ULT)=160 NO 5 AND SMALLER BARS 1/2° SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN INSPECTION AGENCY WHICH HAS BEEN RISK CATEGORY II APPROVED BY AN ACCREDITATION BODY WHICH COMPLIES WITH THE REQUIREMENTS OF EXPOSURE CATEGORY D NO, 6 AND LARGER BARS 2' THE AMERICAN LUMBER STANDARD COMMITTEE TREATED WOOD PROGRAM, OR ENCLOSURE CLASSIFICATION ENCLOSED 17. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 EQUIVALENT. INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.55 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORA OR MAXIMUM DENSITY 3. ALL LUMBER SIZES NOTED AND SPECIFIED ON PLANS ARE NOMINAL SIZES UNLESS TOPOGRAPHIC FACTOR KZT =1.0 (ASTM D 1557). SPECIFICALLY INDICATED AS NET SIZE. 2. DESIGN LIVE LOADS: 18. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATI DN. 4. - WOOD IN CONTACT WITH THE GROUND OR BELOW GROUND LEVEL SHALL BE NATURALLY a. ROOF LIVE LOAD 20 PSF 19. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING ,'SHEETING AND DURABLE OR PRESERVATIVE -TREATED WOOD. 3. DESIGN DEAD LOADS: BRACING OF EXCAVATIONS. 5. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE NATURALLY DURABLE OR 4. a. ROOF DEAD LOADS 17 PSF CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY ARCHITECTURAL, 20. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXE OPENINGS, ANCHOR PRESERVATIVE -TREATED WOOD. MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE 6. SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL t (ARCHITECTURAL/ STRUCTURAL/ MECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL B SUBMITTED TO THE INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & LL AND DL & WL) AND PROVIDE DOCUMENTATION OF LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL CONTRACTING OFFICER PRIOR TO PLACEMENT OF CONCRETE. ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION. DESIGN OF UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE MARKED -UP STRUCTURAL 21. LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3. TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD PLAN INDICATING LOCATIONS OF ANY NEW EQUIPMENT OR LOADS. SUBMIT PLANS TO THE 22. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING CODE. ENGINEER FOR REVIEW PRIOR TO INSTALLATION. CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. 7. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED, OR GENERAL REQUIREMENTS CONCRETE MASONRY OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE S.E.R. 1. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING 1 CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (E.G. HVAC CODE (FBC)", SIXTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR EQUIPMENT, WATER HEATER) SHALL NOT BE PERMITTED WITHOUT VERIFICATION THAT MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). MASONRY STRUCTURES ACI 530 /ASCE 6 (LATEST EDITION). THE TRUSS IS CAPABLE OF SUPPORTING SUCH ADDITIONAL LOADING. 2. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE 2 ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 6 STANDARDS, LATEST EDITION. 8' BORED HOLES NOT GREATER THAN 60 PERCENT OF THE WIDTH OF THE STUD ARE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A PERMITTED IN NONBEARING PARTITIONS OR IN ANY WALL WHERE EACH BORED STUD IS CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE DOUBLED, PROVIDING NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE STANDARD. TIME OF PLACEMENT. BORED. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO 3. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS 4. BLOCK UNITS SHALL CONFORM TO FLORIDACONCRETE 0 DA ON RETE AND PRODUCTS UO ASSOCIATION THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SPECIFICATION 'CM-1". OF STUD AS A CUT OR NOTCH. SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, FINISHES, DRAINS, 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTEF IOR x VALL SHALL NOT 9• DESIGN CALCULATIONS FOR TRUSSES SHALL CLEARLY SHOW THE DESIGN LOADS FOR WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, EXCEED .04%: BOTH GRAVITY AND UPLIFT CONDITIONS. AND OTHER NONSTRUCTURAL ITEMS. 6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH A TM C 90, GRADE N, TYPE 10. ROOF PLYWOOD SHALL BE SPAN RATED STRUCTURAL SHEATHING, ATTACHED TO ROOF 4. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND 11. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH AST C 14 AND SHALL HAVE FRAMING WITH GALVANIZED RINGSHANK NAILS PER DRAWINGS. PROVIDE 1/8" SPACING AT ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASE ON HE NET CROSS PANEL EDGES AND END JOINTS UNLESS OTHERWISE NOTED. j OCCUPATIONAL SAFETY AND HEALTH). SECTIONAL AREA. 11. PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS 5. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND 7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE TO TRUSS CONNECTORS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. MASONRY UNITS". MANUFACTURER. ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPR ESSIVE STRENGTH OF 12. ALL WOOD TRUSS TO MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER. 6. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, CC ARSE TYPE WITH MAX. 13. CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 11 ". TEST SAMPLES FOR COMPRESSIVE SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN ON PLANS. � 7. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 800 PSI 2, UMP MIX READY MIX 14. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR j MAYBE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ENGINEER FOR CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS A CEPTED COATED WITH AN APPROVED MATERIAL. ALL NAILS SHALL BE COMMON WIRE NAILS REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL ALTERNATE: NO ADMIXTURES WILL BE PERMITTED IN MORTAR: UNLESS NOTED OTHERWISE. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD. DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS 9. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. 15. ALL STRUCTURAL ELEMENTS MUST BE S.P.F. GRADE 1, S. PINE GRADE 2 OR BETTER. SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL 10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND A STM C 780, TYPES (DO EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY 8. ALL STANDARD NOTES AND DETAILS CONTAINED HEREIN ARE TYPICAL UNLESS NOTED MIXED. OTHERWISE 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND CONTRACTOR'S COORDINATION GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEF ORE (PLACING GROUT. 1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, F Y = 6ID,000 PSI. ALL WORK WITH ENGINEER AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR S SHOWN ON QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES DRAWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTH 50p GREATER THAN OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. THOSE SPECIFIED ABOVE. 2. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS 13. USE PRESSURE -TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY. SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE 14. DO NOT STACK MASONRY UNITS MORE THAN 2'-8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM WORK. SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHE . 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS 15. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE NOTED OTHERWISE. ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. 16. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOI T AT FOUNDATION STRUCTURAL CERTIFICATION WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL 1. I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR OF THE FLORIDA BUILDING CODE SIXTH EDITION. TRUSS. 2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE 17. INTERSECTING VVIALLS SHALL BE INTERLOCKED WITH RUNNING BO., ¢. , ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC AND 18. 18 GAUGE DOVETAIL ANCHORS(5-8" LONG) AND INSERTS SHALL BE USED EVERY 2ND CHAPTER 3 IN THE FBC-RESIDENTIAL BLOCK COUPE AT BLOCK -COLUMN INTERSECTIONS. FOUNDATION AND SLABS ON GRADE 19. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PI ECE, NO SPLICES, 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING CENTERED IN` -HE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE. PROVIDE VERTICAL PRESSURE OF 1,500 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE 2. THE ARCHITECT /ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION PLACEMENT OF THE VERTICAL REINFORCING. THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR 20. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION' AND THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE 21. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR PARTICULAR TIMES THEY WERE TAKEN. 1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE a. MINIMUM DEPTH BELOW FINISHED GRADE 1 0" OBSERVED. 22. FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED TO FACILITATE b. MAXIMUM ALLOWABLE BEARING CAPACITY.....................1 500 PSF CONSTRUCTION. c. MODULUS OF SUBGRADE REACTION........ 200 PCI 23. ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN d. PASSIVE LATERAL PRESSURE.. ................................. 250 PSF EMBEDMENT OF 6" MIN. e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ........:...55 PSF 24. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN f. ACTIVE LATERAL PRESSURE (RESTRAINED) ..............35 PSF THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS O BE DIFFERENT. g. COEFFICIENT OF SLIDING FRICTION ...... ..............0.4 25. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 4. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL 26. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT. MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED STRUCTURES, FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE 5. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE GROUTING, AFTER INSPECTION. AMOUNT SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT 27. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FE T MAXIMUM NOT LESS THAN 1.2 LBS/CY HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURIN BYPUDDLING OR 6. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LAT R, B FORE PLASTICITY SUPPORTED ON SLAB CHAIRS SPACED AT T -0 O.C.. MAXIMUM. IS LOST. 7. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM 28. WHEN TOTAL GROUT POUR EXCEEDS 8 FEET IN HEIGHT, THE GROUT SHALL BE PLACED IN COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. FOUR FOOT LIFTS WITH NOT LESS THAN 30 MINUTES NOR MORE THAN ONE HOUR THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). NEXT. ITEM OF STRENGTH AGG SLUMP WATER/CEMENT 29• WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, H RIZONTAL CONSTRUCTION (PSI) (IN) (IN) (LB/LB) 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. FOUNDATION /SLAB ON GRADE 2,500 3/4 4-6 0.50 30. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND 8. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH ND MINIMIZE THE COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 31. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY U141TS RE LAID. 9. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, MASONRY DIRECTLY ABOVE CHASES OR RECESSES WIDER THAN 1 INC AES SHALL BE ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR SUPPORTED ON'PRECAST GROUTED LINTELS. OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 32. PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS 10. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVE NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTELS GROUTED SOLID AND SHALL ALL ORGANIC AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 SHALL BE 8". PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 33. FOR SPECIAL INSPECTIONS THE ARCHITECT/ENGINEER SHALL BE GIVENIA MINIMUM 72 11. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. OPERATION. 12. FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED 34 LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6-6" CLEAR THESE MAY BE PRE STRUCTURAL FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS CAST OR CAST IN PLACE. THE LATTER SHALL BE 8" X 12" MINIMUM WITH 2 # 5 TOP AND SHALL BEAR NOT LESS THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE BOTTOM, #3 TIES AT 12" AND SHALL BEAR 8" AT EACH SIDE OF OPENINGS. SPECIFIED BY THE GEOTECHNICAL ENGINEER AND/OR THE BUILDING OFFICIAL 35. ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE 8" X 12' MIN; WITH 2#5 13. PROVIDE 6 MIL'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES AT 24". AT CO NERS USE 2#5 TOP OTHERWISE NOTED ON PLANS). AND BOTTOM CORNERS BARS WITH 30" LEGS AND 4 #3 TIES AT 12" EACH' SIDE. 14. COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON 36. ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE E "XI 2" MIN. WITH 4 #5 FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM VERTICAL BARS AND # 3 TIES AT 12" O.C. D1752, TYPE 1. 15. 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 00 N APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE LOCATION PLAN z SCALE: 3/32" = V-0" PRODUCT APPROVAL AFFIDAVIT FORM CATEGORY /SUBCATEGORY APPROVAL -'' NUMBER(S) ` MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES PRODUCT DESIGN PRESSURES (+PSF) (-PSF) (+PSF) (-PSF A. ROOFING PRODUCTS 1. METAL ROOF FL# 11651.13 GULF COAST SUPPLY & 26 Ga. 5V CRIMP PER SCHEDULE -131 MANUFACTURING, LLC. PER TABLE "A" 2. UNDERLAYMENT FL# 5259-R28 POLY GLASS USA, INC. POLYGLASS ROOF N/A N/A: 7 1 UNDERLAYMENTS THAT THE EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH NOTE; THE ENGINEER HAS REVIEWED THE ABOVE COMPONENTS OR CLADDING AND HAS APPROVED THEIR USE IN THIS STRUCTURE. TF�SE PRODUCTS PROV/DE ADEQUATE.RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY 611 GRADE, OR AS OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING CURRENT CODE PROVISIONS. N OFFICIAL. �1 SCOPE OF WORK: 1. ADD NEW SLAB AND ADDITION PER PLAN. 2. ADD FILLED CELLS TO EXISTING WALLS PER DETAIL. 3. ADD NEW WALL; PER PLAN. 4. ADD NEW TRUSSES PER PLAN & OVER FRAMING DETAIL. 5. NEW ROOFINQ TO BE INSTALLED PER PRODUCT APPROVAL, Flle `�.-., dopy d� ZCENs,', No.-61000 STATE OF '°CQRIaP N Z N W Im <jII-INIMIvIu-)I(O 0 0 N N p 00 N N N o Y w Q> CL N w Q 2 it O cil W H O Z W Q _ O W Q U W W W h Q O o Lo Ocp WNco, Nv JO(h M� U O00 as (0 TILoN JJ U .. LL LL o U N Lu Z w CC~ O (y)Lo co W LL c0 d u- �W Vco Zw Q 00 04 ..O < V' �, Q <U Z06O �Z w LUgZ W>z w w (7 ® Vm� NON ® I.I.: Om ° Q F- -O zz Q J zD _® U D Q U H O U) w C) O_ z w LL in Q U Nw .0 � W w c� U '` z N Q N w O Wr W IL LL L. P.E.#61000 S I E:..06-16-2020 SHEET S1 OF 3 20-0128 PERMIT SET ■ L I 1 2Q 3 4 �,_T, 3'_0, T,_6„ T,_9„ T,_6„ OL J. F-1 I 1 o (N)I PATIO —� L_—'—__- Z�N0 F-1 S.O.G. F-1 LL n F.1 _ 4, _ g — --- — - SEE WALL ANCHOR VERIFY I FIE VERIFY IN FIELD OR SEE WALL ANCHOR ( FIELD OR INSTALL PER DETAIL DETAIL, TYP. DETAIL TYP. INSTALL PER DETAIL f ! !t (E) LOW W LL TO REMAI -41 ! i I� SEE LINTEL TO I COLUMN DETAIL (N) GARBAGE AREA (E) HOUSE - i � .II I 1. , SEE WALL ANCHOR VERIFY IN FIELD OR DETAIL, TYP. INSTALL PER DETAIL FILLED CELL W/ #5 VERT. 30" LAP SPLICE TYP. EXISTING CMU WALL 6" THICK 3,000 PSI CONIC. SLAB PROPOSED FOUNDATION PLAN s.o.G. W/#4@18°O.C.E.W.ONTREATED COMPACTED SOIL FOUNDATION SCHEDULE MARK W x D x L REINFORCEMENT NOTES F-1 18" X 16" X CONT. (2) #5 BARS CONT. W/ #4 TOP OF (N) BEAM ELEV: 8'-6" FINISHED FLOOR ELEV: 0'-0" NORTH ELEVATION SCALE: 1/4" = V-0" (N) CHIMNEY 1412 TOP OF (E) WALL ELE : 8'-0" 4,_0„ O/H (E) STUCCO (N) STUCCO FINISH FINISH EAST ELEVATION 24'.1° — SCALE: 1/4" = 1'-0" TIES`@ 18" O.C. TOP OF (E) WALL 3 x V. 0" DOWEL ELEV: 8'-0" VERIFY EXISTING FILLED CELL / ST NOOK 16" O C (N) METAL ROOF OR SAWCUT & REMOVE CMU FACE AND GROUT MONOLITHICALLY ERT,1N MORTAR JOINTS EPDXY W/ NEW CELL NCH R 5' INTO EXISTING CMU (E) STUCCO FINISH ___/ 5 BAR VERT. a" 'PDXIED 6' INTO EXISTING -= --=- ! CONIC. OR CMU TIE BEAM EXIST CMU WALL #5 AR VERT IN GROUTED CELL _ �EXISTING NEW Lu J (E) STUCCO FINISH REMOVE FACE OF CMU BLOCK ° a SOUTH ELEVATION FOR STEEL PLACEMENT QL COVER WITH PLYWOOD FOR GROUTING 5 SCALE: 1/4" = 1 '_0;, WALL ANCHOR DETAIL. SCALE 314" = V-0" ALTERNATIVE: �AINTATIN SE TWO #5 BARS LAP @ CENTER, #5 BAR VERT. TO BE EMBED. AND LAP SPLICES GROUTED SOLID CORNER BARS TO MATCH FOOTING 1 #5 TOP U. h 0. REINFORCEMENT 1 1/2" CLIAR U REMOVE FACE OF CMU BLOCK 'I5 DOWELS ®EA. VERT. 7j FOR STEEL PLACEMENT COVER WITH PLYWOOD FOR GROUTING �- w GROUT f"c = 300 P.S.I MIN. BAR W/. 90 DEG. HOOK. as CONCRETE SLAB z PER PLAN CLEANOUT ® DOWEL _ Z 1 J5 BOTTOW U..0. EXISTING FOUNDATION PRE -CAST UNTE PROVIDED '1. BARS O TOP WITH REIN JAR ORCE ENT N VERT.�/5 I� NOMINAL HEIGHT S AT O� CONCRETE FOOTER SEE - POBIED 6" TO EXISTING FOUNDATION FILLED / UNFILLED FOUNDATION PLAN/SCHEDULE " NOMINAL WIDTH W i NOTE LINTEL SHALL BE 8F16 - iB/ iT UNLESS CALL D OUT ON PLAN FILLED CELL ON EXISTING WALL DETAIL LINTEL DESIGNATION TYPICAL COLUMN TO FOUNDATION SECTION SCALE: 112" = V-0" SCALE 3/4" = V-0" SCALE: 1/2" = 1-0' oc N r O 1 O N j 1 CORNER — 6'-1 (N) CHIMNEY (N) METAL ROOF (E) STUCCO FINISH TOP OF (N) BEAM E EV: 8'-6" (N) STUCCO FINISH --------I__-`_ �� — FINISHED FLOOR 12 4 (N) STUCCO FINISH'' Islas] ELEV: 1 • flFINISHED FLOOR j -1 ELEV: 0'-0" 5'-10" -moo,— 5'-10" STRIP FOOTING REINFORCING CONT. THRU PADS v PLAN AT PAD PERPENDICULAR TYPICAL FOOTING INTERSECTION DETAIL SCALE: 3/4" = T-O" ►�'�oU> °° �CENS °` No. 6100( �o STATE OF o oO N N O W N N N Q z p Y w Q > (4 N Q Q O Q W W 2 3 y W � W -4 O LLo O rn �W/NCO� Nv y_ 0 0 N r- �LL0)co as ry- _ fD � T T- J J O Q N N W W NLijr Z U m"" OLU o J f W LL CO W 0- LL P VU > . 0 1'- Zw N wU < V' (n Q � U Z¢ �s 0 MR�zz 2w Wgz w rr w (D -'vm� ¢� z ®w00 Z (A _Oz I— 0 ❑ ~ Z > Z) W O J LL LL] ❑ ❑ U) OQ w CU o Z ui J W o ❑ U U C Lu L L 1_ W U U Z C OD Q W W r W W w LL rwu�ry vLgF.hrvnu•.rt +PL. P.E.#61000 AV 71 E: 06-1 12020 SHEET S2 OF 3 20-0128 PERMIT SET L� BM- BM _L E JI-1 - OA— ROOF SHEATHING %r PER FASTENING SCHEDULE r 4'-0" P.E. T SSES @ 24" TYP. c-i m m 4 -0" CONNECTOR SCHEDULE TRUSS STRAP UP. MAX (LBS) FASTENERS NOTES MASONRY WALL TYPICAL HETA 20 1,810 (14) 1 Od x 1Z" TO TRUSS O VGT 4,940 (16) 41" x 3" SDS TO GIRDER & (1) 8" ANCHOR W/ 3" MIN. EMBED. SP1 555 (6) 1Od x 3" TO STUD & 4 1 Od x 3" TO PLATE PER FIREPLACE DETAIL VTCR 370 (4) 10d TO SUPPORTING FRAMING &(6) 1 Od x 112' TO TRUSS/RAFTER PER OVERFRAMING DETAIL MTS16 990 (14) 10d x 1" PER FIREPLACE DETAIL — ._ NOTES: > i. 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. STRAPS WERE SIZED TO SAFELY RESIST THE WIND REACTIONS SHOWN /N THE PRE-ENGINEERED TRUSS PROFILE AND PLACEMENT PLAN D WGS. ROOF SHEATHING FASTENING SCHEDULE WITH 19/32" PLYWOOD SPACING REQUIRED FOR Sd GALV. RINGSHANK NAILS BUILDING ZONE 1 ZONE 2 ZONE 3 ENCLOSED 6" O.C. @ EDGES 3" O.C. @ EDGES 3" O.C. @ EDGES 6 O.C. @ FIELD 6 O.C. @ FIELD 3 O.C. @ FIELD DESIGN PRESSURE -36 PSF -83 PSF -113 PSF ALLOWABLE DESIGN PRESSURE -60 PSF -137 PSF -188 PSF ULTIMATE BEAM/LINTEL SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES (1) #7 BAR @ TOP BM-1 8F20 & (1) #5 BAR @ BOTTOM CMU LINTEL O C II ,_ it a = 4.0 FEET EDGE DISTANCE a I I I III II \ II II II \ III �i IL i �I -� ...- � �t II I I TIE BEAM 8"X16" CONC. LINTEL P.E. TRUSSES SES -- — I it 16 MAX. SEE PLAN ®8" O.C. ®OPENINGMINil @ 24" O.C.- - #3S . STRUCTURA (I lI �I PER SCHHEDUE II II l II Il lI ROOF PER FLORIDA I.� Ii•`it PRODUCT APPROVAL IlI f ( ' '' 61 STRAP PROPOSED FRAMING PLAN ' 2" clR PER SCHEDULE - SEE WALL STEP UP DETAIL (N) }'THREADED ROD THRU SCALE: 1/4" = 1'-0" 16" MAX. (2) 2x6 P.T. OVER (E) 2x10's & 6" MIN. 8" MIN. EPDXY INTO (E) CMU WALL 5 BAR EA. F FACE EA: SIDE V ELEV: 8'-0"3" MIN.-- E 2x1 Us FASCIA/DRIP EDGE SEE ARCH DWGS FOR ARCH TO MATCH SOFFIT 4'-0" RADIUS AND DIMENSIONS 1/2" CDX PLYWOOD SOFFIT W/ 8d RINGSHANK NAILS @ 6" O.C. „ (E) CMU WALL TYPICAL MASONRY ARCH OPENING WALL STEP UP DETAIL -- SCALE: 1/2" = V-0" SCALE: 1/2" = V-0" 8" WALLS: (1) VERT. BARS 0 8" JAMB REINFORCEMENT 0 8" WALLS TYP U N O.: EACH SIDE OF JOINT. OPNG. <= 6'-0" WIDE: (1) VERT. BARS EA. BAR SIZE SHALL MATCH SIDE OF OPENING z TYP. VERT. WALL REINF OPNG. > 6'-0" WIDE (2) VERT. BARS EA. STRUCTURAL SHEATHING CONTINUOUS REINFORCING AT TOP OF WALL FOR DIAPHRAGM CHORD. 'j5ARS SIDE OF OPENING BAR SITE' SHALL MATCH TYP VERT. WALL REINF. PER SCHEDULE REINFORCE WITH 2 5 BARS U.N.O. Oa ( ) AS SHOWN ON PLAN ROOF PER FLORIDA METAL FLASH NG 4 P T 24"D.C.X i 2x O. @ OVER FRAMETRUSSES Z o (TOP & BOT. ® 8" BOND BEAM) 90' HOOK TYP. PRODUCT APPROVAL @ 24" O.C. MAX. c� TOP OF WALL -- CORNER BARS STD. 9 OOK TYP. 8" WALLS: (1) 15 BARS PIER ® CORNERS JRAT EA END .. X ,, X AND @ 8' O.C. MAX. . X J2x6 P.T. W1(2) 1/4"x4" LAG SCREWS SPACED @ 16" O.C. / \ TO TOP. CHORD OF (E) TRUSSES PROVIDE .ONE @ VALLEYS AND. EVERY 4'-0" MAX: FINISH FLOOR i r RSI IZON (1) J5 HORIZONTAL ® PRECAST LINTELS k ®1)WI#NDOW ST A(TYP.) STD. 90' HOOK PROVIDE MATCHING FIG. EXISTING -J// TYPICAL DOWELS FOR ALL VERT BARS CMU WALL � *NOTE: ®LOAD -BEARING WALLS. t 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. OVERFRAMING TRUSSES DETAIL ELEVATION OF A TYPICAL MASONRY WALL �° (�I SCALE: 1/2" = V-0" SCALE: 1l2'� = 1'_0" O" 0 CV I SIMPSON SP1 @ EA. STUD STRUCTURAL SHEATHING ------ TYPICAL ALL SIDES a = 4.0 FT ENCLOSED W H Q G U) Z Lu rg 0©0m W 2 � 3 'u-I y W W U W O O O U O W 0 O L u� CD W NNv W M O (O c� � _j M y G7LL0)00 as =2(Dh JJ OQNN LUw r` r Nmwz w V� 00 � d LL co 0 �Lo In uJ V /n ZW Q ro 00 wO u'' � Q � C) Z¢ 2irz Lu K W>z zu)w Z VOJ ■ m U) ¢U) Z �W°�S z Q J a_ U) - z LLj o C G z O \ J ®Ow w O TERMINATION CAP ® ry Q a Of a_ CHIMNEY PIPE ¢ W U O —STORM COLLAR J z W +, 7 2x6 P.T. ABOVE ® (, 2x4 P.T. TOP PLATE, TYP. (n (a LLl � 2x4's @ 16" O.C. W CID U U GALV. FLASHING Q N U MTS16 @ EA/ CORNER W W TRUSS CONNECT TO TOP CHORD W � PER PLAN I111U p�VIL(® U- GALV. FLASHING 2x4 BLOCKING ��0���1ENSF No. 61000 STATE OF RbbD( FO VI MI R 6. P.E.#61000 P. V a E: 06-16-2020 (E) ROOF RAFTER-akdd�8, (3) 10d NAILS AS SHOWN TYP. SHEET FIREPLACE DETAIL SCALE: 3/4" = ri011 OF 3 20-0128 PERMIT SET