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STRUCTURAL NOTES
<br />CONTRACTOR NOTE M
<br />1.
<br />THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN
<br />CONNECTION WITH THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR
<br />FOR RELATED SAFETY PRECAUTIONS AND PROGRAMS. 2.
<br />CODES AND STANDARDS
<br />1. WIND LOADS AS PER:
<br />A. FLORIDA BUILDING CODE 2010 EDITION WITH AN ULTIMATE DESIGN WIND SPEED OF 140 MPH, EXPOSURE C, NOMINAL DESIGN
<br />WIND SPEED OF 108 MPH, +/ 0.18 INTERNAL PRESSURE COEFFICIENT, AND BUILDING RISK CATEGORY II.
<br />B. THIS BUILDING IS DESIGNED AS AN ENCLOSED BUILDING.
<br />2. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:
<br />3.
<br />A. 2010 FLORIDA BUILDING CODE.
<br />B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318/ 2008 EDITION). 4
<br />C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315/ LATEST EDITION).
<br />D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL, INSERTS & CONNECTIONS IN REINFORCED CONCRETE 5
<br />CONSTRUCTION. AWS. D1.4/ LATEST EDITION.
<br />E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. (AMERICAN INSTITUTE OF 6.
<br />STEEL CONSTRUCTION) RISC 13TH EDITION (ASD).
<br />F. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301/LATEST EDITION.
<br />G. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402, 7.
<br />602/2008 EDITIONS).
<br />H. NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION, 2005 EDITION. 8.
<br />1. LIGHT GAUGE STUD FRAMING SHALL COMPLY WITH ASTM STANDARDS AND HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
<br />AMERICAN IRON AND STEEL INSTITUTE'S SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS, 2001
<br />WITH 2O04 SUPPLEMENT.
<br />J. ASCE7 - 10. 9•
<br />3. ARCHITECTURAL AND MECHANICAL DRAWINGS: 1
<br />A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY THEMSELVES PROVIDE ALL THE
<br />INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE
<br />ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS
<br />WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.
<br />B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES,
<br />INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC. 11
<br />C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY
<br />SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE
<br />CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT.
<br />D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY 1
<br />WORK.
<br />E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE
<br />GENERAL CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK IN PROGRESS UNTIL THE STRUCTURES ARE 1
<br />COMPLETED. THE GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS AND PROCEDURES PROVIDE NO LOADING
<br />GREATER THAN THE DESIGN LOADS LISTED ON ANY MEMBER.
<br />4. SECTIONS AND DETAILS:
<br />ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR 1
<br />SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.
<br />5. THRESHOLD INSPEC11ONS SHALL BE PERFORMED DURING CONSTRUCTION OF THIS BUILDING AS REQUIRED BY SECTION 110.3.7 OF 1
<br />FLORIDA BUILDING CODE.
<br />6. MATERIALS AND ASSEMBLY TEST AS FOLLOWS: 1
<br />A. EXTERIOR WINDOWS, SLIDING AND PATIO GLASS DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT TESTING
<br />LABORATORY, AND SHALL BE LABELED WITH AN APPROVED LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE
<br />CHARACTERISTICS AND APPROVED PRODUCT CERTIFICATION AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR FLORIDA
<br />STATE WIDE PRODUCT APPROVAL NUMBER TO INDICATE COMPLIANCE WITH THE REQUIREMENTS OF ONE OF THE FOLLOWING
<br />SPECIFICATIONS: ANSI/AAMA/NWWDA 101/I.S. 2-97 OR TAS 202 (HVHZ SHALL COMPLY WITH TAS 202)
<br />B. EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY IN ACCORDANCE WITH ASTM E330 AT A LOAD OF
<br />1.5 TIMES THE REQUIRED DESIGN PRESSURE LOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS WITH NO PERMANENT
<br />DEFORMATION OF ANY MAIN FRAME OR PANEL MEMBER IN EXCESS OF 0.4 PERCENT OF ITS SPAN AFTER THE LOAD IS
<br />REMOVED. HVHZ SHALL COMPLY WITH TAS 202. AFTER EACH SPECIFIED LOADING, THERE SHALL BE NO GLASS BREAKAGE, 1
<br />PERMANENT DAMAGE TO FASTENERS HARDWARE PARTS OR ANY OTHER DAMAGE WHICH CAUSES THE DOOR TO BE
<br />INOPERABLE.
<br />C. SECTIONAL GARAGE DOORS SHALL BE TESTED FOR DETERMINATION OF STRUCTURAL PERFORMANCE UNDER UNIFORM STA11C AIR
<br />PRESSURE DIFFERENCE IN ACCORDANCE WITH ANSI/DASMA 115 OR TAS 201,202 AND 203. 1
<br />D. CUSTOM (ONE OF A KIND) EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED BY AN APPROVED TESTING LABORATORY OR BE
<br />ENGINEERED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES.
<br />E. WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURER'S 1
<br />RECOMMENDATIONS TO ACHIEVE THE DESIGN PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES
<br />NOT SPECIFIED BY THE FENSTRATION MANUFACTURER SHALL PROVIDE EQUAL OR GREATER ANCHORING PERFORMANCE AS
<br />DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE.
<br />FOUNDATION 2
<br />1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS OF A
<br />SITE SPECIFIC SOILS AND FOUNDATIONS INVESTIGATION PREPARED BY TERRACON CONSULTANTS, INC., TERRACON PROJECT No.
<br />H4155059, DATED SEPTEMBER 2, 2015 PRIOR TO FOUNDATION WORK.
<br />2. THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUB -GRADES SHALL
<br />BE APPROVED IN WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING.
<br />3. BOTTOM OF FOOTINGS TO BEAR ON CONTROLLED COMPACTED FILL CAPABLE OF SAFELY SUPPORTING 2500 POUNDS PER SQUARE
<br />FOOT (PSF).
<br />4. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE COMMENCING
<br />WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
<br />5. TOP OF ALL EXTERIOR FOOTINGS SHALL BE MINIMUM 12 INCHES BELOW EXTERIOR FINISHED GRADE, UNLESS NOTED OTHERWISE.
<br />6. EXCAVATION AND BACKFILL:
<br />A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO
<br />GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC. 1.
<br />B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF EXISTING FOUNDATION OR
<br />STRUCTURES.
<br />7. CENTERLINE OF FOOTINGS SHALL COINCIDE WITH CENTERLINE OF COLUMNS AND WALLS UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />8. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE
<br />ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE
<br />BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK. 2
<br />9. THE FOUNDATION/ SLAB SYSTEM U11LIZED FOR THIS PROJECT SHALL BE A POST -TENSIONED SYSTEM. THE POST -TENSIONED
<br />SYSTEM SHALL BE DESIGNED BY A SPECIALTY ENGINEER (PROFESSIONAL ENGINEER) REGISTERED IN THE STATE THAT THE PROJECT IS 3.
<br />CONSTRUCTED. THE SPECIALTY ENGINEER SHALL UTILIZE THE GEOTECHNICAL REPORT NOTED ABOVE FOR THEIR DESIGN.
<br />CONCRETE 4.
<br />1. CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS:
<br />A. FOUNDATIONS 3000 PSI
<br />B. SLAB -ON -GRADE 3000 PSI 5
<br />C. CONCRETE WALLS 4000 PSI
<br />D. MASONRY GROUT 3000 PSI
<br />s
<br />ALL OTHER CONCRETE TO BE 4000 PSI UNLESS NOTED OTHERWISE.
<br />7
<br />2. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:
<br />8
<br />A. A MINIMUM COMPRESSIVE STRENGTH AS NOTED ABOVE.
<br />B. SLUMPS SHALL BE 4-INCHES MINIMUM AND 6-INCHES MAXIMUM.
<br />C. CONCRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT.
<br />D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55.
<br />5.
<br />9.
<br />ASONRY WALL CONSTRUCTION
<br />MASONRY CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05/ASCE
<br />5-05/TMS 402-05)" AND THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-05/ASCE 6-05/TMS 602-05)".
<br />CONCRETE MASONRY UNITS (CMU) SHALL BE:
<br />A. LOAD BEARING ASTM C90
<br />B. TYPE 11 NON -MOISTURE CONTROLLED UNITS
<br />C. MEDIUM WEIGHT or NORMAL WEIGHT, GRADE N
<br />D. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (UNLESS NOTED
<br />OTHERWISE).
<br />E. CMU SHALL HAVE A MINIMUM NET COMPRESSIVE STRENGTH OF 2800 PSI (f'm = 2000 PSI) AS CALCULATED IN ACCORDANCE
<br />WITH ASTM C1314.
<br />ALL MASONRY SHALL BE NOMINAL SIZE UNITS 8x8x16 (7 5/8"x7 5/8"x15 5/8") . PROVIDE HALF-SIZE, KNOCK -OUT, OR U-BLOCKS
<br />WHERE SPECIFIED.
<br />MORTAR SHALL CONFORM TO ASTM C270. PROVIDE TYPE M FOR BELOW GRADE AND TYPE S FOR ABOVE GRADE.
<br />DO NOT WET MASONRY PRIOR TO APPLYING MORTAR.
<br />REINFORCED CELLS OF CONCRETE MASONRY UNITS SHALL BE FILLED WITH COARSE GROUT THAT CONFORMS TO ASTM C476 WITH A
<br />MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI.
<br />FULLY GROUT ALL MASONRY BELOW GRADE.
<br />ALL CONCRETE MASONRY BEARING AND SHEAR WALLS SHALL BE INSPECTED BY A CERTIFIED INSPECTION COMPANY AND
<br />CONSTRUCTED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES" (ACI 530/ASCE 5/TSM 402)
<br />AND "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1/ASCE 6/TSM 602)/ 2005 EDITIONS.
<br />VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT.
<br />0. MINIMUM LAP SPLICES FOR REINFORCING STEEL IN CMU SHALL BE PER SECTION 2107.3 OF THE FLORIDA BUILDING CODE. FOR
<br />GRADE 60 REINFORCEMENT = 48 BAR DIAMETERS.
<br />A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS. NO SPLICES ARE ALLOWED AT MID -HEIGHT OF WALL.
<br />B. LAP SPLICES THAT OCCUR AT CANTILEVERED WALLS SUCH AS:
<br />PARAPETS, RETAINING WALLS, ETCETERA, SHALL HAVE LAP SPLICES OF 72 BAR DIAMETERS.
<br />VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A MAXIMUM VERTICAL SPACING OF 8'-0".
<br />REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL TYPICAL UNLESS NOTED OTHERWISE. SEE TYPICAL
<br />GROUTING DETAILS FOR ADDITIONAL INFORMATION.
<br />2. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615
<br />GRADE 60.
<br />3. PROVIDE GALVANIZED, 9 GAUGE, LADDER TYPE HORIZONTAL WALL REINFORCEMENT AT 16" O.C. VERTICALLY AT MASONRY WALL
<br />LOCATIONS, UNLESS NOTED OTHERWISE. SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 8" AND CONTAIN AT LEAST ONE
<br />CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6". AT INTERSECTIONS AND CORNERS PROVIDE FACTORY -MADE "T"
<br />AND "L" SHAPED PIECES RESPECTIVELY. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS.
<br />4. HOT DIPPED GALVANIZING FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS SHALL BE A MINIMUM COAT OF 1.5
<br />OUNCES PER SQUARE FOOT (PSF) (458/G/M2) COMPLYING WITH THE REQUIREMENTS OF ASTM A153, CLASS B.
<br />WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN
<br />SIX VERTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO
<br />THE VERTICAL WALL REINFORCEMENT.
<br />6. MASONRY (C.M.U.) LINTELS:
<br />A. A PRECAST CONCRETE LINTEL by CAST-CRETE SHALL BE PROVIDED OVER ALL MASONRY WALL OPENINGS, UNLESS NOTED
<br />OTHERWISE.
<br />B. LINTELS SHALL BE FULLY GROUTED WITH 3000 PSI CONCRETE MINIMUM.
<br />C. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END.
<br />D. SEE MASONRY LINTEL SCHEDULE FOR REINFORCEMENT REQUIREMENTS.
<br />E. WHERE HORIZONTAL REINFORCEMENT IS REQUIRED PROVIDE A CMU KNOCK -OUT BLOCK COURSE, UNLESS NOTED OTHERWISE.
<br />F. INSTALL LINTELS PER MANUFACTURER'S RECOMMENDATIONS, INCLUDING SHORING OF LINTEL.
<br />7. PROVIDE A KNOCK OUT BLOCK OR U-BLOCK REINFORCED WITH 1 #5 CONTINUOUS AT THE SILL OF ALL WINDOW AND DOOR
<br />OPENINGS. EXTEND 8" BEYOND EACH SIDE OF THE OPENING TYPICALLY.
<br />8. MASONRY QUALITY ASSURANCE AND INSPECTION REQUIREMENTS SHALL FOLLOW THE PROVISIONS OF THE LATEST EDITION OF ACI
<br />530/ASCE 5/-IMS 402, CHAPTER 1, SECTION 1.14.1.3
<br />EPDXY GROUT SHALL BE NON -SHRINK, HIGH CREEP RESISTANT, AND SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE PROPERTIES:
<br />A) TENSILE STRENGTH, ASTM C 30: 1,500 PSI
<br />B) FLEXURAL STRENGTH, ASTM C 580: 4,000 PSI
<br />C) COMPRESSIVE STRENGTH, ASTM C 579: 1,600 PSI/7 DAYS.
<br />0. MORTAR PLACEMENT:
<br />o. USE 3/8" THICK JOINTS BETWEEN UNITS.
<br />b. TOOL ALL JOINTS WITH A ROUND JOINTER WHEN THE MORTAR IS THUMBPRINT HARD, UNLESS OTHERWISE REQUIRED BY THE
<br />CONTRACT DOCUMENTS.
<br />C. PLACE MORTAR ON CLEAN UNITS WHILE THE MORTAR IS SOFT AND PLASTIC.
<br />DO NOT DISTURB THE UNIT AFTER IT IS IN111ALLY POSITIONED.
<br />e. PLACE MORTAR SO THAT ALL JOINTS OF SOLID UNITS ARE FULLY FILLED WITH MORTAR.
<br />f. FILL THE BED AND HEAD JOINTS OF HOLLOW UNITS WITH MORTAR, SPREAD ACROSS THE WIDTH OF THE FACE SHELLS.
<br />g. MORTAR CROSS WEBS IN HOLLOW UNITS FOR THE FOLLOWING SITUATIONS:
<br />(1.) ADJACENT TO CELLS TO BE GROUTED FOR PARTIALLY GROUTED CONSTRUCTION.
<br />(2.) STARTING COURSE ON FOUNDATIONS.
<br />h. REMOVE PROTRUSIONS OF MORTAR INTO COLLAR JOINTS, CAVITIES AND CELLS OF HOLLOW UNITS IF THEY PROJECT MORE THAN
<br />1 /2".
<br />i. DO NOT SLUSH MORTAR INTO HEAD JOINTS.
<br />ji FILL HOLES IN THE MORTAR.
<br />ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. STRUCTURAL STEEL
<br />SHALL CONFORM TO:
<br />A. ASTM SPECIFICATION A992 GRADE 50 FOR ALL WIDE FLANGE BEAMS.
<br />B. ASTM SPECIFICATION A36 FOR MISCELLANEOUS STEEL SHAPES (ANGLES, PLATES, ETC.).
<br />C. ASTM SPECIFICATION A500 GRADE B (FY=46 KSI) FOR SQUARE OR RECTANGULAR HSS SHAPES.
<br />D. ASTM SPECIFICATION A500 GRADE B (FY=42 KSI) FOR ROUND HSS SHAPES. AT ROUND HSS WITH A WALL THICKNESS
<br />GREATER THAN %" SHALL CONFORM TO ASTM SPECIFICATION A53 TYPE E, GRADE B (FY=35 KSI).
<br />ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION. STEEL BEAMS INSTALLED IN PARALLEL WITH
<br />STEEL BAR JOISTS SHALL HAVE CAMBER EQUAL TO BAR JOISTS.
<br />ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. AT STEEL SURFACES THAT IS TO RECEIVE SPRAYED ON
<br />FIREPROOFING OR CONCRETE ENCASEMENT, DELETE PAINT.
<br />ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S
<br />STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE OF WORK REQUIRED.
<br />ALL CONNECTIONS SHALL BE BOLTED WITH 3/4" DIAMETER, A325-N HIGH STRENGTH BOLTS OR WELDED, UNLESS SHOWN OTHERWISE
<br />ON THE DRAWINGS.
<br />ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES.
<br />SUBMIT ALL STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION.
<br />EQUIPMENT SUPPORTS: PROVIDE ALL SUPPORTING STEEL NOT INDICATED ON PLAN AS REQUIRED FOR THE INSTALLATION OF
<br />MECHANICAL EQUIPMENT AND MATERIALS, INCLUDING ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT EQUIPMENT OR
<br />PIPING FROM METAL DECKING.
<br />E. JOBSITE WATER SHALL NOT BE ADDED, SHOP DRAWINGS
<br />3. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318/ 2008 EDITION), THE ACI 1. THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING:
<br />DETAILING MANUAL (ACI 315/ 1994 EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301/
<br />LATEST EDITION). A. CONCRETE MIX DESIGNS
<br />B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC
<br />4. SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION. C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACCESSORIES
<br />E. STRUCTURAL STEEL
<br />5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS. F. PRE-ENGINEERED STEEL STAIRS
<br />G. PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES
<br />6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 185, UNLESS OTHERWISE SPECIFIED. PLACE FABRIC 2" CLEAR FROM TOP OF THE
<br />SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT S-O" O.C. 2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENGINEER REGISTERED IN THE STATE OF
<br />co FLORIDA.
<br />7. LAP ALL BARS WITH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12
<br />II INCHES (UNLESS OTHERWISE NOTED).
<br />ai
<br />Can 8. REINFORCING BARS:
<br />A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A
<br />I� 615 GRADE 60.
<br />v B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL FOOTINGS, PROVIDE (1-#5 OR MATCHING) HORIZONTAL
<br />r BARS X 5'-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE.
<br />LO C. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS UNLESS OTHERWISE NOTED.
<br />0
<br />00 9. FOR GRADE BEAMS, LAP ALL TOP STEEL AT MID -SPAN AND LAP BOTTOM STEEL OVER SUPPORTS.
<br />0
<br />0
<br />a�
<br />16
<br />0
<br />a
<br />WOOD
<br />1. ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY -USE". MOISTURE CONTENT MUST BE 19% OR LESS. STORE WOOD
<br />FRAMING ABOVE GROUND AND UNDER TARPS WITH PROPER AIR CIRCULATION, IN SUCH A WAY TO PREVENT MOISTURE DAMAGE.
<br />2. ALL NOTED LUMBER SHALL BE:
<br />A. CONVENTIONAL LUMBER:
<br />SOUTHERN PINE SPECIES #2 GRADE (SP2) OR APPROVED EQUAL. ALLOWABLE DESIGN STRESSES SHALL FOLLOW
<br />NATIONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION).
<br />B. ENGINEERED LUMBER:
<br />PARALLEL STRAND LUMBER (PSL), (PARALLAM PSL or EQUAL) WITH THE FOLLOWING DESIGN PROPERTIES: E _
<br />2.00x10^6, Fb = 2,900 PSI, Ft = 2,025 PSI, Fv = 290 PSI, Fc// = 2,900 PSI. (PROVIDE WOLMANIZED, PARALLAM
<br />PLUS PSL or EQUAL AT EXTERIOR LOCATIONS.)
<br />LAMINATED VENEER LUMBER (LVL), (MICROLLAM or EQUAL) WITH THE FOLLOWING DESIGN PROPERTIES: E = 1.9x10^6, Fb
<br />= 2,600 PSI, Ft = 1,555 PSI, Fv = 285 PSI, Fc// = 2,510 PSI.
<br />3. STUD WALLS SHALL BE FRAMED UTILIZING THE PLATFORM FRAME METHOD. PROVIDE 2x STUDS AT 16" O.C., MAXIMUM AT
<br />STRUCTURAL WALLS. SEE PLAN NOTES FOR SIZE AND SPACING. WALLS SHALL HAVE A PRESSURE TREATED (P.T.) 2x SOLE PLATE
<br />AT THE BOTTOM AND A DOUBLE 2x TOP PLATE, UNLESS NOTED OTHERWISE.
<br />PROVIDE CONTINUOUS SOLID BLOCKING AT AT SHEATHING EDGES AND 4'-0" O.C. VERTICALLY, MAXIMUM. SOLID BLOCKING SHALL
<br />MATCH VERTICAL STUD.
<br />4. PROVIDE SP ACID PRESSURE TREATED (PT) LUMBER IN ACCORDANCE WITH AWPA STANDARDS TO A MINIMUM 0.40 PCF RETENTION
<br />WHERE LUMBER IS IN CONTACT WITH CONCRETE/MASONRY OR OUTSIDE OF BUILDING AT EXTERIOR CONDITIONS.
<br />5. ATTACH PT 2x SOLE PLATES TO CONCRETE SLABS WITH VO x 10" ANCHOR BOLTS AT 2'-8" O.C. AND AT EACH SIDE OF
<br />DISCONTINUOUS ENDS. PROVIDE ONE ANCHOR BOLT WITHIN NINE INCHES OF EACH SOLE PLATE END. A MINIMUM OF TWO ANCHOR
<br />BOLTS SHALL BE USED ON EACH SILL PLATE PIECE. IN LIEU OF ANCHOR BOLTS, CONTRACTOR MAY USE SIMPSON %"4 TITEN HD
<br />HEAVY DUTY SCREW ANCHORS WITH 4Y2" EMBEDMENT AND 1Y'" EDGE DISTANCE AT 2'-8" O.C. ATTACH 2x SOLE PLATES TO WOOD
<br />FRAMING WITH 16d COMMON NAILS AT 8" O.C., STAGGERED. SEE SHEAR WALL SCHEDULE FOR ATTACHMENT OF SOLE PLATES AT
<br />SHEAR WALLS.
<br />6. CONNECT STUD TO BOTTOM PLATE WITH SIMPSON SP1 AT 2'-8" O.C. ATTACH STUD BELOW TO STUD ABOVE (WHERE THERE IS
<br />MORE THAN ONE STORY) WITH A SIMPSON CS20 STRAP AT 2'-8" O.C. ATTACH STUD TO THE TOP OF WALL AT THE DOUBLE TOP
<br />PLATE WITH A SIMPSON SP2 AT 2'-8" Q.C.
<br />7. ALL METAL CONNECTORS (BUCKETS, HANGERS, CLIPS, ANGLES, ANCHORS, STRAPS AND HARDWARE) IN CONTACT WITH PRESSURE
<br />TREADED LUMBER, CONCRETE OR USED IN EXTERIOR CONDITIONS SHALL BE GALVANIZED WITH A RATING OF G-185, CONFORM TO
<br />ASTM A653 AND WATER/CORROSION RESISTANT. METAL CONNECTORS MUST BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS.
<br />ALL METAL STRAPS MUST BE INSTALLED WITH EQUAL LENGTHS ABOUT THE JOINT LINE. USE SIMPSON STRONG -TIE CONNECTOR
<br />PRODUCTS OR APPROVED EQUAL.
<br />8. ALL NAILS, SCREWS AND BOLTS USED WITH PRESSURE TREATED LUMBER OR EXTERIOR CONDITIONS ARE TO BE HOT -DIPPED
<br />GALVANIZED (OR STAINLESS STEEL) AND WATER/CORROSION RESISTANT. HOT -DIPPED GALVANIZED FASTENERS TO CONFORM TO
<br />ASTM A153 CLASS D. ELECTROGALVANIZED FASTENERS SHALL HAVE A CLASS RATING PER ASTM B695 NO LESS THAN 55. TOE
<br />NAILING WILL NOT BE PERMITTED.
<br />A. NAILS SPECIFIED ARE TYPE: COMMON, FS FF-N-105.
<br />B. BOLTS SPECIFIED ARE ASTM A307, GRADE A WITH ASTM A563 HEX NUTS AND FLAT WASHERS, UNLESS NOTED OTHERWISE.
<br />9. ALUMINUM IS NOT TO BE USED IN DIRECT CONTACT WITH ACQ TREATED LUMBER.
<br />10. CONNECTIONS AND FASTENERS SHALL BE PER FLORIDA BUILDING CODE, TABLE 2304.9.1 FASTENING SCHEDULE, UNLESS NOTED
<br />OTHERWISE.
<br />11. SHEATHING:
<br />A. FLOOR:
<br />USE 3/4" T&G APA 24oc STURD-I-FLOOR, EXP. 1, PLYWOOD (or OSB) SUB -FLOOR SHEATHING. FASTEN FLOOR SHEATHING
<br />TO SUPPORTS WITH 10d COMMON NAILS AND CONSTRUCTION ADHESIVE. SPACE 10d COMMON NAILS AT 6" O.C. AT SHEATHING
<br />EDGES AND 12" O.C. IN FIELD. SELECT CONSTRUCTION ADHESIVE WITH APA AFG 01 SPECIFICATION AND FOLLOW APA AND
<br />MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION.
<br />B. WALL: (UNLESS NOTED OTHERWISE)
<br />EXTERIOR FACE: Y2" (1%2") P.T. PLYWOOD, APA 24/16 RATED, FOR THE FIRST 4'-D" VERTICALLY. USE 2") EXTERIOR
<br />GRADE PLYWOOD (or O.S.B.), APA 24/16 RATED, AT OTHER LOCATIONS. FASTEN SHEATHING TO SUPPORTS AS NOTED BELOW,
<br />UNLESS NOTED DIFFERENTLY IN THE SHEAR WALL SCHEDULE:
<br />ZONE 4 8d NAILS AT 6" O.C. AT SHEET EDGES AND 12" O.C. IN FIELD
<br />ZONE 5 8d NAILS AT 6" O.C. AT SHEET EDGES AND 12" O.C. IN FIELD
<br />* SEE WALL ELEVATION AT THE COMPONENTS AND CLADDING SCHEDULE FOR ZONE LOCATIONS.
<br />INTERIOR FACE: %" GYPSUM WALLBOARD. FASTEN SHEATHING TO SUPPORTS WITH No. 8-2Y2" TYPE S or W, DRY WALL
<br />SCREWS AT 7" O.C. AT ALL SUPPORTS, UNLESS NOTED DIFFERENTLY IN THE SHEAR WALL SCHEDULE,
<br />C. ROOF:
<br />%" EXTERIOR GRADE PLYWOOD (or O.S.B.), APA 24/16 RATED - EXPOSURE 1. FASTEN SHEATHING TO SUPPORTS AS NOTED
<br />BELOW. PROVIDE ONE PLYWOOD CLIP PER SPAN BETWEEN SHEET EDGES. PROVIDE SOLID 2x BLOCKING BETWEEN SUPPORTS
<br />AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF SLOPE.
<br />ZONE 1 8d NAILS AT 6" O.C. AT SHEET EDGES AND 12" O.C. IN FIELD
<br />ZONE 2 8d NAILS AT 4" O.C. AT SHEET EDGES AND 12" O.C. IN FIELD
<br />ZONE 3 8d NAILS AT 4" O.C. AT SHEET EDGES AND 12" O.C. IN FIELD
<br />* SEE PLAN AT THE COMPONENTS AND CLADDING SCHEDULE FOR ZONE LOCATIONS.
<br />D. USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING, PERPENDICULAR TO FRAMING. STAGGER PANEL END
<br />JOINTS 4'-0" TYPICAL. ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS.
<br />E. SEE FRAMING PLANS, SECTIONS, DETAILS AND SHEAR WALL SCHEDULE FOR SPECIAL CONDITIONS.
<br />12. HOLES/ LEAD (PILOT) HOLES FOR:
<br />BOLTS 1/32" TO 1/16" > BOLT DIAMETERS
<br />LAG SCREWS - SHANK SAME DIAMETER AS SHANK
<br />LAG SCREWS - THREADED PORTION + 507 OF DIAMETER
<br />WOOD SCREWS - SHANK 7/8 DIAMETER OF SHANK
<br />WOOD SCREWS - THREADED PORTION 7/8 OF DIAMETER
<br />NAIL < 75% OF DIAMETER
<br />13. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY.
<br />14. HEADERS AT NON BEARING CONDITIONS SHALL BE AS FOLLOWS:
<br />OPENING SIZE HEADER
<br />UP TO 4'-0" (2) 2x4 W/ }¢" SPACER or FLITCH PLATE
<br />4'-0" TO 6'-0" (2) 2x6 W/" SPACER or FLITCH PLATE
<br />6'-0" TO 9'-0" (2) 2x8 W/ Y2" SPACER or FLITCH PLATE
<br />NAIL MEMBERS TOGETHER WITH 16d NAILS AT 8" O.C., STAGGERED. THREE (3) NAILS PER HEADER MINIMUM.
<br />PREFABRICATED WOOD TRUSSES
<br />1. FLOOR AND ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL SPECIALTY ENGINEER
<br />REGISTERED IN THE STATE OF FLORIDA. SEALED CALCULATIONS AND LAYOUT DRAWINGS ARE TO BE SUBMITTED FOR APPROVAL.
<br />TRUSS FABRICATOR TO PROVIDE ALL TRUSS -TO -TRUSS HANGERS AS REQUIRED TO RESIST GRAVITY AND UPLIFT REACTION. (UPLIFT
<br />LOADING SHALL USE COMPONENTS & CLADDING WIND FORCES.)
<br />2. WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE BUILDING COMPONENT SAFETY
<br />INFORMATION GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD
<br />TRUSSES, JOINTLY PRODUCED BY WTCA AND TRUSS PLATE INSTITUTE. BRACING IN THE PLANE OF THE WEB MEMBERS:
<br />A. THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS LATERAL BRACING FOR EACH TRUSS WEB MEMBER AS
<br />REQUIRED.
<br />B. LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING (MIN. 2" THICK NOMINAL LUMBER). THIS BRACING IS TO BE
<br />CONTINUOUS.
<br />C. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE AT EACH VERTICAL WEB MEMBER CLOSEST TO BEARING
<br />LOCATIONS.
<br />3. THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL BRACING SPACED AT 8'-0" ON CENTER WITH A CEILING
<br />ATTACHED TO BOTTOM CHORD OF TRUSSES. IF NO CEILING IS ATTACHED TO BO7OM CHORD OF TRUSSES, BRACING SHALL BE
<br />MINIMUM 2X4 0 36" ON CENTER NAILED TO THE TOP OF THE BOTTOM CHORD. DIAGONALS PLACED AT 45 DEGREES TO THE
<br />LATERAL BRACES SHALL BE LOCATED AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL BRACING SHOULD BE
<br />REPEATED AT 20 FOOT INTERVALS. SEE TYPICAL TRUSS BOTTOM CHORD BRACING DETAIL.
<br />4. TOP CHORD BRACING:
<br />A. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD, PROPERLY LAPPED AND NAILED TO DEVELOP DIAPHRAGM ACTION,
<br />BRACING IS NOT REQUIRED.
<br />B. IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH,
<br />DIAGONAL BRACING SHOULD BE REPEATED AT 20-FOOT INTERVALS.
<br />5. DO NOT CUT, DRILL OR NOTCH ROOF TRUSSES WITHOUT WRITTEN APPROVAL FROM TRUSS ENGINEER. COORDINATE MECHANICAL,
<br />ELECTRICAL, PLUMBING, ETC. SIZES AND LOCATIONS WITH TRUSS LAYOUT PRIOR TO ERECTION.
<br />6. TRUSSES SHALL BE MANUFACTURED & DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATION(S) FOR WOOD
<br />CONSTRUCTION, AF & PA, AND NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI
<br />1-1995, AND THE LOCAL CODE JURISDICTIONS.
<br />7. DO NOT OVERLOAD FLOOR OR ROOF TRUSSES WITH BUILDING MATERIALS.
<br />8. CONNECTOR PLATES SHALL BE MANUFACTURED BY A WTCA MEMBER PLATE SUPPLIER AND SHALL MEET OR EXCEED ASTM
<br />A653/A653M REQUIREMENTS FOR STRUCTURAL STEEL.
<br />9. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE WOOD TRUSS MANUFACTURER SHALL DESIGN FOR THE
<br />WEIGHT OF ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT/FIXTURES AS WELL AS CHANDELIER FIXTURES, BAR CABINETS
<br />AND ART WORK/MOBILES.
<br />GUTHERMAN STRUCTURAL INC.
<br />264 BUTTERCUP CIRCLE
<br />ALTAMONTE SPRINGS FL 32-,
<br />P: 407.701.o875 LIC. #28863
<br />1 V 6-r1 1 1 1a1
<br />STRUCTURAL
<br />SIGNIFICANT REVISIONS HAVE BEEN MADE TO THIS
<br />SHEET DUE TO THE CHANGE TO A WOOD FRAME
<br />STRUCTURE AND ENCLOSING THE CORRIDORS.
<br />1
<br />ROOF WIND PRESSURE (PSF) VAsD COMPONENTS AND
<br />CLADDING
<br />EFFECTIVE WIND
<br />AREA (SO. FT.)
<br />ROOF AREA
<br />1
<br />2
<br />3
<br />10
<br />+13.08/-32.15
<br />+29.43/-53.95
<br />+29.43/-53.95
<br />20
<br />+12.26/-31.33
<br />+28.12/-48.21
<br />+28.12/-48.21
<br />50
<br />+11.17/-30,25
<br />+26.40/-40.62
<br />+26.40/-40.62
<br />100
<br />+10.35/-29.43
<br />+25.10/-34.88
<br />+25.10/-34.88
<br />OVERHANGS
<br />- - -
<br />+9.60/-46.32
<br />+9.60/-76.29
<br />NOTES:
<br />1. WIND DESIGN PER FBC-2010
<br />2. +: INDICATES WIND PRESSURE
<br />-: INDICATES WIND SUCTION
<br />3. WALL DISTANCE A = 10.0 FT
<br />(COMPONENTS AND CLADDING)
<br />4. FOR EFFECTIVE WIND AREAS BETWEEN
<br />THOSE GIVEN ABOVE THE LOAD MAY BE
<br />INTERPOLATED, OTHERWISE USE THE
<br />LOAD ASSOCIATED WITH THE LOWER
<br />EFFECTIVE WIND AREA
<br />DOOR do WINDOW WIND PRESSURE (PSF) Vasd
<br />COMPONENTS AND CLADDING
<br />EFFECTIVE WIND
<br />AREA (SQ. FT)
<br />10
<br />WALL AREA
<br />4
<br />+29.43/-31.88
<br />5
<br />+29.43/-39.23
<br />20
<br />+28.12/-30.57
<br />+28.12/-36.63
<br />50
<br />+26.40/-28.85
<br />+26.40/-33.18
<br />100
<br />+25.10/-27.55
<br />+25.10/-30.57
<br />NOTES:
<br />1. WIND DESIGN PER FBC-2010
<br />2. +: INDICATES WIND PRESSURE
<br />-: INDICATES WIND SUCTION
<br />3. WALL DISTANCE A = 10.0 FT
<br />(COMPONENTS AND CLADDING)
<br />4. FOR EFFECTIVE WIND AREAS BETWEEN THOSE
<br />GIVEN ABOVE THE LOAD MAY BE INTERPOLATED,
<br />OTHERWISE USE THE LOAD ASSOCIATED WITH
<br />THE LOWER EFFECTIVE WIND AREA
<br />P,'LMM214VVIA99I21
<br />WOOD HEADER SCHEDULE
<br />MARK SIZE STUDS & HARDWARE EACH END
<br />H1
<br />(2) 2x6
<br />1 JACK STUD / 1 KING STUD EACH
<br />SIDE OF OPENING
<br />H2
<br />(2) 2x8
<br />1 JACK STUD / 1 KING STUD EACH
<br />SIDE OF OPENING
<br />H3
<br />(2) 2x10
<br />1 JACK STUD / 1 KING STUD EACH
<br />SIDE OF OPENING
<br />H4
<br />(2) 2x12
<br />2 JACK STUD / 1 KING STUD EACH
<br />SIDE OF OPENING
<br />H5
<br />(3) 2x6
<br />1 JACK STUD / 1 KING STUD W/ (1) SIMPSON
<br />CS20x2O" STRAP EACH END
<br />H6
<br />(3) 2x8
<br />1 JACK STUD / 2 KING STUD W/ (1) SIMPSON
<br />CS20x2O" STRAP EACH END
<br />H7
<br />(3) 2x10
<br />2 JACK STUD / 2 KING STUD W/ (2) SIMPSON
<br />CS20x2O" STRAP EACH END
<br />H8 *
<br />(2) 1 %" x 7Y4"
<br />2 JACK STUD / 1 KING STUD EACH
<br />LVL's
<br />SIDE OF OPENING
<br />H9 **
<br />(3) 1-Y4" x 7Y4"
<br />2 JACK STUD / 2 KING STUD W/ (2) SIMPSON
<br />LVL's
<br />CS20x2O" STRAP EACH END
<br />(2) 1%" x 11Y4"
<br />3 JACK STUDS
<br />H10
<br />LVL's
<br />SEE SECTION 9/S4.01
<br />* HEADER TYPE "H8" CAN BE USED IN PLACE OF ANY 2-PLY 2x HEADER
<br />** HEADER TYPE "H9" CAN BE USED IN PLACE OF ANY 3-PLY 2x HEADER
<br />NOTE:
<br />1 THE SPECIES AND GRADE FOR ALL 2x MEMBERS SHALL BE SOUTHERNPINE, No.2 or BETTER.
<br />ALL WOOD USED AT THE EXTERIOR CONDITIONS SHALL BE PRESSURE TREATED, (P.T.)
<br />2 JACK STUD INDICATES A BEARING STUD UNDER HEADER AND A CRIPPLE STUD ABOVE
<br />HEADER. KING STUD INDICATES A FULL SIZE STUD SPANNING FROM SOLE PLATE UP TO THE
<br />UNDER SIDE 'OF THE DOUBLE TOP PLATE AT THE TOP OF THE WALL.
<br />3 NAIL 2-PLY 2x MEMBERS TOGETHER WITH (2) ROWS OF 16d NAILS AT 12" O.C. PROVIDE A
<br />Y" FLITCH PLATE or SPACERS BETWEEN 2z S
<br />4 NAIL 3-PLY .2x MEMBERS TOGETHER WITH (2) ROWS OF 16d NAILS AT 12" O.C., EACH FACE.
<br />PROVIDE A Y" FLITCH PLATE or SPACERS BETWEEN 2x'S
<br />5 LVL INDICATES AN ENGINEERED WOOD BEAM, LAMINATED VENEER LUMBER. SEE
<br />MANUFACTURER'S INSTRUCTIONS FOR CONNECTING MULTIPLE PLY'S TOGETHER.
<br />I
<br />In
<br />ARCHITECTURE •
<br />INTERIOR DESIGN,
<br />-C-r =j
<br />745 orienta avenue, suite 1121
<br />altamonte springs, fl 32701
<br />phone: 407.830.1400
<br />fax: 407.830.4143
<br />AA0002731
<br />www.forumarchitecture.com
<br />00o oao
<br />000 a00
<br />o0
<br />BE"NEFICIAL
<br />COMMUNITIES
<br />3550 S. Tamiami Trail Suite 301 Sarasota, FL 34239
<br />Zephyrhills, FL
<br />William Thomas Domanski, P.E.
<br />FL. REG. #76843
<br />SET DISTRIBUTIONS:
<br />0 SHEET REVISIONS:
<br />
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