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HomeMy WebLinkAboutAPPROVED S R2 210515 STRUCTURALPRIVATE RESIDENCE FAI 1. ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY -USE". MOISTURE CONTENT MUST BE 19% OR LESS. STORE WOOD FRAMING ABOVE GROUND AND UNDER TARPS WITH PROPER AIR CIRCULATION. 2. ALL LUMBER SHALL BE SOUTHERN PINE SPECIES #2 GRADE OR APPROVED EQUAL. ALLOWABLE DESIGN STRESSES SHALL FOLLOW NATIONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION). 3. PROVIDE SP CCA PRESSURE TREATED LUMBER IN ACCORDANCE WITH AWPA STANDARDS TO A MINIMUM 0.40 PCF RETENTION WHERE LUMBER IS IN CONTACT WITH CONCRETE/MASONRY OR OUTSIDE OF BUILDING. 4. PLYWOOD SHEATHING: A. ROOF: Use 19/32" 40/20 RATED, EXP. 1, PLYWOOD SHEATHING. STRUCTURAL PERMIT/CONSTRUCTION PANS ,y TL.111C LiC6Lll . Beach Parking N m, O P 7 F A, v 1;',. Ocean Resoit Cando B. SEE FRAMING PLANS FOR NAILING AND/OR BLOCKING REQUIREMENTS. USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING. STAGGER PANEL END JOINTS 4'-0" TYP., ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS. r. 6 � C. SEE FRAMING PLANS FOR DIAPHRAGM NAILING TYPE, SIZE, SPACING AND f 0 .. ' LOCATIONS. rn ` 5. WOOD CONNECTIONS - ALL NAILS USED FOR STRUCTURAL FRAMING MEMBERS SHALL vy . BE COMMON WIRE, U.N.O. ALL NAILS, TRUSS HANGERS, TRUSS ANCHORS AND STRAPS SHALL BE GALVANIZED FOR CORROSIVE RESISTANCE. ALL METAL STRAPS MUST BE k INSTALLED WITH EQUAL LENGTHS ABOUT THE JOINT LINE. USE SIMPSON STRONG -TIE CONNECTOR PRODUCTS OR APPROVED EQUAL. TOE NAILING WILL NOT BE PERMITTED AS STRUCTURAL CONNECTION. Lynn 6. TIMBER SHALL MEET THE FOLLOWING MIN. BENDING STRENGTHS: :. 1 9 2x4 Fb=1500 PSI 2x6 Fb=1250 PSI 2x8 Fb=1200 PSI 4 " 2x10 Fb=1050 PSI LOCATION M A P 2x12 Fb=975 PSI GENERAL NOTES: CODES AND STANDARDS 1. THE PROJECT IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING CODES: 1.1. FLORIDA BUILDING CODE; BUILDING AND RESIDENTIAL; 7TH EDITION, 2020, ASCE 7-16, ASD, AISC & NDS FOR WOOD 2. ARCHITECTURAL DRAWINGS: 2.1. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT. 2.2. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS, SETTINGS, DRAINS, REGLETS, ETC. 2.3. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT. 2.4. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY WORK. 3. SECTIONS AND DETAILS: 3.1. ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN. 4. SUBMIT SHOP DRAWINGS AS REQUIRED. ALLOW FOR TWO WEEKS FOR THE REVIEW OF THESE DOCUMENTS AFTER RECEIPT OF SUBMITTALS BY CSM ENGINEERING. ALL SUBMITTALS SHALL BE CHECKED AND SIGNED BY THE GENERAL CONTRACTOR AND SIGNED AND SEALED BY THE DIMENSIONS: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON JOB SITE WITH COMPLETE SET OF LATEST DRAWINGS. NOTES AND DIMENSIONS SHALL BE CHECKED AND VERIFIED WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS. ANY DISCREPANCIES IN NOTES OR DIMENSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE COMMENCING WORK SO THAT PROPER WORK CAN BE EXECUTED. DO NOT ASSUME OR GUESS ANY DIM. OR ELEMENTS CONNECTIONS AND ELEVATIONS. 2. UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS, CONTRACTOR SHALL FURNISH AND INSTALL ADEQUATE SHORING, BRACING, ETC. REQUIRED TO SAFELY SUPPORT ALL CONSTRUCTION LOADS AND SHALL BE FULLY RESPONSIBLE FOR THE SAME. SHORING MUST COMPLY WITH ALL LOCAL AND OSHA REQUIREMENTS. 3. DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE CONSTRUCTED IN ACCORDANCE WITH DETAILS SHOWN FOR SIMILAR CONDITIONS AND MATERIAL. FOUNDATION: 1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE WITH REPORT BY ALLTERRA; FILE #21-117; DATED JULY 30, 2018. 2. THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT INDICATED IN THIS SOIL REPORT. ALL SUB GRADES SHALL BE APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER. 3. BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2500 PSF. CONTRACTOR TO VERIFY. CONTRACTOR TO PROVIDE REPORT OF COMPACTION TEST TO SHOW 95% MODIFIED PROTOR DENSITY. 4. SOIL SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED GEOTECHNICAL ENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. 5. TOP OF ALL EXTERIOR FOOTINGS SHALL BE PER PLANS 6. EXCAVATION & BACKFILL: 6.1. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC 6.2. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES. 7. CENTERLINE OF FOOTINGS SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNLESS OTHERWISE NOTED ON DRAWINGS. 8. DIMENSIONS: ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK. 9. CONTRACTOR TO BOND ALL FOOTER AND FOUNDATION STEEL PER NEC 2020. 10. CONTRACTOR TO TEST FOR COMPACTION OF FOUNDATION/SLAB SOILS ONE FOR EVERY 2,000 SQFT MIN. OF COMPACTED SUB - GRADE AND COMPACTED FILL. ONE DENSITY TEST AT EACH COLUMN FOOTING. ONE DENSITY TEST PER 50 LF OF WALL FOOTING. SLAB NOTES: 1. INTERIOR SLABS ON GRADE SHALL BE PLACED ON -6- MIL VISQUEEN VAPOR BARRIER. 2. EXTERIOR SLABS SHALL BE FORMED WITH A THICKENED EDGE, 2X SLAB THICKNESS. 3. ALL SLABS SHALL RECEIVE CURING COMPOUND WITHIN EIGHT HOURS OF POURING. 4. ALL PROCEDURES IN THE ACI CODE FOR HOT -WEATHER CONCRETING SHALL BE FOLLOWED. 5. SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS FOR DRAINS, SLOPES, BLOCK -OUTS, AND PENETRATIONS THAT MAY NOT BE SHOWN ON STRUCTURAL DRAWINGS. 6. CONTROL (CRACK) JOINTS SHALL BE SAW -CUT TO DEPTH IN CHART, USING A DIAMOND BLADE. CUTTING OPERATIONS SHOULD BEGIN WITHIN EIGHT HOURS OF CONCRETE FINISHING. FOR HOT WEATHER CONCRETING AND THIN SLABS, SAW CUTTING IS HIGHLY RECOMMENDED TO BE PERFORMED THE SAME DAY. STRUCTURAL DESIGN CRITERIA: MEAN ROOF HEIGHT 35 WIND VELOCITY 170 MPH; ULTIMATE WIND SPEED WIND VELOCITY 132 MPH; NOMINAL WIND SPEED EXPOSURE "D"; ENCLOSED DESIGN Qz 75 PSF Kd 0.85 Kz 1.19 LAMBDA HEIGHT & EXPOSURE FACTOR 1.70 ROOF SLOPE 26.56' LOAD COMBINATIONS ASCE 7-16 INTERNAL PRESSURE COEFFICIENT +/-0.18 RISK CATEGORY II OCCUPANCY RESIDENTIAL CONSTRUCTION TYPE V FLOOR LIVE LOAD 40 PSF LIVING / 100 PSF STAIRS, CORRIDORS, AND BALCONIES FLOOR DEAD LOAD 25 PSF ROOF LIVE LOAD 20 PSF ROOF DEAD LOAD 20 PSF (10 PSF TOP, 10 PSF BOT) (METAL) MAIN FRAME: MAX. HORIZONTAL LOAD +58 PSF MAX. VERTICAL LOAD -35 PSF (GROSS) COMPONENTS AND CLADDING WALL: ZONE 4 10 SQFT = +52/-56 PSF (MAXIMUM) ZONE 5 10 SOFT = +52/-70 PSF (MAXIMUM) GENERAL COMPONENTS AND CLADDING NOTES: 1. ALL DOORS, WINDOWS, AND ROOF SYSTEM TO BE INSTALLED PER PRODUCT APPROVAL AND MEET THE DESIGN PRESSURES PER PLANS. ALL DOORS AND WINDOWS SHALL MEET OR EXCEED +52/-70 PSF PRESSURE. NOA'S TO BE SUBMITTED BY ARCHITECT. GARAGE DOOR SHALL MEET MINIMUM +45/-55 PSF. STRUCTURAL AND MISCELLANEOUS STEEL: 1. GRADES: 1.1. STRUCTURAL TUBING Fy = 46 ksi. 1.2. ALL OTHER STRUCTURAL SHAPES Fy = 50 ksi. 2. ALL STRUCTURAL STEEL TO BE DOMESTIC ASTM A992 GD. 50 (Fy=50 ksi), AND A500 GD. B (Fy=46 ksi), AND DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE AISC CODE OF STANDARD PRACTICE. 3. HIGH STRENGTH BOLTS (ASTM A325-N) TO BE THE TYPE SPECIFIED ON THE PLANS PROVIDE MATCHING H.S. NUTS AND WASHERS. 4. ALL WELDING TO BE IN ACCORDANCE WITH AWS LATEST "STRUCTURAL WELDING CODE - STEEL" (ANSI/AWS D1.1). RUSTPROOF ALL WELDS AND PLATES WITH HEAVY DUTY RUSTPROOFING PAINT. 5. ALL MEMBERS TO BE WELDED SHALL USE E70-XX ELECTRODES (MIN.). 6. SHOP COAT ALL STRUCTURAL STEEL WITH RUSTOLEUM "RED PRIMER OR APPROVED EQUAL (U.O.N.). FIELD PATCH PAINT AFTER ERECTION. 7. H IV S 3ES S N -_Pio DIE ET220 II-011 OR R PO U 8. ALL NAILS AN SC S HA L BE STAI L SS S EEL 304 0 16 MI . 9. ALL MEMBERS LABELED AS GALVANIZED SHALL BE COATED USING A HOT -DIPPED PROCESS IN ACCORDANCE WITH ASTM A 123, A 153, GRADE 90 GUIDELINES AFTER FABRICATION. FIELD TREAT ALL DAMAGED GALVANIZED FINISH AND EXPOSED SURFACES WITH TWO COATS OF ZINC RICH PAINT OR COLD GALVANIZING COMPOUND CONFORMING TO ASTM A 780. CONCRETE BEAMS: 1. C BAR: 1.1. TOP BAR AT INTERIOR SUPPORT (IN ADDITION TO TOP CONT. BARS) PLACE IN SAME LAYER AS TOP CONT. BAR (U.N.O.). LOCATE AT RIGHT SUPPORT OF SPAN INDICATED IN SCHEDULE 2. "D" BAR: 2.1. TOP BAR AT EXTERIOR SUPPORT (IN ADDITION TO TOP CONT. BARS) PLACE IN SAME LAYER AS TOP CONT. BAR (U.N.O.) 3. "E" BAR: 3.1. DIAGONAL BAR AT EACH CORNER AND EACH SIDE OF BEAM TO COLUMN CONNECTION. BAR TO MAINTAIN 1-1/2" COVER. 4. CLASS "B" TENSION SPLICE: #4 - 24" #5 - 30" #6 - 36" #7 - 45" 5. WHEN ADJACENT BEAMS OR TIE BEAMS HAVE TOP CONT. BARS OF DIFFERENT SIZE, THE TRANSITION SHOULD BE MADE AT MID SPAN OF THE BEAM WITH SMALLER SCHEDULED BARS. USE LAP SPLICE LENGTH OF SMALLER SIZE BAR. 6. (2L) INDICATES BARS PLACE IN TWO LAYERS. WHERE BARS ARE PLACED IN TWO LAYERS, THE SECOND LAYER BARS MUST BE PLACED DIRECTLY UNDER BARS IN THE FIRST LAYER OR DIRECTLY OVER BAR IN THE FIRST LAYER. PROVIDE 1" CLEAR DISTANCE BETWEEN LAYERS OR ONE BAR DIAMETER, WHICHEVER IS THE GREATER DISTANCE. "C" Bar "D" Bar Top Cont. Top Cont. Class "B" splice "E" Bar at mid span Int. Bar F"C"Bar 27 0.25 L1Irr0.25 L1 0.25 L2 0.25 L27 Y ' °o ott. Bar Q stirrups stirrups 3" see schedule 3" J3" see schedule 3" e 3" col L1 (End Span) L2 (Interior Span) col NOT TO SCALE PROJECT LOCATION CONCRETE: 1 CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS(NO PEAROCK IN SLABS): A FOUNDATIONS 5000 PSI W/C RATIO = 0.40 B SLAB -ON -GRADE 5000 PSI W/C RATIO = 0.40 C TIE BEAMS 4000 PSI W/C RATIO = 0.45 D COLUMNS 4000 PSI W/C RATIO = 0.45 E PILES & GRADE BEAMS 5000 PSI W/C RATIO = 0.40 ALL OTHER CONCRETE TO BE 5000 PSI UNLESS NOTED OTHERWISE. 2 ALL CONCRETE SHALL BE READY MIX CONFORMING TO ATSM C94, MINIMUM COMPRESSIVE STRENGTH OF: A 5000 PSI ® 28 DAYS AND HAVE A MINIMUM OF 728 LBS./YD^3 OF PORTLAND CEMENT. B SLUMPS SHALL BE 5 MINIMUM AND 7 MAXIMUM. C JOB SITE WATER SHALL NOT BE ADDED. 3 ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318-19), THE ACI DETAILING MANUAL (ACI 315 / LATEST EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301 / LATEST EDITION). 4 SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION. 5 CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY THE CURRENT ACI SPECIFICATIONS. 6 THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: COMPRESSIVE STRENGTH : 5000 PSI (U.O.N.) SLUMP: 5 TO 7 AIR CONTENT(ASTM C260: 5% +/- 1% (OPTIONAL) WATER/CEMENT RATIO: 0.40 MAX. COARSE AGGREGATE : 3/4" ASTM C33 WATER SHALL BE CLEAN AND POTABLE NO WATER SHALL BE ADDED TO THE MIX AFTER INITIAL BATCHING, UNLESS THE SLUMP OF THE CONCRETE WHEN DELIVERED IS LESS THAT SPECIFIED. IN SUCH CIRCUMSTANCES, WATER MAY BE ADDED ONLY WITH THE APPROVAL OF THE ENGINEER AND ONLY TO THE EXTENT REQUIRED TO REACH SPECIFIED SLUMP LIMITS. WATER SHALL BE INTRODUCED UNDER PRESSURE AND THE DRUM SHALL BE TURNED AT MIXING SPEED AN ADDITIONAL 30 REVOLUTIONS MINIMUM TO INSURE UNIFORMITY OF MIX. 7 NO CONCRETE SHALL BE PLACED UNTIL ALL REINFORCING STEEL FOR THE POUR IS IN ITS PROPER LOCATION AND THE OWNER'S REPRESENTATIVE'S PERMISSION HAS BEEN GIVEN FOR THE POUR. REINFORCING MESH SHALL BE WELDED WIRE FABRIC AS SPECIFIED ON THE DRAWINGS. 8 PLACING OF CONCRETE SHALL CONFORM TO ACI 301 & ACI 304-19, "RECOMMENDED PRACTICE FOR MEASURING, MIXING TRANSPORTING AND PLACING CONCRETE". PLACE CONCRETE AS CONTINUOUSLY AS POSSIBLE UNTIL POUR IS COMPLETE SO THAT NO CONCRETE IS PLACED AGAINST CONCRETE THAT HAS ATTAINED ITS INITIAL SET, EXCEPT AT AUTHORIZED JOINTS (MAX. 90 MINUTES APART). 9 PLACE CONCRETE AS NEAR AS POSSIBLE TO ITS FINAL POSITION. PREVENT SEGREGATION. USE CHUTES OR TREMIES AS NECESSARY. THE MAXIMUM FREE DROP SHALL BE 4-FEET. COMPACT DURING PLACING WITH INTERNAL VIBRATORS (800 VPM MINIMUM). WORK AROUND REINFORCEMENT, EMBEDDED FIXTURES, AND INTO FORM CORNERS. DO NOT OVER -VIBRATE, AND DO NOT USE VIBRATORS TO TRANSPORT CONCRETE WITHIN THE FORMS. 10 CONCRETE CURING: FRESHLY DEPOSITED CONCRETE SHALL BE PROTECTED FROM PREMATURE DRYING AND EXCESSIVELY HOT TEMPERATURES, AND SHALL BE MAINTAINED WITH A MINIMAL MOISTURE LOSS AT RELATIVELY CONSTANT TEMPERATURE ABOVE 70 DEGREES F. FOR THE FIRST THREE DAYS AND ABOVE 55 DEGREES F. FOR AT LEAST THE NEXT 4 DAYS. UNFORMED SURFACES MAY BE CURED USING A SILICATE BASE, CURING COMPOUND OR BY COVERING WITH WATERPROOF PAPER OR POLYETHYLENE FILM. APPLY POLYETHYLENE FILM AS SOON AS FINISHING OPERATIONS ARE COMPLETE AND THE CONCRETE IS SUFFICIENTLY HARD TO BE UNDAMAGED BY THE COVERING. SPRINKLE CONCRETE AS NECESSARY DURING APPLICATION OF COVERING. LAP EDGES AND ENDS AT LEAST 4-INCHES, AND SEAL LAPS. WEIGH DOWN COVERING TO PREVENT DISPLACEMENT. PATCH HOLES AND TEARS THAT OCCUR DURING THE CURING PERIOD. APPLY CURING COMPOUNDS STRICTLY ACCORDING TO THE MANUFACTURER'S INSTRUCTIONS USING LOW PRESSURE SPRAY EQUIPMENT. APPLY CURING COMPOUND AS SOON AS FINISHING OPERATIONS ARE COMPLETE AND FREE WATER ON SURFACE HAS DISAPPEARED, AND NO WATER SHEEN CAN BE SEEN. APPLY 2 COATS AT RIGHT ANGLES TO EACH OTHER WHERE NECESSARY TO ACHIEVE PROPER COVERAGE. 11 UNLESS OTHERWISE SPECIFIED. PLACE REINFORCEMENT 2" CLEAR FROM TOP OF THE SLAB AND SUPPORT ON 2" MIN. TALL SLAB BOLSTERS SPACED AT 3'-0" ON CENTER MAX. GRID. ACCEPTABLE BOLSTERS SHALL BE CHAIRS OR BESSER BRICK. 12 REQUIREMENTS: A ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615 GRADE 60. B W.W.F. SHALL COMPLY WITH ASTM A 185. 13 LAP ALL BARS MINIMUM 48 DIAMETERS UNLESS OTHERWISE NOTED ON DRAWINGS. LAP ALL W.W.F. A MINIMUM OF 6" UNLESS OTHERWISE NOTED. 14 REINFORCING BARS: A AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL FOOTINGS, PROVIDE (1)- 5 X 5'-0" BENT BAR FOR EACH HORIZONTAL BAR SHEET S-1 S-2 S-2.1 S-2.2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11 DESCRIPTION COVER SHEET AND NOTES FOUNDATION GRADE BEAM/PILE AND SLAB PLAN FOUNDATION SECTIONS/DETAILS FOUNDATION SECTIONS/DETAILS LEVEL 1 WALL/COLUMN & LEVEL 2 SLAB/BEAM PLANS LEVEL 2 WALL/COLUMN & LEVEL 3 FLOOR FRAMING PLANS LEVEL 3 WALL/COLUMN & ROOF PLANS ROOF WIND PRESSURE PLAN, NOTES, AND ROOF DETAILS MISC. DETAILS BUILDING TRANSVERSE SECTION BUILDING LONGITUDINAL SECTION PRODUCT APPROVALS PRODUCT APPROVALS TOTAL SHEETS = 13 SCHEDULED AT EACH FACE. B WHERE COLUMNS ARE AN INTEGRAL PART OF CONCRETE WALLS, WALL REINFORCEMENT SHALL BE CONTINUOUS THRU THE COLUMNS. C ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS UNLESS OTHERWISE NOTED. 15 CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND BEAMS SHALL BE AT MID -SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS ACROSS JOINT, ADDITIONAL SHEAR FRICTION REINFORCING. 16. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING CONCRETE TEST: (ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO STRUCTURAL ENGINEER) A CYLINDER STRENGTH TESTS - ASTM C39: ONE SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE. B SLUMP TESTS - ASTM C143 17. STRUCTURAL CONCRETE SHALL NOT BE STRIPPED UNTIL IT REACHES A MINIMUM OF TWO THIRDS OF THE 28 DAY DESIGN STRENGTH (MIN. OF 7 DAYS). DESIGN, ERECTION, AND REMOVAL OF ALL FORM WORK SHALL MEET THE REQUIREMENTS AS SET FORTH IN THE CURRENT ACI 347 AND ACI 301 LATEST EDITIONS UNLESS PROVISIONS OF NOTE #10 ARE MEET. 18. SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR TO CONSTRUCTION, INCLUDING BACKUP DATA IN ACCORDANCE WITH ACI 301 CHAPTER 3, SECTION 3.9, EXCLUDING SECTION 3.9.3.3. ALSO SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND LOCATION. INCLUDE BAR LISTS AND BEND DIAGRAMS. REINFORCED MASONRY WALLS AND PARTITIONS: 1. ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH SPECIFICATION FOR MASONRY STRUCTURES", ACI 530, AND ALL APPLICABLE LOCAL BUILDING CODE PROVISIONS. ALL MASONRY WALLS TO BE CONSTRUCTED ENTIRELY OF UNITS CONFORMING TO ASTM C-90 AND REINFORCED WITH #9 GAGE TRUSS TYPE HORIZONTAL MASONRY REINFORCING LOCATED AT 16" O.C. ALL MASONRY TO BE LAID WITH FULL HEAD AND BED JOINTS. ALL MASONRY CONSTRUCTION TO BE EITHER BOUND BY TIE BEAM, TIE COLUMN MEMBERS OR TIED TO FRAME WITH 16 GAUGE CONTINUOUS DOVE TAIL SLOT AND 12 GAUGE DOVETAIL ANCHOR SPACE AT 16" O.C. (TOP AND THE VERTICAL SIDE), UNLESS OTHERWISE DETAILED. 2. CONCRETE MASONRY UNITS: THE QUALITY STANDARDS FOR THE UNITS SHALL CONFORM TO THE AMERICAN STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING MASONRY UNITS (ASTM C90-70). MINIMUM F'M SHALL BE 1700 PSI PER PLANS BASED ON THE SHELL FACE MORTAR BEDDING. 3. ALL BLOCK CELLS AT RETAINING WALLS SHALL BE FILLED WITH GROUT AND REINFORCED PER PLANS. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE AND /OR BELOW. 4. REINFORCED UNIT MASONRY: ALL REINFORCED MASONRY CONSTRUCTION, WHERE CALLED FOR ON PLANS, SHALL BE IN ACCORD WITH APPLICABLE PROVISIONS OF CONCRETE REINFORCEMENT, CAST -IN -PLACE CONCRETE AND CONCRETE MASONRY. VERTICAL REINFORCING SHALL ANCHOR INTO SUPPORTING CONCRETE MEMBERS A CLASS "C" LAP LENGTH PLUS 3" OR FULL DEPTH, PLUS A STANDARD HOOK. LAPS WITH REINFORCED MASONRY SHALL BE 48 BAR DIAMETERS. CONTRACTOR SHALL COORDINATE PLACING OF DOWELS TO ACCOMMODATE MODULE OF MASONRY UNITS. ALL VERTICAL CELLS AND BEAMS WITH REINFORCING SHALL BE FILLED WITH COARSE GROUT CONSISTING OF 3000 PSI CONCRETE WITH 3/8" COURSE AGGREGATE. USE HIGH SLUMP (SUPER -PLASTICIZED) WHERE HEIGHT OF LIFT EXCEEDS 4'-0". WHERE HEIGHT OF OPEN CELL EXCEEDS 4'-0", USE HIGH LIFT GROUTING TECHNIQUE WHICH REQUIRES A CLEAN -OUT OPENING AT THE BOTTOM OF ALL CELLS AND PLACING THE GROUT IN MAXIMUM 4'-0" LIFTS WITH A 30 TO 60 MINUTE DELAY BETWEEN LIFTS. ALL WALLS TO BE REINFORCED AS INDICATED ON PLANS. 5. CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVISIONS OF THE STANDARD SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR-75B OR ACI 531. 6. HOLLOW BLOCK SHALL COMPLY TO ASTM C-90, TYPE II, GRADE N-11. N SOLID BLOCK SHALL COMPLY WITH ASTM C-145, TYPE II, GRADE N-11. 7. MORTAR: THE MORTAR USED FOR MASONRY CONSTRUCTION SHALL BE TYPE "M" BELOW GRADE AND TYPE "S" ABOVE GRADE AND SHALL CONFORM TO ALL THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE, LATEST EDITION. CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR. 8. VERTICAL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. FILL ALL REINFORCED CELLS WITH 3000 PSI CONCRETE OR GROUT. SEE PLAN FOR SIZE AND SPACING OR VERTICAL REINFORCING. 9. MASONRY COMPRESSIVE STRENGTH F'M=1700 PSI MIN.; GROUT/MORTAR TYPE S = 1800 PSI MIN.. 10. UNLESS OTHERWISE DETAILED ON PLANS PROVIDE MINIMUM EMBEDMENT OF VERTICAL WALL REINFORCEMENT OF 6" INTO BEAM/TIE BEAM. ALL STARTER BARS IN BEAM/TIE BEAM TO HAVE A MINIMUM LAP LENGTH OF 48 BAR DIAMETERS FOR CONT. VERTICAL WALL REINFORCEMENT. 11. CONSTRUCTION: THE FIRST COURSE OF ALL HOLLOW MASONRY SHALL BE LAID IN A FULL BED OF MORTAR. ALL UNITS SHALL BE LAID WITH FULL FACE SHELL MORTAR BEDS. ALL HEAD AND END JOINTS SHALL BE FILLED SOLIDLY WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE UNIT OR WALL, NOT LESS THAT THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. MORTAR JOINTS SHALL BE MAINTAINED AT 3/8" THICKNESS FOR BOTH THE HORIZONTAL AND VERTICAL JOINTS, UNLESS NOTED OTHERWISE. 12. PROVIDE MASONRY HORIZONTAL REINFORCING AT 16" O.C. IN ALL MASONRY WALLS. WALLS LAID UP IN STACK BOND SHALL HAVE "TRUSS" TYPE REINFORCING AT 16" O.C. EXCEPT THE TOP 3 COURSES SHALL BE 8" O.C. WALLS LAID UP IN RUNNING BOND MAY HAVE "LADDER" TYPE REINFORCING. PROVIDE A MINIMUM 6" LAP AT SPLICES. PROVIDE SPECIAL FABRICATED TEES AND CORNER UNITS AT INTERSECTING WALLS FOR WALLS LAID UP IN STACK BOND. SEE PLANS FOR VARIATIONS. 13. CONTACT LAP SPLICES FOR VERTICAL REINFORCING (UNLESS NOTED OTHERWISE): 13.1. COMPRESSION SPLICES: 30 DIAMETERS 13.2. TENSION SPLICES: 48"0 FOR #3 & #4 30"0 FOR #5 36"0 FOR #6 45"0 FOR #7 REINFORCING BARS SHALL BE ACCURATELY POSITIONED ACCORDING TO THE DRAWINGS AND SHALL BE SECURED TO PREVENT DISPLACEMENT DURING GROUTING 14. GROUT FOR BOND BEAMS, PILASTERS, AND CORE FILL SHALL HAVE A MINIMUM F'C = 3000 PSI 0 28 DAYS AND SHALL BE IN ACCORDANCE WITH ASTM C-476 AND A MAXIMUM SIZE OF AGGREGATE OF 3/8". CALCIUM CHLORIDE SHALL NOT BE USED IN GROUT. SLUMP SHALL BE 8" +/- 1". 15. GROUTING OF WALLS SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING METHODS: 15.1. PLACE GROUT IN MAXIMUM 4'-0" LIFTS AND CONSOLIDATE. ALLOW GROUT TO SET FOR MINIMUM OF 15 MINUTES BETWEEN EACH SUCCEEDING 4'-0" LIFT (UNLESS NOTED OTHERWISE). 15.2. PLACE GROUT IN MAXIMUM 8'-0" LIFTS AND CONSOLIDATE. ALLOW GROUT TO SET FOR MINIMUM OF 24-HOURS BETWEEN EACH SUCCEEDING 8'-0" LIFT. PROVIDE CLEANOUTS AT BOTTOM OF CORES TO BE FILLED (UNLESS NOTED OTHERWISE). 16. ALL MASONRY SHALL BE LAID UP IN RUNNING BOND, UNLESS STIPULATED OTHERWISE BY THE ENGINEER. 17. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES", ACI 531, LATEST EDITION. 18. A 3/4"0 HEAD, LOW VELOCITY VIBRATOR SHALL BE PLACED IN EACH GROUTED CELL FOR 1 TO 2 SECONDS (DO NOT "OVER" VIBRATE THE GROUT). 19. SUBMITTALS (PRIOR TO CONSTRUCTION): 19.1. PROPOSED GROUT MIX DESIGN. 19.2. PROPOSED MORTAR MIX DESIGN. 19.3. DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND LOCATION. 19.4. COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY UNITS IN ACCORDANCE WITH ASTM C140. 20. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS: 20.1. SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000 SQFT OF MASONRY. 20.2. SLUMP TEST - ASTM C143 PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM-E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. I CSM ENGINEERING, LLC COPYRIGHT 02021 PERMIT SET: 3-9-2021 REVISED SET: 4-26-2021 REVISED SET: 5-1 1 -202 1 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS: 3-23-2021 4-20-2021 2 REVISION PER ST LUCIE COUNTY COMMENTS 5-4-2021 5-11-2021 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CAD CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: �` ��S..A'• DA% .•�\CFN �Igit. y�igned V C h a r1e : A*` � y Chaves A. _-� DardeviV. Da rd" .ieRte:1.05.11 , 2-04-00' CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: COVER, LOCATION MAP, AND NOTES SHEET #: S-1 N PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 04 J �9 Fill PILE AND GRADE BEAM PLAN SCALE = 1/4" TO 1'-0" NON -HABITABLE - PARKING LEVEL .� 1'-6" D' D D D _ .I� 1'-6" I Y w r ILL —1 I F. PENETRATIONS UP TO 2" ALLOWED IN UP TO 12" DEEP BEAMS PFt\IFTPATInNC I IP Tn R" Al I nWFn m (_PFATFP THAN 1 R" nFFP RFAAAC METAL CENTRALIZER PILE GUIDE DETAIL NOTE: TOTAL NUMBER OF PILES = 26 CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL FLOOR PLANS GRADE BEAM SCHEDULE REINF❑RCING #3 STIRRUPS PILE ELEVATI❑N MARK SIZE TOP MID B❑T GB-1 18X20" 4#6 4#6 @8" O.C. -3'-11" F.F.F, PER PLANS GB-2 24"X20" 4#6 4#6 @8" O.C. -3'-11" F.F.F. PER PLANS ENLARGED INTERSECTION BEAM/PILE SCALE = 1 " TO 1'-O" ENLARGED BEAM/PILE PENETRATION ZONE TERMITE PROTECTION FOR NEW CONSTRUCTION AS PER F.B.C. 1816.1 & F.B.C. R318.1 - CONTRACTOR TO REFERENCE F.B.C. FOR FURTHER REQUIREMENTS. SOIL TREATMENT USED FOR SUBTERRANEAN TERMITE PREVENTION INSIDE THE FOUNDATION PERIMETER SHALL BE DONE AFTER ALL EXCAVATION, BACKFILLING AND COMPACTION IS COMPLETE. IF SOIL AREA IS DISTURBED AFTER INITIAL CHEMICAL SOIL TREATMENT, AREA SHALL BE RE -TREATED WITH A CHEMICAL SOIL TREATMENT INCLUDING SPACES BOXED OR FRAMED. TREATMENT MUST BE IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. PROTECTIVE SLEEVES AROUND PIPING PENETRATING CONCRETE SLAB ON GRADE FLOORS SHALL NOT BE OF CELLULOSE -CONTAINING MATERIALS AND SHALL HAVE A MIN. WALL THICKNESS OF 0.010" AND SHALL BE SEALED WITHIN THE SLAB USING A NON -CORROSIVE CLAMPING DEVICE TO ELIMINATE THE ANNULAR SPACE BETWEEN PIPE AND SLEEVE. NO TERMICIDES SHALL BE APPLIED INSIDE THE SLEEVE PER FBC PLUMBING 305.1.1 D ENLARGED CORNER BEAM/PILE SCALE = 1" TO 1'-O" AUGER CAST —IN —PLACE CONCRETE PILE NOTES: 1 PILES SHALL BE 14" DIAMETER AUGER CAST PILES OF 31 TON CAPACITY MIN. SEE SCHEDULE PILES SHALL HAVE (8) #5 VERT. BARS OR (6) #6 VERT. BARS @ PERIMETER AND #3 TIES AT 6" O/C FROM GRADE. 2 METHOD OF CASTING AND LENGTHS OF PILES WITH CALCULATIONS SHALL BE SUBMITTED BY THE INSTALLER FOR THE APPROVAL BY A/E BEFORE STARTING THE INSTALLATION OF PILES. 3 A MINIMUM 5000 PSI GROUT IS TO BE USED FOR THE PILES, DESIGN CRITERIA OF CONCRETE MIXES ARE TO BE SUBMITTED FOR APPROVAL BY A/E. ALL PILES SHALL BE MONITORED BY GEOTECHNICAL ENGINEER. THIS LOG SHALL BE SUBMITTED TO THE FOR AND BUILDING DEPARTMENT. 4 MIN. DEPTH OF PILE TO ACHIEVE DEPTH OF-30'-0" MIN. FROM EXISTING GRADE OR PER INSPECTING GEOTECHNICAL ENGINEER. 5 ALL WORK SHOWN HERE IS DERIVED FROM BRADEN ARCHITECTS. SEE ARCHITECTS PLANS FOR ALL DIMENSIONS, LAVATORY LOCATIONS, AND ALL OTHER DETAILS NOT SHOWN ON THESE DRAWING. 6 ALL PILES WITHIN 6 DIAMETERS OR 7' O.C. MUST BE POURED MIN. 12 HOURS APART. SCALE = 1" TO 1'-O" 7 CONTRACTOR MUST GIVE CAREFUL ATTENTION TO PILE AND FOUNDATION SYSTEMS DURING BACKFILL AND COMPACTION OPERATIONS. NOTE: CONCRETE BALCONY WATERPROOFING ALL CONCRETE BALCONIES ARE TO BE WATERPROOFED WITH MIN. 1 LAYER OF MER-KO HYDRO GUARD 2000 WITH A TYPE 2 CLOTH ABOVE AND A SECOND COAT OF MER-KO HYDRO GUARD 2000 ABOVE. APPLY PER PER MANUFACTURE SPECIFICATIONS OR APPROVED EQUAL. (8) #5 BARS OR (6) #6 BARS TOP OF GRAD BEAM -2'-8" A • Q vd •f . , #3 STIRRUPS AT 6" O.C. TOP OF PILE-3'-11" PILE VERTICAL BARS TO HOOK INTO GRADE BEAM WITH STANDARD HOOKS OR EXTEND IN TO GRADE BEAM MIN. 14" 3" MIN. COVER - —TYP. 14"0 AUGER CAST IN PLACE PILE PER PLANS 3" MIN. COVER -30'-0" MIN. NAVD _TyP AS DETERMINED BY INSPECTING GEOTECHNICAL ENG. METAL CENTRALIZER FROM EXISTING GRADE PILE DETAIL_ B PLAN NOTE: MAIN SLAB IS 1,027 SQFT PORCH SLAB IS 209 SQFT TERMITE TREAT SOIL TO CONFORM WITH F.B.C. 1816.1. CONTRACTOR TO PR❑VIDE TERMITE PR❑TECTI❑N. CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL FLOOR PLANS #4@12" O.C.E.W. TOP TEMP STAGGER WITH BOTT M BARS a -� #4©12" O.0 TEMP BOTTOM BOTTOM ONE WAY 6" CIP S❑LID ❑NE -WAY SLAB SECTI❑N ALL HORIZONTAL BARS TO EXTEND INTO BEAM MIN. 6" SUPPORT BOTTOM MAIN BARS ON CHAIRS AT 36" O.C. MAX. 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. I CSM ENGINEERING, LLC COPYRIGHT 02021 I NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS: 3-23-2021 4-20-2021 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: DARp �., ?�'� EN®Figi signed i *= C h a r �S A.,6��' Chards A. Dard�QJr. Dar66-op...�fF_ :�Dat, C�21.05.11 GA4-04'00' CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: GRADE BEAM/PILE/SLAB PLANS SHEET #: S-2 I BREAKAWAY WALL SHALL BE CONSTRUCTED INDEPENDENTLY OF THE STRUCTURAL MASONRY COLUMNS PER BREAKAWAY WALL 2 DETAIL ON S-3. DO NOT CONTINUE THE 2 RUNNING BOND PATTERN. #5 VERTICAL BAR TO BREAKAWAY WALL TERMINATE IN 2x6 KEY —WAY 11 DO NOT EXTEND INTO SOLID SLAB 2 2 6" STRUCTURAL SLAB 14 0'— 0" A.F.F. 12 • a X \� x \ J41 \ TYP. OP OF GRADE BEAM —2'-8" F.F.F. GB-1 400 ,a TOP OF PILE—3'-11" F.F.F. M� 7 i 13 SECTION 1 SCALE: 1 "=1'-0" TYP. EXTERIOR BREAKAWAY WALL l2 SCALE: 1 "=1'-0" ELEVATOR PIT )OF SECTION 2 SCALE: 1 "=1'-0" GARAGE ENTRY SECTION 5 SCALE: 1 "=1'-0" INTERIOR GARAGE 14 � 2 15 6" STRUCTURAL SLAB 12 FLEX SPACE 0'-0" A.F.F. 2 a 10 • 6 BREA AWAY SLAB GARAGE 14 \ \ 1'-9" F.F.F. \ a .. T \ TOP 0 GRADE BEAM —2'-8" F.F.F. A \ GB-2 a a 4 a. °a a TOP OF ILE—3'-11" F.F.F. • g a ''-2" \ a SECTION 3 0 SCALE: 1 "=1'-0" STEP AT GARAGE 0 SLOPE 6" STRUCTURAL SLAB 10 13 PORCH LEGEND: 1. 6 MIL VAPOR BARRIER 2. #4 REBAR TOP 1.5" COVER EXTEND 2" FROM SLAB EDGE INTO CONCRETE PER PLANS 3. 8" LEVEL ONE NON —BREAKAWAY CMU SHEAR WALL OR COLUMN PER PLANS 4. 18" OR 24" WIDE x 20" DEEP GRADE BEAM WITH (4) #6 BARS TOP AND BOTTOM WITH #3 STIRRUPS AT 8" O.C. MAX. PER SCHEDULE 5. MONO FOOTING WITH (2) CONT. #5 BARS BOTTOM WITH #5 TRANSVERSE BAR AT 12" O.C. MAX. 6. 4" BREAKAWAY NON—STRUCUTRAL SLAB WITH FIBER ON GRADE NON —REINFORCED EXCEPT FOR PERIMETER SHEAR BAR TO PROVIDE RESISTANCE. SAWCUT MIN. 1" DEEP AT 5' O.C. MAX. EACH WAY ziCRACKING � (25 SOFT PANELS MAX.) 7. 12" TWO—WAY STRUCTURAL SLAB WITH #5 BARS EACH WAY TOP/BOTTOM AT 12" O.C. MAX. PER PLANS D13 8. EXTERIOR SLAB EDGE TO RECEIVE MIN. 3/4"x8" FOR CMU, 1-1/2" x 8" RECESS FOR DOOR OPENINGS, AND 1-1/2" x 11-1/4" RECESS AT GARAGE 9. 14" ROUND AUGER CAST PILE PER PLANS 10. 1/2" EXPANSION JOINT DBL 30# FELT W/ CAULKING 11. 8" CMU BREAKAWAY WALL PER PLANS. BREAKAWAY WALLS ARE BETWEEN STRUCTURAL COLUMNS. DO NOT TIE BREAKAWAY WALL TO COLUMNS/GRADE BEAM/SOLID SLAB/ OR FLOOR SUPPORT BEAMS. 12. 8" CMU RETAINING WALL (NON —BREAKAWAY) W/ #6 BAR AT 16" O.C. ALL CELLS FILLED. FILL ALL CELLS IN RETAINING WALL. DESIGNED AS PART OF PERMANENT FOUNDATION SYSTEM DUE TO SOIL RETAINING LOAD. 13. 6" SOLID ONE—WAY STRUCTURAL SLAB W/ #5 MAIN BOTTOM BARS AND #4 TEMP TOP/BOTTOM BARS AT 12" O.C. PER PLANS SEE S-3 14. CONT. BAR #5 15. TIMBER BREAKAWAY WALL PER STRUCTURAL PLANS SEE S-3 14 0 Al 2 6" STRUCTURAL S 13 ENTRY SPACE 0'-0" F.F.F. PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 —0' 3.5" F.F.F. • a I X / / NOTES & COMMENTS TYP. A \ ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. TOP OF GRADE BEAM 2'-8" F.F.F. �A ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3 23 2021 4-20 2021 2 REVISION PER ST LUCIE COUNTY DATED 5-4-2021 5-11-2021 \ � a d \ \ \ ` 3 • • • • 4 TOP OF PILE—3'-11" F.F.F. \ 5 \ v DESIGNED BY: CHARLES DARDEN DRAWN BY: \ d CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: SECTION 6 2 SCALE: 1 "=1'-0" ur iDr`LJ CTCD ��S..A'• FARO \,\DENSE' ��• Dlglt .. signed C h a des"' A"' y chi S A. Darden. Dard� lrpte1.05.11 0-04'00' o• CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: FOUNDATION SECTIONS SHEET #: S-2.1 LEGEND: 1. 6 MIL VAPOR BARRIER 2. #4 REBAR TOP 1.5" COVER EXTEND 2" FROM SLAB EDGE INTO CONCRETE PER PLANS 3. 8" LEVEL ONE NON —BREAKAWAY CMU SHEAR WALL OR COLUMN PER PLANS 4. 18" OR 24" WIDE x 20" DEEP GRADE BEAM WITH (4) #6 BARS TOP AND BOTTOM WITH #3 STIRRUPS AT 8" O.C. MAX. PER SCHEDULE 5. MONO FOOTING WITH (2) CONT. #5 BARS BOTTOM WITH #5 TRANSVERSE BAR AT 12" O.C. MAX. 6. 4" BREAKAWAY NON—STRUCUTRAL SLAB WITH FIBER ON GRADE NON —REINFORCED EXCEPT FOR PERIMETER SHEAR BAR TO PROVIDE A22 CRACKING RESISTANCE. SAWCUT MIN. 1" DEEP AT 5' O.C. MAX. EACH WAY (25 SOFT PANELS MAX.) 7. 12" TWO—WAY STRUCTURAL SLAB WITH #5 BARS EACH WAY TOP/BOTTOM AT 12" O.C. MAX. PER PLANS 8. EXTERIOR SLAB EDGE TO RECEIVE MIN. 3/4"x8" FOR CMU, 1-1/2" x 8" RECESS FOR DOOR OPENINGS, AND 1-1/2" x 11-1 /4" RECESS AT GARAGE 9. 14" ROUND AUGER CAST PILE PER PLANS 10. 1/2" EXPANSION JOINT DBL 30# FELT W/ CAULKING 11. 8" CMU BREAKAWAY WALL PER PLANS. BREAKAWAY WALLS ARE BETWEEN STRUCTURAL COLUMNS. DO NOT TIE BREAKAWAY WALL TO COLUMNS/GRADE BEAM/SOLID SLAB/ OR FLOOR SUPPORT BEAMS. 12. 8" CMU RETAINING WALL (NON —BREAKAWAY) W/ #6 BAR AT 16" O.C. ALL CELLS FILLED. FILL ALL CELLS IN RETAINING WALL. DESIGNED AS PART OF PERMANENT FOUNDATION SYSTEM DUE TO SOIL RETAINING LOAD. 13. 6" SOLID ONE—WAY STRUCTURAL SLAB W/ #5 MAIN BOTTOM BARS AND #4 TEMP TOP/BOTTOM BARS AT 12" O.C. PER PLANS SEE S-3 14. #5 CONT. BAR A 15. TIMBER BREAKAWAY WALL PER STRUCTURAL PLANS SEE S-3 14 SLOPE 2 -40 2 4" BREAKAWAY SLAB 8 6" STRUCTURAL SLA 1 3 ENTRY SPACE PORCH 2 0'-0" A.F.F. — 0 3.5 F. F. F. d ° ° d a d ° d a Q ° /\ d ° � / \\ \ \\ \ \ TOP OF GRADE BEAM 2'-8" F.F.F. d ° GB-1 �\ \ \ 4 M F_TOP OF PILE—3'-11" F. d d ° d 1'-2. 14 2 15 V4==6'STR 0'-0" A.F.F. 10 ° ° %RI 14 ' \AKAWAY SLAB 12 6GARAGE SLOPE \ .F. ° \\ 1 \ \ TYP. TOP 0 GRADE BEAM —2'-8" F.F.F. GB-1 ° a 4 ° d TOP OF ILE—3'-11" F.F.F. ♦. • .. J SECTION 7 SCALE: 1 "=1'-0" 0 STEP AT GARAGEZ fFOYER SECTION 11 — SCALE: 1 "=1'-0" CKITDV C" i BREAKAWAY WALL SHALL BE CONSTRUCTED INDEPENDENTLY OF THE STRUCTURAL MASONRY COLUMNS PER BREAKAWAY WALL DETAIL ON S-3. DO NOT CONTINUE THE RUNNING BOND PATTERN. IBREAKAWAY WALL 20 10 AY SLAB #5 VERTICAL BAR TO TERMINATE IN 2x6 KEY —WAY 14 BREAKAWGARAGE 6 DO NOT EXTEND INTO GRADE BEAM ° VARIES WITH GARAGE SLOPE a ° d T P OF GRADEI BEAM —2'-8" F.F.F. 4 d GB-1 W / d d TOP OF PILE—3'-11" F.F.F. / � 9 � d \ ° 2 d ° \ 9 ° SECTION 12 SCALE. 1 =1 —0 AT GARAGE BREAKAWAY WALL 13 TO Im Y SLAB ° —2'-0" F.F.F. 0 w COLUMN C2NSTRUCTEDLY OF THEWALL. DO NOTE RUNNINGRN. 10 BREAKAWAY SLAB D14 GARAGE 6 VARIES WITH GARAGE SLOPE I F GRADE BEAM —2'-8" F.F.F. 1 � F.F.F. GB-1d -I co \ ° d \V • • • F_ TOP OF PILE—3'-11" F.F.F. as —1'-6" 9 d \ ° \ ° d \\ 9 v d 2 / a SECTION 10 A AT COLUMN C2 AT GARAG TKP. DOUBLE DOOR SUCK DETAIL SCALE N. T.S. 2 X 4 (MIN. P. T. EA. SIDE w/ 1/4'0 x 1-1/2" (MIN.) EMBED TAPCONS © 8" o. c. THRU—OUT & 3" EA. END (STAGGERED) w/ 1-1/2 " MIN. EDGE DI.ST TO WOOD & 2" MIN. EDGE DIST. TO CONC. d ° (TYP.) e ° e d S I N G L E —D 0OR� M. 0. 'D FILLED U. WALL/CONC. COL. SIDE OF DOOR VING (TYP) < ° A SOLID FILLED C.M. U. WALL/CONC. COL. EA. SIDE OF DOOR OPENING (TYP) TYP. SINGLE DOOR SUCK DE T% IL SCALE N. T.S. A 2 X 4 (MIN.) P. T. EA. SIDE w/ ° 1/4'0 x 1-1/2" (MIN.) EMBED TAPCONS . 8" o. c. THRU—OUT & 3" EA. END (STAGGERED) w/ 1-1/2" MIN. EDGE DIST. TO WOOD ° . & 2" MIN. EDGE DIST. TO CONC. d (TYP.) ° ° SOLID FILLED C.M. U. WALL/CONC. COL. EA. SIDE OF WINDOW OPENING (TYP.) T KP. WAND 0 W SUCK DE Tel IL PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 REVISION PER ST LUCIE COUNTY DATED 5-4-2021 5-11-2021 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: _\(,E^4q signed Char1vS kr6byCharfesA. _ '*"Dard4 fir. Dar _k;,date:*;,1.05.11 F� C- � s.. oR *8�9-04-00' �0NAL CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: FOUNDATION SECTIONS SHEET #: S-2.2 SCALE O O GO I OF © O NON —HABITABLE — PARKING LEVEL LEVEL ONE WALL/COLUMN PLAN SCALE = 1/4" TO 1'-0" SIDING RETURN 2X6 P,T, AT HEIGHT OF SET 1/2" INT❑ ❑PENING GARAGE DOOR HARDWARE 101 C BUCK INSTALLATION NOTES 1. WINDOW OR DOOR BUCK FASTENING DETAILS TO MATCH OR EXCEED THE MANUFACTURER'S TEST APPROVALS AND RECOMMENDATIONS. 2. WINDOW BUCKS ARE DESIGNED FOR WIND LOAD COMPLIANCE ONLY. ANY ADDITIONAL FASTENERS OR BUCKING REQUIRED FOR IMPACT RESISTANCE ARE TO BE SPECIFIED BY THE SPECIALTY ENGINEER FOR THE WINDOW MANUFACTURER IN ACCORDANCE WITH FBC 2020; 7TH EDITION. 3. WINDOW BUCKS ARE TO BE 1X8 & 2x8, #2 S.Y. PINE, P.T. PER INDUSTRY STANDARDS. BUCKS ARE TO BE FULLY BONDED TO MASONRY W/ SIKA 1A CONSTRUCTION ADHESIVE. FOR DOUBLE BUCK INSTALLATION, BUCKS ARE TO BE FULLY BONDED TO EACH OTHER. 4. FASTENERS ARE TO BE 1/4" 0 TAPCONS WITH MINIMUM PENETRATION OF 1 3/4" INTO MASONRY. USE STAGGERED SPACING OF TAPCONS EQUAL TO, OR EXCEEDING REQUIRED FASTENERS SPECIFIED BY MANUFACTURER FOR FRAME TO BUCK INSTALLATION. 5. BUCKS TO BE FASTENED HORIZONTALLY AND VERTICALLY TO CONCRETE BEAMS AND COLUMNS OR CONCRETE FILLED MASONRY. CONTRACTOR TO COORDINATE OPENING DIMENSIONS. MASONRY OR CONCRETE 3 1/2" N r__j I,- . Z Z w Cl- TREATED o M I ROUGH ❑PENING I f 1 WINDOW/DOOR BUCK ANCHORAGE 1/4" TAPC❑NS @ STAGGERED PATTE � (NOTE 4) 'co 1 3/4" WOOD MATERIAL, PRESSURE (NOTE 3) PTI❑NAL @ D❑❑ ALL CONCRETE TO BE F'c=4,000 PSI C1 8" x 8" CMU CELL (FULLY GROUTED) ❑ REBAR = #6 BAR - LEVEL ONE REBAR = #5 BAR - LEVEL TWO/THREE C2 2-8" x 8" CMU CELL (FULLY GROUTED) m REBAR = 2x - #6 BARS - LEVEL ONE REBAR = 2x - #5 BARS - LEVEL TWO/THREE C3 3-8" x 8" CMU CELL (FULLY GROUTED) - - - REBAR - 3x #6 BARS LEVEL ONE REBAR = 3x - #5 BARS - LEVEL TWO/THREE C4 CAST IN PLACE CONCRETE COLUMN 12x12 ' - REBAR = 6x #6 BARS STIRRUP=#3 @ 8" O.0 REBAR = 6x - #5 BARS STIRRUP=#3 @ 8" O.0 v v C5 4-8" x 8" CMU CELL (FULLY GROUTED) REBAR = 4x - #8 BARS - LEVEL ONE XTERI❑R FACE OF WALL 1/2"0 X 6" REDHEADS WITH MINIMUM 2"0 X 1/8" WASHERS AT 24"0,C. AND 12" AT ENDS TRACK BRACKETS TO PT BUCK USE 1/2"0 WEDGE ANCHOR WITH WASHER HEADS, SPACED AS REQUIRED BY MANUFACTURER AT EACH SIDE. GARAGE D❑❑R ATTACHMENT SCALE: 1/2" = 1'-0" WALL TYPES SCHEDULE MARK DESCRIPTION 1w__1 8" C.M.U. WALL WITH GROUT FILLED LEVEL (1)-#6 @ 8" O.C. ALL CELLS ONE. SHEAR WALLS W-2 8" CMU BREAKAWAY WALL PER PLANS ❑8" W-3 C.M.U. WALL WITH LEVEL TWO AND #5 (1)-#6 @ 32" O.C. GROUT FILLED BAR LEVEL THREE Q N i2 JI— CMU BREAKAWAY WALL DETAIL/SECTION DO NOT USE HORIZONTAL REINFORCEMENT 1. 8" MASONRY F'm = 2000 PSI 2. GROUT/MORTAR = F'm = 1900 PSI 3. 4" MIN. SOLID POUR AT TOP WITH (2) #5 BARS THESE BARS TO DO NOT CONNECT TO STRUCTURE 4. NOT USED 5. (1) #5 VERTICAL BAR TERMINATES INSIDE OF BREAKAWAY WALL. DO NOT CONNECT TO TOP OR BOTTOM BEAM/STRUCTURE. FILLED CELL W 3000PS1 CONCRETE 6. FULL MORTAR BED JOINT ALL AROUND WALL POUR STRUCTURAL CMU COLUMNS INDEPENDENT OF THE BREAKAWAY WALLS 7. GRADE BEAM & STRUCTURAL STEM WALL PER PLANS 8. SECOND FLOOR BEAM PER ARCH PLANS 9. 2"x6" KEY —WAY AT FRANGIBLE WALLS 10. LSTA9 FLAT STRAP BENT 2" ATTACH TO COLUMN WITH (3) 3/16"0 TAPCON EACH SIDE. TWO STRAPS PER BREAKAWAY WALL. 4 9 -TYP. 5 8 3 < X �2 o I o I 4 6 1 INTERIOR CONT. BREAKAWAY 5 4 TIMBER BREAKAWAY WALL DETAIL/SECTION DO NOT USE HIGH CAPACITY FASTENERS 1. 1/4" PLYWOOD MAX. THICKNESS ATTACH TO STUDS WITH S.S. #8x1-5/8" AT 8" O.C. EDGES AND FIELD 2. 2x4 STUDS MAXIMUM SIZE 3. 24" SPACING ON CENTER MIN. MAX. 4. 2x4 SINGLE TOP AND BOTTOM LEDGER MAX. 5. S.S. 3/16"0 TAPCONS W/ MIN. 1" EMBEDMENT AT 24" O.C. TOP/BOTTOM SILL PLATE TO CONCRETE 6. GRADE BEAM PER PLANS 7. STRUCTURAL CMU COLUMN PER PLANS 8. 6" STRUCTURAL ELEVATED CIP SLAB PER PLANS 9. S.S. 2-16d NAILS THROUGH SILL PLATE TO STUD TOP AND BOTTOM —TYP. MARK TOP OF BEAM SIZE WxD REINFORCING STEEL TOP MIDDLE BOTTOM #3 STIRRUPS REMARKS FB-1 10'-4" 8"x20" (2) #5 (2) #6 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-2 VARIES 12"x16" (2) #6 (2) #6 8" O.C. FB-3 10'-4" 16"x20" (4) #8 (2) #6 (4) #6 6" O.C. FB-4 23'-9.25' 8"x20" (2) #5 (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-5 VARIES 8"x16" (2) #5 (2) #6 8" O.C. RB-1 32'-0" 8"06.75'(2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS RB-2 32'-0" 8"x16" (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS NOTE TO CONTRACTOR: FB-1 OVER WALLS CAN REDUCE TO 2-#5 BARS TOP/BOTTOM W/ #3 STIRRUPS AT 24" O.C. MAX. BOT. TEMP. 2" CLEAR, TYPICAL TOP �yy I O U I— I CL TOP TEMP. n , 11, N� BOTTOM MIDDLE 3. MAIN BOTTOM SLAB NOT SHOWN ON ALL DETAILS FOR CLARITY BEAM W/ 611 SLAB DETAIL 10"-8" 16"-8"" U —0 0 ------ ��-- ----� r-----� FB-1 N FB-2 04 FB-2 I I D I 6" SLAB FB-1 D I 4 TO OT EMP B @ 1 O.C. 1 11 10'4" F FL. o 1 C' N m cn m D a .. 1 I T Im #4 TOP T7T AIRS @ 12" O.C. °° im a w 0 � m oz -a Im � 3 4" ° 1_0 � m o 1 1 4'-s °�n m I c� L — — — J p' #5 MAIN BOl1 BARS @ 8" O.C. v I I ____ — — — F_ FB-1 — — — — — — — D FB-1-1 I I B-1 I 1 I a #4 TOP EMP BARS @ 12" O.C. I I F -1 ° 4° � 1 m 1 I I OPEN o I V, I 1 ° I aml 1 10'4" FIN. FL. I 1 6" SLAB i ELEVAT\4-1OR ° 18.33 N.XV.D.1 ' 1 I a D ;, a #5 BO T M MAIN BARS @ 8� 0.1 . I F -1 1 FF m 1 0 1 a----------� FB-1 jFF___ ' I� D V) I I OPEN 'I mI O D I STAIRS I-- a a 1 6" SLAB m IoI 0 ~ m D 3'-8" � 1 I o I m #4 TOP I EMP BARS @�12" O.C. I I ` � °I D a ° I I m II TI I #5 BOTT M MAIN BARS @ 8" 0.�. p 1 I m U-I �D ID i0'4" FIN. FL. I r FB /AH #4 TOP EMP BARS 'b 12" O.C. D D #5 BOTTI lM MAIN BARS @ 8" 0.r. _ v� 6" SLAB D m D a 00 V) FB-1 D la .1 4� ------— —5 I� D I m1 1 10 4' FIN. FL. 1 w .Cf I a I I ��A�, II D la I �U I I m1 0 L---7-- _° FB-3---- pL-- p I FB-2 1 -- — —1 ------- D inL 6'-10" 13'-8° i 4 TOP OT EMP BARS 6@1�"2' O.C. 27'-48-6" 1Yz" CLE TYPICAI (4) #f #3 AT 6" O.C. (2) #` (4) #f LEVEL TWO BEAM/SLAB PLAN SCALE = 1/4" TO 1'-0" SLAB NOT SHOWN FOR CLARITY MARK FB-3 SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-0" MAX. OPENING IN MIDDLE THIRD = H-6" SPAN 1/3 OF SPAN 1Yz" CLEAR, TYPICAL (2) #6- #3 ATE 8" O.C. (2) #5 (2) #6 #4@12" O.C.E.W. TOP TEMP STAGGER WITH BOTT M BARS . a -� #4@12" O.0 TEMP BOTTOM #5@8" O.C. BOTTOM ONE WAY 6" CIP SEILID ONE-WAY SLAB SECTION ALL HORIZONTAL BARS TO EXTEND INTO BEAM MIN. 6" SUPPORT BOTTOM MAIN BARS ON CHAIRS AT 36" O.C. MAX. 00 _1 SLAB NOT SHOWN FOR CLARITY MARK FB-1 SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-0" MAX. OPENING IN THIRDS = H-6" BEAM PENETRATION DETAIL SCALE: 1 /2" = 1'-0" 1Yz" CLEAR, TYPICAL (2) #5- #3 AT-_ 10" O.C. 1a111fl MARK FB-2 SLAB NOT SHOWN FOR CLARITY SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-0" x w x 24" MIN. FROM END PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL STRUCTURAL MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM-E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. I CSM ENGINEERING, LLC COPYRIGHT C2021 I NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 REVISIONS PER ST LUCIE COUNTY DATED 5-4-2021 5-11-2021 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: �s..A. CIA p g� signed Chard s A:'� chc) A. _ 'ba rd *.Fr. - 'fl �'ra _ DardV*Jfjoate'�A,21.05.11 Fps/FORONA o�� 3-04'00' 11111111\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: LEVEL 2 WALL AND SLAB PLANS SHEET #: S-3 SCALE: 1 /2" = 1'-0" 16'-8" PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS WALL TYPES SCHEDULE MARK DESCRIPTION Fw--1 8" C.M.U. WALL WITH GROUT FILLED LEVEL (1)-#6 @ 8" O.C. ALL CELLS ONE. SHEAR WALLS W-2 8" CMU BREAKAWAY WALL PER PLANS 1w__ 31 8" C.M.U. WALL WITH LEVEL TWO AND #5 (1)-#6 @ 32" O.C. GROUT FILLED BAR LEVEL THREE COLUMN SCHE�R ALL CONCRETE TO BE F'c=4,000 PSI C1 8" x 8" CMU CELL (FULLY GROUTED) O REBAR = #6 BAR — LEVEL ONE REBAR = #5 BAR — LEVEL TWO/THREE C2 2-8" x 8" CMU CELL (FULLY GROUTED) REBAR = 2x — #6 BARS — LEVEL ONE REBAR = 2x — #5 BARS — LEVEL TWO/THREE C3 3-8" x 8" CMU CELL (FULLY GROUTED) REBAR — — 3x — — #6 BARS LEVEL ONE REBAR = 3x — #5 BARS — LEVEL TWO/THREE C4 CAST IN PLACE CONCRETE COLUMN 12x12 v v REBAR = 6x — #6 BARS STIRRUP=#3 @ 8" O.0 REBAR = 6x — #5 BARS STIRRUP=#3 @ 8" O.0 C5 4-8" x 8" CMU CELL (FULLY GROUTED) a a a a REBAR = 4x #8 BARS LEVEL ONE HABITABLE LEVEL LEVEL TWO WALL/COLUMN PLAN SCALE = 1/4" TO 1'-0" C3 MEE 0 co 0 I. CONTINUOUS ROCKING PFR TRUSS I HABITABLE LEVEL LEVEL THREE JOSIT/SLAB L11 DBL 2x12 ATTACHED TO CONCRETE BEAM W/ 3/4"0 HILTI EXP. DOLT AT 12" D.C. STAGGERED PATTERN WITH (2) AT EACH TERMINATI❑N END LJIC3L. LGLJL7LIT I Li UpLJINUpmG I G 13G/-►IV1 SCALE = 1" TO 1'-0" 1/4" = 1'-0" L2: DBL 2x8 ATTACHED TO CONCRETE BEAM W/ 5/8"O HILTI EXP. BOLT AT 24" D.C. STAGGERED PATTERN WITH (2) AT EACH TERMINATI❑N END J/`t 31RUUIURML T&G PLYWOOD PER PLANS FRAMING PLAN A325 1/2"0 HILTI HIT RE 500 EPDXY ANCHOR w/ 5" MIN EMBEDMENT® 24" O.0 STAGGERED OPTION TO USE HILTI-EXPANSION ANCHOR INSTALL TWO ANCHORS AT EACH TERMINATION END 2" OR MIN 4 x BOLT 0 C, 2" OR MIN 4 x BOLT 0 N DBL 2x12 V D ICC) Q w mral we J C- 1Y" CLEAR, 8° TYPICAL (2) #6 #3 AT 8" O.C. 100 (2) #5 1 (2) #6 E D I SLAB NOT SHOWN FOR CLARITY MARK FB-4 SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-0" 1Yz" CLEAR, TYPICAL (2) #5 #3 AT 10" O.C. (2) #5 Of U � a a MARK FB-5 SLAB NOT SHOWN FOR CLARITY SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-0" MARK TOP OF BEAM SIZE WxD REINFORCING STEEL TOP MIDDLE BOTTOM #3 STIRRUPS REMARKS FB-1 10'-4" 8"x20" (2) #5 (2) #6 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-2 VARIES 12"x16" (2) #6 (2) #6 8" O.C. FB-3 10'-4" 16"x20" (4) #8 (2) #6 (4) #6 6" O.C. FB-4 23'-9.25' 8"x20" (2) #5 (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-5 VARIES 8"x16" (2) #5 (2) #6 8" O.C. RB-1 32'-0" 8"x16.75'(2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS RB-2 32'-0" 8"x16" (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS NOTE TO CONTRACTOR: FB-1 OVER WALLS CAN REDUCE TO 2-#5 BARS TOP/BOTTOM W/ #3 STIRRUPS AT 24" O.C. MAX. (_#8 GUN NAILS © 8" O.C. IN FIELD TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS FLOOR SHEATHING NAILING PATTERN SCALE: N.T.S. '-0" OR PER PLANS -TYP. DBL 2x1 2 LEDGER — L1 1/2" = 1' - 0" A325 1/2"0 HILTI HIT RE 500 EPDXY ANCHOR w/ 5" MIN EMBEDMENT ® 24" O.0 STAGGERED 2" OR MIN 4 x BOLT 0 u 2" OR MIN 4 x BOLT 0' N DBL 2x8 -0" OR PER PLANS -TYP. DBL 2xB LEDGER - L2 1 /2" = 1' - 0" 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL STRUCTURAL MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: .N. ... FARO signed C h a ryes A--�\�I chaFs A. =-o Dardlim1r. Dar Cl� .1PateP21.05.11 ORID ssZoNA����:�7-04'00' �111111\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: LEVEL 2 WALL & LEVEL 3 FRAMING PLANS SHEET #: S-4 .I� 6'-10" I" 10'-2" 6'-5" 10'-3" oo nnr.]o m 00000000e C4 C3 C2 C2 W— 3 C3 Q ■ ■ ■ ■ ■ O O ■ O C3 C3 W-1 ■ W-3 .I��❑ �o E) r Q ELEVATOR 9E) El 22'0" FIN. FL. W-1 30.0 N.A.V.D. C2 cD ❑ z J o —TYP. o ❑ J C2 W— 3 C2 C2 C3 '� JoE I 10101E10101 13'-8" 6'-10" — HABITABLE LEVEL LEVEL THREE WALL/COLUMN PLAN SCALE = 1/4" TO 1'-O" WALL TYPES SCHEDULE MARK DESCRIPTION W_1 8" C.M.U. WALL WITH GROUT FILLED LEVEL (1)-#6 @ 8" O.C. ALL CELLS ONE. SHEAR WALLS W-2 8" CMU BREAKAWAY WALL PER PLANS 1w__ 31 8" C.M.U. WALL WITH LEVEL TWO AND #5 (1)-#6 @ 32" O.C. GROUT FILLED BAR LEVEL THREE C n MN SCHEDUL�F ALL CONCRETE TO BE F'c=4,000 PSI C1 8" x 8" CMU CELL (FULLY GROUTED) ❑ REBAR = #6 BAR — LEVEL ONE REBAR = #5 BAR — LEVEL TWO/THREE C2 2-8" x 8" CMU CELL (FULLY GROUTED) m REBAR = 2x — #6 BARS — LEVEL ONE REBAR = 2x — #5 BARS — LEVEL TWO/THREE C3 3-8" x 8" CMU CELL (FULLY GROUTED) REBAR — — 3x — — #6 BARS LEVEL ONE REBAR = 3x — #5 BARS — LEVEL TWO/THREE C4 CAST IN PLACE CONCRETE COLUMN 12x12 , p d p REBAR = 6x — #6 BARS STIRRUP=#3 @ 8 O.0 REBAR = 6x — #5 BARS STIRRUP=#3 @ 8" O.0 C5 4-8" x 8" CMU CELL (FULLY GROUTED) REBAR = 4x — — #8 BARS LEVEL ONE U=1.4k = G=1.2k 2 TRI 0 d m 0 I N r7 -TYP r JACK TRI EAVE 32'-0" BRIG. HT. F.F.F. VQ CIOU) U) cn U) � UCIO cn cSS fr /JJACK TRUSS ¢ ¢ Q 1 F RB 1—¢¢¢ RB 2 cn U 1 U) V) V) cn co JACK TRUSSX 1Of f Of f Of JACK TRUSS 0 1 C-) C-) C-) 1 f N JACK T SS 1 I JACK,TRUSS I I ED � II 1 11 I Iz_ II L R B —1 2-PLY GIR R/GABLE TRUSS 7 I I COMM N TRUSS R B— 1 I I Z ry r-- 1 1 MIN TRUS m COMM TRUSS I ELEVATOR HU BELOW COMM(N TRUSS 1 7T I 1 1 II COMM N TRUSS R B— 1 II I I II COMM(N TRUSS COMMON TRUSS 1 1 II m II I I I COMM N TRUSS m I I I II COMMMN TRUSS I COMM N TRUSS II GIRDER TRUSS 1 = COMM N TRUSS I I GIRDER TRUSS m ry M N SS 1 1 II 1 1 I COMM N TRUSS I I COMM TRUSS 2-PLY GIDEGABLE t TRUSS II JACK TRUSS II JACK TRUSS U) U) (n U) V) U) U) � of of of JACK TRUSS JACK TRUSS Y Y Y Y Y Y Y Y SS N N � — — — N "' co JA SS Y Y Y RB-1 Y Y Y JA U U U U U U (n N fn N A EAVE 32'-0" BRIG. HT. F.F.F. TYP. ROOF TRUSS DEFLECTION: DL+LL = 3/4" MAX. K TRUSS JSS of 0 CV �j L� L� LL_ ry m CD I N 2A U=3.1 k G=2.9k CONTINUOUS BLOCKING PER TRUSS MANUFACTURER AT MAX. 6' O.C. METAL ROOF PER FL#16342-R3 OVER PEEL-N-STICK UNDERLAYMENT PER FL#17678-R7 ON 19/32" STRUCTURAL PLYWOOD PER PLANS ol 2A 1Y" CLEAR, 8 Q _TyP TYPICALTT -J (2) #6 #3 AT 8" O.C. ° I a (2) #6 A2 JSS -TYP. MARK K TRUSS RB-1 & RB-2 SIM. SEE TABLE FOR STEEL SIZE AND SPACING BEAM DETAIL SCALE: 1" = 1'-O" HIGH ROOF TRUSS FRAMING & BEAM PLAN 1 /4" = 1'-0" ANCHOR LEGEND MARK O MAXIMUM ALLOWED UPLIFT SIMPSON MODEL NUMBER QUANTITY, SIZE &TYPE OF ANCHORAGE REQUIRED NOTES A 1810 HETA20 9 - 10d OR 7 - 16d INTO TRUSS HETA 20 HATCH PER ARCHITECTS PLAN TYP. TRUSS 5/8" THK. G.W.B., ` FASTENED TO PLYWOOD HATCH & CEILING THRU-OUT 3/4" X 1-1/2" WD. BLOCKING ® ALL 4 HATCH SIDES CON'T ATTACH W/ 8D NAILS ® 8" O.C. PROVIDE FOAM AIR SEAL AROUND PERIMETER OF HATCH ATTIC ACCESS DETAIL NOTE TO CONTRACTOR: FOLLOW THE INSTRUCTIONS FROM THE MANUFACTURER. THIS DETAIL PROVIDED AS A MINIMUM. LOW ROOF TRUSS FRAMING PLAN PLYWOOD ROOF DIAPHRAGM 1. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "A.P.A. DESIGN / CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE LOCAL BUILDING CODE. 2. PLYWOOD ROOF DECKING SHALL BE 19/32" MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS . ROOF FRAMING SYSTEM: PRE-ENGINEERED WOOD TRUSSES @ 24" O.C. MAX. CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING TIMBER TRUSSES NOTE: ALL TRUSS TO TRUSS CONN. BY TRUSS MANUF. ENGINEER NOTE: ALL TRUSS CONNECTIONS ARE ASSUMED TO BE TYPE (A) UNLESS OTHERWISE NOTED 1/4" = 1'-0" ATTACH TRUSS 2-16-d TOE TRUSS -TYP. SINGLE 2x4 LEDGER/NAILER ATTACHED TO CMU W/ 1/4"0 TAPCONS AT 12" O.C. STAGGERED PATTERN W/ MIN. 1.5" EMBEDMENT DBL 2x8 LEDGER ATTACHED TO CONCRETE BM W/ 1/2"0 EXP BOLT AT 12" O.C. STAGGERED PATTEREN W/ MIN. 4" EMBEDMENT _JCKET 6-10dx1-1/2" TO TRUSS wi AND 8-16d TO DBL LEDGER ALLOW. UPLIFT = 850# CANTILEVER TRUSS DETAIL A MARK TOP OF BEAM SIZE WxD REINFORCING STEEL TOP IMIDDLEIBOTTOM #3 STIRRUPS REMARKS FB-1 10'-4" 8"x2O" (2) #5 (2) #6 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-2 VARIES 12"x16" (2) #6 (2) #6 8" O.C. FB-3 10'-4" 16"x20" (4) #8 (2) #6 (4) #6 6" O.C. FB-4 23'-9.25' 8"x2O" (2) #5 (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS FB-5 VARIES 8"x16" (2) #5 (2) #6 8" O.C. RB-1 32'-0" 8"x16.7512) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS RB-2 32'-0" 8%16" (2) #5 (2) #6 8" O.C. 24" O.C. STIRRUPS OVER WALLS NOTE TO CONTRACTOR: FB-1 OVER WALLS CAN REDUCE TO 2-#5 BARS TOP/BOTTOM W/ #3 STIRRUPS AT 24" O.C. MAX. PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL STRUCTURAL MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: ��S..A'• DARO signed ChadesA,,- Cl�a s A. =-v DardcR. Da rc� e4 � 1.05.1 ORID�"s". 48-04-00� \\QC\��� CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: LEVEL 3 WALL AND ROOF PLANS SHEET #: S-5 C❑NTINU❑US LATERAL BRACING, AS REQ'D, ROOF FRAMING NOTES PROVIDE 1 /8" SPACING AT PANEL EDGES PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS O O O Al Al II II II II I I II Al '`O• II II I I II II II � II II O e HIGH ROOF WIND PRESSURE PLAN 1/4" = 1'-0" C❑MPRESSI❑N WEB (SLOPING OR ❑R VERTICAL) C❑NTINU❑US LATERAL BRACING CEILING DIAG❑NAL FROM BRF BAY AT 20'-O'(,) SPACING (BOTH EN DIAG❑NAL BRACING DIAGONAL BRACING NAILED TO OPPOSITE SIDE OF WEB TO PREVENT LATERAL MOVEMENT AT 20'-0" SPACING C❑NTINU❑US LATERAL BRACING LOCATED ON OR NEAR PANEL P❑INT (8'-0' TO 10'-0' SPACING) BOTTOM CHORD OF TRUSSES (TYP) ERECT AND BRACE WOOD TRUSSES IN ACCORDANCE WITH THE 'TRUSS PLATE INSTITUTE' BRACING WOOD TRUSSES1 COMMENTARY AND REC❑MMENDATI❑NS, BWT-76, BRACING IN THE PLAN OF THE WEB MEMBERS o,. THE TRUSS FABRICAT❑R IS TO PR❑VIDE AND LOCATE C❑NTINU❑US LATERAL BRACING FOR EACH TRUSS WEB MEMBER, AS REQUIRED. b, RESTRAIN LATERAL BRACING WITH C❑NTINU❑US DIAG❑NAL BRACING (MIN, 2' THICK N❑MINAL LUMBER), C. A MINIMUM OF TWO ROWS OF DIAG❑NAL BRACING IS REQUIRED, ONE AT EACH VERTICAL WEB MEMBER CLOSEST TO BEARING L❑CATI❑NS, BRACE THE BOTTOM CHORDS WITH C❑NTINU❑US LATERAL BRACING SPACED AT 6 FEET, NAILED TO THE TOP OF THE BOTTOM CHORD. ATTACH DIAG❑NALS AT 45- T❑ THE LATERAL BRACES (EACH END), IF BUILDING EXCEEDS 60 FEET IN LENGTH, ATTACH DIAG❑NAL BRACING AT 20'-0" SPACING. TOP CHORD BRACING o,. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD, PROPERLY LAPPED AND NAILED TO DEVELOP DIAPHRAGM ACTI❑N, BRACING IS NOT REQUIRED. b, IF PURLINS ARE USED, DIAG❑NAL TOP CHORD BRACING IS REQUIRED AT EACH END, IF BUILDING EXCEEDS 60 FEET IN LENGTH, ATTACH DIAG❑NAL BRACING AT 20'-0' SPACING. TYPICAL X—BRACING SCALE: N.T.S. (2) 16d NAILS EACH MEMBER 0 SPLICES) PLAN VIEW NOTE: ROOF PLAN FOR BEARING LOCATION &SUGGESTED TRUSS PROFILES ONLY. REFER TO ENG. TRUSS MANUF. DRAWINGS FOR ACTUAL TRUSS DESIGNS.) DROPPED TIE BEAM CONDITION DROP TIE BEAM AT ALL DOORS & WINDOWS TO HEADER HEIGHT — PER PLANS —TYP. 12" DROP (MAX. ALLOWABLE DROP 24") WOOD TRUSS GENERAL NOTES: THE TRUSS LAYOUTS SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNER'S LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE PRIME PROFESSIONAL OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED ENGINEERED TRUSS DESIGNS MUST BE SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS DESIGNERS MUST PROVIDE ALL TRUSS TO TRUSS CONECTIONS AS PART OF THE DESIGN. WOOD TRUSSES: TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS —GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGN TO BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. CONSTRUCTION SHALL FOLLOW "FLORIDA BUILDING CODE 2020, 7TH EDITION" AND ASCE 7-16 AND ALL LOCAL RULES AND ORDINANCES AS ADOPTED BY FLORIDA BUILDING CODE. (RACE NAILS AT EACH NNECTION. "., BRACE w/ 2-16d NAILS AT EACH TRUSS CONNECTION. 2"x4" CONT. LATERAL WOOD BRACING NAILED TO BOTTOM CHORD AT 6'-0" o.c. PRE—FAB WOOD ENGINEERED TRUSS BOTTOM CHORD CONTINUOUS LATERAL BRACE SCALE: N.T.S. 19/32" CDX PLYWOOD SHEATHING PROVIDE 44 BLOCKING 0 ALL PLYWOOD SEAMS, ZONE 3. NAIL SEAM W/ 10d 0 4" O/C EACH SIDE OF SEAM. ATTACH 40 W/ DBL SIMPSON H2.5A STRAP W/ (5) 8—d NAILS TO TRUSS AND (5) 8—d NAILS TO 44 OR USE LUS44 0 0 8" CMU WF PER PLANS ROOF SHEATHING ATTACHMENT DETAIL PRE—ENG. WOOD TRUSSES 0 24" O/C (SEE ROOF PLAN) 1x4 LATERAL BRACING AT MAX. 8' O.C. ATTACH TO EACH TRUSS W/ (2) 10—d NAILS -TIE BEAM PER PLANS 1. Minimum Nail Size = 10d ring shank (min. 2.5" long) (46#/min. 1.91" Embedment) 2. Minimum Screw Size ##8 x 2.5 141# min. 1.91" Embedment) 3. Minimum Sheathing Thic(iness 19/3 " C X Plywood 4. Use nails or screws based on pressure for roof stated in permit info box on these plans for zone 3 5. x4 PT WD Blocking at Zone 3. Attach to truss with LUS4x4 �4) 8—d nails Ke Area Edge Field Fastener Pressure Zone 1 6" 6" 1Od x 2.5" ring shan —71 psf Zone 2e 4" 4" 1Od x 2.5" ring shan —98 psf Zone 2r 4" 4" 1Od x 2.5" ring shan —98 psf Zone 3 4" 4" 1Od x 2.5" ring shan —98 psf O.H. = OVER HANG ALL ROOF CONNECTORS TO BE STAINLESS STEEL 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL STRUCTURAL MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: N. ..... FARO I i. signed Chad..:., A.' 61 cl�a,�r�s A. -� �Dard6afr. Dar � Aa,t 821.05.11 ���voNaQ�4'b7-04'00' ���1111111�� CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: WIND PRESSURE AND ROOF DETAILS SHEET #: S-6 SEE BEAM SCHEDULE FOR REINFORCING BEAM TIE BEAM 27 (FOR # 5 BARS) = L/4 32" (FOR # 6 BARS) 27" FOR # 5 BARS HOOK 3" DEEPER AM POUR, EXTEND 1 FULL BLOCK C URSE INTO ADJACENT WALL GROUTED CELL OR COLUMN WITH REBAR rMASONRY WALL BEAM/ TIE BEAM TYP REINFORCING DETAIL NOT TO SCALE CHANGES IN LEVEL OF THE BEAMS SHALL BE MADE AT COLUMNS TERMINATE HORIZ. REINF. AT THE JOIP REIF. CELL OR COL. CONC. SEE PLAN CONSTRUCTION PAPER ON ONE SIDE ONLY (OPTIONAL) SAW CUT CMU BLOCK EACH FACE. FILL WITH CAULK AND PREMOLDED FOAM BACKING ROD FILL VOID SOLID WITH MORTAR. DISCONTINUED WALL LATERAL REINFORCING PLAN VIEW CMU WALL CONTROL JOINT (WCJ) DETAIL NOTES 1.— SAW CUT BOND BEAMS, TIE BEAMS 1" DEEP TO CONTINUE WALL CONTROL JOINT TO TOP OF WALL. 2•— CONTROL JOINT SPACING IS NOT TO EXCEED 25'-0" O.C. IN WALLS WITH MORE THAN 25'-0" OF UNITERUPTED MASONRY. 3.— CONTINUE ALL BOND BEAMS, TIE BEAMS REINF. THROUGH THE JOINT. 4.— CONTROL JOINTS SHALL BE SPACED @ 25 FT O.0 OR 3 TIMES WALL HEIGHT, WHICHEVER IS LESS. 9 GAUGE DUR—O—WALL HORIZONTAL REINFORCEMENT RSE NOTE: CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE CORNER 18" OR BY ADDING (2) #5 BENT BARS WHICH EXTEND 18" EACH WAY FROM THE CORNER 8" X 12" STUB COLUMN W/ (4) #5 VERT. AND #3 TIES AT 12 O.C. W/(1) #5 VERT. U.N.O. TYP TIE BEAM STEP DTL. NOT TO SCALE 3EAM REINFORCING TIE BEAM SCHEDULE) 8" X 8" X 16" CONCRETE MASONRY UNITS TYPICAL DUR-O-WA DETA MASONRY PROVIDE PREFAB. "L" JOINT REINFORCING AT ALL CORNERS PLAN VIEW MASONRY EXTEND JOINT REINF. 6" PLAN VIEW (MASONRY LAID BEFORE COLUMN) SEE BLAM SUHEDULE hUK REINFORCING Z Fr==— L = LENGTH OF SPAN MASO RY WALL 3" HOOK DEEPER AM POUR, EXTEND 1 FULL BLOCK C URSE INTO ADJACENT WALL GROUTED CELL OR COLUMN WITH REBAR L +1 CONCRETE COLUMN FILLED CELL, SEE PLAN FOR REINF. (TYP.) MASONRYILI [D El ID El El El PROVIDE PREFAB. JOINT REINFORCING AT ALL T—INTERSECTIONS PLAN VIEW MASONRY TYPICAL MASONRY PROVIDE DOVETAIL LCONCRETE ANCHOR SYSTEM COLUMN PLAN VIEW (MASONRY LAID AFTER COLUMN) DETAILS N.T.S. DEIAIL-FLAN VIEW BEAM STEP TYP. BEAM CORNER REBAR ARRANGEMENT DETAILS TYP REINFORCING DETAIL NOT TO SCALE STIRRUPS @ 6" O.C. OR PER PLANS (2) ADDITIONAL BARS PER PLAN (2) ADDITIONAL #5 BARS AT BOTTOM STIRRUPS AT 24" O.C. STIRRUPS ® 6- O.C. OR PER PLANS (2) ADDITIONAL BARS PER PLAN (2) ADDITIONAL #5 BARS AT BOTTOM DOOR OPENING OPENING TAL BAR TO >EXTEND O FILLED CELLSLr=l_T_ PLYWOOD LANDING GALV. MTL. HANGER W/4-16d NAILS TO HEADER & 6-16d TO WOOD BEAM GIRDER JOIST 16 GAUGE GALV. MTL. HANGER WITH 10-16D. NAILS TO HEADER AND 4-10 D. NAILS EA. STRINGER TYP. NOSING—' 2x12 WD. TREADS 2x12 WOOD STRINGER ROUTED TO RECEIVE EACH TREAD 1 x8 WD. TREADS TYPICAL STIRRUPS SPACING IN TIE BEAMS SCALE: NTS TYP. NOSING 2x12 WD. TREADS 2x12 WOOD STRINGER ROUTED TO RECEIVE EACH TREAD 2x4 WD. STIFFENERS NAILED TO STRINGER 3 X 3 X 3/16" STEEL 2x12 WD. (2) 10D NAILS ® 24" O.C. ANGLE W/ 1/2" X 1-1/2" STRINGER LONG LAG BOLTS TO STRINGER & 1/2" X 1-1/2" FROM LEVEL TWO LONG EXP, BOLTS TO CONC SLAB TO LEVEL THREE 1 TYPICAL SECTIONS AT WOODEN STAIR 3/4" = 1'—O" VERIFY PER ARCH. PLANS #5 1@ 6" O.C. x3' O" LONG HOOK TIE BEAM PER PLANS TOP BEAM PER PLANS #3 VERT. TIES AT MAX. 8" O.C. —TYP. HIGH STRENGTH PRECAST LINTEL W/REINFORCING SPAN=36"; PER SHOP DRAWING OPENING PER PLANS TYPICAL DETAIL LINTEL AT ELEVATOR OPENING SCALE: N.T.S. 8"x8" F FILL CC SOLID 8"x8 F VERT. ( TIE BEAM (PER PLANS) RECAST LINTEL. LUMNS AND LINTEL ✓/ GROUT 1LLED CELLS W/ 1 #5 TYP.) 1 TYPICAL DETAIL LINTEL AT ELEVATOR I I I IUY1L IVI/7JUIV1\ I I ILLLU ULLL ULIP'\IL SCALE: N.T.S. VERIFY PER ARCH. PLANS Y4" EXPANSION JOINT TO BE FILLED W/ #5 ® 6" O.C. "SIKAFLEX" OR EQUIVALENT. TOP BARS. #4 NOSING BAR, TYP. U) #4 ® 12" O.C. �\ Z TIMBER FLOOR SYSTEM CONCRETE BEAM #5 ® 6" O.C. 802 W/ (2) #5 BARS TOP AND BOTTOM W/ #3 STIRRUP AT MAX. 12" O.C. #5 @ 6" O.C. TOP & BOTT. CONCRETE BEAM CONCRETE BEAM 8x12 W/ (2) #5 BARS 8x12 W/ (2) #5 BARS IFROM LEVEL ONE TOP AND BOTTOM W/ #3 TOP AND BOTTOM W/ #3 TO LEVEL TWO L� STIRRUP AT MAX. 12" O.C. STIRRUP AT MAX. 12" O.C. T\/rf 11' A 1 f+rl�T 1!\AI AT f�r%K I1' MrTr f+TA 11_% SCALE: N.T.S. VERTICAL TO LINE UP FOR ALL FLOORS GROUT —FILLED CELLS — 3000 PSI (TYPICAL) INSTALL TEMPORARY COVER @ CLEANOUT DRILL 3/8" TO 1/2" WEEP HOLES IN EACH TEMPORARY CLEAN OUT COVER DRILL HOLES PRIOR TO INSTALLING COVERS. THESE HOLES ARE TO BE INSPECTED AS CELLS ARE BEING PUMPED TO ENSURE CELLS ARE FILLED COMPLETELY. 4 1 /9" Y 4 1 /9" NIT MAS & C DON MAT 1/2" GYPSUM WOOD BOARD PT. WOOD FURRING PT. WOOD BLOCKING PER PLANS WINDOW/DOOR FRAME PER PLANS PROPOSED WINDOW/DOOR (SEE PLAN FOR SIZE) [MY, -LASHING/SEALANT SHALL EXTEND TO THE SURFACE )F THE EXTERIOR WALL FINISH AND SELF —ADHERED -LASHING SHALL COMPLY WITH AAMA 711. SIDING FINISH 8" C.M.U. PER PLANS CONC. FILLED CELL. TYPICALL WINDOW/DOOR JAMB FLASHING DETAIL SCALE: N.T.S. PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL STRUCTURAL MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: .A • DA. \AEng-ffy signedChar[8•:,, _ * by CIa Fis A. Da res, n kDa rd .fir. ,o�•. STAT �t,e:�'821.05.11 '' Jr. 7 -04'00' OR ,4 , 1111111\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: MISC. DETAILS SHEET #: S-/7 SCALE: 1 /2"=T-0" TRANSVERSE SECTION SCALE = 3/8" TO 1'-0" 8 FASCIA BOARD TACHED TO EACH TRUSS D USING 2 16—D JLS—TYP. LEGEND: 1. DBL PT 2x8 TOP LEDGER ATTACHED TO CONCRETE W/ 2-3/16" Ox1-1 /2" 3 MIN. EMBEDMENT TAPCONS AT 16" O.C. j 2. PT DBL 2x8 STUD AT 16" O.C. CONNECT TO TOP AND BOTTOM LEDGER PER NOTES #4 AND #5. DBL STUD REQUIRED DUE TO CEMENT BOARD NAILER. 3. 8—PT 2x8'S NAILED TOGETHER USING 2-10dx1-1/2" NAILS EACH 2x8 TO 2x8 AT 12" O.C. —TYP. 4. SIMPSON SP8 CONNECTOR W/ 6-10dx1-1/2" TO STUD; ALLOWABLE=440# 5 C01 SIMPSON LSTA FLAT STRAP W/ 14-10d NAILS; ALLOWABLE=1,235# GALVANIZED G-90 OR STAINLESS STEEL 304/316 L6x6x6x16GA/3/16 ANGLE ATTACHED TO GARAGE HEADER BOTTOM LEDGER USING S.S. OR GALV. 5—#10x3" SELF —TAPPING WOOD SCREWS AND ATTACH TO CMU COLUMN USING S.S. OR GALV. 4-3/16" 0 x 1-1/2" MIN. EMBEDMENT. MIN. SPACING 3" AND EDGE/END 1.5". 7. STUCCO CONTROL JOINT AT TIMBER TO CMU JOINT PER ARCH. PLANS 8. 5/8" CEMENT BOARD UNDER TYVEK HOUSE WRAP UNDER 7/8" STUCCO USING NYLON LATH. ATTACH CEMENT BOARD TO TIMBER HEADER USING S.S OR GALV. #10x2.5" SELF —TAPPING SCREWS AT 4" O.C. MAX EDGE AND FIELD BOTH SIDES OF HEADER. 9. CONCRETE BEAM FB-3 PER PLANS 10. CMU COLUMN/WALL PER PLANS 5TS FAI 9 -TYP. 4 AT TOP 2 FB-1 LOWEST STRUCT. BEAM IId ' d 16.66' NAVD N -1-L --------- I•I I•I I' I I•I JJ - - - 7 1 7 --------- 4-4 4-4 6 8 3 -TYP. EAT BOTTOM 6 GARAGE OPENING 8'x16' 16'-0" v GARAGE BREAKAWAY HEADER OPENING ELEVATION REQUIRED #5 T. EACH SIDE -TY,' I TERMINATEDI F1 \T 12" O.C. 1 IBAR REQUIRED #5 T2 EACH SIDE -TYPI -TYP. SCALE = 1/2" TO 1'-0" MP BAR 5 TEMP BAR -TYP. 5 TEMP BAR -TYP. OP BAR DIAGONAL ADD FOUR #5 BARS FOR EACH TERMINATED BAR EACH SIDE -TYP. REQUIRED #5 BAR EACH SIDE -TYP. FOUR TERMINATED #5 BOT BARS AT 8" O.C. -TYP. LARGE SLAB OPENING DETAIL REQUIRED #5 TEMP BAR EACH SIDE -TYP. TERMINATED 45 TEMP BAR o iv AT 12" O.C. -TYP. 2'-0" REQUIRED #5 TEMP BAR EACH SIDE -TYP. #5 x 36" LONG DIAGONAL BAR -TYP. 2" TYP, ADD THREE #5 BARS FOR EACH TERMINATED BAR EACH SIDE -TYP. REQUIRED #5 BAR EACH SIDE -TYP. THREE TERMINATED #5 BOT BARS AT 8" O.C. -TYP. SMALL SLAB OPENING DETAIL PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: ��S..N. FARO signed Charte.s' A,-,,. cn: * = A. arderbJ;:. Da rd"...�f-,A Fate: 1.05.11 `s' ° 9 ''2-04'00' ' ,,/ /ONl \��� I1111111\\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: TRANSVERSE BUILDING SECTION SHEET #: S-8 PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS �32'0 40' 0 2: 20' 1$ LONGITUDINAL SECTION SCALE = 3/8" TO 1'-0" 2x8 FASCIA BOARD ATTACHED TO EACH TRUSS END USING (2) 16—d NAILS —TYP. �HITECTS 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM—E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 REVISION PER ST LUCIE COUNTY COMMENTS; 3-23-2021 4-20-2021 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: ..N. ....A p '% R , \-\c EN i g,C�r signed \ Chad'jS'**A'6�9 Chi �_ ryes A. y : _-0 DardiwJr. Dar c� ��,,,,;;,,,, .TF ' 1. OR1at���21.05.11 J,J!oNa�\1�35-04'00' 111111 CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: LONGITUDINAL BUILDING SECTION SHEET #: S- 9 PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL33647 (813)480-3421 FLORIDA BUILDING CODE, 7T" EDITION (2020) Manufacturer: DREXEL METALS, INC. Issued August 9, 2020 1234 Gardiner Lane Louisville, KY40213 (502) 716-7143 www.drexmet.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.1.1, 1507.2.4 Properties: Physical properties REFERENCES Entity Report No, Standard 1= TrinitylERD (TST6049) C41280.10.12 ASTM D 1970 2015a ICC-ES (EVL2396) ESR-2206 ASTM D 1970 2015a PRODUCT DESCRIPTION AND APPLICATION MetShleld MetShield Is a coated-polyolefin-composite film surfaced, self -adhered ASTM D 1970 underlayment for use on steep slope roofs. Deck Type: Solid or closely fitted plywood sheathing for new or existing construction. Plywood deck shall be installed in accordance with FBC requirements. Roof decks shall have no more than 1/8" gap at abutting joints. Min. slope: In accordance with FBC requirements Attachment method: Underlayment shall be attached in accordance with the FBC Section 1507.1.1, Table 1507.1.1.1 and manufacturer's installation instructions. Min. application temperature: 40'F. Contact the manufacturer when Installing at temperatures below 40'F. Allowable roof coverings: Permitted to be used as prescribed in FBC Table 1507.1.1.1 with mechanically fastened roof coverings. DRX13004.3 FL16342-R3 Page 1 of 2 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I CREEK DREXEL METALS, INC MetShlelc TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) MetShield may be used as described in other current FBC product approval documents, 7) MetShleld shall not be used with adhered tile roof coverings nor installed over existing roof coverings, 8) MetShield shall be exposed on the roof deck for a maximum duration of 30 days, 9) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3, COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 7s' Edition (2020) as evidenced in the referenced documents submitted by the named manufacturer. ,•��1�;y'R"'r�-, 2020.08.09 12:30:46 No 74021 =roi 0: STATE OF :.4/ Zachary R. Priest, P.E. i��T .�� Q P•: Florida Registration No. 74021 .. Organization No. ANE9641 0 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved in the approval process of the product. END OF REPORT DRX13004.3 FL16342-R3 Page 2 of 2 This evaluation report is provided for State of Florida product approval under Rule 61320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. DREXEL METALS, INC. CREEKMetal Roofing TECHNICAL SERVICES, LLC DMC 150SS ,Profile_1-_51n mechanical seam Max 1n. coverage . „ ___ . „ Description Non-structural, mechanicallock standlnq_seam roof panel _ Materlal: Min. 0,032 in. Fluropon® coated ASTM B209 aluminum Fy = min. 16 ksi' Shall conform with FBC Section 1507 4,3 ........ .___.__ -- ---- 1-_.__......__... `_.................._.------ - Min. 24 a. Fluropon® coated ASTM A v = n' - 792 AZ50, or ASTM A653 G9 m 9 n 1507.4.3 _____ _ __................... 50 ksi;, Shall conform with FBC Sectio. „ , ,,,,,,_______ ___ .____ _... �_T Ir min. 16 ksi; Shall conform with FBC Section 16, — —' .............._ n 1507,4.3 Materlal: I Min. 0.027 in. Zinc; Fy m_. _......................._..._ 1# �_ , nr4 caam Max. 18 in. coverage ........ .....-.- son: 4 1Min. 0.03wiin.FBC Sectoncoated ASTM B209 aluminum; Fy= min. 24 ksi; Shall 4.3 In Fluro on® coated ASTM 20 co _ _._ i 2 aluminum (Fy = min. ksi), Shall __...-_ — 24 ga. Flu ropon® coated ASTM A792 AZ50, orF xm with FBC Section 1507;4.3 _ _ M A653 G90; Fv = min. 50 ksi;—Shall conform with BC 1t to coverage_ DMC 2005 Profllep 2 in. mechanical seam; Max. 1 land nseam r ® coated g oof panel r __ __ ........................._. --- tion: Non-structural, mechanical lock s— e minum; Fy = m Fluropon ASTM B209 alu conform with FBC_ Section_1507.4.3 _ _ Min. 24 ga. Fluropon® coated ASTM A792 AZ50, or ASTM A653 G90;F - min: 50 ksiShall con form with FBC Se „ r T �I 0 20 1507.4.3 FL17678-R7 Page 3 of 5 DRX15001.7 . The manufacturer shall notify CREEK 81 G2 0-3 der Rule approval under roduct a ro f to rids PP State o F Ild. This evaluation report is provided for p product changes or quality assurance changes throughout the duration for which this report phat Is eanot Technical Services, LLC of any p This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attribute specifically addressed herein. . .CREEK TECHNICAL SERVICES, LLC C— _..._. #10 - 13 P DMC 450 Standard DMC 460 PANEL DMC 450 SS CLIP #10 -13 PHW (2 Per Clip) DMC 45OSS Standard /^^•A9.i5RNH WOlxl BCrBW WfIFi / 9EADNG WA&iFR AC 5V Standard �//// CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: DREXEL METALS, INC. 1234 Gardiner Lane Louisville, KY 40213 (502) 716-7143 www.drexmet.com Quality Assurance: UL LLC (QUA9625) SCOPE Certificate of Authorization No, 29824 17520 Edinburgh Drive Tampa, FL 33647 (813) 480-3421 FLORIDA BUILDING CODE, 7T" EDITION (2020) Issued August 9, 2020 Category: Subcategory: Code Sections: Properties: REFERENCES Roofing Underlayments 1507.1.1, 1507.2.4 Physical properties Entity Report No. Standard Year TrinitylERD (TST6049) C41280.10.12 ASTM D 1970 T15a ICC-ES (EVL2396) ESR-2206 ASTM D 1970 2015a PRODUCT DESCRIPTION AND APPLICATION MetShield MetShield is a coated-polyolefin-composite film surfaced, self -adhered ASTM D 1970 underlayment for use on steep slope roofs. Deck Type: Solid or closely fitted plywood sheathing for new or existing construction. Plywood deck shall be installed in accordance with FBC requirements. Roof decks shall have no more than 1/8" gap at abutting joints. Min. slope: In accordance with FBC requirements Attachment method: Underlayment shall be attached in accordance with the FBC Section 1507.1.1, Table 1507.1.1.1 and manufacturer's installation instructions. Min. application temperature: 40'F. Contact the manufacturer when installing at temperatures below 40'F. Allowable roof coverings: Permitted to be used as prescribed in FBC Table 1507.1.1,1 with mechanically fastened roof coverings. DRX13004.3 FL16342-R3 Page 1 of 2 This evaluation report is provided for State of Florida product approval under Rule 61G20-3, The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. DREXEL METALS, INC. Metal Roofing APPENDIX A DRX15001.7 FL17678-R7 Page11 o1 f 2 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK P P P Pp Y Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ®CREEK TECHNICAL SERVICES, LLC CREEK TECHNICAL SERVICES, LLC Enti PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRODUCT DESCRIPTION 4805 WATERSONG WAY FT. PIERCE, FL DREXEL METALS, INC. Metal Roofing Report No. DMC-018-02-01 Standard UL 680 UL1897 Year 2006 2012 E N G I N E E R I N G CIVIL STRUCTURAL MARINE DMC-024-02-01 UL 580 UL1897 2006 2012 DMC-033-02-01.1 UL 680 UL1897 2006 2012 DMC-037.02.01 UL 580 2006 CSM ENGINEERINGI, L L C DMC-037-02.02 UL 1897 �� 5807 2012 20106 208 SW OCEAN BOULEVARD DMC-038-02-01 JIL 2006 STUART9 FLORIDA 34994 U�5807 o: 772-220-4601 w: www.CSM—E.net A— 9R in nnvPrane ............... ............._ CERTIFICATE OF AUTHORIZATION: 29057 FL17678-R7 Page 2 of 5 DRs evaluation 7 report is provided for State of Florida product approval under Rule 61020 3. The manufacturer shall notify CREEK This evaluation repo p assurance changes throughout the duration for which this report Technical Services, LLC of any product changes or quality , Installation, recommended use, or other product attributes that are not This evaluation report does not express nor imply warranty, Inst , specifically addressed herein. DREXEL METALS, INC. Metal Roofing APPENDIX A "Fastenin' 'Details' Nomenclature Attachment #10 -14 DREXMET WOODSCREW DMC 5V PANEL --- - METSHIELD HT UNDERLAYMENT -- DMC 5V #10 Standard PLYWOOD' .._ -- DMC 5V PANEL -- --� #10.14 DREXMET WOODSCREW UNDERLAYMENT 7/18" OSti MIN. --- DMC 5V Pan Fastening ---ONLY REQUIRED AT- - PANEL ENDS V-9" COVERAGE 010-15 HNM WOODSCREW(DUAL THREAD) 12"0.0. to 36"o.C. MAX. ROW SPACING DMC Corrugated UNDERLAYMENT 15/32" MIN. PLYWOOD ORX16001.7 _ FL17678-R7 Page 12 of 12 This evaluation report is provid ed for State of Florida product approval under R 6 P p Rule 1G20-3. The manufacturer p pp shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. I CSM ENGINEERING, LLC COPYRIGHT 02021 I NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24"X36" PLOTS 1 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: k FARO I r signed �. 9 �1 , V ; C h a 00 A-15YCh.4res A. 1-0 Darde'w-tr. Dard6TD.Pate*. ��1.05.11 RID �' 3-04'00' //111111\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: PRODUCT APPROVALS SHEET #: S- 10 PROJECT: CARUSO RESIDENCE STRUCTURAL PLANS CREEK TECHNICAL SERVICES, LLC DREXEL METALS, INC. Metal Roofing APPENDIX B Systems or DMC 450 over.Wood Deck (New Existing) „Approved or NoFlre B'arFier� Underlaymeni Roof Panel Panel Attachment Iv1DP , (psf) 450-W1 Min. 19/32 OPTIONAL As required per FBC 24 ga. DMC 450 DMC 450 Standard attachment CDX plywood Versashield Solo Max. 16-inch wide with clips spaced 24 in. o.c. -30 450-WZ Min. 15/32 OPTIONAL As required per FBC 0.032" All DMC 450 DMC 450SS Standard attachment CDX plywood Versashield Solo Max. 16-inch wide with clips spaced 16 in. o.c. -45 450-W3 Min. 19/32 OPTIONAL As required per FBC 24 ga. DMC 450 DMC 450 Standard attachment -67.5 CDX plywood Versashield Solo Max. 16-inch wide with clips spaced 15.5 in. o.c. 450-W4 Min. 15/32 OPTIONAL As required per FBC 0.032" AI DMC 450 DMC 450SS Standard attachment -75 CDX plywood Versashield Solo Max. 16-inch wide with clips spaced 6 in. o.c. 450-W5 Min. 19/32 OPTIONAL As required per FBC 24 ga. DMC 450 DMC 450 Standard attachment 82 5 CDX plywood Versashield Solo _ Max. 16-inch wide with clips spaced 6 in. o.c. \;Approved,.Systems for D,MC,5V, over Wood Deck (New or Existing) vS s em Y Deck�t ���� Untlerlayment' °°` MAP Noy Insulation Roof Panels Panel Attachment � P (pso .n„a. OPTIONAL ASTM D 226, Type II roofing felt attached per 0.032" Al DMC 5V 5V-W1 Min. 15/32 Approved fire barrier 1518.2.1 with nails and tin caps per 1517.5 Min. 21-inch to DMC 5V #10 Standard attachment CDX plywood followed by Metshield High -Temp Max. 24-inch with #10-14 HWH wood screws with -56 or insulation Underlayment self -adhered to felt coverage sealing washers spaced 18 in. o.c. . Min15/32 OPTIONAL Min. 21-inch to DMC 5V Standard attachment 5V-W2 CDX plywood Approved fire barrier As required per FBC Max. 24-inch with #9-15 HWH wood screws with -60 or insulation sealing washers spaced 16 in. o.c. coverage OPTIONAL ASTM D 226, Type II roofing felt attached per 26 ga. DMC 5V DMC 5V #10 Standard attachment 5V-W3 Min. 15/32 Approved fire barrier 1518.2.1 with nails and tin caps per 1517.5 Min. 21-inch to with #10-14 HWH wood screws with -71 CDX plywood or insulation followed by Metshield High -Temp Max. 24-inch Underlayment self -adhered to felt coverage sealing washers spaced 24 in. o.c. DRX15001.7 FL17678-R7 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DREXEL METALS, INC. Metal Roofing APPENDIX C t ht a .81�90 re2QQaw�± 40��„ ` , 20 1 -44.3 -52.0 -60.3 -69.2 -78.7 -88.8 -99.6 -111.0 -123.0 25 1 -45.9 -53.9 -62.5 -71.7 -81.6 -92.1 -103.3 -115.1 -127.5 30 1 -47.5 -55.8 -64.7 -74.3 -84.5 -95.4 -107.0 -119.2 -132.1 1 40 1 -50.0 -58.7 -68.1 -78.1 -88.9 -100.4 -112.5 -125.4 -138.9 50 1 -52.1 -61.1 1 -70.9 -81.3 -92.5 -104.5 -117.1 -130.5 -144.6 60 1 -53.7 -63.0 -73.1 -83.9 -95.5 -107.8 -120.8 -134.6 -149.1 20 1 -64.6 -75.8 -87.9 -100.9 -114.8 -129.6 -145.3 -161.9 -179.4 25 1 -67.0 -78.6 -91.1 -104.6 -119.0 - -150.7 -167.9 -186.0 Enclosed/ 30 1 -69.4 -81.4 -94.4 -108.4 -123.3 -139.2 1 -156.0 -173.9 -192.6 Partially Open 2 40 1 -72.9 -85.6 -99.3 -114.0 -129.7 -14LA -164.1 -182.9 -202.6 50 1 -75.9 -89.1 -103.3 -118.6 -135.0 -152.4 -170.8 -190.4 -210.9 60 1 -78.3 -91.9 -106.6 -122.4 -139.2 -157.2 -176.2 -196.3 -217.6 20 1 -76.8 -90.1 -104.5 -119.9 -136.5 -154.0 -172.7 -192.4 -213.2 25 1 -79.6 -93.4 -108.3 -124.4 -141.5 - 9. -179.1 -199.5 -221.1 3 30 -82.4 -96.8 -112.2 -128.8 -146.6 -165.4 185.5 -206.7 -229.0 40 -86.7 -101.8 -118.0 -135.5 -154.1 -174.0 -195.1 -217.4 -240.8 50 -90.3 -105.9 -122.8 -141.0 -160.5 -181.1 -203.1 -226.3 -250.7 60 -93.1 -109.3 1 -126.7 -145.5 -165.5 -186.8 -209.5 -233.4 -258.6 20 -51.8 -60.8 -70.5 -80.9 -92.1 -103.9 -116.5 -129.8 -143.8 25 -53.7 -63.0 -73.1 -83.9 -95.5 -107.8 -120.8 -134.6 -149.2 30 -55.6 -65.3 -75.7 -86.9 -98.9 -111.6 -125.1 -139.4 -154.5 1 40 -58.5 -68.7 -79.6 -91.4 -104.0 -117.4 -131.6 -146.6 -162.5 50 -60.9 -71.5 -82.9 -95.1 -108.2 -122.2 -137.0 -152.6 -169.1 60 -62.8 -73.7 -85.5 -98.1 -111.7 -126.0 -141.3 -157.5 -174.5 20 -72.1 -84.6 -98.1 -112.6 -128.2 -144.7 -162.2 -180.7 -200.2 Partially Enclosed 2 25 -74.8 -87.7 -101.7 -116.8 -132.9 -150.0 -168.2 -187.4 -207.6 30 -77.4 -90.9 -105.4 -121.0 -137.6 -155.4 -174.2 -194.1 -215.1 40 -81.4 -95.6 -110.8 -127.2 -144.8 -163.4 -183.2 -204.1 -226.2 50 -84.8 -99.5 -115.4 -132.4 -150.7 -170.1 -190.7 -212.5 -235.5 60 -87.4 -102.6 -119.0 -136.6 -155.4 -175.5 -196.7 -219.2 -242.9 20 -84.3 -98.9 -114.7 -131.7 -149.8 -169.1 -189.6 -211.3 -234.1 25 -87.4 -102.6 -118.9 -136.5 -155.4 -175.4 -196.6 -219.1 -242.7 30 -90.5 -106.2 -123.2 -141.4 -160.9 -181.6 -203.6 -226.9 -251 A 3 40 -95.2 -111.7 -129.6 -148.7 -169.2 -191.0 -214.2 -238.6 -264.4 50 -99.1 -116.3 -134.9 1 -154.8 -176.2 -198.9 -223.0 -248.4 -2752 60 I -102.2 1 -120.0 1 -139.1 1 -159.7 1 -181.7 1 -205.1 1 -230.0 1 -256.2 -283.9 DRX15001.7 FL17678-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duratio for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4805 WATERSONG WAY FT. PIERCE, FL E N G I N E E R I N G CIVIL • STRUCTURAL • MARINE CSM ENGINEERING9 LLC 208 SW OCEAN BOULEVARD STUART9 FLORIDA 34994 o: 772-220-4601 w: www.CSM-E.net CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT OF CSM ENGINEERING, LLC. THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, IS PROPERTY OF CSM ENGINEERING, LLC AND IS NOT TO BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING, LLC. CSM ENGINEERING, LLC COPYRIGHT 02021 NOTES & COMMENTS ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO 24°X36° PLOTS 1 2 3 4 5 DESIGNED BY: CHARLES DARDEN DRAWN BY: CHECKED BY: CHARLES DARDEN SCALE: AS SHOWN PROJECT #: Char:fWy- �signed No'by°Cn*arl�!s A. Darc4n �arderar_tr. O STpTGate- 21.05.1 'i�� '•.F40RIDP r.-,soN,'.��'o-04'00' �/11111111\\\\ CHARLES A DARDEN JR DATE FLORIDA REGISTERED PROFESSIONAL ENGINEER NO. 76910 SHEET NAME: PRODUCT APPROVALS SHEET #: S- 11