Loading...
275 Sailfish Dr Bldg. 1 COMM22-0030 interior and railing renovation, widen windows permit submittal 2 of 2_1CONCRETE MIX DESIGNS S/S SD MASONRY REINFORCEMENT LAYOUT S/S SD CONCRETE REINFORCING LAYOUT S/S SD MISC STEEL FABRICATIONS S/S SD GENERAL NOTES MASONRY ALL LOAD BEARING WALLS AND EXTERIOR WALLS SHALL BE COMPOSED OF ASTM C90 HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270 TYPE "S" MORTAR. GROUT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C476 AND HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. LAPPED BARS SHALL BE SECURED WITH WIRE TIES OR OTHER MEANS TO ENSURE THAT THE BAR IS NOT DISPLACED DURING GROUT PLACEMENT OUTSIDE THE TOLERANCES ESTABLISHED BY ACI 530. LAP BARS WITH THE FOLLOWING MINIMUM LENGTH. BAR BARS CTR'D BARS CTR'D BAR SIZE EA FACE 8" CMU 12" CMU #3 16" 16" 16" #4 26" 21" 21" #5 40" 26" 26" #6 54" 43" 40" #7 63" 60" 46" GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16" OC VERTICALLY, UON. IN ADDITION, INSTALL JOINT REINFORCING IN THE FIRST TWO MORTAR JOINTS ABOVE & BELOW OPENINGS, EXTENDING AT LEAST 24 INCHES BEYOND THE OPENING. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN PARAPETS AND FREE STANDING WALLS & 8" OC VERTICALLY. LAP JOINT REINFORCEMENT 6" MINIMUM. HORIZONTAL REINFORCING SHALL CONSIST OF AT LEAST TWO W1.7 WIRES OR GREATER. ALL PRECAST OR POURED LINTELS SHALL BE REINFORCED WITH TWO #4 TOP & BOTTOM WITH #3 TIES @ 12" AS A MINIMUM AND HAVE A MINIMUM MASONRY END BEARING OF 8". BOND/TIE BEAM REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONTROL JOINTS. 16" U-BLOCK OR BOND BEAM SHALL CONSIST OF TWO 8" KNOCK-OUT BLOCKS. BARS SPECIFIED TO BE EA FACE SHALL BE HELD IN PLACE WITH SPACERS AND SHALL BE LOCATED 2 3/8" FROM EA FACE TO THE CENTER OF THE BAR. MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH TMS 402 QUALITY ASSURANCE LEVEL 2. DESIGN CRITERIA SOIL BEARING (ASSUMED MAXIMUM) STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISE NOTED (UON) MATERIALS SHALL BE AS FOLLOWS: COMPRESSIVE STRENGTH CONCRETE MASONRY (DESIGN PER CURRENT EDITION ACI 530) DESIGN PER 2020 FLORIDA BUILDING CODE, UNLESS OTHERWISE NOTED. ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE DRAWINGS TO BE WELDED SHALL BE ASTM A706 AND WELDING SHALL BE IN ACCORDANCE WITH AWS D1.4. F'M= 1900 PSI 2000 PSF 129 MPH 100 MPH 28 FT II C ENCLOSED ± 0.18 0.85 PER CODE ROOF ASTM A1064 2" FROM TOP WIRE SPACING PLUS 6"WELDED WIRE FABRIC LIVE LOADS: WIND LOADS: ULTIMATE WIND SPEED: (ASCE 7-16) NOMINAL WIND SPEED MEAN ROOF HEIGHT RISK CATEGORY WIND EXPOSURE ENCLOSURE CLASSIFICATION INTERNAL PRESSURE COEFFICIENT DIRECTIONALITY FACTOR (Kd) SHAPE FACTORS W-SHAPES OTHER SHAPES & PLATES HSS SQUARE & RECTANGULAR SHAPES HSS ROUND SHAPES STEEL PIPES WELDING ELECTRODES HIGH-STRENGTH BOLTS ANCHOR RODS WELDED STUDS DEFORMED BARS WELDABLE BARS PAINT & PROTECTION GROUT - NONMETALLIC, SHRINKAGE-RESISTANT ASTM 992, Fy=50 KSI ASTM A36, Fy=36 KSI ASTM A500 GRADE B, Fy=46 KSI ASTM A500 GRADE B, Fy=42 KSI ASTM A53 GRADE B, Fy=35 KSI AWS A5.1 OR A5.5 SERIES E70 3/4Ø ASTM A325 GRADE 36 ASTM F1554 ASTM A108 ASTM A496 ASTM A706 SSPC PAINT 25 ASTM C1107 ROOFS AND CANOPIES (REDUCIBLE) 15 PSF DEAD LOADS (SUPER IMPOSED): CONCRETE (DESIGN PER CURRENT EDITION ACI 318): F'C= 3000 PSI CONCRETE WELDED WIRE FABRIC FOOTINGS SLABS ON GRADE FOUNDATION IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. THE BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW THE TOP OF FINISH GRADE. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF ONE (1) VERTICAL TO TWO (2) HORIZONTAL. 3" REINFORCING BARS 60 BAR DIAMETERS CONCRETE UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS: ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING THE PLACING OF THE CONCRETE. UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE NOTED. DOWELS FROM FOUNDATIONS OR SLABS TO WALLS SHALL MATCH WALL REINFORCING, UNLESS OTHERWISE NOTED. DOWELS SHALL BE PLACED BEFORE CONCRETE IS POURED. THEY SHALL NOT BE PUSHED INTO THE CONCRETE. 20 PSF RAIN LOAD 30 PSF RAIN LOADS: RAIN INTENSITY 4.25 IN/HR ADHESIVE ANCHORING (EPOXY): • ADHESIVE ANCHORING FOR CONCRETE SHALL BE HILTI RE-500 V3 CARTRIDGE SYSTEM, SIMPSON STRONG-TIE SET-3G, DEWALT PURE 110+ (OR EQUIVLANT ACRYLIC AC200+, HY 200, OR ATXP) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'S RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT WHERE PERMITTED WHEN USING A DUST EXTRACTION SYSTEM IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS). • ADHESIVE ANCHORING FOR MASONRY SHALL BE HILTI HIT-HY 70 OR HY 270 CARTRIDGE SYSTEM, SIMPSON STRONG-TIE SET-XP, DEWALT AC100+ OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR JOINT. CLEAN HOLE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS. • GENERAL - ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 355.4. INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY, WHICH SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER IN ACCORDANCE WITH ACI318 AND CONTINUOUSLY INSPECTED PER ACI318. PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. • CAPACITIES - UON, DESIGN BOND STRENGTH OF ANCHORS HAVE BEEN BASED ON CRACKED CONCRETE, ACI 355.4 TEMPERATURE CATEGORY B, AND INSTALLATIONS INTO DRY HOLES DRILLED WITH A ROTARY IMPACT DRILL OR ROCK DRILL INTO CONCRETE THAT HAS CURED AT LEAST 21 DAYS AND HAS A CONCRETE TEMPERATURE OF AT LEAST 50 DEGREES F AT TIME OF ANCHOR INSTALLATION. SUPPLEMENTARY NOTES PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF ITS EMPLOYEES SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERING FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE INTERNATIONAL BUILDING CODE. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH FABRICATION AND CONSTRUCTION. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT. FASTENERS EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2, DEWALT POWER-STUD+ SD1 OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER, UON. CLEAN HOLE AND INSTALL IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD, DEWALT SCREW-BOLT+ OR APPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE BOLT DIAMETER, UON. CLEAN HOLE AND INSTALL IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSON STRONG- TIE PDPA, DEWALT CSI PIN OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU, UON. DO NOT PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE STRUCTURAL STEEL. SPECIFICATIONS CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF "SPECIFICATIONS FOR MASONRY STRUCTURES - ACI 530.1/ASCE 6" (LATEST EDITION), EXCEPT AS MODIFIED BY REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM MASONRY TESTING. ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING CODE", EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". GALVANIZING: CONFORM TO ASTM STANDARDS A 123, A 386, AND A 153 AS APPLICABLE WHEREVER SURFACES ARE INDICATED OR SPECIFIED TO BE GALVANIZED. GALVANIZE AFTER FABRICATION UNLESS OTHERWISE INDICATED OR SPECIFIED. REPAIR ALL GALVANIZED COATINGS THAT BECOME DAMAGED IN HANDLING, TRANSPORTING, WELDING, OR BOLTING. MAKE THE REPAIRS BY APPLICATION OF A GALVANIZING REPAIR PAINT CONFORMING TO ASTM A 780. CLEAN ALL AREAS THAT ARE TO BE REPAIRED; REMOVE SLAG FROM WELDS. APPLY REPAIR PAINT TO COLD SURFACES. A GEOTECHNICAL ENGINEER SHALL BE EMPLOYED TO CONFIRM BEARING PRESSURE STATED PRIOR TO CONSTRUCTION. THE ENGINEER SHALL DEVELOP & ENSURE IMPLEMENTATION OF A SITE PREPARATION PROGRAM AS HE DEEMS NECESSARY TO ACHIEVE THE STATED BEARING PRESSURE. FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN COMPLIANCE WITH APPLICABLE REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE INFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUST REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE ARCHITECT. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP SHALL BE RETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT DOCUMENTS SHALL BE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP DRAWINGS AND CLOUDED ON THE SHOP DRAWINGS. SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS: (S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW ONLY) COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER ENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. THE CONTRACTOR SHALL SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL. SCOPE OF WORK: THE SCOPE OF WORK IS TO ENLARGE THE EXISTING 1ST FLOOR AND 2ND FLOOR WINDOWS AND PROVIDE INTERIOR MODIFICATIONS TO THE STAIR STEEL ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON. MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS EVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURAL DRAWINGS. ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF: 3/16 2-12 3/16 2-12 N GENERAL SYMBOLS PLAN, SECTION OR DETAIL NO SHEET NUMBER KEYED NOTE TO PLAN NORTH ARROW 1 S STRUCTURAL ABBREVIATIONS 1 GA GALV GB GC GT HGT HORIZ HSA HT IF INFO INT JNT JST LB LG LLH LLV LSH LSV MANUF MAT'L MAX MECH MIN MISC NIC NO NS NTS OC OD OF O/O OPNG OPP PEMB PERP PL PNL PREFAB PSF PSI PT QTY R OR RAD RD REF REINF REQ REQ'D RET REV GAGE GALVANIZED GRADE BEAM GENERAL CONTRACTOR GIRDER TRUSS HEIGHT HORIZONTAL HEADED STUD ANCHOR HIP TRUSS INSIDE FACE INFORMATION INTERIOR JOINT JOIST POUND LONG LONG LEG HORIZONTAL LONG LEG VERTICAL LONG SIDE HORIZONTAL LONG SIDE VERTICAL MANUFACTURER MATERIAL MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NOT IN CONTRACT NUMBER NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OUT TO OUT OPENING OPPOSITE PRE-ENGINEERED METAL BUILDING PERPENDICULAR PLATE PANEL PREFABRICATED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH POST TENSIONED QUANTITY RADIUS ROUND REFERENCE REINFORCE(MENT) REQUIRE REQUIRED RETAINING REVISION # Ø □ & @ ALUM AR ARCH ASSY B/ BETWN BLDG BM BOT BPL BRG C TO C CANT CJ CL CLR CMU COL CONC CONN CONST CONT CONTR CTR CTRD DBA DEFL DET DIA DIAG DIFF DIM DO DWG EA EF EJ EL ELEC ELEV ENGR EOR EQ EQUIP EXIST EXP EXT EW FB FD FDN FF FLR FS FTG NUMBER OR POUND ROUND OR DIAMETER SQUARE AND AT ALUMINUM ANCHOR ROD ARCHITECTURE ASSEMBLY BOTTOM OF BETWEEN BUILDING BEAM BOTTOM BASE PLATE BEARING CENTER TO CENTER CANTILEVER CONSTRUCTION JOINT CENTER LINE CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTION CENTER CENTERED DEFORMED BAR ANCHOR DEFLECTION DETAIL DIAMETER DIAGONAL DIFFERENT DIMENSION DITTO DRAWING EACH EACH FACE EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR ENGINEER ENGINEER OF RECORD EQUAL EQUIPMENT EXISTING EXPANSION EXTERIOR EACH WAY FLAT BAR FLOOR DRAIN FOUNDATION FINISH FLOOR FLOOR FAR SIDE FOOTING SCHED SECT SIM SOG SPA SPEC SQ STD STIFF STL STR STRUCT SYM T&B T/ T/U PANEL TE THK THRD TRANSV TS TYP UON VER VERT w/ w/O WP WS WWF SCHEDULE SECTION SIMILAR SLAB ON GRADE SPACE SPECIFICATION SQUARE STANDARD STIFFENER STEEL STRAIGHT STRUCTURAL SYMMETRICAL TOP & BOTTOM TOP OF TILT-UP PANEL THICKENED EDGE THICK THREADED TRANSVERSE THICKENED SLAB TYPICAL UNLESS OTHERWISE NOTED VERIFY VERTICAL WITH WITHOUT WORK POINT WATERSTOP WELDED WIRE FABRIC FOUNDATION TYPE REVISION NUMBER FOOTING STEP 1 5 5 5 5 4 4 WALLS (GENERIC BUILDING SHOWN) .6h .6h .6h h .6h 5P5P 4P 5P 4P 5P 1'1 212 3 3 2 0.6h 3 3 0.6h0.2h 0.6h0.6h2 ROOF PLAN (GENERIC BUILDING SHOWN) .6h .6h 2O 3O3O 2O 2O COMPONENT & CLADDING DESIGN NEGATIVE ZONE 1 AREA ROOF SURFACE PRESSURES WIND PRESSURES (PSF) NEGATIVE ZONE 5 NEGATIVE ZONE 4 AREA WALL SURFACE PRESSURES POSITIVE ZONE 4 & 5 OVERHANG ZONE 2 OVERHANG ZONE 3 OVERHANG ZONE 1 & 1' 10 SF 90.1 90.1 -53.2 -60.8 ZONE 2: -51.5 -29.6 -68.0 -68.0 16.0 29.6 -46.6 -63.0 -63.0 10 SF 20 SF 50 SF 100 SF 200 SF 350 SF 500 SF 1000 SF PARAPET SURFACE PRESSURES 20 SF 50 SF 100 SF 200 SF 500 SF ZONE 3: INTERIOR ZONE: CORNER ZONE: 10 SF -32.1 -39.5 29.6 100 SF 200 SF 500 SF NOTES: 1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE. 2) POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING. 3) SEE DIAGRAMS FOR LOCATION OF ZONES. 4) PRESSURES SHOWN ARE ULTIMATE PRESSURES, MULTIPLY VALUES BY 0.6 FOR NOMINAL PRESSURES. a=8.80 FT -48.1 -29.6 -63.6 -63.6 16.0 28.3 -45.8 -57.2 -57.2 -43.6 -29.6 -57.8 -57.8 16.0 26.6 -44.7 -49.5 -49.5 -40.2 -29.6 -53.5 -53.5 16.0 25.2 -43.9 -43.7 -43.7 -36.8 -25.5 -49.1 -49.1 16.0 23.9 -36.8 -37.9 -37.9 -34.1 -22.1 -45.6 -45.6 16.0 22.9 -31.1 -33.1 -33.1 -32.3 -20.0 -43.3 -43.3 16.0 22.2 -27.4 -30.2 -30.2 -32.3 -16.0 -43.3 -43.3 16.0 20.9 -27.4 -30.2 -30.2 84.3 84.3 -50.5 -56.8 76.5 76.5 -47.0 -51.4 70.7 70.7 -44.3 -47.4 64.9 64.9 -41.6 -43.4 57.2 57.2 -38.0 -38.0 -27.7 -30.8 25.2 -26.4 -28.1 23.9 -24.7 -24.7 22.2 CASE A CASE B POSITIVE ZONE 1 & 1'T/PARAPETT/R O O F NEGATIVE ZONE 1' NEGATIVE ZONE 2 NEGATIVE ZONE 3 POSITIVE ZONES 2 & 3 SOLID PARAPET PRESSURE now NO.DATE COMMENT ISSUE DATES SCALE:PROJECT No: CHECKED BY: DRAWING No: DRAWING BY:DESIGNED BY: EOR: PE# AS NOTED DATE:© 2019 THIS DRAWING IS THE INSTRUMENT OF SERVICE AND PROPERTY OF MCVEIGH & MANGUM ENGINEERING, INC. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED, ANY USE OR REPRODUCTION WITHOUT THE EXPRESSED WRITTEN PERMISSION OF THIS CORPORATION IS PROHIBITEDTO THE BEST OF THE ENGINEERS KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES FOR THIS PART OF THE WORK IN ACCORDANCE WITH THE APPLICABLE FLORIDA STATUTES. 9133 R.G. Skinner Parkway Jacksonville, Florida 32256 Ph: (904) 483-5200 email: mail@McVeighMangum.com www.McVeighMangum.com CA 6330 Eng. of Record:License No.: E N G I N E E R I N G · I N C Autodesk Docs://211062 275 Sailfish Dr E/211062 275 Sailfish Dr E_STRU_R22.rvt6/24/2022 4:05:03 PM85369Cody Frazier S001 211062 06.24.2022 Atlantic Beach, FL 32233, USA 275 Sail Fish Drive DESIGN CRITERIA & GENERAL NOTES CF CF MME Permit Set 85369Cody Frazier SCALE: NTSS001 2 WIND PRESSURE DIAGRAMS This item has been electronically signed and sealed by Cody Frazier, PE on 2/22/2021 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. This item has beenelectronicallysigned and sealedby Cody Frazier,PE on the dateadjacent to the sealusing a digitalsignature. Printed copies ofthis document arenot consideredsigned and sealedand the signaturemust be verified onany electroniccopies. 2022.06.24 17:11:16-04'00' COMM22-0030 By Dan Arlington at 11:21 am, Aug 13, 2022 VERIFY IN FIELD ±122'-2"VERIFY IN FIELD±37'-1 1/2"UNIT 263 UNIT 265 UNIT 267 UNIT 269 UNIT 271 UNIT 273 UNIT 275 EXISTING CANOPY SUPPORT. SOME HAVE RUSTED THROUGH, SEE NOTE 5 3 S101 ____TYP @ POST EXISTING OPENING TO BE WIDENED, TYPICAL FRONT OF BUILDING. MAX WIDTH OF 6'-0". SEE 4/S101 AND 5/S101 FOR MORE INFO SLAB CUT AS REQ'D FOR INSTALLATION OF NEW FTG, TYPHSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4TYP 3'-10"10'-9" TYP9'-0" TYPHSS4x4x1/4F3.5 WF2.0 WF2.0 F3.5 F3.5 F3.5 F3.5 F3.5 F3.5F3.5 F3.5 F3.5 F3.5F3.5 UNIT 261 F3.5F3.5 F3.5 F3.5HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4HSS4x4x1/4FOUNDATION PLAN NOTES: 1) FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S001. 2) ELEVATIONS ARE BASED ON DATUM EL 100'-0". SEE CIVIL DRAWINGS FOR ACTUAL ELEVATIONS. 3) FOR ELEVATIONS, WALL SECTIONS AND DIMENSIONS, SEE ARCHITECTURAL. 4) DENOTES EXISTING 8" CMU WALL. CONTRACTOR TO FIELD VERIFY. 5) AT PATIOS AND CANOPY SUPPORTS WHERE IRON POSTS HAVE RUSTED THROUGH, PROVIDE CONCRETE BASE PER DETAIL 2/S101. SHEET S001 2/S101 4" MIN FROM HIGHEST POINT OF RUST EXISTING IRON SUPPORT FOR CANOPY RUSTED THROUGH. CONTRACTOR TO FIELD VERIFY EXACT LOCATIONS TYP 4" MIN 1/4" DIA PIN BOTH DIRECTIONS THROUGH EXISTING IRON POST #3 HK BAR AT EACH CORNER, DRILL & EPOXY INTO EXISTING CONCRETE SLAB PER GENERAL NOTES CL COL & FTG EXIST CONC SLAB, TYP #3x12" EPOXIED SMOOTH DOWEL @ 18"OC, TYP CTR'D IN EXIST SLAB COLUMN, SEE PLAN (4) 3/4" Ø ANCHOR RODS W/ 9" EMBED. SPACE 6" APART WITH 2" EDGE DISTANCE, SEE GEN. NOTES 1'-0"6" FTG, SEE PLAN 2"RECESS4"BASE PL1/2"x10"x10" FILL IN RECESS WITH 3000 PSI CONC WINDOW OR DOOR OPENING SEE ARCH NOTES: 1) SEE ARCH FOR OPENING DIMENSIONS. 2) HIGH LIFT GROUTING MUST BE USED WHEN FILLING CELLS. PROVIDE KNOCKOUT AT BOTTOM OF WALL TO ENSURE PROPER FILLING OF CELLS. KNOCKOUT FACE SHELL AND ADD FULL HEIGHT REINF AS REQUIRED. PROVIDE SPACERS TO HOLD IN PLACE. THEN FILL SOLID w/ GROUT. (1) #5 FULL HEIGHT, GROUT CELL FULL ADD (1) #5 FULL HEIGHT WHEN THE OPENING EXCEEDS 5'-4" ADD (1) #5 FULL HEIGHT WHEN THE OPENING EXCEEDS 10'-0" NOTE: REINFORCING SHALL EXTEND TO WITHIN 16" OF ROOF DECK AND EXTEND BELOW TO AT LEAST 2ND FLOOR ELEVATION 5/8"Ø EPOXIED THREADED ROD AT EACH SIDE OF OPENING AND AT 24" OC w/ MIN 6" EMBED, FILL CELLS (2) COURSES DEEP @ ANCHOR L8x6x7/16 (LLV) w/ 4" BEARING ON EACH SIDE OF OPENING. SEE DETAIL 1/S2.1 FOR GROUTING OF CELLS AROUND NEW OPENING INSTALLATION PROCEDURE IS AS FOLLOWS: PRIOR TO REMOVAL OF ENTIRE BLOCKOUT FOR NEW OPENING, VERTICALLY SAWCUT AT OPENING EDGES KNOCKOUT REQUIRED BLOCK FACES AND PROVIDE GROUT AS REQUIRED ABOVE. NEXT, PROVIDE HORIZONTAL SAWCUT AND INSTALL LINTEL ASSEMBLY PER DETAIL. REMOVE REMAINDER OF NEW BLOCKOUT WHEN INSTALLATION OF OPENING REINFORCEMENT IS COMPLETE. INTERIOR EXTERIOR 5"4/S101 3"now NO. DATE COMMENT ISSUE DATES SCALE:PROJECT No: CHECKED BY: DRAWING No: DRAWING BY:DESIGNED BY: EOR: PE# AS NOTED DATE:© 2019 THIS DRAWING IS THE INSTRUMENT OF SERVICE AND PROPERTY OF MCVEIGH & MANGUM ENGINEERING, INC. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED, ANY USE OR REPRODUCTION WITHOUT THE EXPRESSED WRITTEN PERMISSION OF THIS CORPORATION IS PROHIBITEDTO THE BEST OF THE ENGINEERS KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES FOR THIS PART OF THE WORK IN ACCORDANCE WITH THE APPLICABLE FLORIDA STATUTES. 9133 R.G. Skinner Parkway Jacksonville, Florida 32256 Ph: (904) 483-5200 email: mail@McVeighMangum.com www.McVeighMangum.com CA 6330 Eng. of Record:License No.: E N G I N E E R I N G · I N C Autodesk Docs://211062 275 Sailfish Dr E/211062 275 Sailfish Dr E_STRU_R22.rvt6/24/2022 4:05:03 PM85369Cody Frazier S101 211062 06.24.2022 Atlantic Beach, FL 32233, USA 275 Sail Fish Drive FOUNDATION PLAN CF CF MME Permit Set 85369Cody Frazier SCALE: 3/16" = 1'-0"S101 1 FOUNDATION PLAN SCALE: NTSS101 2 SECTION @ CANOPY SUPPORT SCALE: NTSS101 3 COLUMN FOOTING @ EXISTING SLAB SCALE: NTSS101 4 JAMBS @ NEW CMU OPENING SCALE: NTSS101 5 SECTION OF NEW LINTEL FOOTING SCHEDULE TYPE LENGTH WIDTH THICKNESS BOTTOM REINF (LONG WAY) BOTTOM REINF (SHORT WAY) TOP REINF (LONG WAY) TOP REINF (SHORT WAY)REMARKS F3.5 3'-6" 3'-6" 1'-4" 3-#5 3-#5 This item has been electronically signed and sealed by Cody Frazier, PE on 2/22/2021 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. This item has beenelectronicallysigned and sealedby Cody Frazier,PE on the dateadjacent to the sealusing a digitalsignature. Printed copies ofthis document arenot consideredsigned and sealedand the signaturemust be verified onany electroniccopies.2022.06.24 17:11:21-04'00' COMM22-0030 NEW OPENING IN EXISTING 8" CMU WALL. SEE 4/S101 AND 5/S101 FOR JAMB INFO, TYPICAL VERIFY IN FIELD ±122'-2"VERIFY IN FIELD±37'-1 1/2"EXISTING PATIO ROOF FRAMING EXISTING CANOPY OVER FRONT DOOR, TYPW8x40EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK EXISTING 4" HC PLANK TYP. @ BEAM CLTYP EA UNIT, SEE NOTE 5AS REQ'D (4'-0" MAX),10'-9"3'-4"10'-0", SEE NOTE 57'-0"INFILL CONC PER NOTE 6 NEW STAIR OPENING 5 S102 ____TYP 3 S102 ____ UNIT 261 UNIT 263 UNIT 265 UNIT 267 UNIT 269 UNIT 271 UNIT 273 UNIT 275 FLOOR FRAMING PLAN NOTES: 1) CONTRACTOR TO FIELD VERIFY EXISTING ELEVATIONS AND CONDITIONS PRIOR TO START OF WORK. 2) TOP OF EXISTING WINDOW ELEVATION TO BE CONSTANT AND NEW WINDOW OPENING SHALL LOWER EXISTING SILL, SEE 2/S102. 3) DENOTES NEW WINDOW OPENING. 4) AT EXISTING PLUMBING CLOSET, INFILL HOLLOWCORE PLANK OPENING WITH 4" CONCRETE SLAB (MAX OPENING WIDTH OF 12" - CONTRACTOR TO FIELD VERIFY AND NOTIFY EOR IF OPENING IS WIDER). PROVIDE #3x12" @ 18" OC CENTERED IN PLANK. DRILL @ EPOXY PER GENERAL NOTES. FILL BACK WITH 4000 PSI CONCRETE. EXISTING SURFACE TO BE ROUGHENED AND BE SATURATED SURFACE DRY PRIOR TO FILLING WITH CONCRETE. 5) OPENING DIMENSION TO BE INCREASED AS REQUIRED IN ORDER TO CUT A FULL PLANK. VERIFY IN FIELD. CANTILEVERED END OF BEAM TO EXTEND TO FINAL OPENING DIMENSION. SEE 4/S102. 6) INFILL PARTIAL EXISTING STAIR OPENING WITH 4" MIN (3000 PSI) CONCRETE WITH #4@12" OC EW, BOT. DRILL AND EPOXY INTO EXISTING PLANK PER NOTE 4. 2/S102 4/S102 BENT PLATE, SEE 3/S102 REINF PER, 2/S102 2-#5 CONT KNOCKOUT BLOCK w/ #5 EF DRILL & EPOXY PER GENERAL NOTES, 1-#5 @ 48" OC MAX SEE INSTALLATION SEQUENCE FOR INFORMATION BRG 8" INSTALLATION PROCEDURE IS AS FOLLOWS: 1) PRIOR TO REMOVAL OF ENTIRE BLOCKOUT FOR NEW OPENING, SEE 3/S102. 2) CUT OPENING 8" BELOW FINAL HEIGHT FOR INSTALLATION OF NEW SILL. 3) INSTALL VERTICAL REINFORCING IN SILL. 4) INSTALL HORIZONTAL REINFORCING IN SILL AND GROUT. 4/S101 5/S101 5/S101 3/16 3/16TYP PL 3/4x5 3/4"x0'-11" LG w/ (4) 3/4"Ø BOLTS 3/8" STIFFENER PL EA SIDE 3/16 COL, SEE PLAN SEE PLAN BEAM TO EXTEND TO END OF INDIVIDUAL HC PLANK END OF PLANK, VERIFY IN FIELD STEEL BEAM, TIGHT TO FIT TO UNDERSIDE OF EXISTING PLANK, SEE PLAN END BEARING OF PLANK TO BE FULLY GROUTED. CONTRACTOR TO FIELD VERIFY _ EXIST. HOLLOW CORE SLAB, SEE PLAN T/SLAB EL, SEE PLAN NOTE: 1) SEE 4/S102 FOR BEAM TO COLUMN CONNECTON EXISTING CMU WALL, SEE PLAN L6x4x3/8" LLV w/ (4) 1/2" DIAM THREADED ROD @ 8" SPACING OC, 6" END SPACING. DRILL & EPOXY PER GEN. NOTES CUT EXISTING HC PLANK TO CL OF BEAM. END BEARING OF PLANK TO BE FULLY GROUTED EXISTING HC PLANK, SEE PLAN CONC SLAB, SEE PLAN STEEL BEAM, SEE PLAN 2" FROM TOP3/4" HEADED STUD @ 12"OC (MAX 3" HEIGHT) now NO. DATE COMMENT ISSUE DATES SCALE:PROJECT No: CHECKED BY: DRAWING No: DRAWING BY:DESIGNED BY: EOR: PE# AS NOTED DATE:© 2019 THIS DRAWING IS THE INSTRUMENT OF SERVICE AND PROPERTY OF MCVEIGH & MANGUM ENGINEERING, INC. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED, ANY USE OR REPRODUCTION WITHOUT THE EXPRESSED WRITTEN PERMISSION OF THIS CORPORATION IS PROHIBITEDTO THE BEST OF THE ENGINEERS KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES FOR THIS PART OF THE WORK IN ACCORDANCE WITH THE APPLICABLE FLORIDA STATUTES. 9133 R.G. Skinner Parkway Jacksonville, Florida 32256 Ph: (904) 483-5200 email: mail@McVeighMangum.com www.McVeighMangum.com CA 6330 Eng. of Record:License No.: E N G I N E E R I N G · I N C Autodesk Docs://211062 275 Sailfish Dr E/211062 275 Sailfish Dr E_STRU_R22.rvt6/24/2022 4:05:03 PM85369Cody Frazier S102 211062 06.24.2022 Atlantic Beach, FL 32233, USA 275 Sail Fish Drive 2ND FLOOR PLAN CF CF MME Permit Set 85369Cody Frazier SCALE: 3/16" = 1'-0"S102 1 2ND FLOOR PLAN SCALE: NTSS102 2 NEW SILL DETAIL SCALE: NTSS102 4 BEAM OVER COLUMN SCALE: NTSS102 3 SECTION AT BEAM SCALE: NTSS102 5 CONCRETE INFILL & STAIR LEDGER This item has been electronically signed and sealed by Cody Frazier, PE on 2/22/2021 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. This item has beenelectronicallysigned and sealedby Cody Frazier,PE on the dateadjacent to the sealusing a digitalsignature. Printed copies ofthis document arenot consideredsigned and sealedand the signaturemust be verified onany electroniccopies.2022.06.24 17:11:26-04'00' COMM22-0030