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HomeMy WebLinkAboutBuilding PlansELECTRICAL LEGEND 36'-4" EP CEILING MOUNTED C] ELECTRICAL PANEL FLUORESCENT LIGHT COMBO EXHAUST FAN & LIGHT CEILING FAN W/ LIGHT - 1p 110 V. RECEPTACLE -,.. CEILING MOUNTED dlTi 220 V. RECEPTACLE DOME LIGHT IR EX ERI°R / CEILING MOUNTED �}, WP/GFCI FLOOR RECEPTACLE " POOL RECESSED LIGHT Yet' FOR HOT TUB 0 GOD EXTERIOR FLOOD LIGHTS A"A CEILING RECEPTACLE Y-Y b N o o FOR GARAGE OHD WALL MOUNTED SCONCE mm - Iflt WEATHER PROOF/GFI 1p N TV OUTLET RECEPTACLE CEILING MOUNTED GEc1., 0 p GFCI RECEPTACLE PENDANT LIGHT i-'f COMBO CARBON MONOXIDE $ LIGHT SWITCH - - /SMOKE DETECTOR ' EXTERIOR WALL MOUNTED $ 3-WAY LIGHT SWITCH CONE LANTERN wP WEATHER PROOF/GFI DOORBELL $ RECEPTACLE SWITCH WIRE INDICATION INTERIOR 0 63'_9„ 36'-5„ n 27,-4„ — — — „ — — — — — — — — — — — — — — — — — — — �— 14'_3„ — — — — — — — — — — — 5, 7„„ / 2'}11" 6, 6„ 3, 0„ 8,_8„ \ ❑ L N — — — a — — — — — — — — — — — — — — — — — — - \ \ / I All FI od \ / DOOR SCHEDULE NO. TYPICAL LOCATION SIZE TYPE MATERIAL FINISH THRESHOLD JAMB LOCK TYPE REMARKS D. P. WIDTH HEIGHT TRANSM THK. 1 EXTERIOR DOOR @ FRONT ENTRY W/ 1080 SIDE LIGHTS EA. SIDE - 3'0" 8'-0" _ 1%" SWING FIBERGLASS WHITE EXTERIOR METAL w/ WEATHERSTRIP WOOD PRIVACY LOCK & DEADBOLT HURRICANE RATED +30/-33 2 3 EXTERIOR DOOR @ GARAGE (OVERHEAD DOOR) EXTERIOR DOOR @GARAGE 16'.0" 3'-0" T-0" 6'-8" — 1%" 1%4' OHD SWING FIBERGLASS WHITE EXTERIOR WHITE EXTERIOR .METAL w/ WEATHERSTRIP METAL w/ WEATHERSTRIP WOOD WOOD PRIVACY LOCK & DEADBOLT HURRICANE RATED HURRICANE RATED +28/-31 +32/-35 4 EXTERIOR DOOR @ BACK PATIO W/ 1868 SIDELIGHTS EA. SIDE 3'-0" 6'-8" — IW SWING FIBERGLASS. WHITE EXTERIOR METALw/ WEATHERSTRIP WOOD PRIVACY LOCK HURRICANE RATED +30/-33 5 6 EXTERIOR DOOR @ MASTER BEDROOM EXTERIOR DOOR 9'-0" 12'-0" 6'-8" 6'-8" _ 3 „ 1 /4 13/". SGD SGD GLASS GLASS WHITE EXTERIOR WHITE EXTERIOR METAL w/ WEATHERSTRIP METAL w/ WOOD WOOD PRIVACY LOCK PRIVACY LOCK HURRICANE RATED HURRICANE RATED +30/-33 +29/-32 701 INTERIOR DOORS 5'.4" 6'.8" 1%4" SWING WOOD WHITE INTERIOR WOOD 8 INTERIOR DOORS. 3'-0" 6'-8" — 13/" SWING WOOD WHITE INTERIOR WOOD 9 INTERIOR DOORS 2'-8" 6'4" — 1%.1 SWING WOOD WHITE INTERIOR WOOD 10 INTERIOR DOOR 1'-8" 6'-8" — 13/4' SWING WOOD WHITE INTERIOR WOOD 11 INTERIOR DOOR 1'-2" 6'-8" — 13/," SWING WOOD WHITE INTERIOR WOOD 12 INTERIOR DOOR 2'-8" 6'.8" — 1%4' POCKET WOOD WHITE INTERIOR WOOD 13 INTERIOR DOOR 4'-0" 6'-8" — 13/" BI-FOLD WOOD WHITE INTERIOR WOOD 14 INTERIOR DOOR 3'-4" 6'.8" — 13/4' BI-FOLD WOOD WHITE INTERIOR WOOD 15 INTERIOR DOOR 2'-6" 6'-8" — 13/4' BI-FOLD WOOD WHITE INTERIOR WOOD 16 INTERIOR DOOR 2-4' 6.4. — 13/" BI-FOLD WOOD WHITE INTERIOR WOOD NOTES: 1. DOOR HARDWARE AND FINISH SELECTIONS TO BE MADE BY OWNER. 2. ALL EXTERIOR DOORS SHALL MEET MIAMI-DADE COUNTY PRODUCT APPROVAL STANDARDS. - I .Cites \ o \'HY / 13 CONTRACTOR SHALL SUBMIT ALL APPLICABLE LITERATURE TO BUILDING DEPARTMENT FOR APPROVAL, o� \ Hot Tub / / / / �, _ BEDROOM 1 / ` PORCH / / MD DINING , oo Eq \ / / 2, 0„ 12,-0" „ 1„ 1 „ 12'-0� 1' 5 33 90 3 . c t I 13 II III moke Det. A/"04 4,4„ v IB] / MASTER r BDRM / Smoke/ CM Det. o e 5 - MEEM Ylid,14 00 9'- 4" Ceiling KITCHEN N / \ i r o" Smoke e. 11 O \ I / v _ N r ----= ---- - � ❑el 0 mokDet. e M_ID FAMILY --- ID BEDROOM 2 I_ o of 1' S„ � I' 13... o CE N ui 15 - \-6' 'v / Smoke / M CM Det. p 4' —� / CM Det. ry I N \ Smoke / Irr ga ion Pump 5/8' Ty¢e X Drywall / mo Smoke Det. CM l ° o c WH ` walWn this wall MA TER / v Option: InstantUnit �ffl Tr B H / 11'_6" 6,_0„ Attic j r PA T Y \ \:' / I1 Access_ o_ - O M T 12 / (near o H C \ o o — / \ - 5/8" Drywall wall & Ceding (also attic door) 7 / \VD LAUNDRY / / \ I a �ower- I \ Drain H'C 1 w v OFFICE nt / II / rl / N GARAGE 0 M o W.I.C.` \ , I p ENTRY , \ - I I --- --- 0° 1 i Walk w 4'-10" T-011 4'-10" 8'_0„ 13,_2„ 6,�„ 3, 16.0" m w 12�-8„ d� v b Walk 9 M Walk 9 Drive a PROPOSED FLOOR PLAN SCALE: 1/4" = V-0' s I o 1 - Drawings By J. Luman Dial 4804 P al eo Pines Cir Ft. Pierce, FI 34951 01/03/17 0 0 rm �o N o WINDOW SCHEDULE MK. SIZE DESIGNATION TYPE MATERIAL REMARKS D. P. WIDTH HEIGHT TRANSM THK , WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 +31/-34 A (2) 3'-0" 5'-0" — _ DINING ROOM SINGLE HUNG GLAZING TO BE TEMPERED PER FBC.. ❑B 3'-0" 6-0" ALL BEDROOMS, GARAGE, & SINGLE HUNG WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 EGRESS WINDOWS +33/-35 DINING ROOM GLAZING TO BE TEMPERED PER FBC. 3'-0" 4'.0" _ W.I.C. & OFFICE SINGLE HUNG WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 +33/-37. — GLAZING TO BE TEMPERED PER FBC. ff]— 3'-0" V9" LAUNDRY ROOM SINGLE HUNG WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 +33/-36 — GLAZING TO BE TEMPERED PER FBC. WHITE w/ IMPACT RES. GLASS LOWE UV-60 SCH630 +33/-36 1E 3'-0" 2'-0" _ _ BATHROOMS SINGLE HUNG GLAZING TO BE TEMPERED PER FBC. NOTES: 1. ALL WINDOWS IMPACT RESISTANT LOWE GLASS, AND SHALL MEET MIAMI-DADE COUNTY PRODUCT APPROVAL STANDARDS CONTRACTOR SHALL SUBMIT ALL APPLICABLE LITERATURE TO BUILDING DEPART MENT APPROVAL W 2. EGRESS WINDOWS SHALL COMPLY w/F.B:C. 2010 SECTION R310.1 (SILL HEIGHT, OPENING AREA OPENING WIDTH, OP ENING NG HEIGHT) 3. FIELD VERIFY ALL DIMENSIONS OF WINDOWS IN EXISTING OPENINGS 4. ALL DIMENSIONS MUST BE FIELD VERIFIED PRIOR TO CONSTRUCTION OR ORDERING OF MATERIALS. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 5, GLAZING TO BE TEMPERED PER FBCR 308 WHERE REQUIRED. Electrical Loads: Electrical Contractor S 8r W Electric Inc Lawrence Stubbs Phone 772-201-7316 Project: Lobo Residence 4704 Paieo Pines (sir, Ft. Pierce Fl 34951 Service Feeder Size: 210 CU Panel Size 40 Cir Main Breaker Size: 200 Amp No, of Breaker 40 Loads: 2103 Sq. ft.x 3 watts per sq. ft. 6309 Watts 2 Appliance cir_ @ 1500 watts each 3�000 Watts 1 Laundry cir. @ 1500 watts each 1500 Watts 1 Range @ 8 kw 8000 Watts 1 Dishwasher and disposal @ 1500 w3atts each 3000 Watts 1 Microwave @ 2000 watts 2000 Watts 1 Water Heater @ 4.5 kw 4500 Watts Tankless Water heater Watts 1 Dryer @ 5 kw 5000 Watts 1 Refrigerator @ 4500 watts 1500 Watts 1 Bathroom @ 1500 watts 1500 Watts 1 Sprinkler pump 2000 Watts Other Watts Other Watts Other Watts Sub Total 318306 Watts Additional Loads: 1 Pool Pump 2000 watts 1 Pool Light 300 Watts Pool Heat pump Watts Chlorine generator Watts Air blower Watts Boatlift Watts Other Watts Other Watts Other Watts Total 40606 Watts 40606 First 10 kw @ 100% 10000 Watts 30606 Remainder @ 40% 12242 Watts A/C heat @ 100% 10000 Watts Total watts 32242 Divided by 240 votts 134 Amps prepared By Lawrence Stubbs Lute: 6,121121 0 N Q o c F Z W 0 06 w N o W J m W 001­ r9 to ICT M N . ® a W rn Q, W t p Q N m 0 N u_ r i O i 1` W W � y u, 00 UQ Nm ZO r Nn n I Q as . Q U Z0 Ld Q 'o Z a m W `a l LLJ LLJ ¢ z W J_ >z' ZZW (n WHO N h � z a n o n �#��avT V m �NQNN WO Q 0-. !,-2 200 Amp Panel ly- at - O L J 0 LL #,0-2 0 5-2/0 Copper THWN Coed 2'PVC # e-2 L 21PVC 5680 r 1/2, FvC --- t°Transrwmer # 9 Bare Copper Electric — Direct burial Clamp to steel in Slab C l e C F (� l I I C 1R \ 1 5 E f 0 +2 Ground Rods L. W L S F5 W EIECMC U ZL_ W ® N c Cn a ( 0 If 626) � � m 2 M REVIEWED FOR p � CODE COMPLIANCE ®Q 00 CD ST. LUCIE COUNTY BOE6ENED 0 W JUN 17 2021 �¢ St Luole county Permitting 0 LL 1) 1V �e C0? STATE va i eF4OR - p� IFS " ° °° h1LF0 V LAMIZ R %,STOMA # 01" FL. P.E.#61000 DATE: 06-16-2021 SHEET Al 1 F 7 21-0058 PERMIT SET i �5 Tom` - `�`�''�_ 12 FI N � i 5 II i O a w TOP OF WALL ELEV: 9:�,� o 9 co f0' co 4 0 $' S FINISHED FLOOR FI 0'_0" N 6 STATE z Z w H ZI �o 0 w H o � o W J W ,. a0 I� CO. LO V CO N a ll�00 Q `o Op Q w o N. Q m N L 4 4 0 W w y ca (n O N m o • � A �� ZO (fl �n CO Q a a y KNI LLJ LL Z ly-0 Ld Kp � <z E oa cN_ L Li Q W LL W J Z W>Z Z 0 W W wN _ lMoM z y o 0 c� L 5- o y_ I m r� _ Zaz'mcc D NU W LWJ T— Z 0 Q Z ^< I.L v J —Z) Z J O \< J W J LLI Q 0 W O J LL U nn,, W ZV L W U p W v / I L 'Wr' 0 W Oa co 00 ®� C `49'OLFILLAMII R FL. P.E.#61000 DATE: 06-16-2021 A2 ' 2 F 7 21-0058 PERMIT SET STRUCTURAL -GENERAL NOTES 5. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM DESIGN CRITERIA AND LOADS: COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. 1. WIND DESIGN: THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). WIND SPEED (MPH) V(ADJ)=124 V(ULT)=160 ITEM OF STRENGTH AGG SLUMP WATER/CEMENT RISK CATEGORY II CONSTRUCTION (PSI) (IN) (IN) (LB/LB) EXPOSURE CATEGORY C FOOTERS 4,000 3/4 4-6 0.50 ENCLOSURE CLASSIFICATION ENCLOSED SLABS ON GRADE 4,000 3/4 4-6 0.50 INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18 ENCLOSURE CLASSIFICATION PARTIALLY ENCLOSED PAD FOOTERS 4,000 3/4 4-6 0.50 INTERNAL PRESSURE COEFFICIENT CPI =+/_ 0.55 6. THE CONTRACTOR SHALL PROVIDE CHAIRS AT 4'-0" CENTER TO CENTER TO SUPPORT WIRE MESH WHILE CASTING SLAB. PULL FABRIC UP BETWEEN SUPPORTS TO PROVIDE 2" TOPOGRAPHIC FACTOR KZT =1.0 CLEARANCE TO TOP OF SLAB. MINIMUM SIDE AND END LAP ON FABRIC SHALL BE ONE 2. DESIGN LIVE LOADS: WIRE SPACE. a. ROOF LIVE LOAD 20 PSF 7. IN ADDITION, SLABS -ON -GRADE SHALL HAVE A COMPRESSIVE STRENGTH OF AT LEAST T 3. DESIGN DEAD LOADS: 11 1 8. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH a. ROOF DEAD LOADS: 20 PSF COMPACTED, MOISTURE -TERMITE TREATED, NON -EXPANSIVE FILL MATERIAL. TREATED 4. FLOOD ZONE INFORMATION: X FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 5. RAIN LOAD INFORMATION: 100-YEAR 1-HR RAINFALL = 4.51N. O S C 1 6. THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE STRUCTURAL ENGINEER OF ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. RECORD (SER) OF ANY ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS NOT DOCUMENTED ON % PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT SHALL THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL/ STRUCTURAL/ MECHANICAL/ BE COMPACTED TO A MINIMUM OF 95PERCENT OF ITS MODIFIED PROCTOR VALUE IN ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD, ACCORDANCE WITH ASTM D 1557. SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. 11. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS PROVIDE MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW ON GRADE FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS. EQUIPMENT OR LOADS. SUBMIT PLANS TO THE ENGINEER FOR REVIEW PRIOR TO 12, PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON F ILL (UNLESS INSTALLATION. - OTHERWISE NOTED ON PLANS). GENERAL REQUIREMENTS 13, TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN 014 PLANS WITH 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS VERTICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; OCATIONS OF STEPS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL SHOWN AS APPROXIMATE AND SHALL BE COORDINATED WITH THE IVIL'IGRADING PLANS. NOTES. 14. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. BUILDING CODE (FBC)", SEVENTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). b. EXPOSED TO EARTH OR WEATHER: 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF NO. 5 AND SMALLER BARS 1 1/2" THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC NO. 6 AND LARGER BARS 2" SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD_ 15. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM 4. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DENSITY (ASTM D 1557). DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS, 16. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, DEPRESSIONS, 17. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS. BRACING OF EXCAVATIONS. 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE 18. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR WORK WITH ARCHITECT, ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND BOLTS, ETC., AS REQUIRED FOR THE VARIOUS TRADES. CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION 19. LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPL WITH ACI 224.3. PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE 20. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED AND SECURE MANNER. CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. 6. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS CONCRETE MASONRY PLAN/DETAILS, REFERENCE STANDARDS, THE ENGINEER SHALL DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LORIDA BUILDING CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND S ECIFICATIONS FOR P THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PR PRICE, THE WAY OF COMPLETING H O , U SS 10I , MASONRY STRUCTURES ACI 530 / ASCE 6 (LATEST EDITION). CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AS TO WHICH SHALL GOVERN, 2. ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 6 STANDARDS, LATEST EDITION. ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. TIME OF PLACEMENT. 7. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF SPECIFICATION "CM-1" . OCCUPATIONAL SAFETY AND HEALTH). 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT 8. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXCEED .04%. EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK, ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS. 6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE 11. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL 9. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ENGINEER CROSS SECTIONAL AREA. FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT 7 TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT MASONRY UNITS". REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS 8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF AUTHORIZED BY THE OWNER. 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. 10. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX THE STRUCTURE. CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR. 11., CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY CLOUDED AND NOTED. ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE 9. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. RE -SUBMITTAL 10i USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO 12. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING MIXED. BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND 13. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON NOT NECESSARILY COMPLETE. DRAWINGS, EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50%'GREATER THAN 14. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. THOSE SPECIFIED ABOVE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT 13. ANCHOR BOLTS SHALL BE ASTM A 307, FOR HEADED MACHINE BOLTS. TO THE ATTENTION OF THE ENGINEER IN WRITING BEFORE PROCEEDING WITH THE 14. USE PRESSURE -TREATED WOOD FOR ALL WOOD IN CONTACT WITH MASONRY. WORK. 15. DO NOT STACK MASONRY UNITS MORE THAN T -8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM 15. ; THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, 16. WALLS TALLER THAN 8 FEET SHALL BE BRACED TO ENSURE STABILITY OF THE MASONRY BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE DURING CONSTRUCTION. STRUCTURE IS COMPLETE, DO NOT LOAD STRUCTURES, NEW OR EXISTING, WITH WEIGHT THAT WILL ENDANGER STRUCTURE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE 17. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE UNLESS NOTED OTHERWISE. REQUIREMENTS FOR EXECUTING IT PROPERLY. 18. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION STRUCTURAL CERTIFICATION WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR 1. I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL TRUSS. PORTION OF THE FLORIDA BUILDING CODE SEVENTH EDITION. 19. PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING 2. I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE (DUR O WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC AND COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE. CHAPTER 3 IN THE FBC-RESIDENTIAL. 20. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP FOUNDATION AND SLABS ON GRADE DISCONTINUOUS ENDS A MIN. OF 12". HORIZONTAL REINFORCING SMALL CONFORM TO 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING ASTM A-82. PRESSURE OF 2,000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING 21 INTERSECTING WALLS SHALL BE INTERLOCKED WITH RUNNING BONb. PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 22. 18 GAUGE DOVETAIL ANCHORS (5-8" LONG) AND INSERTS SHALL BE ;USED EVERY 2ND 0 2. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: BLOCK COURSE AT BLOCK -COLUMN INTERSECTIONS, a a. MINIMUM DEPTH BELOW FINISHED GRADE ...... .........V-0" 23. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES, b. MAXIMUM ALLOWABLE BEARING CAPACITY...: ......2,000 PSF CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE.PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP y d. PASSIVE LATERAL PRESSURE.......... ......... 250 PSF SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. 24. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE a � e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) 55 PSF ......... UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS v f. ACTIVE LATERAL PRESSURE (RESTRAINED)... ........35 PSF WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED' IN MORTAR TO v PREVENT LEAKAGE OF GROUT, ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED 8 g. COEFFICIENT OF SLIDING FRICTION 0.4 WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN 3. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY $ SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ry MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND ANCHORAGE. STRUCTURES. 25. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO p 4. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS m SUPPORTED ON SLAB CHAIRS SPACED AT T -0" ON CENTER MAXIMUM. THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 26. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" F OR FINE GROUT OR 1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM 8 THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 27.' FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED 0 FACILITATE s CONSTRUCTION, o o� �o cli 0- 28. ALL REINFORCING TERMINATING AT BOND BEAMS REQUIRE A STANDARD HOOK WITH AN EMBEDMENT OF 6" MIN. 29. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 30. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 31. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION. 32. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 33. WHEN TOTAL GROUT POUR EXCEEDS 8 FEET IN HEIGHT, THE GROUT SHALL BE PLACED IN FOUR FOOT LIFTS WITH NOT LESS THAN 30 MINUTES NOR MORE THAN ONE HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT. 34. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED, 35. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT 36. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLT COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW ANCHOR ELEVATION. 37. CHASES AND RECESSES SHALL BE CONSTRUCTED AS MASONRY UNITS ARE LAID. MASONRY DIRECTLY ABOVE CHASES OR RECESSES WIDER THAN 12 INCHES SHALL BE SUPPORTED ON PRECAST GROUTED LINTELS. 38. PROVIDE PRECAST LINTELS OVER ALL OPENINGS IN MASONRY CONSTRUCTION UNLESS NOTED OTHERWISE IN PLAN. PROVIDE #5 BAR IN ALL LINTELS GROUTED SOLID AND SHALL HAVE 4" MINIMUM BEARING AT EACH END. FOR RECESSED LINTELS THE MINIMUM BEARING SHALL BE 8". 39. PROVIDE LINTELS OR HEADERS OVER ALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. LINTELS OR HEADERS TO BEAR MIN. 8 INCHES EACH SIDE OF OPENING. 40. FOR SPECIAL INSPECTIONS THE ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. 41. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 64' CLEAR. THESE MAY BE PRE CAST OR CAST IN PLACE. THE LATTER SHALL BE 8" X 12" MINIMUM WITH 2 # 5 TOP AND BOTTOM, #3 TIES AT 12" AND SHALL BEAR 8" AT EACH SIDE OF OPENINGS. 42. ALL BEAMS NOT SCHEDULED ARE TIE BEAMS AND SHALL BE 8" X 12" MIN. WITH 2#5 LONGITUDINAL BARS TOP AND BOTTOM AND #3 TIES AT 24". AT CORNERS USE 2#5 TOP AND BOTTOM CORNERS BARS WITH 30" LEGS AND 4 #3 TIES AT 12 EACH SIDE. 43. ALL COLUMNS NOT SCHEDULED ARE TIE COLUMNS AND SHALL BE 8"X12" MIN. WITH 4 #5 VERTICAL BARS AND # 3 TIES AT 12" O.C. PRE-ENGINEERED WOOD TRUSSES 1. TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS PER APPLICABLE BUILDING CODE AND/OR AS SHOWN ON DRAWINGS. TRUSS DESIGNER IS RESPONSIBLE FOR ALL WOOD TO WOOD CONNECTIONS. ALL BOTTOM CHORDS PLACED IN CONTACT WITH THE CONCRETE SLAB SHALL BE PRESSURE TREATED OR HAVE A MOISTURE BARRIER ATTACHED TO IT. 2. SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TRUSS LAYOUT, DESIGN LOADS, TRUSS REACTIONS (DL & LL AND DL & WE) AND ALL OTHER INFORMATION REQUIRED FOR PROPER TRUSS INSTALLATION, DESIGN OF TRUSSES SHALL INCLUDE THE UPLIFT EFFECTS OF THE APPROPRIATE DESIGN WIND LOAD UTILIZING SHAPE FACTORS FROM THE FLORIDA BUILDING,CODE. 3. DESIGN CALCULATIONS SHALL CLEARLY SHOW THE DESIGN LOADS FOR BOTH GRAVITY AND UPLIFT CONDITIONS. 4. TOP CHORD OF TRUSSES SHALL HAVE A SPECIFIC GRAVITY OF NOT LESS THAN 0.55. 5. TRUSS TO TRUSS CONNECTION IS RESPONSIBILITY OF THE TRUSS DESIGNER. 6. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT WRITTEN APPROVAL FROM THE TRUSS ENGINEER OR THE ENGINEER OF RECORD. 7. ROOF PLYWOOD SHALL BE SPAN RATED STRUCTURAL SHEATHING PER PLANS, ATTACHED TO ROOF FRAMING AS REQUIRED ON THE PLANS. -- 8. PROVIDE T" SPACING AT PANEL EDGES AND END JOINTS. 9. ALL WOOD TRUSS/RAFTER IN CONTACT WITH MASONRY OR CONCRETE SHALL HAVE A MOISTURE BARRIER. 10. ALL NAILS AND METAL HARDWARE EXPOSED TO THE WEATHER SHALL BE GALVANIZED OR COATED WITH AN APPROVED MATERIAL. ALES NAILS SHALL BE COMMON WIRE NAILS U.N.O. SPACE NAILS IN STRAPS SO AS NOT TO SPLIT WOOD. 11. PROVIDE TRUSS ANCHORS AT ALL RAFTER/TRUSS TO BEARING CONNECTIONS. ALL TRUSS TO TRUSS CONNECTIONS AND TIE DOWNS ARE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 12. CHECK SCHEDULE AND/OR SECTIONS FOR VARIATIONS IN STRAPS. PROVIDE MULTIPLE OR SPECIFIC STRAPS AT TRUSS GIRDERS AND GABLE ENDS AS SHOWN ON PLANS. DOORS AND WINDOWS 1. THE DESIGN PRESSURES FOR THE DOORS AND WINDOWS SHALL BE NOT LESS THAN THE VALUES SHOWN IN THE SCHEDULE. 2. THE DOORS AND WINDOWS SHALL BE INSTALLED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S NOTICE OF APPROVAL (MIAMI NOA OR FBC APPROVAL). 3. THE DOORS AND WINDOWS MUST WITHSTAND THE IMPACT OF WIND BORNE MISSILES, OR SHALL BE PROTECTED WITH AN APPROVED IMPACT RESISTANT COVERING. 4. EACH UNIT SHALL BEAR A LABEL WITH THE MANUFACTURER'S NAME AND DESIGN PRESSURES. 5. PRIOR TO INSTALLATION, ALL FRAMES MUST BE CHECKED FOR RACK, TWIST AND OUT OF SQUARE. 6. FOLLOW FMA (FENESTRATION MANUFACTURERS ASSOCIATION) GUIDELINES FOR FLASHING ALL OPENINGS. a. CAULK ALL INSIDE CORNERS OF OPENINGS WITH AN APPROVED SEALANT. b. APPLY AN APPROVED FLASHING TO ALL FOUR SIDES OF OPENINGS. c. APPLY A HEAVY, UNINTERRUPTED BEAD OF APPROVED SEALANT TO THE BUCKS PRIOR TO ATTACHING TO THE OPENING PER WINDOW / DOOR DETAILS. d. SEAL BUCKS WITH AN APPROVED FLASHING MATERIAL. e. INSTALL DOOR / WINDOW AND APPLY BEAD OF APPROVED SEALANT AROUND PERIMETER. 7. APPROVED CORROSION RESISTANT FLASHING SHALL BE APPLIED IN SINGLE FASHION IN A MANNER TO PREVENT ENTRY OR PENETRATION OF WATER TO THE BUILDINGS ; STRUCTURAL FRAMING COMPONENTS. 8. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY WITH AAMA 711. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. INTERIOR FINISHES 1. FLAME SPREAD AND SMOKE -DEVELOPMENT INDEXES FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH FBC-R302.9.1 THRU R302.9.4. 2. WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT GREATER THAN 200. 3. WALL AND CEILING FINISHES SHALL HAVE A SMOKE -DEVELOPED INDEX OF NOT GREATER THAN 450. PRODUCT APPROVAL AFFIDAVIT FORM CATEGORY/SUBCATEGORY APPROVAL NUMBER(S) MANUFACTURER MODEL NUMBER BUILDING DESIGN PRESSURES +PSF ( ) (_PSF) PRODUCT DESIGN PRESSURES +PSF ( ) (-PSF) A. O 1. SINGLE HUNG FL# 17499.1-R8 MI WINDOWS & DOORS 185SH PER PLAN +55 -55 2. MULLIONS FL# 15353.8-R5 MI WINDOWS & DOORS CM-18531 PER PLAN +82 -82 TER DO 1. SWINGING FL# 17184.9-R8 PLASTPRO, INC. FIBERGLASS DOOR PER PLAN +50 -50 2. SECTIONAL FL# 5684.3-R9 CLOPLAY BUILDING PRODUCTS COMPANY STEEL PAN (MIN. 25 GA.) WINDCODE W7 PER PLAN +42 -48 DI S 1 0/1 U PL 5 RO NG M ERIA 1. METAL ROOF PANELS FL# 17679.1-R6 DREXEL METALS, INC. 24 GA. METAL ROOF PANELS 100 -W3 +36 -104 -135 2. UNDERLAYMENT FL# 5259.1-R33 POLYGLASS USA POLYST103K TU PLUS N/A N/A 3. SOFFIT FL# 13265.1-R6 JAMES HARDIE BUILDING PRODUCTS HARDIE SOFFIT VENTED PANELS +34 -45 +83 -83 NOTE: THE ENGINEER HAS REVIEWED THE ABOVE COMPONENTS OR CLADDING AND HAS APPROVED THEIR USE IN THIS STRUCTURff, THESE PRODUCTS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS. sevleweu ir1j,"a CODE OD UC E COUNTY OMPLIANCE ST. L on!nif"k �+l�e C®jai ik z w J U ww 0 m I co Q W a K N O Q N m O N N U 4 �I O I I W Q Z 2 W ti V)Ld O N N U Q � A N� r Zo n C N U) Q ¢O a u V � EE Z0!! CD ¢z Ld ow a LLI < LLI -i IJJ z -O, J W>Z LLJ Z W WN00 0 C) � anon a-' O H x J W m n nn 'fR■r�c�4''. m NQNN Z Qz' Lu ooMo -_L �Uapwxxr W O J LL U� Zv L W ® (1) r�® V) C d: LW// L.Ie O (ti3 co CO ON LLI w n. fy fy O LL LTA STATE OF oll"FL. P.E.#61000 DATE: 06-16-2021 SHEET S i 3 OF 7 21-0058 PERMIT SET N O W 4 N a 3 : � FRAME BEARING WALL 2 O x4 WOOD F I 1 MAX o O LO SYP S O 3,_2,; LOCATE PER PLAN 2x4 P.T. CONT. BOTTOM PLATE 36'_1„ 27'-1" W/ 1/2"A.B. @ 24" O.C. FINISHES PER SCHEDULE » 14'-8" g 5' 4 14-8 AS REQUIRED m w w - CONCRETE SLAB SP4 TOP AND BOTTOM OF EACH STUD U Z CONCRETE SLAB U PER FOUNDATION PLAN _ N PLAN w °u FOUNDATION ° PER OU A _ o F Er 2 F STEP VARIES F- F — — — Z P-2 �— — — — — — — — - — — — Z P_2 r — 1 +31/-34 +33/-35 v N SEE PLAN Q H r. — SLOPE CONCRETE SLAB ��- — -- — o 0 0 0 0 0 0 0 0 ° O PLAN PER FOUNDATION � W W W -- ------ F�----------- // //r X °o ° o/%/ii\/ii \� r i / r iLu S.O.G. N .. �' , . \\ j\ \\\% ' .. '� n j �/�\/\�//\, m l--O LO v M N < Q • i ISOLATION JOINT �� \ LL ca M I i ° \ '. 1 \` CONCRETE FOOTER\\.\\a °o U 0: + •��'' PER SCHEDULE W--{ cn Q W o K N o O p-g' T.g" T-3" 7-5 5-6_ CONCRETE FOOTER m N c" _' w PER FOUNDATION PLAN cq LL +30/-33 r L _ _ 4„ _ _ _ _ _ _ _ ".• _ _ - _ _ _ _ _ - I ° _ _ � B FOOTING AT GARAGE DOOR INTERIOR BEARING WALL (FRAME) 4 o O B C O O U 710 O °j F-3 - — — — SCALE: 3!4' = 1' 0" SCALE: 3/4" = 1 -0" -- — — —— I \�� / / p LL o 8" CMU WALL p o `5 % / ;9 / SEE SECTION & PLAN 2 2 h I Q FOR REINFORCEMENT Y I � o +29/-32 / z 8" CMU WALL p W C Q 2 Q �* 4" / — SEE SECTION & PLAN 47 — — — — — — — — — / o w FOR REINFORCEMENT U on ° ° ° F}3 M AT EA. VERT. BAR a FINISHES PER SCHEDULE m ° _ — — — — — — — — — — — — y O CLEANOUT @ EA. DOWEL #5 DOWEL W 7 m C-3 rmi Wd (1) 90° HOOKLL 4" RECESS a ( \ Q 00 ^# SHOWER AREA I4 + CONCRETE SLAB h @ EA. VERT. BAR TYP. g V vn (2) #4 x 5' @ 3" O.CI qj�PER FOUNDATION PLAN U M CLEANOUT @ EA. DOWEL o � n @ SLAB RE-ENTRANT ° 1#4 V) x= L— _ v CONCRETE SLAB � (n o. Q L) o CORNERS, TYP� I PER PLAN .. U i i STEP DOWN PER PLAN x x. . • V z w i / r�r W mLu 4 �r S.O.G. + THICKENED �\ •.. \\ s1\ /\\ .:.'• ;I A ••;'' \\/�\\%\ W �_ v IMA PER FOUNDATION PLA�\\�` ° EDGE FOOTING ' • .;\ \�\ // �� LLI > z \\ �ADD.'L#5 \\\\\\\\\ CONCRETEFOOTER .;iiiW PER FOUNDATION PLAN Z(BEARING) 0 _� o�m Ii \� \i\\\w \ :REBAR J> Z i .. > _ N J J w o < - SHOWER STEP DOWN DETAIL � PORCH STEP DOWN mom Z M SCALE: 3/4" = 1'-0" S2 SCALE: 3/4" = 1' 0" LLI 0000 m = x ___.__ 0 U 0wo.LL ° V a — — — — — — — — C2 — — —1 ° S.O.G. o4" Z 8�� CMU WALL — — — — — — — — SEE SECTION & PLAN chi I 1 o _F- WALL AND U FOR REINFORCEMENT S4 ANCHORAGE PER m �' FINISHES PER SCHEDULE + oo PLANS. NOT SHOWN - z 4" RECESSED " I a ° �HOWER AREA + ❑_ -v FOR CLARITY g Q 4 — CONCRETE SLAB I I CLEANOUT @ EA. DOWEL - ° F' - m DOWEL CONCRETE SLAB ON GRADE Lij PER PLAN I I W./ (1) 90' HOOK 4^ 4' 5" STEP VARIES @ EA. VERT. BAR TYP. PER FOUN ATION PLAN co SEE PLAN y!y'•�/.. •� x N ° — — — , 111 w I o %�•--+x-�.—%•—�^ O p� • /\jam\\/\\�\\ O / \y (2)#4x5'@3"O.C. — — — — — — O o I M X�x x \z\ , :/\/.✓/.�i\/ r — — — — — — — — — — — — — — — — — — — -r F-4 N S.O.G. LL M - .. , . i / \//�\ �� THICKENED v @ SLAB.RE-ENTRANT F-4 •~. F-3 v + + GRADE/\\/ N \ .' s /� EDGE FOOTING o CORNERS, TYP. ° 0 0 o 0 0 0 ♦ // // ��'/ `•: •//:• PER FOUNDATION PLAN #5 BAR CONT. \// °° +33/-37 L O +30/-33 O w / W \/ L — — — — — — — — I P: 3'_3" U U �1 F 4 4'-0" 10'-6" 9'-9" ° ° ° ° _ _ — _- STEPPED SLAB DETAIL TYPICAL EXTERIOR FOOTING C +33/-37 WL 4" 12-4- 4" ° I SCALE: 3/4" = V-0" - SCALE: 314" = 1'.01, 3 0 C-1 S4 S.O.G. C 1 0 STRIP FOOTING ° CORNER BARS TO REINFORCING CONT. MATCH FOOTING THRU PADS 0 �— — — — — — — — — — — — — — — — — — — J REINFORCEMENT 4S(jL�. SEES CTIOWAL0 9! z SEES&PLAN FOR 0 F4 g w REINFORCEMENT ui cam'+ a AT EA VERT. BAR / 1 I o 0 0 o 0 0 U `J co CLEANOUT AT EA DOWEL II #4 CONT VARIES CONC. SLAB o 3 T_11" 13'_1" 5 11'_7" G 11 _T TYPICAL HORIZON AL -6 PLAN PER FOUNDATION Z i 40.0 23'-2" d REINFORCING 00 W,/ (1) 90# EL DOK Tl y @ EA, VERT. BAR TYP. GRP �'�� ® W PLAN AT PAD pL�pN — W 1 NOTES: E] FILLED CELL W/ #5 VERT. @ 48" O.C. MAX TYPICAL HORIZONTAL ZFL 1_ TERMITE -TREATED FILL TO EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. EXTERIOR CMU WALL AND AS SHOWN IN PLAN; SEE NOTES. 30" LAP SPLICE TYP. REINFORCING �± ,`IO r n '/'!'�y �s' ��/y�JI►>TER PER v e 4" THICK 3,000 PSI CONC. SLAB W! 6x6 - W1.4 xW1.4 WWF ON v OUNDATION SCHEDULE 2. PROVIDE g' GYPSUM @ GARAGE WALLS & CEILINGS. ® INTERIOR BEARING WALL S.O.G. O 3: PROVIDE e" TYPE X GYPSUM @WALLS SEPARATING GARAGE FROM BEDROOM. 6 MIL VAPOR BARRIER ON TREATED COMPACTED SOIL (� +/_pSF MIN. DESIGN PRESSURE (POUNDS PER SQUARE FOOT) \ \ w wlNDows [� CORNER PERPENDICULAR PROPOSED FOUNDATION PLAN 0— ® 0- INTERIOR NON BEARING WALL GARAGE EXTERIOR FOOTING � O SCALE: 1/4" = 1'-0" s B 0 ` rc ° g .9 0 ' of 'a COLUMN SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES C-1 6x6 P.T. SYP. PER DETAIL C-2 (3)2x4 P.T. SYP. PER DETAIL C-3 CONCRETE PER DETAIL SEE DETAIL FOR DIMENSIONS FOUNDATION SCHEDULE MARK W X D x L REINFORCEMENT NOTES F-1 8" X 8" X CONT. ( ) #5 BAR CONT. THICKENED EDGE F-2 12" X 12" X CONT. O #5 BAR CONT. THICKENED EDGE F-3 20" X 18" X CONT. ( ) #5 BAR CONT. BELL FOOTER F-4 20" X 18" X CONT. (3) _# BAR CONT. THICKENED EDGE P-1 32" X 18" X 32" (3) 5 BAR E.W. PAD FOOTER P-2 16" X 18" X 24" (3) #5 BAR E.W. PAD FOOTER TYPICAL FOOTING INTERSECTION DETAIL SCALE: 3/4" = V-0" SCALE: 1/2" = 1'-0" File COpY 1111111111110061 A Jui U ,����`�o° -�CE a 40db LAP < BOT/PIPE ®" STATE 0 40RI P. q FsslMI• LF( 0— W a O U- i q FL. P.E.#61000 J DATE: 06-16-2021 PROVIDE ADDITIONAL SHEET #5 BARS AT THICKENED NOTES: EDGE FOOTING. CAST IN PLACE SLEEVE, 1" MIN. EXTENT FOOTING 12" MIN. GREATER THAN PIPE OR CONDUIT, BELOW PIPE PIPING MORE THAN 3'-0" BELOW FOUNDATION DOES NOT REQUIRE FOOTING PENETRATION DETAIL INTEGRATION WITH FOUNDATION. 4 of 7 SCALE:NTS 21-0058 PERMIT SET i a� AlNOTES: 1. PROVIDE 8" GYPSUM @ GARAGE WALLS & CEILINGS. PROVIDE 5i TYPE X GYPSUM @ WALLS SEPARATING GARAGE FRON PROP SED AMI PL ® BEAMS SCALE: 1/4" = V-0" 'a w o a 8 a 0 a 4 F COLUMN SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES C-1 6X6 P.T. SYP. PER DETAIL C-2 (3)2X4 P.T. SYP. PER DETAIL C-3 CONCRETE PER DETAIL SEE DETAIL FOR DIMENSIONS BEAM/LINTEL SCHEDULE MARK TYPE REINFORCEMENT/CONNECTION NOTES BM-1 8F16 PER DETAIL ALL UNMARKED OPENINGS BM-2 8F24 PER DETAIL BM-3 (3) 2X12 P.T. SYP. #2 PER DETAIL @ BACK PORCH SGD CONNECTOR SCHEDULE TRUSS STRAP UP.MAX(LBS) FASTENERS NOTES MASONRY TYPICAL HETA16 1,810 (9) 10d x 12' NAILS TO TRUSS @TRUSS TO CMU WALL O ONETA16 2,365 (12) 16d x 32" NAILS TO EA. GIRDER @DBL GIRDER © MGT 3,965 (22) 10d x 3" NAILS TO GIRDER & (1) 8" A.B. D&E @DBL GIRDER W/ SET-XP 12" MIN. EMBED. TO CMU (18) 4 x 24' TITEN 2 TO CMU WALL & @ BACK PORCH BEAM C O HUC610 1,795 (8) 16d x 32" NAILS TO BEAM TO CMU WALL (14) 4' x 24' TITEN 2 TO CMU WALL & TYPICAL WOOD BEAM O HUC610 1,345 (6) 16d x 31" NAILS TO BEAM TO CMU WALL WOOD TYPICAL MTS16 1,000 (14) 10d x 32' NAILS @ TRUSS TO BEAMS & WALL (12) 16d x 3Z' NAILS TO POST & (1) 8" A.B. TYPICAL ABU66Z 2,475 TO FOOTERS 6" MIN. EMBEDMENT TYPICAL POST BASE O LCE4 1,955 (14) 16d x 32, NAILS TO BEAM & @ POST CAP CORNER (10) 16d x 3Z' NAILS TO POST INSTALLATION OF LGT2 2,670 (6) 10d TO HEADER & (4) 10d TO JOIST @ DBL GIRDER TO WOOD BEAM @BACK PORCH O PC6Z 1,480 (10) 10d x 3" NAILS TO BEAM & @ POST CAP (8) 10d x 3" NAILS TO POST NOTES: 1. PROVIDE TRUSS CONNECTOR AT ENDS OF ALL TRUSSES. 2, TRUSSES WITH MULTIPLE STRAPS, CONNECTORS SHALL g€ STAGGERED EACH SIDE OF TRUSS TO AVOID SPLITTING MEMBER. 3. TRUSS CONNECTORS AND CLIPS NOTED ON THIS LAYOUT AIRE MODEL NO.'S OF "SIMPSON STRONG -TIE", CONTRACTOR MAY SUBSTITUTE EQUAL STRAPS FROM ANOTHER MANUFACTURER.. 4. TRUSS TO TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 5. PROVIDE TRUSS CONNECTORS IN ACCORDANCE WITH TRUSS LAYOUT FROM TRUSS MANUFACTURER. 6. A.T.R. = ALL THREA DED ROD EPDXY TO CONCRETE. A.4,= ANCHOR BOLT A-307 EMBEDDED 6" MIN, ROOF ZONES SCALE: 1/8" = V-0" ROOF SHEATHING FASTENING SCHEDULE WITH 19/32"PLYWOOD SPACING REQUIRED FOR 8D RING SHANK NAILS HATCH NAIL SPACING NAIL SPACING PATTERN ON EDGES IN FIELD ALLOWABLE PSF ® 6" O.C. 6" O.C. 97 3„ O.C. 6" O.C. 132 ROOF ZONE DESIGN _PRESSURE ULTIMATE DESIGN PRESSURE ALLOWABLE ALL ZONES (+) 41.61 24.97 ZONE 1 - -74.71 -44.83 ZONE 1'(-) - - ZONE 2 - - - ZONE 2'(-) - - ZONE 2e - -103.09 -61.85 ZONE 2n - - - ZONE 2r - -103.09 -61.85 ZONE 3 (-) -103.09 -61.85 ZONE 3'(-) - ZONE 3e ZONE 3r - OVERHANG ZONE ALL ZONES + 41.61 24.97 ZONE 1(-) -98.36 -59.01 ZONE V - _ ZONE 2 (-) ZONE 2'(-) - - ZONE 2e - -126.73 -76.04 ZONE 2n (-) - ZONE 2r - -126.73 -76.04 ZONE 3 -) -155.10 -93.06 ZONE 3' (-) - - ZONE 3e - ZONE 3r - EDGE DISTANCE, a = 5.2 FT VALUES SHOWN FOR E.A. = 10 FT ANICAL VENTILATION CALCULATIONS; ATTIC SPACE: 3,421 SF VENTILATIONREQUIR 3,421 SF/300= 11.41 SF RIDGE VENTILATION REQUIRE SF x 40% = 4.56 SF = SQ. IN. RIDGE VENTILATION PROVIDED: 4 VEN RIDE F CO 6 T. VENT PROVIDES 165 SQ, IN, PER VENT) x 4 VENTS = 660 SQ. IN. > 656.83 SQ. IN. ME NTILATION MENTS SOFFIT VENTILATION REQUI . .41 SF x 60% = 6.85 SF = 986. SOFFIT VENTILATION ED: 5.0 SQ. IN. PER SF 381 SF OF SOFFIT x 5.0 SQ. IN. PER SF = 1,905 SQ. IN. > SQ. IN. MEETS VENTILATION REQUIREMENTS 1 aolry-lcolmly 00 Q W o Q N O N 00 w LL N O N 4 1 4 O W W cs Ylu ti Ld N O LLJ M UQ00 N� Z o In- v CO QLd a a w Z D� CD z az oW J �w mL Qw W z W>z Zcn Ld LL, �W.NOO w T W R�{,sc-c m�NONN Z :5 z m vv Ron _�? C) - W x �U°�waw REVIEWED r'�06 CODE COMPLIO ST. LUCIE C 111� File COPY *a STATE OF U) z Q U) W zz o a LL ryo LLO oQ� W rn U)z a O a_ a 0 O LL Z U LL] Q fn [v� O (i3 0 o 00 0It LU a H O LL p140' FL. P.E.#61000 ' DATE: 06-16-2021 SHEET 5 OF 7 21-0058 PERMIT SET ROOF MATERIALS L PER PRODUCT APPROVALS STRUCTURAL STRAP PER / PER SC EDULEHEATHING SCHEDULE P.E. TRUSSES .. PER PLAN P.E. TRUSSES @ 2,V O.C, MAX, : TRAP PER SCHEDULE GIRDER TRUSS PER FRAMING PLAN - GYPSUM FINISH DS GIRDER - TRUSS Q... MOISTURE BARRIER, STRAP PER NOT SHOWN MOISTURE BARRIER, SCHEDULE BM-3 PER BM-3 PER CONT. (2) 2X4 TOP PLATE NOTSHOWN SCHEDULE SCHEDULE CONT, CMU BOND BEAM SEE SOFFIT DETAIL FOR W/ (2) U-BLOCKS ADDITIONAL INFORMATION W/ #5 CONT. IN EA FULLY GROUTED; TYP ROOF MATERIALS PER PRODUCT APPROVALS STRUCTURAL SHEATHING PER SCHEDULE P.E. TRUSSES PER PLAN N o IN W F u 0 G r z w 0 H Z O w H 0 ' 0 W J 8F24 - 1T/1 B 1#5 TOP U.N.O. 00 EXTERIOR CEILING PER DETAIL GYPSUM FINISH T _ 1 1/2" CLEAR d STRAPPER ~ M N ® a #5 BARS TOP. SCHEDULE MOISTURE BARRIER, # 5 BARS AT BOTT. GROUT fC=3000 P.S.I. MIN. N NOMINAL HEIGHT w a utO, ¢. w o o N CONT. CMU BOND BEAM ¢ W/ (2) U-BLOCKS FILLED / UNFILLED o z 1#5 BOTT U.N.O. N m W/#5 CONT. IN EA LL 4 FULLY GROUTED; TYP. NOMINAL WIDTH ( f 1 PRE -CAST LINTEL PROVIDED d• #5 VERT. @ 48" O.C. MAX. WITH REINFORCEMENT C) GYPSUM FINISH #5 VERT. @IN O. M GYPSUM FINISH NOTE: LINTEL SHALL BE 8F16 - 1 BMT UNLESS CALLED OUT ON PLAN � CENTERED IN WA L & CENTERED IN WALL & HOOKED INTO BEAM AB VE; HOOKED INTO BEAM ABOVE; COLUMN C2 SEE PLAN FOR AD 'L SEE PLAN FOR ADD'L "T REQUIRED LOCATIONS. REQUIRED LOCATIONS. PER SCHEDULE f "'� ]�� F N �H STUCCO FINISH — LINTEL DESIGNATION O W KNOCKOUTS REQUIRED 2 3 W y W 0 Lu SIMPSON HTT4 HOLDDOWN 8" CMU IN RUNNING BOND STUCCO I I �- 8" CMU IN RUNNING BOND o in PER DETAIL PER DETAIL F o W/ (18) 1 Od X 3" NAILS AND s"0 A.B. W/ LADDER TYPE HORIZ. REINF. W/ LADDER TYPE HORIZ. REINF. • W ADD. HORIZ. JOINT REINF. D&E W/ SIMPSON SET ADHESIVE EVERY OTHER COURSE EVERY OTHER COURSE _ Q pp N WI IN. 8" EMBED. _ (EXTEND 2'-0" PAST LINTEL) U r N CONCRETE SLAB #5 DOWELS @ EA VERT. BAR #5 VERT. @ 48" O. MA.. #5 VERT. @ 48" O.C. MAX.; #5 DOWELS @ EA VERT. BAR Z SEE PLAN FORA DLL CATIONS. SEE PLAN FOR ADD'L LOCATIONS. x PER PLAN i W/ 90 DEG. HOOK W/ 90 DEG. HOOK V) < a a 8" MIN BEARING EACH END ( " ¢ U VERTICAL BAR IN FILLED CELL v w °--*�*—•-•— ' CLEANOUT EA. DOWEL CLEANOUT @ EA. DOWEL z Lj e . @ EACH SIDE OF OPENING, FULL Z z e HEIGHT, MATCH SPECIFIED N Z 2 a CONCRETE FOOTER ° n' GONG. SLAB PER GONG. SLAB PER WALL REINFORCING BAR SIZE. � m t WINDOW OR PROVIDE TWO REINFORCED Q w F-3 PER SCHEDULE FOUNDATION PLAN GONG. SLAB PER GONG. SLAB PER FOUNDATION PLAN —J Z FOUNDATION P N FOUNDATION PLAN CONC. SLAB PER CD DOOR OPENING CELLS EACH SIDE OF W � FOUNDATION PLAN L OPENINGS LARGER THAN 7'-0" W > z CLEAR SPAN T .. a a v '•. WIDE. 7 In w 0 • ,'.�' x•--Tz ��x �,! .��k.-•--+ �- .4-1-- :R-+-y? ��x. INTERIOR COLUMN SECTION ' M O M SCALE: 1/2"=1'-0" S4 coNc.FoorERPER I I I MASONRY WALL OPENING DETAIL m o= CONC. FOOTER PE W FOUNDATION PLAN N/ I-�-W� GONG. I--W--I GONG FOOTER PER . e ROOFePPR FOUNDATION PLAN - SCALE: 3/4' - 1'-01, �� 7 O O FOOTER PER .FOUNDATION PLAN _ £ ` Q z PER PRODUCT FOUNDATION PLAN �: m . ..:-�. W 0 U P.E. TRUSSESECTION SECTION PER PLANw SCALE: 1/2" = 1'-0" S4 SCALE: 1/2" = 1'-0" S4 TRUSS ANCHORSPRAY FOAM PER SCHEDULER-20INSULATIOM MASONRY BOND BEAM PLACE METAL LATH OR WIRE SCREEN OVER CORES NISH NOT TO BE FILLED (SHEET METAL AND FELT Q PROHIBITED) E BARRIERSEE SOFFIT DETAIL FORWN VERTICAL REINFORCINGz WADDITIONAL INFORMATION SIDE OF JOINT BAR SIZE SHALL MATCH JAMB REINFORCEMENT 8" WALLS TYP, U.N.OW/ MATCHING DOWELSMU BOND BEAM IN FOUNDATION. SEE (� J W/ (2) U-BLOCKS _TYP. VERT. WALL REINF. OPNG. <= 7'-0" WIDE (1) VERT. BARS EA. SIDE OF OPENING PLAN FOR SIZE AND W/ #5 CONT. IN EA. OPNG. <= 7'-0" WIDE: (2) VERT. BARS EA, SIDE OF OPENING LOCATION FULLY GROUTED; TYP. BAR SIZE SHALL MATCH TYP. WALL REINF. CONTINUOUS REINFORCING AT TOP OF 8" WALLS: #5 BARS HORIZ. JOINT REINF. @ 16" F p #5 VERT. @ 48" O.C. MAX. GYPSUM FINISH WALL FOR DIAPHRAGM CHORD. O.C. STARTING AT FIRST CENTERED IN WALL & AS SHOW ON PLA7 STD. 90°HOOKTYP. �- REINFORCE WITH (2) #5 (U.N.O.) I COURSE ABOVE () HOOKED INTO BEAM ABOVE; (2) LSTA24 STRAPS SEE PLAN FOR ADD'L (TOP & BOT. @ 8" BOND BEAM) @ JACK STUDS EA. END FOUNDATION. LAP SPLICE 6", W U REQUIRED LOCATIONS. NOTE: PROVIDE PRECAST LINTEL OVER OPENINGS STUCCO FINISH g° CMU IN RUNNING BOND PER DETAIL W/ LADDER TYPE HORIZ. REINF. EVERY OTHER COURSE #5 VERT. @ 48' O.C. MAX.; #5 DOWELS @ EA VERT. BAR SEE PLAN FOR ADD'L LOCATIONS. W/ 90 DEG. HOOK a < CLEANOUT @ EA. DOWEL z U ' a0 s GONG. SLAB PER \ / X X / \ TOP OF WALL P.E. TRUSSES USE PREFAB L'S AT WALL (n CONT. (2) 2x4 TOP PL @ 24" O.C. MAX. INTERSECTIONS CORNER BARS STRAP PER SCHEDULE GROUT FILLED CELL STD. 90' K MORTAR ACROSS U) IE WEBS ADJACENT TO SPACE JACKS @ 12" O.C. FILLED CELLS ABOVE AND BELOW OPENING SP4 TOP AND BOTT. ATTACH W/ SP4 TOP AND MASONRY UNITS \ / MTS 12 BOTTOM X 8" WALLS: HEADER PER PLAN p (1) #5 BARS AND SCHEDULE 0_ / \ @ CORNERS STUDS @ 16" O.C. (2) 2x4 JACK STUD W/ 16d FACE SET FIRST COURSE IN U- / \ NAILS @ 12" O.C. MORTAR SIMPSON HTT4 uj F7FULL / \ / \ — HOLDDOWN W/ (18) 1 Od X BEDDING FINISH FLOOR 3" NAILS AND 8" 0 A.B. CLEAN OUT OPENINGS AT GROUT U DRILLED AND EPDXIED W/ (1) 2x4 FULL FILLED CELL LOCATIONS V LENGTH KING STUD i FOUNDATION PLAN " (1) #5 HORIZONTAL @ SIMPSON SET ADHESIVE , FOUNDATION, SEE PLAN STD. 90° PRECAST LINTLES W/MIN. 8" EMBED. q ^' NOTE: u U -, (1) #5 HORIZONTAL ADD 9GA H.J.R.J HOOK / WINDOWS SILLS. P i.e. DUR O WALL TYPICAL PROVIDE MATCHING FTG. PROVIDE ALL CLEAN OUTS ON � /• :',1 @ I I m) UNDER WINDOWS DOWELS FOR ALL VERT. BARS OPPOSITE SIDE OF VIEW, WHERE � ? .'? GONG. FOOTER PER @ LOAD -BEARING WALLS. EXPOSED.OR T �1 NOTE: 1/2" A.B. @ 24' O.C. 'V J FOUNDATION PLAN VERTICAL REINFORCING SHALL BE CONTINUOUS FROM TOP OF FOOTING TO 2" CLEAR OF TOP OF WALL, • W TOP OF FOOTING/SLAB GQpE COMPLIANCE LU W WITH DOWELS FROM FOOTING TO MATCH. PROVIDE 90 HOOK IN BONDBEAM ON ALL VERT. BARS. CONT. 2x4 P.T. BOT PLATE TYPICAL WALL SECTION 4 ST, LUCIE COUNTY � SCALE: 1/2" = 1'4" .ci4 ELEVATION OF A TYPICAL MASONRY WALL TYPICAL INTERIOR BEARING WALL DETAIL TYPICAL MASONRY WALL CONST80100ION °- SCALE: 1/2" = V-0" SCALE: 1/2" = 1'-0" SCALE: 3/4" = 1'-0" fn GO MASONRY WALL It PER WALL SECTION 0 g 41"MIN. w 2 WATERPROOF WALL, ADD BONDING AGENT PER 2x MEMBERS o CK A MANUFACTURERS REQUIREMENTS a `A L TWO COAT STUCCO, FINISH THICKNESS OF z" _ NOTE: (2) SHOWN REFER TO PLAN AND DETAILS a FOR SIZE AND QUANTITY OF BEAM REINF. TYP. 3 (°� �i O ..P.E.TRUSSES ° 21/4"MIN. -vile v0 uai L� d @24"O.C.MAX. ° ° NOTE: (�I��Op�.F�•°v. tqL�.: m CONCRETE SLAB CONSTRUCTION ADHESIVE, APPLY k! mac) �-j,CE F o� PER WALL SECTION j2- IN CROSS HATCH PATTERN TO ALL eP P 7 1 3.5" TALL WEEP SCREED "Z" FLASHING , Y MATING SURFACES." • 00 e W/ DRIP EDGE T&B BARS 00 $ O NAILS TO BE 12d 2 s EXTERIOR GRADE PT PLYWOOD CEMENTITIOUS FINISH SCREWS TO BE #10 STATE OF e SHEATHING; 32/16 SPAN RATING W/ 8d PER MANUFACTURER H ° • .. ' • : I I I RINGSHANK NAILS @ 6" O.C. MAX. RECOMMENDATIONS 12„ O:C �Q°•, •F(� P LAP --I +-+ f— �'��cS •.,...° ° .1►�LFO VIL MI p CONCRETE FOOTER LAP NOTE: CONTROL JOINTS ARE RECOMMENDED @ 30'-0" MAXIMUM. S,r�A E �� PER L-BARS TO MATCH LAP PER 2x6's 2 ROWS 2x10's 3 ROWS �•.� A FL. P.E.#61000 o PER SCHEDULE PER OPTION: STUCCO TO BE s" THICK 2x8's 2 ROWS 2x12's 3 ROWS Kidd �i! < SCHED BEAM REINF. TYP. SCHED SCHED NOTE: NUMBERS INDICATE WIRE MESH W/. 6d X 2" GAL @ 4" O.C. EA. 1/2" PLYWOOD SPACERS (NAIL ON BOTH SIDES FOR MORE THAN 2 PLIES) SEQUENCE OF INSTALLATION OR 2" LONG #6 GALV. SCREWS @.8" O.C. EA. (1) SHOWN DATE : 06-16-2021 STUCCO ON BLOCK DETAIL MASONRY BEAM CORNER DEAILS EXTERIOR CEILING DETAIL SHEET MULITPLE PLY BEAM DETAIL /� B SCALE: 1/2" = 1'-0" SCALE: 1/2 = 1'-0" L l NOTES: SCALE: 3/4" = 1'_0" SCALE: 3/4" = T-O" LAP SCHEDULE BAR LAP #4 2'-0" #5 2'-6" #6 T-6" & 1. PROVIDE CONTROL JOINTS AT 144 SQUARE FEET MAXIMUM, SEE ELEVATION, USE'S/" CONTROL JOINT. y 2. PROVIDE DRIP EDGE OVER DOORS AND CASING BEADS AT THE SIDES OF DOORS AND AROUND WINDOWS. E OF 7 SEAMS AND TAPE VERTICAL SEAMS. m z 3. PROVIDE CASING BEAD WITH WIDE FLANGE AT BOTTOM OF WALL, LAP VAPOR BARRIERS AT HORIZONTAL .off _ 0 4. FOLLOW ASTM 1063 FOR ADDITIONAL INFORMATION. N o 21-0058 PERMIT SET DIAPHRAGM BOUNDAI ( i FIELD NAILING 10d @ 6" O.C., TYP. PLYWOOD PANEL SEE PLAN SOLID P.T. WOOD BLOCKING PRE-ENGINEERED WOOD TRUSSES @ 24" O.C. WOOD BLOCKING AS SHOWN ONLY REQUIRED IN ROOF ZONE 3, TYP. DIAPHRAGM BOUNDARY NAILING 10d @ 6" O.C. k 2X6 SUB -FASCIA BOARD (CONT.) — CONTINUOUS PANEL TYP. JOINT 10d @ 6 O.C. ZONE 1 &2 JOINT 10d @ 3" O.C. ZONE 3 10d NAILS @ 4" O.C. 2x6 SHAPED BLOCKING, EITHER SIDE OF RIDGE PLYWOOD VENT, TYP, SEE ARCH. >i 2x4 (ON EDGE) BLOCKING CUT AND FITTED 12 BETWEEN TRUSSES AT PANEL EDGES SEE TRUSS TOP CHORD 2x P.T. BUCK (TYP.) 2X6 BLOCKING AT RIDGE PLAN W/ LIQUID 1/4" TAPCONS W/ 14 CONTINUOUS PANEL TYP. HIP JOINT 10d @ 6" O.C. ZONE 1&2 JOINT 10d @ 3" O.C. ZONE 3 I PRE-ENGINEERED SECTION A. AT RIDGE GIRDER TRUSS DIAPHRAGM BOUNDARY NAILING 10d @ 6" O.C. PROVIDE PT 4X4 BLOCKING AT ALL RIDGE HIP AND VALLEY LOCATIONS FOR ATTACHMENT OF SHEATHING, TYP. ALL NAILS SHALL BE RING SHANK NAILS OF SIZE INDICATED HIP TYPICAL ROOF SHEATHING FASTENING ATTACHMENTS SCALE: 3/4" = V-0 BEAM PER SCHEDULE 6x6 WOOD COLUMN BELOW W/ LCE4 PER SCHEDULE CORNER INSTALLATION NOTE PROVIDE CONNECTION TO CONCRETE PER MANUF. SPECS OR PER THE FOLLOWING LWN200bR E FLASHINGEMBED. @ 18" O.C. . PER FBC z" MI . MAX. & WITHIN 6" OF FILL GAP W/ BACKER EDGES* (SCREW W/ ROD & SEALANT FOR (3) 3/16" X 3" TAPCONS i SEALANT) CONTINUOUS AIR SEAL 1x P.T. @ 24" O.C. MAX PROVIDE (3) 3/16' X 3" TAPCONS v4" HEADER BUCK 3 WITHIN 6" FROM ENDS @ 24" O.C. MAX PROVIDE • s M 1/4" TAPCONS W/ 1" 3 WITHIN 6" FROM ENDS .. •. • SEE HEADER EMBED. @ 11".O.C. fXT. DETAIL MAX. & WITHIN 4" OF FINISH EDGES* (SCREW W/ S.G.D. • .. SEALANT) DRIP EDGE t�, •, OFILL GAP W / BACKER DOOR SEALANT ROD & SEALANT FOR SEALANT 1x P.T. BUCK S.G.D. DOOR CONTINUOUS AIR SEAL W/ LIQUID FLASHING 1x P.T. DOOR JAMB SEALANT & PER FBC BACKER ROD TYP. HEADER DETAIL TYP. JAMB DETAIL TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE: REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS SILL SIMILAR AT CORNERS AND MEETING RAILS. SHIMS SHALL BE 2' SHORTER THAN DEPTH OF DOOR AND SHALL BE NON WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP S.G.D.>BUCK AT CMU DETAIL QUAL. DOOR BUCK AT CMU DETAIL SCALE: 3/4' = V-0" SCALE: 3/4" = V-10" 2x P.T. BUCK 316" TAPCONS W/ 1�' W/ LIQUID FLASHING EMBED. @ 16" O.C. 3° PER FBC 2" MI . ' MAX. & WITHIN 4" OF FILL GAP W/ BACKER 8" CMU WALL W/. VERT. EDGES* (SCREW W/ ROD & SEALANT FOR REINF, AT JAMBS GROUTED i SEALANT) CONTINUOUS AIR SEAL SOLID - SEE PLANS 114" MAX. -. • SHIM 316" TAPCONS W/ 1�' FRAME WALL PER SECTION &PLAN. - SEE HEADERDETAIL ESH MAX. & WITHIN 4' OF 2x P.T. STUD "TAPCONS @ 8' O.C. • • +: :•;' : y FINISH EDGES* (SCREW W/ INTO NEW CMU WALL ' DRIP EDGE SEALANT) II�I111� 11111111111111111111��- .:Alllllllll OO O CONT: 2X6 PRESSURE TREATED PLATE MSTA 36 W/ (26) 10d'S @ JAMB W/ J' 0 x 3-1/2" J-BOLT @ 16" O.C. OR e 0 x 3-1/2" LOT TAPCONS @ 16" O.C. 'MU WALL PER SECTION &.PLAN VERT. STAGGERED; PROVIDE ONE. SPACING LISTED IS MAX. ALLOWED FASTENER WITHIN 6" FROM THE TOP BEAM PER SCHEDULE & BOTTOM OF JAMB PLATE. WOOD COLUMN CORNER TOP VIEW DETAIL 1 WALL ANCHOR DETAIL GARAGE DOOR JAMB ATTACHMENT SCALE: 3/4" = V-0" S5 SCALE: 3/4" = V-0" PRE-ENGR'D WOOD TRUSSES AT 2'-0" O.C. MAX 2 x 4 SUB -FASCIA 1 x 6 FASCIA { (8) #5 REINF. W/ #3 TIES @ 8" O.C. 17..ATTACHE FURRING TO FASCIA i r USING 12d COMMON NAILS T4 @ 12" O.C. MAX. 24" MAX. bo 1.5" CLR. TYP. TRUSS RETURN OR ^^ 2x4@24"O.C.NAIL EA. END 1.5" CLR.i W/ 3 10d's .. c) 21 1/4" HARDIE SOFFIT W/ 1.5" LONG x 0.083" SHANK X 0.187 HEAD RING SHANK NAIL SPACED @ 8" O.C. COLUMN C-3 DETAIL HARDIE SOFFIT DETAIL SCALE: 3/4" = V-0" SCALE: 3/4" = T-0" N N N 3 N F w m, 0 3 s 41 N 0 DESIGN PRESSURE: 86 PSF 2x4 CONT. W/ 3/16" X 2-3/4" TAPCONS @24"O.C. W Z FILL GAP W./ BACKER WINDOW SEALANT ROD & SEALANT FOR SEALANT 1x P.T. BUCK WINDOW CONTINUOUS AIR SEAL W/ LIQUID FLASHING SEALANT & PER FBC BACKER ROD , TYP. HEADER DETAIL TYP. JAMB DETAIL *NOTE: REFERENCE NOA INSTALLATION ANCHOR LAYOUT OR SPECIFIC ANCHOR LOCATIONS AT CORNERS AND MEETING RAILS. SHIMS SHALL BE 2" SHORTER THAN DEPTH OF WINDOW SILL AND SHALL BE NON WATER -DEGRADABLE OR COMPRESSIBLE. FLASHING SHALL BE PROTECTO WRAP LWN200 OR EQUAL. WINDOW BUCK AT CMU DETAIL SCALE: 3/4" = V-0" TWO©G 3WICM N N N 4 a cs i !� O 3 W O ul ° U U W n W G V)LLI O_ N m U• ~ 00 a N b "a ZoI) u) (n Q, as 4 ZK U aLLJ W W z ma c 6 w i4 W _jz -J c W 5 z 0 Z W (D�wNO10 z J Ol lil N _l0~ LL�m J�iv: n m Z -LLloo�&=x xT �0TWE, Q 0 O LJJ LL 0 Z i LJJ c) REVIEWED Fto ODE CO MPLIAN -- CUN,�Y ST. LUCI LJJ (i CO 0 Nt [n co 0 Ld s� NU LL W yy pp Copy ' a G_ O LL jv &�9 vi ��a�'�pO��\ZCE L O i< STATE 0 E WLFO V LLAMI R �� FL. P.E. 100)) DATE: 06-16-2021 SHEET S5 7 OF 7 21-0058 PERMIT SET