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MISCF7 I ANE0L1S
<br />1. THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS
<br />HAVE BEEN MADE AND ALL CONCRETE HAS REACHED ITS MINIMUM
<br />DESIGN STRENGTH, AS SHOWN IN THE STRUCTURAL DOCUMENTS.
<br />2. THE STRUCTURAL DOCUMENTS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION.
<br />THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS,
<br />METHODS, PROCEDURES, TECHNIQUES AND SEQUENCES.
<br />3. CONTRACTOR TO SUPPORT, BRACE AND SECURE EXISTING STRUCTURE AS
<br />REQUIRED. CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF
<br />THE BUILDING DURING CONSTRUCTION.
<br />4. APPLICABLE BUILDING CODE: FLORIDA BUILDING CODE 6TH EDITION (2017).
<br />5. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE
<br />FLORIDA BUILDING CODE 6TH EDITION (2017).
<br />6. DESIGN GRAVITY LOADS:
<br />AREA SUPERIMPOSED LIVE LOAD (FBC, TABLE 1607.1)
<br />ROOF 20 PSF
<br />FLOOR 100 PSF (SLAB -ON -GROUND)
<br />STEEL CANOPY 20 PSF
<br />AREA DEAD LOAD
<br />ROOF 20 PSF
<br />7. ULTIMATE DESIGN WIND SPEED = 137 MPH (FBC, FIGURE 1609.3.1)
<br />ASD NOMINAL DESIGN WIND SPEED = 106 MPH (FBC, TABLE 1609.3.1)
<br />RISK CATEGORY II (FBC, TABLE 1604.5)
<br />REFER TO 1/SO.1 FOR WIND PRESSURES AND MORE INFO.
<br />8. SEISMIC DESIGN: N/A
<br />9. SNOW DESIGN: N/A
<br />10, FLOOD DESIGN: N/A
<br />11. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE
<br />ARCHITECTURAL DRAWINGS. DO NOT SCALE DRAWINGS.
<br />12. CONTACT ENGINEER WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON
<br />DRAWINGS.
<br />MAIMIAL ANID�SHOP DRAIMING SUBMITTALS
<br />1. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED
<br />"APPROVED" PRIOR TO SUBMITTING TO THE ARCHITECT. NON -CONFORMING
<br />SUBMITTALS WILL BE RETURNED WITHOUT REVIEW.
<br />2. SUBMIT SHOP DRAWINGS AS REQUIRED HEREIN IN DIGITAL PDF FORMAT
<br />WITH A HIGH -RESOLUTION. ALLOW FOR TWO WEEKS REVIEW
<br />TIME AFTER RECEIPT OF SUBMITTALS BY THIS FIRM. ALL SUBMITTALS
<br />SHALL BE SIGNED/SEALED BY THE SPECIALTY OR DELEGATED ENGINEER,
<br />AS NOTED BELOW. REFER TO THE SPECIFIC SECTION ON THIS SHEET FOR
<br />MORE INFORMATION REGARDING THE SHOP DRAWING SUBMITTAL.
<br />a) STRUCTURAL STEEL
<br />b) CONCRETE MIX DESIGN
<br />c) CONCRETE REINFORCING STEEL
<br />d) MASONRY REINFORCING STEEL
<br />e) PRECAST CONCRETE MASONRY
<br />f) STEEL JOISTS AND GIRDERS
<br />g) METAL DECK
<br />h) COLD -FORMED METAL FRAMING DATA
<br />3. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR
<br />ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE
<br />ENGINEER'S REVIEW THEREOF.
<br />4. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE
<br />DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE
<br />RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE
<br />CONTRACT DOCUMENTS AS TO QUANTITY, LENGTHS, DIMENSIONS, ETC.
<br />5. SHOP DRAWING REVIEW COMMENTS BY THIS FIRM SHALL BE TRANSMITTED
<br />TO THE ARCHITECT OF RECORD ONLY FOR THEIR REVIEW. THE ARCHITECT
<br />WILL TRANSMIT AN ELECTRONIC COPY OF ALL REVIEWED SUBMITTALS TO
<br />THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR DISTRIBUTING
<br />THE REVIEWED SHOP DRAWINGS TO THE IMPACTED TRADES OR SUBCONTRACTORS.
<br />6. CHANGES AND ADDITIONS MADE ON SHOP DRAWING RE -SUBMITTALS SHALL BE
<br />CLEARLY FLAGGED AND NOTED AS SUCH. THE PURPOSE OF THE RE -SUBMITTAL
<br />SHALL BE NOTED IN THE SUBMITTAL OR ON A TRANSMITTAL ATTACHED TO
<br />THE SHOP DRAWINGS. A RE -REVIEW OF THE REVISED SHOP DRAWING
<br />SUBMITTAL WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE -SUBMITTAL.
<br />THE CONTRACTOR IS RESPONSIBLE FOR THE COSTS ASSOCIATED WITH
<br />RE -SUBMITTING MULTIPLE (MORE THAN ONE) SHOP DRAWING SUBMITTALS
<br />AT THE ENGINEER OF RECORD'S HOURLY RATES.
<br />STE WOW
<br />1. A SUBSURFACE INVESTIGATION HAS BEEN COMPLETED AT THE PROJECT
<br />SITE BY ECS FLORIDA, LLC, PROJECT NO. 41:2016, REVISION 1
<br />SOIL BORING LOGS AND SITE PREPARATION PROCEDURES ARE INCLUDED
<br />IN THE PROJECT SOILS REPORT, DATED FEBRUARY 16, 2018
<br />WHICH IS AN INTEGRAL PART OF THESE CONTRACT DOCUMENTS.
<br />2. ALL SITE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE
<br />PROJECT SOILS REPORT.
<br />3. DESIGN SOIL BEARING PRESSURE = 2,500 PSF.
<br />4. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM
<br />THE FOLLOWING TESTS:
<br />a) ONE DENSITY TEST FOR EACH 2,000 SQUARE FEET OF COMPACTED
<br />SUBGRADE AND COMPACTED FILL.
<br />b) ONE DENSITY TEST AT EACH COLUMN FOOTING.
<br />c) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING.
<br />5. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER,
<br />ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />6. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST
<br />BACKFILLING PRESSURES UN11L FLOOR SLABS AT TOP AND BOTTOM ARE
<br />IN PLACE.
<br />7. THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION
<br />CAN BE KEPT VERTICAL, CLEAN, AND STABLE; OTHERWISE, PLYWOOD
<br />FORMS MUST BE USED.
<br />CASTIN PLACE CONCRETE
<br />1. CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM
<br />COMPRESSIVE STRENGTHS AT 28 DAYS:
<br />a) FOOTINGS, SLAB -ON -GRADE .......... .3000 PSI
<br />b) BEAMS ......................... ....... - ............ 4000 PSI
<br />2. CONCRETE SHALL BE READYMIX PER ASTM C94:
<br />a) PORTLAND CEMENT - ASTM C 150
<br />b) AGGREGATES - ASTM C33 (3/4" MAX.)
<br />c) NO CALCIUM CHLORIDE
<br />d) AIR ENTRAINING - ASTM C260
<br />e) WATER REDUCING - ASTM C494
<br />f) FLYASH - ASTM C618 CLASS F (20% MAXIMUM BY WEIGHT)
<br />g) WATER - CLEAN AND POTABLE
<br />3. REINFORCING STEEL: ASTM A615 GRADE 60.
<br />4. REQUIRED SLUMP RANGE = 3" TO 5".
<br />5. WELDED WIRE FABRIC: ASTM A-185. FURNISH IN SHEETS, NOT ROLLS.
<br />6. MOISTURE/VAPOR RETARDER: 15 MIL POLYETHYLENE. LAP 6" AND TAPE ALL
<br />JOINTS.
<br />7. CODES AND STANDARDS: (CURRENT EDITION)
<br />ACI 301 "SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS."
<br />ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING."
<br />ACI 318 "BLDG. CODE REQUIREMENTS FOR REINF. CONCRETE.'
<br />ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
<br />8. MINIMUM LAP SPLICE = 30 BAR DIAMETERS UNLESS NOTED OTHERWISE.
<br />9. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC, AS
<br />REQUIRED AND NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL
<br />REINFORCING IN PLACE, USE WIRE BAR TYPE SUPPORTS COMPLYING
<br />WITH CRSI RECOMMENDATIONS. USE PLASTIC TIP LEGS ON ALL EXPOSED
<br />SURFACES.
<br />10. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES,
<br />AND SLAB RECESSES AS REQUIRED BY OTHER TRADES BEFORE CONCRETE
<br />IS PLACED. NO SLEEVE, OPENING, OR INSERT MAY BE PLACED IN
<br />BEAMS, UNLESS APPROVED BY THE ENGINEER,
<br />11. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT NOT
<br />LIMITED TO ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC...,
<br />BEFORE PLACING CONCRETE. NOTIFY ENGINEER OF ANY CONFLICTS WITH
<br />REPAR.
<br />12. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES.
<br />13. ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING
<br />OPERATIONS IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS:
<br />a) APPLY A 30% SOLIDS LIQUID MEMBRANE FORMING CHEMICAL CURING
<br />COMPOUND IN ACCORDANCE WITH ASTM C-309.
<br />b) PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN ACCORDANCE WITH
<br />ACI 301.
<br />14. GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER DESIGN AND
<br />CONSTRUCTION OF ALL FORMWORK, SHORING, AND RESHORING. DESIGN
<br />SHALL BE PERFORMED BY A LICENSED FLORIDA ENGINEER.
<br />15. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM
<br />THE FOLLOWING CONCRETE TESTS ON SITE.
<br />a) CYLINDER STRENGTH TESTS - ASTM C39; ONE SET OF FOUR
<br />CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF.
<br />TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE
<br />FINAL CYLINDER IN RESERVE.
<br />b) SLUMP TESTS - ASTM C143
<br />16, ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER,
<br />ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />17. RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO NOT
<br />ADD WATER WITHOUT THE APPROVAL OF THE GENERAL CONTRACTOR AND
<br />DO NOT EXCEED SLUMP LIMITATIONS OR TOTAL ALLOWABLE WATER TO
<br />CEMENT RATIO. USE COLD WATER FROM THE TRUCK TANK AND REMIX TO
<br />ACHIEVE CONSISTENCY. TEST REPORTS SHALL INDICATE QUANTITY OF
<br />WATER ADDED AT THE JOB SITE. ALL TESTS SHALL BE PREPARED
<br />AFTER THE ADDITION OF WATER TO THE MIX,
<br />18. MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS
<br />AVAILABLE:
<br />a) 4000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.44
<br />MAXIMUM (NON -AIR -ENTRAINED), 0.36 MAXIMUM (AIR -ENTRAINED).
<br />b) 3000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.58
<br />MAXIMUM (NON -AIR -ENTRAINED), 0.47 MAXIMUM (AIR -ENTRAINED).
<br />19. REINFORCING BAR COVER:
<br />a) FOOTINGS 3"
<br />b) BEAMS 1-1/2"
<br />20. CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME.
<br />21. WHERE BAR LENGTHS ARE GIVEN ON DRAWINGS, LENGTH OF HOOK, IF
<br />REQUIRED, IS NOT INCLUDED.
<br />22. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL NOT BOND,
<br />STAIN, OR ADVERSELY AFFECT CONCRETE SURFACES. WET FORMS BEFORE
<br />PLACING CONCRETE.
<br />23. ALL CONCRETE SHALL BE CONSOLIDATED IN PLACE USING INTERNAL
<br />VIBRATORS.
<br />24. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR
<br />IMMEDIATELY AFTER REMOVAL OF FORMS, EXCEPT WHERE REINFORCING
<br />IS VISIBLE. CONTACT STRUCTURAL ENGINEER FOR EVALUATION OF
<br />EXPOSED REINFORCING.
<br />25. PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING CORNERS TO
<br />MATCH HORIZONTAL BARS.
<br />26. SUBMITTALS:
<br />a) SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR TO
<br />CONSTRUCTION, INCLUDING BACKUP DATA IN ACCORDANCE WITH
<br />ACI 301-99 CHAPTER 4, SECTION 4.23, EXCLUDING SECTION
<br />4.2.3.48, INDICATING WHERE CONCRETE IS TO PLACED WITHIN
<br />THE STRUCTURE.
<br />b) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING
<br />NUMBER, SIZE, AND LOCATION. INCLUDE BAR LISTS AND BEND
<br />DIAGRAMS.
<br />c) SUBMIT FORMWORK AND SHORING DRAWINGS TO LOCAL BUILDING
<br />DEPARTMENT WHEN REQUIRED BY FLORIDA THRESHOLD LAW.
<br />27. STEP AND SLOPE ALL WALKWAYS AWAY FROM THE BUILDING.
<br />MASONRY
<br />1. MASONRY INSPECTION SHALL BE PROVIDED BY A QUALIFIED AGENT IN
<br />ACCORDANCE WITH ACI 530.1-1.6, INSPECTION SERVICES SHALL
<br />INCLUDE, BUT ARE NOT LIMITED TO, THE WORK IN PROGRESS AS WELL
<br />AS MATERIALS, EQUIPMENT, AND PROCEDURES.
<br />2. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90, NORMAL
<br />WEIGHT, TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH = 1900
<br />PSI. (NET AREA COMPRESSIVE MASONRY STRENGTH f m = 1500 PSI).
<br />3. MORTAR SHALL BE TYPE M OR S AND CONFORM TO ASTM C270
<br />(PROPORTION OR PROPERTY SPECIFICATION),
<br />4. COARSE GROUT SHALL CONFORM TO ASTM C476:
<br />a) 3000 PSI AT 28 DAYS.
<br />b) 1/4" MAXIMUM AGGREGATE.
<br />c) 8" - 11" SLUMP.
<br />5. CODES AND STANDARDS:
<br />ACI 530/ASCE 5 "BUILDING CODE REQUIREMENTS FOR MASONRY
<br />STRUCTURES"
<br />ACI 530.1/ASCE 6 "SPECIFICATIONS FOR MASONRY STRUCTURES"
<br />6. PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS.
<br />PROVIDE COMPLETE COVERAGE FACE SHELL MORTAR BEDDING,
<br />HORIZONTAL AND VERTICAL. FULLY MORTAR WEBS IN ALL COURSES OF
<br />PIERS, COLUMNS, AND PILASTERS AND ADJACENT TO GROUTED CELLS.
<br />7. A REINFORCED CONCRETE TIE BEAM SHALL BE PROVIDED IN ALL WALLS
<br />SHOWN ON THE STRUCTURAL DRAWINGS AT THE ROOF AND AT TOP OF
<br />ANY PARAPET WALL. USE GALVANIZED MESH -TYPE CELL CAPS.
<br />PROVIDE CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS.
<br />9. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM
<br />OF BAR AND AT 8'-0" O.C. MAXIMUM WITH A MINIMUM CLEARANCE OF
<br />1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN BARS SHALL NOT
<br />BE LESS THAN ONE BAR DIAMETER, NOR LESS THAN 1". CENTER BARS
<br />IN WALLS U.N.O.
<br />10. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE DRAWINGS. FILL
<br />CELLS WITH COARSE GROUT AS SPECIFIED. PROVIDE ACI 90 DEGREE
<br />STANDARD HOOKS INTO FOOTING AND ROOF TIE BEAM. SPLICE AP L L CE
<br />VERTICAL REINFORCEMENT ABOVE FOOTING UNLESS NOTED OTHERWISE.
<br />MAINTAIN VERTICAL REINFORCING SHOWN ON PLANS ABOVE AND BELOW
<br />MASONRY OPENINGS EXCEEDING 10'-0" CLEAR.
<br />CONTINUE FOUNDATION DOWELS BELOW ALL MASONRY OPENINGS.
<br />11. ALL REINFORCED FILL CELLS ARE TO BE CLEAN AND FREE OF ANY
<br />FOREIGN MATERIAL OR DEBRIS. REMOVE ANY FOREIGN MATERIAL
<br />FROM FILL CELLS, INCLUDING POLYSTYRENE INSULATING INSERTS,
<br />PRIOR TO GROUT POUR.
<br />12, REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND
<br />CORNERS AND WHERE BENDS OR HOOKS ARE DETAILED ON THE PLANS.
<br />13. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE,
<br />IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX
<br />VERTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL
<br />ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE
<br />VERTICAL WALL REINFORCEMENT.
<br />14. PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCING 9 GA. GALVANIZED
<br />LADDER TYPE DUR-O-WALL (OR EQUIVALENT) AT 16" O.C.
<br />15, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND WINDOWS
<br />FOR FIRST AND SECOND BLOCK COURSE ABOVE AND BELOW APERTURES.
<br />RUN REINFORCING CONTINUOUS OR EXTEND TWO FEET FROM APERTURE
<br />EDGE.
<br />16. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND
<br />SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF
<br />REINFORCEMENT IN THE LAPPED DISTANCE.
<br />17. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN
<br />EACH GROUT POUR WHEN THE POUR HEIGHT EXCEEDS 5'. CLEANOUTS TO
<br />BE SAW -CUT 3" X 3".
<br />I& CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY MECHANICAL
<br />MEANS AND RECONSOLIDATE AFTER INITIAL WATER LOSS AND
<br />SETTLEMENT.
<br />19. SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS. SPACE AT
<br />26'-0" O.C. AT EXTERIOR WALLS, UNLESS NOTED OTHERWISE.
<br />20. SUBMITTALS:
<br />a) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO CONSTRUCTION.
<br />b) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO CONSTRUCTION.
<br />c) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING
<br />NUMBER, SIZE, AND LOCATION. INCLUDE BAR LISTS AND BEND
<br />DIAGRAMS.
<br />d) SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY
<br />UNITS PRIOR TO CONSTRUCTION. MASONRY UNITS ARE TO BE
<br />TESTED IN ACCORDANCE WITH ASTM C140.
<br />21. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM
<br />THE FOLLOWING TESTS:
<br />a) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR
<br />EACH 5000 SQ. FT. OF MASONRY.
<br />b) SLUMP TESTS - ASTM C143.
<br />22. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL
<br />MASONRY OPENINGS NOT SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM
<br />END BEARING = 8". LINTEL WIDTH TO MATCH MASONRY WIDTH.
<br />STRUCTURAL, STEEL
<br />1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR
<br />THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
<br />BUILDINGS", LATEST EDITION, EXCEPT CHAPTER 4.2.1, CODE OF
<br />STANDARD PRACTICE.
<br />2, WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF
<br />THE AMERICAN WELDING SOCIETY, AWS 01.1. ALL WELDING SHALL BE
<br />PERFORMED USING E70XX, LOW HYDROGEN ELECTRODES, U.N.O.
<br />ELECTRODES ARE TO BE PROTECTED FROM MOISTURE.
<br />3. ALL BOLTS TO BE 3/4" DIAMETER
<br />UNLESS NOTED OTHERWISE. SHOP CONNECTIONS MAY BE WELDED OR
<br />BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH TO BOLTS. ALL
<br />FIELD CONNECTIONS ARE TO BE BOLTED WITH ASTM A325N OR A490
<br />BOLTS (BEARING TYPE BOLTS WITH THREADS IN THE SHEAR PLANE)
<br />INCLUDING SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS
<br />SHALL BE TIGHTENED SNUG TIGHT UNLESS OTHERWISE NOTED.
<br />4. SIZE AND USE OF HOLES: SEE AISC TABLE J3.1 U.N.O.
<br />a) OVERSIZED OR LONG -SLOTTED HOLES ARE NOT PERMITTED
<br />U.N.O. MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 1/16".
<br />b) LARGER HOLES ARE PERMITTED IN STANDARD COLUMN BASE
<br />PLATES. MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 3/8".
<br />HARDENED WASHERS, TO COVER THE LARGER HOLE, SHALL BE
<br />PROVIDED.
<br />c) LARGER HOLES ARE NOT PERMITTED IN WIND FRAME COLUMN BASE
<br />PLATES. MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 1/16".
<br />d) SLOTTED HOLES: A PLATE WASHER OR A CONTINUOUS BAR WITH
<br />STANDARD HOLES, HAVING A SIZE SUFFICIENT TO COMPLETELY
<br />COVER THE SLOT AFTER INSTALLATION, AND A MIN. OF 5/16"
<br />THICK SHALL BE PROVIDED. TACK WELD NUT TO BOLT AFTER
<br />ERECTION,
<br />5, VERIFY THE EXACT SIZE AND LOCATION OF ALL FLOOR AND ROOF
<br />OPENINGS FOR MECHANICAL EQUIPMENT WITH THE MECHANICAL
<br />CONTRACTOR PRIOR TO FABRICATION OF MATERIALS.
<br />6, SHOP PAINT - METAL ALKYD -OIL PRIMER, ANY OF THE FOLLOWING:
<br />SEE ARCHITECT FOR PREFERRED COLOR.
<br />MANUFACTURER DESIGNATION
<br />PORTER NO. 298
<br />MOBILE NO. 13F812
<br />TINEMEC NO. 1009
<br />AMERON NO. 5102 AMERCOAT
<br />SHOP PAINT ALL SURFACES OF STEEL EXCEPT ANCHOR BOLTS AND
<br />SURFACES TO BE FIELD WELDED, APPLY PAINT IN ACCORDANCE WITH
<br />SSPC-PA1, SHOP FIELD AND MAINTENANCE PAINTING. APPLY PAINT IN
<br />SUFFICIENT VOLUME OR COATS TO PROVIDE A MINIMUM DRY FILM
<br />THICKNESS OF AT LEAST 3 MILS BUT NOT MORE THAN 5 MILS.
<br />7. SURFACE PREPARATION - PREPARE STEEL SURFACE IN ACCORDANCE WITH
<br />SSPC-SP3 POWER TOOL CLEANING. ANY METHOD IN CONFORMANCE WITH
<br />AN SSPC SPECIFICATION OF HIGHER QUALITY THAN LISTED WILL BE
<br />ACCEPTABLE. AT OPTION OF CONTRACTOR, WHEELABRATOR MAY BE USED
<br />FOR PREPARATION OF STEEL SURFACES, PROVIDING RESULTANT SURFACE
<br />IS EQUAL IN ALL RESPECTS TO THOSE REQUIRED.
<br />8. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM
<br />THE FOLLOWING TESTS.
<br />o) VISUALLY INSPECT ALL STEEL MEMBERS AND CONNECTIONS.
<br />b) TEST 50 PERCENT OF FULL PENETRATION WELDS.
<br />9. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER,
<br />ARCHITECT, STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />10. STRUCTURAL STEEL SHAPES, TEES - ASTM A992.
<br />11. STRUCTURAL STEEL ANGLES, CHANNELS, PLATES, BARS - ASTM A36.
<br />12. STRUCTURAL STEEL TUBING - ASTM A500 GRADE B.
<br />13. STEEL PIPE - ASTM A53 GRADE B.
<br />14. ANCHOR BOLTS - F1554 GRADE 36.
<br />15. NO SPLICES SHALL BE PERMITTED IN ANY STRUCTURAL STEEL MEMBER
<br />UNLESS SHOWN ON APPROVED SHOP DRAWINGS.
<br />16. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS
<br />SHOWING ALL STRUCTURAL STEEL LAYOUTS AND DETAILS, SIZES OF
<br />MEMBERS, TYPE OF STEEL, CONNECTION DETAILS, WELDS, BOLTS,
<br />ETC., AS REQUIRED TO FABRICATE AND ERECT ALL STRUCTURAL STEEL
<br />FRAMING. ALL CONNECTIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS
<br />SHALL BE BY THE DETAILER AND SUBMITTED ON SHOP DRAWINGS,
<br />SIGNED AND SEALED BY A REGISTERED FLORIDA ENGINEER. STEEL
<br />STAIRS SHALL ALSO BE SUBMITTED ON SEALED DRAWINGS.
<br />17. NON -SHRINK GROUT SHALL BE: NONMETALLIC SHRINKAGE -RESISTANT
<br />GROUT, PREMIXED, NONMETALLIC, NONCORROSIVE, NONSTAINING
<br />PRODUCT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT,
<br />SHRINKAGE COMPENSATING AGENTS, PLASTICIZING AND WATER -REDUCING
<br />AGENTS, COMPLYING WITH CE-CRD-C621.
<br />18. NO FIELD WELDING OF GALVANIZED MEMBERS IS PERMITTED.
<br />19. ERECTION
<br />a
<br />BEFORE E THE CONTRACTOR ACTOR IS TO REMOVE ALL MUD DIRT OR OTHER FOREIGN MATTER, WHICH ACCUMULATES DURING
<br />STORAGE.
<br />AND HANDLING A E.
<br />L
<br />b) DRIFTING TO ENLARGE UNFAIR HOLES WILL NOT BE PERMITTED.
<br />DRILL SUCH HOLES TO ACCOMMODATE THE NEXT LARGER SIZE
<br />FASTENER, WHERE POSSIBLE.
<br />c) AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS,
<br />AND ABRADED AREAS WHERE SHOP COAT HAS BEEN DAMAGED. SPOT
<br />AND PRIME AREAS USING SAME MATERIAL AS SHOP COAT.
<br />d) SET ALL MEMBERS SO THAT, IN THEIR FINAL LOCATION, LEVEL,
<br />PLUMBNESS AND ALIGNMENT ARE WITHIN THE TOLERANCES
<br />PRESCRIBED BY AISC CODE.
<br />QpENI 9M STEEL JOISTS AND JOIST GIRDERS (NOTED -JOISTS- HEWN)
<br />1. STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST
<br />INSTITUTE.
<br />2. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST
<br />EDITION OF THE AISC STANDARD SPECIFICATIONS FOR OPEN WEB STEEL
<br />JOISTS K-SERIES.
<br />3. SEE STANDARD JOIST SPECIFICATIONS FOR CAMBER REQUIREMENTS.
<br />4. VERIFY THE EXACT LOCATION AND WEIGHT OF ALL MECHANICAL
<br />EQUIPMENT WITH THE MECHANICAL CONTRACTOR PRIOR TO FABRICATION
<br />OF JOISTS.
<br />5. ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC., TO BE
<br />SUPPORTED BY THE TOP OR BOTTOM CHORD OF JOISTS SHALL BE
<br />LOCATED AT THE PANEL POINT OF THE JOIST. IF HANGERS MUST BE
<br />LOCATED IN BETWEEN PANEL POINTS, PROVIDE JOIST STIFFENER AS
<br />INDICATED IN DETAILS. ALL HANGERS TO BE LOCATED AT THE
<br />CENTERLINE OF THE BOTTOM CHORD MEMBER.
<br />6. PROVIDE BOTTOM CHORD CEILING EXTENSIONS WHERE REQUIRED BY
<br />ARCHITECT.
<br />7. JOIST MANUFACTURER SHALL DESIGN ROOF JOISTS AND BRIDGING FOR
<br />THE NET WIND LOAD UPLIFT INDICATED ON THE DRAWINGS. PROVIDE
<br />UPLIFT BRIDGING AT FIRST JOIST PANEL POINTS ACCORDING TO
<br />S.J.I.
<br />8. WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH
<br />STRUCTURAL STEEL MEMBERS, A BAR JOIST SHALL BE FIELD -BOLTED AT
<br />COLUMNS TO PROVIDE LATERAL STABILITY.
<br />9. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE
<br />DESIGN AND SPACING REQUIREMENTS OF THE SJI STANDARD
<br />SPECIFICATIONS. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE
<br />COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON
<br />THE JOISTS. REFER TO SJI STANDARD SPECIFICATIONS FOR SPECIAL
<br />BRIDGING AND ERECTION REQUIREMENTS FOR SPANS OF 40' OR MORE.
<br />10. RIGID X-BRIDGING AS SHOWN ON THE PLANS SHALL BE BOLTED OR
<br />WELDED AT THE INTERSECTION OF THE TWO ANGLES BETWEEN JOISTS.
<br />11, JOISTS, JOIST GIRDERS, AND ACCESSORIES SHALL HAVE ONE SHOP
<br />COAT OF PAINT MEETING THE MINIMUM PERFORMANCE REQUIREMENTS OF
<br />THE LATEST SJI SPECIFICATIONS, SEE ARCHITECT FOR PREFERRED
<br />COLOR.
<br />12. SEE PLAN FOR ANY CONCENTRATED LOADS OR UNUSUAL CONDITIONS. ALL
<br />JOISTS SUBJECT TO SPECIAL LOADS OR CONDITIONS SHALL BE
<br />CONSIDERED "SPECIAL JOISTS".
<br />13. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS
<br />SHOWING JOISTS, BRIDGING, AND ALL CONNECTIONS.
<br />14. JOIST DESIGN ENGINEER MUST BE PROVIDED WITH A COPY OF THESE
<br />DRAWINGS AND SPECIFICATIONS.
<br />METAL DECKING
<br />1. ALL METAL DECK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL
<br />DECK INSTITUTE.
<br />2. METAL ROOF DECK SHALL BE 1 1/2" DEEP, 22 GA., WIDE RIB TYPE B
<br />AND GALVANIZED (G60).
<br />3. MINIMUM FASTENING OF ROOF DECK WITH (5) 5/8" DIA. PUDDLE WELDS
<br />AT EACH SUPPORT PER 36" WIDTH AND (4) #10 TEK SCREW AT MIDSPAN
<br />OF SIDELAPS. SEE PLANS FOR ADDITIONAL FASTENING.
<br />4. MINIMUM FASTENING AT BUILDING PERIMETER OF DECK SHALL BE 5/8"
<br />DIAMETER PUDDLE WELDS AT 6" O.C.
<br />5. INSTALL ALL DECKING 3 SPAN CONTINUOUS.
<br />6. DO NOT HANG OR ATTACH DUCTWORK, CONDUIT, PIPING, EQUIPMENT,
<br />CEILINGS, ETC. FROM METAL DECKING.
<br />7. ALL ROOF DECK OPENINGS GREATER THAN 10" DIAMETER ARE TO HAVE
<br />SUPPORT ANGLES PER TYPICAL DECK OPENING DETAIL, INCLUDING
<br />OPENINGS FOR ROOF SUMP PANS.
<br />B. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS
<br />SHOWING LAYOUT OF DECK, TYPE OF DECK, ALL CONNECTIONS
<br />INCLUDING END WELDS, SEAM WELDS, INTERMEDIATE WELDS, AND ALL
<br />ACCESSORY MATERIAL SUCH AS CLOSURES, SUMPS FOR DRAINS, ETC.
<br />9. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO VISUALLY
<br />INSPECT ALL DECK WELDS AND FASTENERS.
<br />COLD-FORMLSM FRAMING
<br />1. ALL STEEL FRAMING SHALL CONFORM TO "THE SPECIFICATION FOR THE
<br />DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS", LATEST
<br />EDITION, BY THE AISI.
<br />2. WELDED CONNECTIONS SHALL CONFORM TO "CODE FOR WELDING IN
<br />BUILDING CONSTRUCTION, 01.0" BY THE AWS.
<br />3. ASTM A-568 STANDARD SPECIFICATION FOR GENERAL REQUIREMENTS
<br />FOR STEEL, CARBON AND HIGH STRENGTH LOW -ALLOY HOT ROLLED SHEET
<br />AND COLD ROLLED SHEET.
<br />4. ALL STEEL FRAMING SHALL BE INSTALLED BY PERSONNEL EXPERIENCED
<br />IN LIGHT GAUGE STEEL FRAMING INSTALLATION.
<br />5. WHERE STEEL FRAMING MEMBERS ARE COMPONENTS OF ASSEMBLIES
<br />INDICATED FOR A FIRE -RESISTANCE RATING, INCLUDING THOSE
<br />REQUIRED FOR COMPLIANCE WITH GOVERNING REGULATIONS, PROVIDE
<br />MEMBERS WHICH HAVE BEEN APPROVED BY GOVERNING AUTHORITIES
<br />HAVING JURISDICTION.
<br />6. PROTECT LIGHT GAUGE STEEL FRAMING MEMBERS FROM RUSTING AND
<br />DAMAGE. DELIVER TO PROJECT SITE IN BUNDLES, FULLY IDENTIFIED
<br />WITH NAME, BRAND, TYPE AND GRADE. STORE OFF GROUND IN A DRY
<br />VENTILATED SPACE OR PROTECT WITH SUITABLE WATERPROOF
<br />COVERINGS.
<br />7. WITH EACH TYPE OF STEEL FRAMING REQUIRED, PROVIDE
<br />MANUFACTURER'S STANDARD STEEL RUNNERS (TRACKS), BLOCKING,
<br />LINTELS, CUP ANGLES, BRACING, REINFORCEMENTS, FASTENERS, AND
<br />ACCESSORIES AS RECOMMENDED BY MANUFACTURER FOR APPLICATIONS
<br />INDICATED, AS NEEDED TO PROVIDE A COMPLETE STEEL FRAMING
<br />SYSTEM,
<br />8. FABRICATE METAL FRAMING COMPONENTS OF STRUCTURAL QUALITY
<br />SHEET STEEL WITH A MINIMUM YIELD POINT OF 50,000 PSI FOR
<br />STUDS, AND 33,000 PSI FOR RUNNERS; ASTM A653.
<br />9. SCREWS SHALL BE AS RECOMMENDED BY MANUFACTURER.
<br />10. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS
<br />COMPLYING WITH ASTM A525 WITH A G60 COATING.
<br />11. PROVIDE MANUFACTURER'S STANDARD STRUCTURAL "C" SHAPED STEEL
<br />STUDS OF SIZE, SHAPE, AND GAUGE INDICATED, WITH A NOMINAL
<br />1-5/8" FLANGE AND MINIMUM 1/2" FLANGE RETURN LIP.
<br />12. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUD DEPTH. ALIGN
<br />TRACKS ACCURATELY TO LAYOUT AT BASE AND TOPS OF STUDS. SECURE
<br />TRACKS AS NOTED ON DRAWINGS, DO NOT EXCEED 24" O.C. SPACING
<br />FOR NAIL OR POWDER -DRIVEN FASTENERS, OR 16" O.C., FOR OTHER
<br />TYPES OF ATTACHMENT. PROVIDE FASTENERS AT CORNERS AND ENDS OF
<br />TRACKS.
<br />13. FRAME BOTH SIDES OF EXPANSION AND CONTROL JOINTS, AS SHOWN FOR
<br />THE WALL SYSTEM, WITH SEPARATE STUDS AND DO NOT BRIDGE THE
<br />JOINT WITH COMPONENTS OF THE STUD SYSTEM.
<br />14. WHERE REQUIRED, TEMPORARY BRACING SHALL BE PROVIDED UNTIL
<br />ERECTION IS COMPLETED.
<br />15. RESISTANCE TO BENDING AND ROTATION ABOUT THE MINOR AXIS SHALL
<br />BE PROVIDED BY MECHANICAL LATERAL BRACING WHERE REQUIRED.
<br />16. ATTACHMENTS OF SIMILAR COMPONENTS SHALL BE DONE BY WELDING,
<br />SCREW ATTACHMENT, OR BOLTING. WIRE TYING OF FRAMING COMPONENTS
<br />SHALL NOT BE PERMITTED.
<br />17. WELDING OF MEMBERS LIGHTER THAN 18 GAUGE SHALL NOT BE
<br />PERMITTED.
<br />I& SPLICES SHALL NOT BE PERMITTED.
<br />19. MINIMUM NUMBER OF EQUALLY SPACED HORIZONTAL WALL BRIDGING FOR
<br />THE HEIGHTS SHOWN:
<br />UP TO 10' - 1 ROW
<br />10' TO 14' - 2 ROWS
<br />ABOVE 14' - AT 4' CENTERS
<br />20. FOR WELDED CONNECTIONS, FUSION WELDING IS RECOMMENDED WITH A
<br />DIRECT CURRENT WELDER OF 200 OR MORE AMPERE CAPACITY. USE A
<br />HEAT OF 60 TO 90 AMPERES (DEPENDING ON THE GAUGE OF METAL)
<br />ALONG WITH ASTM E60 ELECTRODES,
<br />21. CONTRACTOR TO SUBMIT THE FOLLOWING:
<br />a) SUBMIT CERTIFICATION OF MATERIALS FROM THE MANUFACTURER
<br />TO SHOW COMPLIANCE WITH THESE SPECIFICATIONS AND RELATED
<br />DRAWINGS.
<br />22. SUBMITTED SHOP DRAWINGS MUST BE CHECKED AND SIGNED BY THE
<br />GENERAL CONTRACTOR.
<br />CARPENTRY
<br />1. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE
<br />GRADE STAMP OF THE MANUFACTURER'S ASSOCIATION.
<br />2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
<br />3. ALL LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER; WITH
<br />192 MAXIMUM MOISTURE CONTENT, U.N.O. ON THE PLANS.
<br />4, ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE
<br />PRESSURE TREATED.
<br />5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT
<br />TREATMENT IN ACCORDANCE WITH F.S. TT-W-571 AND BEAR THE
<br />AMERICAN WOOD PRESERVERS INSTITUTE QUALITY MARK LP-2.
<br />6. PLYWOOD WALL SHEATHING SHALL BE APA RATED SHEATHING,
<br />EXPOSURE 1 DURABILITY CLASSIFICATION.
<br />I =
<br />VERTICAL WALL REINFORCING. -
<br />SEE PLAN FOR SIZE AND
<br />SPACING.
<br />REFER TO 6/S4.2 FOR DECK -
<br />BEARING CONNECTION DETAIL.
<br />STEEL ROOF JOIST. -
<br />SEE PLAN.
<br />1 1/2- METAL ROOF
<br />DECK. SEE PLAN.
<br />BRIDGING EQUALLY SPACED
<br />BETWEEN SUPPORTS w/
<br />X-BRIDGING AT END BAYS.
<br />SEE PLAN.
<br />(3) #10 TEK SCREWS AT -
<br />EACH FLANGE (6 PER STUD)
<br />AT 3/4" C/C SPACING.
<br />CONCRETE BEAM.
<br />SEE PLAN.
<br />90° STD. ACI HOOK
<br />12'-0 3 8"
<br />IV BQTT. CONCRETE BEAM
<br />REFER TO ARCHITECT DWG's.
<br />FOR TOP/WALL
<br />19' 4"
<br />TOP MASONRY
<br />90' STD. ACI HOOK
<br />K.O. BLOCK w/(1) #5 CONT.,
<br />GROUTED SOLID.
<br />8" MASONRY WALL w/
<br />HORIZ. JOINT REINF. AT 16" O.C.
<br />VARIES,&-,
<br />TYP. MASONRY TIE BEAM:
<br />COURSE K.O. BLOCK w/ (1) #5
<br />CONT. IN EACH COURSE. STEP
<br />TIE BEAM w/ SLOPED DECK AS
<br />REQUIRED. SEE 7/S4.2
<br />5/8" PLYWOOD ROOF SHEATHING.
<br />FASTEN TO TRACKS AND STUDS W/
<br />#10 FLATHEAD TEK SCREWS AT 6" O.C.
<br />8", 16 GA. (SOOS162-54) METAL
<br />STUD FRAMING AT 24" O.C.
<br />REFER TO ARCHITECT FOR
<br />SLOPING ROOF CONFIGURATION.
<br />CONT. 8", 18 GA. (800T125-43)
<br />METAL TRACK
<br />1'-4 7/8" MAX.
<br />l-CONT. 8", 16 GA. (80OT200-43)
<br />METAL TRACK (2" FLANGE) W/
<br />(1) 3/8" 0 X 4" TITEN HD SCREW ANCHOR
<br />STOREFRONT WINDOW SYSTEM AT 24" O.C. (CENTER OF TRACK)
<br />BY OTHERS. REFER TO ARCHITECT
<br />DWG's.
<br />SECTION
<br />SCALE: 3/4" = 1'-0"
<br />BUILDING DATA
<br />ULTIMATE WIND SPFFD (mph):
<br />(FIGURE 1609)
<br />WIND LOAD FACTOR:
<br />RISK CATEGORY:
<br />(TABLE 1604.5)
<br />ROOF ANGLE (A)
<br />e Strip (Degrees)
<br />WALL PRESSURE ZONES
<br />(ISOMETRIC VIEW)
<br />r
<br />=_
<br />r--� a mom a, cagc quip
<br />1200E PRESSURE ZONES
<br />(PLAN MEW)
<br />DESIGN WIND CRITERIA (ASD DESIGN'
<br />NOT TO SCALE
<br />140 INTERNAL PRESSURE COEFFICIENT:
<br />(Enclosed Building per ASCE 7-10)
<br />0.6 WIDTH OF EDGE STRIP (Feel.):
<br />11 WIND EXPOSURE CATEGORY:
<br />A<7.0 DEAD LOAD RESISTING UPLIFT (0.61) in psf):
<br />DESIGN WND LOADS - COMPONENTS & CLADDING (Values per ASD)
<br />+/- 0.18
<br />3.2
<br />B
<br />10.0
<br />ROOF
<br />WALL
<br />ZONE
<br />AREA (sf)
<br />DESIGN PRESSURE (psf)
<br />ZONE
<br />AREA (sf)
<br />DESIGN PRESSURE (psf)
<br />Positive
<br />Negative
<br />I Net Uplift
<br />Positive
<br />Negative
<br />1
<br />10.0
<br />10.00
<br />-21,15
<br />-11.15
<br />4
<br />10.0TM
<br />19.36
<br />-20,98
<br />1
<br />20.0
<br />10.00
<br />-20,62
<br />-10.62
<br />4
<br />20...0
<br />18.50
<br />-20.12
<br />1
<br />50.0
<br />10.00
<br />-19.90
<br />-10.00
<br />4
<br />50.0
<br />17.37
<br />-18.98
<br />1
<br />1 100.0
<br />10.00
<br />-19.36
<br />-10.00
<br />4
<br />100.0
<br />16.51
<br />-18.13
<br />2
<br />10.0
<br />10.00
<br />-35.50
<br />-25.50
<br />5
<br />10.0
<br />19,36
<br />-25.82
<br />2
<br />20.0
<br />10.00
<br />-31.72
<br />-21.72
<br />5
<br />20.0
<br />18.50
<br />-24.10
<br />2
<br />50.011
<br />00
<br />-26.73
<br />-16.73
<br />_5..
<br />1 5
<br />50.0
<br />1 100.0
<br />17.37
<br />-21.83
<br />2
<br />100.0
<br />--10,
<br />10.00
<br />-22.95
<br />-12.95
<br />1 16.51
<br />1 -20.12
<br />0
<br />10.00
<br />10.00
<br />- 53.43
<br />-44.25
<br />- 43.43
<br />-34.25
<br />3
<br />20,0
<br />3
<br />50.0
<br />10.00 ^
<br />--32.12
<br />-22.12
<br />3
<br />1 100.0
<br />10.00
<br />1 -22.95
<br />-12.95
<br />Notes:
<br />1) For effective areas between those given above the load may be interpolated, otherwise use the load associated with the lower effective area.
<br />2) Plus and minus signs signify pressures acting toward and away from the building surfaces, respectively.
<br />3) See pressure zone diagrams above for corresponding zones.
<br />SHEET INDEX
<br />SHEET
<br />NUMBER
<br />SHEET TITLE
<br />SOA
<br />STRUCTURAL NOTES
<br />S1.1
<br />FOUNDATION PLAN
<br />S2.1
<br />ROOF FRAMING PLAN
<br />S3.1
<br />WALL SECTIONS
<br />S4.1
<br />SECTIONS AND DETAILS
<br />S4.2
<br />SECTIONS AND DETAILS
<br />mffmAgG
<br />PROFESSIONAL ENGINEERING, INC.
<br />16912 Melissa Ann Dr . Lutz, FL . 33558
<br />Ph:813.963.1906 STRUCTURAL
<br />Alan C. Guenther, P.E #53308 / C.A. #26813
<br />3336 Grand Blvd. Suite 201
<br />Holiday, Florida 34690
<br />Ph. 727. 815.3336
<br />devell t
<br />907 S. FT. HARRISON AVENUE
<br />SUITE 102
<br />CLEARWATTR, FL 33756
<br />727-210-1900
<br />TO THE BEST OF THE KNOWLEDGE OF THE
<br />ARCHITECTS AND ENGINEERS, SAID PLANS AND
<br />SPECIFICATIONS COMPLY WITH THE APPLICABLE
<br />MINIMUM BUILDING CODES AND THE APPLICABLE
<br />MINIMUM FIRE SAFETY STANDARDS
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<br />P...'oODNS.
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<br />04.06.18
<br />date
<br />17060
<br />comm. no.
<br />STRUCTURAL.
<br />NOTES
<br />S061
<br />
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