|
N
<br />N
<br />t7
<br />N
<br />O
<br />y
<br />GENERAL DRAWING NOTES:
<br />• DO NOT SCALE DRAWINGS, USE DIMENSIONS PROVIDED, TYPICALLY. IN THE CASE OF DIMENSIONAL CONFLICT,
<br />ARCHITECTURAL DIMENSIONS GOVERN OVER STRUCTURAL DIMENSIONS, TYPICALLY.
<br />• CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS w/ THE ARCHITECTURAL, MECHANICAL,
<br />ELECTRICAL, PLUMBING, & CIVIL DOCUMENTS. SC&D SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCY OR
<br />OMISSION.
<br />+ THE STRUCTURE IS STABLE ONLY IN IT'S COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY
<br />DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, & INSTALLED BY THE
<br />CONTRACTOR, TYPICALLY.
<br />• STRUCTURAL DRAWINGS ARE NOT TO BE REPRODUCED WITHOUT WRITTEN CONSENT FROM STRUCTURAL
<br />CONCEPTS & DESIGN, LLC ANY REPRODUCTION OF THESE CONTRACT DOCUMENTS WITHOUT WRITTEN
<br />CONSENT OF STRUCTURAL CONCEPTS & DESIGN, LLC. WILL BE REJECTED & NOT REVIEWED.
<br />• SHOP DRAWING REVIEW SHALL REQUIRE TWO (2) WEEKS FOR COMPLETION FROM TIME OF DELIVERY TO
<br />STRUCTURAL CONCEPTS & DESIGN, LLC. SHOP DRAWINGS SHALL BE CHECKED & "APPROVED" BY GENERAL
<br />CONTRACTOR PRIOR TO SUBMITTAL TO ARCHITECT.
<br />• CONTRACTORS SUBMITTING SHOP DRAWINGS TO PROVIDE THREE (3) BLACKLINE COPIES FOR MARK-UP.
<br />ADDITIONAL COPIES WILL BE RETURNED WITHOUT MARKS OR APPROVAL STAMP.
<br />THE GENERAL CONTRACTOR SHALL PREPARE A DETAILED LIST & SCHEDULE OF ALL SUBMITTAL ITEMS TO BE SENT TO
<br />THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION. THIS LIST SHALL BE UPDATED, REVISED, &
<br />KEPT CURRENT AS THE JOB PROGRESSES.
<br />THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW &
<br />APPROVAL THE FOLLOWING ITEMS:
<br />• CONCRETE MIX DESIGNS
<br />• CONSTRUCTION JOINT LOCATIONS IN CONCRETE SLAB -ON -GRADE
<br />• POST -TENSION FOUNDATIONS*
<br />• MISCELLANEOUS STEEL
<br />• REINFORCING STEEL: FOUNDATIONS, MASONRY, & CONCRETE
<br />• STEEL/ALUMINUM HANDRAILS*
<br />• ALUMINUM SCREEN ENCLOSURES*
<br />• ENGINEERED WOOD ROOF TRUSS SYSTEMS*
<br />y° SHOP DRAWING SUBMITTALS NOTED WITH AN "*" ARE REQUIRED TO BE SIGNED & SEALED BY A REGISTERED
<br />PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED.
<br />THE GENERAL CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS PREPARED AND SIGNED & SEALED BY A
<br />PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED TO THE STRUCTURAL ENGINEER FOR
<br />REVIEW & APPROVAL FOR THE FOLLOWING ITEMS:
<br />• POST -TENSION FOUNDATIONS*
<br />• STEEL/ALUMINUM HANDRAILS*
<br />• ALUMINUM SCREEN ENCLOSURES*
<br />• ENGINEERED WOOD ROOF TRUSS SYSTEMS*
<br />DELEGATED ENGINEERING CALCULATION REQUIREMENTS:
<br />• ALL SUBMITTED CALCULATIONS SHALL BE PRESENTED IN A LEGIBLE MANNER & FOLLOW AN ORDERLY, LOGICAL
<br />SEQUENCE.
<br />• ALL REFERENCES & SOURCES OF INFORMATION SHALL BE LISTED WITHIN THE CALCULATIONS. COPIES OF
<br />PERTINENT SECTIONS SHALL BE INCLUDED.
<br />• BASIC LOADS & DERIVATION OF FORCES, MOMENTS, SHEARS, REACTIONS, DEFLECTIONS, CAMBERS, ETC. SHALL BE
<br />INCLUDED IN THE CALCULATIONS. INCLUDE ALL UNBALANCED LOADING FORCES AS REQUIRED. LOAD
<br />REQUIREMENTS w/ APPROPRIATE FACTORS SHALL BE AS REQUIRED BY THE LATEST EDITION OF THE REFERENCED
<br />BUILDING CODE.
<br />• DESIGN ASSUMPTIONS SHALL BE CLEARLY STATED.
<br />• ALL COMPUTER GENERATED CALCULATIONS SHALL BE ACCOMPANIED w/ EXPLANATIONS OF INPUT/OUTPUT
<br />DATA (i.e. VARIABLE IDENTIFICATION, LOAD DERIVATION, ETC.) & A BRIEF EXPLANATION OF GENERAL THEORY,
<br />METHOD, & DESIGN ASSUMPTIONS USED SHALL BE INCLUDED,
<br />• ALL CALCULATIONS SHALL BE SIGNED & SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE
<br />THE PROJECT IS LOCATED. DELEGATED ENGINEERING SUBMITTALS THAT DO NOT INCLUDE COMPLETE SIGNED &
<br />SEALED CALCULATIONS IN COMPLIANCE w/ REQUIREMENTS NOTED ABOVE WILL BE REJECTED WITHOUT REVIEW.
<br />• DELEGATED ENGINEERING CALCULATION SUBMITTALS THAT DO NOT MEET THESE REQUIREMENTS WILL BE
<br />REJECTED WITHOUT REVIEW.
<br />DUE TO MULTIPLE ISSUES w/ DELEGATED ENGINEERS NOT PROVIDING THE REQUIRED SUBMITTAL DOCUMENTS
<br />AND/OR CALCULATIONS ON RECENT PROJECTS, THE CONTRACTOR MUST PROVIDE THE NAME OF EACH PROPOSED
<br />DELEGATED ENGINEER (FOR EACH DELEGATED ENGINEERING SCOPE OF WORK) TO SC&D FOR REVIEW & APPROVAL
<br />PRIOR TO THE CONTRACTOR SUBMITTING ANY DELEGATED ENGINEERING DOCUMENTS TO THE DESIGN TEAM. ANY
<br />DELEGATED ENGINEERING SUBMITTALS FROM NON -APPROVED DELEGATED ENGINEERS WILL BE REJECTED WITHOUT
<br />REVIEW.
<br />• NOTE THAT ALL DELEGATED ENGINEERING SUBMITTALS MUST BE REVIEWED &APPROVED BY THE ARCHITECT &
<br />ENGINEER OR RECORD PRIOR TO SUBMISSION TO THE BUILDING DIVISION, TYPICALLY.
<br />00200 BUILDING CODES:
<br />• FLORIDA BUILDING CODE 7th EDITION (2020)
<br />• ASCE/SEI 7-16: MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES
<br />00500 STRUCTURAL DESIGN CRITERIA:
<br />THE STRUCTURE HAS BEEN DESIGNED IN ACCORD WITH METHOD 1 - ALLOWABLE STRESS DESIGN AS REQUIRED BY
<br />SECTION 2802.1 OF THE FLORIDA BUILDING CODE. REQUIREMENTS FOR TYPICAL STRUCTURAL LOADS ARE GIVEN
<br />BELOW UNLESS SPECIFIC AREAS OF THE DRAWING SPECIFICALLY CALL FOR DIFFERENT LOADING CRITERIA.
<br />GRAVITY LOADING IS TO BE UNIFORM (U.N.O.)
<br />LIVE LOADING PER FLORIDA BUILDING CODE
<br />• SLAB -ON -GRADE AREAS: 150 PSF
<br />• ROOFS (SLOPED): 20 PSF (REDUCIBLE)
<br />WIND LOADING PER FLORIDA BUILDING CODE
<br />• ULTIMATE DESIGN WIND SPEED: VuLT = 139 MPH (3 SECOND GUST)
<br />• NOMINAL DESIGN WIND SPEED: VASD = 108 MPH (3 SECOND GUST)
<br />• RISK CATEGORY = "II"
<br />• EXPOSURE CATEGORY = "C"
<br />• INTERNAL PRESSURE COEFFICIENTS = n/a (OPEN STRUCTURE)
<br />• COMPONENT & CLADDING WIND PRESSURES SHOWN ON SHEET "S19.35"
<br />THIS PROJECT IS NOT LOCATED WITHIN A WIND BORNE DEBRIS REGION.
<br />EARTHQUAKE DESIGN DATA PER FLORIDA BUILDING CODE & ASCE/SEI 7
<br />• SEISMIC IMPORTANCE FACTOR: (1) = 1.0
<br />• SPECTRAL RESPONSE ACCELERATIONS: Ss = 0.058g Si = 0.032g
<br />• SITE CLASS = "D"
<br />• SPECTRAL RESPONSE COEFFICIENTS: SDs = 0.062g SDI = 0.051g
<br />• SEISMIC DESIGN CATEGORY = "A"
<br />• BASIC SEISMIC FORCE RESISTING SYSTEM: MASONRY SHEAR WALLS
<br />• DESIGN BASE SHEAR = 3.5 KIPS (MAX.) FOR EACH AMENITY BUILDING
<br />• RESPONSE MODIFICATION FACTOR (R) = 2
<br />• ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE
<br />ESTIMATED DEFLECTIONS (IN INCHES) ARE AS FOLLOWS:
<br />LIVE LOAD TOTAL LOAD
<br />ROOF MEMBERS: L1360 or V L/240
<br />FLOOR MEMBERS: L/360 L1240
<br />WHERE "L" = SPAN LENGTH (IN.) BETWEEN CENTERLINES OF SUPPORTS.
<br />General Structural Notes
<br />01100 SCOPE OF SERVICE:
<br />STRUCTURAL CONCEPTS & DESIGN, LLC AS THE STRUCTURAL ENGINEER OF RECORD HAS DESIGNED AND IS
<br />RESPONSIBLE FOR ONLY THE SPECIFIC STRUCTURAL COMPONENTS SHOWN IN THIS SET OF STRUCTURAL
<br />CONSTRUCTION DOCUMENTS. IF A SPECIALTY ENGINEER, AS DEFINED BY THE DEPARTMENT OF PROFESSIONAL
<br />REGULATION, IS REQUIRED, HIS SERVICES MUST COMPLY WITH THE SCOPE OF SERVICES AS OUTLINED IN THE
<br />PROJECT CONSTRUCTION DOCUMENTS.
<br />01400 SCOPE OF SERVICE - THRESHOLD INSPECTOR:
<br />THE THRESHOLD SPECIALTY INSPECTOR IS RESPONSIBLE FOR THE INSPECTION AND APPROVAL OF THE STRUCTURAL
<br />COMPONENTS SHOWN IN THIS SET OF STRUCTURAL CONSTRUCTION DOCUMENTS AND AS INDICATED IN THE
<br />THRESHOLD INSPECTION PLAN. THE THRESHOLD SPECIALTY INSPECTOR IS TO BE CONTRACTED BY THE OWNER AND
<br />MUST BE A REGISTERED SPECIAL INSPECTOR IN THE STATE OF FLORIDA, IN COMPLIANCE WITH THE CURRENT EDITION
<br />OF THE FLORIDA BUILDING CODE.
<br />02000 FOUNDATIONS:
<br />GEOTECHNICAL DATA AND RECOMMENDATIONS HAVE BEEN PROVIDED BY VERONICA DE FREITAS, P.E. & JAMES
<br />STEPHENSON, P.E. (FL #86378) OF UNIVERSAL ENGINEERING SCIENCES, INC., 9802 PALM RIVER RD., TAMPA, FL 33619,
<br />PHONE: (813) 704-8506, UES PROJECT No. 0830.2100171, UES REPORT No. 1927445 DATED JANUARY 17, 2022. BASED
<br />ON THEIR RECOMMENDATIONS, THE FOLLOWING FOUNDATION SYSTEM WILL BE USED:
<br />• SHALLOW STRIP & SPREAD FOOTINGS w/ MAXIMUM ALLOWABLE NET SOIL BEARING PRESSURE = 2,500 PSF
<br />THE GEOTECHNICAL ENGINEER IS RESPONSIBLE FOR SPECIFYING AND MONITORING ALL TESTING, INSTALLATION,
<br />EVALUATION, AND REPORTING RELATED TO THE FOUNDATION SYSTEM, INCLUDING ALL WORKMANSHIP
<br />PROVISIONS RELATING TO THE SOIL - STRUCTURE INTERFACE. THE STRUCTURAL ENGINEER IS RESPONSIBLE FOR
<br />SPECIFYING THE MATERIALS USED TO CONSTRUCT THE FOUNDATION UNITS AND FOR THE SELECTION OF VARIOUS
<br />SIZE UNITS TO SUPPORT THE STRUCTURAL FRAME.
<br />DO NOT PLACE ANY FOOTINGS OR MATS UNTIL RECEIPT OF WRITTEN AUTHORIZATION BY THE GEOTECHNICAL
<br />ENGINEER THAT THE PREPARED SUBGRADE OR DEEP FOUNDATION SYSTEM HAS BEEN PROPERLY EXECUTED IN
<br />ACCORD WITH THE DESIGN AND THAT ANY VARYING CONDITIONS ENCOUNTERED DURING CONSTRUCTION HAVE
<br />BEEN EVALUATED AND CORRECTED WHERE NECESSARY TO INSURE PROPER FOUNDATION PERFORMANCE.
<br />02200 EARTHWORK:
<br />CONTRACTOR SHALL DEWATER SITE AS NECESSARY, SO THAT ALL CONCRETE CAN BE PLACED IN THE DRY. ALL
<br />BACKFILL SHALL BE ACCOMPLISHED USING MATERIAL CONSISTING OF CRUSHED STONE AND/OR MATERIAL
<br />APPROVED BY THE GEOTECHNICAL ENGINEER. THE BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY
<br />AS DETERMINED BY ASTM D-1557. NO BACKFILL MATERIAL SHALL BE PLACED AGAINST WALLS WHICH DO NOT HAVE
<br />PERMANENT FLOORS AT THE TOP AND BOTTOM WITHOUT PROVISIONS FOR ADEQUATE TEMPORARY BRACING OF
<br />THOSE WALLS. PROVIDE ADEQUATE EXCAVATION BRACING IN ACCORD WITH GEOTECHNICAL ENGINEER
<br />RECOMMENDATIONS TO MAINTAIN EXISTING FOOTINGS, UTILITIES, AND OTHER IMPROVEMENTS IN A SAFE
<br />CONDITION.
<br />02210 STRUCTURAL FILL:
<br />FOUNDATIONS PLACED ON COMPACTED STRUCTURAL FILL HAVE BEEN DESIGNED FOR A MAXIMUM ALLOWABLE NET
<br />SOIL BEARING PRESSURE OF 2,500 PSF. FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY
<br />ASTM D-1557. PLACE FILL IN LAYERS OF 12" THICK MAXIMUM AND UNDER THE DIRECT SUPERVISION OF A
<br />GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION.
<br />02260 PROOF -ROLLING:
<br />ISOLATED SPREAD COLUMN FOOTINGS SHALL NOT BE LESS THAN Y-0" WIDE IN EITHER DIRECTION & SHOULD BE
<br />BASED 1'-6" MIN. BELOW THE FINISHED FLOOR OR FINAL EXTERIOR GRADES AT 2,500 PSF MAX. ALLOWABLE NET SOIL
<br />BEARING PRESSURE. CONTINUOUS STRIP WALL FOOTINGS SHALL NOT BE LESS THAN 2'-0" WIDE & SHOULD BE BASED
<br />1'-6" MIN. BELOW THE FINISHED FLOOR OR FINAL EXTERIOR GRADES AT 2,500 PSF MAX. ALLOWABLE NET SOIL
<br />BEARING PRESSURE. MONOLITHIC GRADE BEAMS & THICKENED SLAB SECTIONS SHALL NOT BE LESS THAN 12" WIDE w/
<br />A 450 CHAMFER TO THE SLAB & SHOULD BE BASED P-0" MIN. BELOW THE FINISHED FLOOR ELEVATION & 1'-0" MIN.
<br />BELOW THE FINAL EXTERIOR GRADES AT 2,500 PSF MAX. ALLOWABLE NET SOIL BEARING PRESSURE ON SOIL
<br />IMPROVED BY PROOF -ROLLING NOT LESS THAN THREE COVERAGES. FOR FOOTING WIDTHS OR EMBEDMENTS LESS
<br />THAN THOSE SPECIFIED, THE ALLOWABLE BEARING PRESSURES ARE REDUCED PROPORTIONALLY. PERFORM ALL
<br />PROOF -ROLLING OPERATIONS IN ACCORD WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER IN
<br />THE PRESENCE OF THE OWNER'S AUTHORIZED AGENCY.
<br />03100 FORMWORK:
<br />CONTRACTOR SHALL DESIGN AND ERECT FORMWORK IN STRICT COMPLIANCE WITH ACI 347. SEE TYPICAL DETAILS
<br />FOR CAMBER REQUIREMENTS. CONTRACTOR SHALL COORDINATE ALL OPENINGS AS REQUIRED FOR OTHER TRADES.
<br />OPENINGS WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE TO IDENTIFY DESIGN INTENT ONLY. THE SPECIFIC
<br />DIMENSIONS AND LOCATIONS SHALL BE FURNISHED OR CONFIRMED BY THE TRADE REQUIRING THE OPENING.
<br />PROVIDE CHAMFERS AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW. FORMWORK TO REMAIN IN PLACE
<br />UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM OF 50 PSF OF
<br />ADDITIONAL CONSTRUCTION LOAD. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
<br />03200 CONCRETE REINFORCEMENT:
<br />WORK SHALL BE IN ACCORD WITH THE CURRENT EDITIONS OF ACI 318, ACI 318R, ACI 315, ACI 318, CRSI "MANUAL OF
<br />STANDARD PRACTICE", CRSI "PLACING REINFORCING BARS", WIRE REINFORCEMENT INSTITUTE "MANUAL OF
<br />STANDARD PRACTICE -STRUCTURAL WELDED WIRE REINFORCEMENT'. BARS SHALL CONFORM TO ASTM
<br />SPECIFICATION A615(SI), GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. CONCRETE COVER
<br />REQUIRED AS FOLLOWS:
<br />A. CAST AGAINST AND EXPOSED TO EARTH: 3"
<br />B. FORMED, EXPOSED TO EARTH OR WEATHER: 2" (#6 & LARGER)
<br />lI/" (#5 & SMALLER)
<br />C. SLABS AND WALLS:
<br />NO EARTH OR WEATHER EXPOSURE Y4" (#II & SMALLER)
<br />3 HOUR FIRE RATING AND LESS Y4"
<br />LAP SPLICE LENGTHS SHALL BE AS FOLLOWS:
<br />1. ALL LAP SPLICES SHALL BE TENSION CLASS "B" UNLESS OTHER LAP CONDITIONS ARE SPECIFICALLY SHOWN ON THE
<br />DRAWINGS.
<br />2. SPLICE LENGTHS SHALL BE SHOWN ON SHOP DRAWINGS.
<br />3. USE GENERAL HOOK BAR DEVELOPMENT LENGTHS UNLESS SPECIAL CONFINEMENT CONDITIONS ARE SATISFIED
<br />IN ACCORD WITH ACI 318.
<br />03300 CAST -IN -PLACE CONCRETE:
<br />TO BE MIXED AND PLACED IN ACCORDANCE WITH THE CURRENT EDITION OF ACI 301. ALL REINFORCED CONCRETE
<br />TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />ALL STRUCTURAL ELEMENTS F'c = 4,000 PSI UNLESS NOTED OTHERWISE.
<br />• BEAMS & COLUMNS: F'c = 4,000 PSI
<br />• FOUNDATIONS: F'c = 3,000 PSI
<br />• SLABS ON GRADE: F'c = 3,000 PSI
<br />• LIGHTWEIGHT TOPPING: F'c = 2,200 PSI (MIN.)
<br />ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH
<br />PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.
<br />03310 CONCRETE TESTING:
<br />OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT
<br />TEST REPORTS ON CAST IN PLACE CONCRETE:
<br />• ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT
<br />EXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER)
<br />• ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS."
<br />CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE
<br />PLACED. TEST CYLINDERS AT THE FOLLOWING AGES:
<br />1 CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS
<br />-or-
<br />HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED
<br />28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED.
<br />03365 POST -TENSIONED CONCRETE FOR FOUNDATIONS:
<br />CONCRETE STRENGTHS AT TRANSFER OF PRESTRESS FORCE TO CONCRETE SHALL BE AT 2,000 PSI (MIN.). THE
<br />TENDONS SHALL BE TENSIONED AS SOON AS POSSIBLE AFTER THIS STRENGTH IS REACHED, BUT THE TENDON MUST
<br />BE TENSIONED NO LATER THAT 7 DAYS AFTER CONCRETE PLACEMENT. ALL REQUIREMENTS AND
<br />RECOMMENDATIONS IN ACI-318-02 AND ACI-ASCE COMMITTEE 423, SHALL APPLY TO THIS WORK. ALL FORCES ARE
<br />SHOWN IN KIPS (1,000 LBS). C.G.S. - INDICATES CENTER GRAVITY OF TENDONS. C.G.C. - INDICATES CENTER GRAVITY
<br />OF CONCRETE. THE CONSTRUCTION JOINT LOCATION SHALL BE LOCATED FROM THE CENTER LINE OF SUPPORT
<br />WHERE THE CGS OF THE TENDONS INTERSECT THE C.G.C. OF THE CONCRETE. THOROUGHLY VIBRATE THE
<br />CONCRETE BEHIND ALL TENDON ANCHOR PLATES. PROVIDE BACK-UP REBARS BEHIND ALL ANCHOR PLATES AT
<br />CONCRETE EDGES AS DETAILED. SPACING OF TENDONS SHALL BE IN ACCORDANCE WITH ACI-ASCE COMMITTEE 423.
<br />PROVIDE CONCRETE COVER ON REBARS AND TENDONS UNLESS DETAILED OTHERWISE. ADEQUATE SUPPORT BARS
<br />AND CHAIRS SHALL BE PROVIDED TO DEFINE THE TENDON PROFILE AND TENDONS SHALL BE FIRMLY TIED IN PLACE
<br />TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS AND PLACING OF CONCRETE. THE PLACEMENT
<br />TOLERANCE OF TENDONS SHALL BE IN ACCORDANCE WITH ACI-ASCE 423. FASTENERS IN CONCRETE SLABS,
<br />REQUIRED FOR OTHER TRADES SHALL BE CAST -IN -PLACE WHERE EVER FEASIBLE. DRILLED -IN FASTENERS MAY BE USED
<br />ONLY WHERE TENDONS ARE LOCATED MAGNETICALLY OR BY OTHER MEANS PRIOR TO DRILLING.
<br />POWDER -DRIVEN FASTENERS WITH PENETRATION OF Y8" LESS THAN REQUIRED COVER WILL BE PERMITTED.
<br />CHLORIDE IN CONCRETE SHALL NOT BE PERMITTED. PROFILES AND FORCES BASED ON I/" DIAMETER STRANDS Q
<br />WIRE). EFFECTIVE STRESS IN PRESTRESSING STEEL AFTER LOSSES IS ASSUMED TO BE 171 KSI WHICH SHALL BE VERIFIED
<br />OR MODIFIED BY CALCULATIONS IN ACCORD WITH ACI-ASCE 423 RECOMMENDATION. YIELD STRENGTH OF
<br />PRESTRESSING STEEL = 270 KSI. POST -TENSIONED FORCES SPECIFIED IN THE CONTRACT DRAWINGS ARE REQUIRED
<br />EFFECTIVE FORCES AFTER APPROPRIATE LOSSES ARE ACCOUNTED FOR. CALCULATIONS SUBMITTED WITH THE
<br />POST -TENSIONING MATERIAL SHOP DRAWINGS SHALL INDICATE THE VALUES FOR ALL LOSSES APPROPRIATE TO THIS
<br />PROJECT FOR THE MATERIAL PROPOSED. CERTIFIED TEST DATA SUBSTANTIATING LOSS ASSUMPTIONS SHALL ALSO
<br />BE SUBMITTED. NOTE THAT SUBMITTALS INDICATING EFFECTIVE FORCES DIFFERENT FROM THOSE SHOWN ON
<br />THE CONTRACT DRAWINGS (SUPPLIER REDESIGN) WILL BE RETURNED, NOT REVIEWED, AS NOT RESPONSIVE TO
<br />CONTRACT REQUIREMENTS. ALL STRUCTURAL SUBMITTALS (CALCULATIONS & SHOP DRAWINGS) BY THE
<br />POST -TENSIONED SUBCONTRACTOR SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER.
<br />GROUTING IS CLASSIFIED AS "PRECISION GROUTING" FOR SUPPORT OF OPERATING MACHINE BASES, EQUIPMENT
<br />SUBJECT TO THERMAL MOVEMENT, AND BASE PLATES, BEARING PLATES, AND EXPANSION BEARINGS EXCEEDING 8"
<br />IN LEAST DIMENSION. ALL OTHER GROUTING MAY BE "ORDINARY GROUTING". METALLIC AGGREGATE GROUT MAY
<br />BE USED ONLY IN INTERIOR APPLICATIONS NOT EXPOSED TO VIEW IN FINISHED BUILDING AREAS. USE ORDINARY
<br />CEMENT GROUT ONLY WHERE SPECIFICALLY NOTED AS "CEMENT GROUT' ON DETAILS. USE NON -SHRINK GROUT
<br />FOR ALL OTHER LOCATIONS. PRECISION GROUT SHALL CONFORM TO CRD-C621-80 WHEN MIXED TO FLUID
<br />CONSISTENCY OF 22 TO 25 SECONDS (FLOW CONE METHOD, CRD-C611-80). REQUIRED 28 DAY STRENGTHS SHALL
<br />BE AS FOLLOWS:
<br />• CEMENT GROUT: 1,800 PSI
<br />• NON -SHRINK GROUT: 5,000 PSI
<br />• PRECISION GROUT: 6,500 P51
<br />04220 CONCRETE UNIT MASONRY:
<br />ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH "SPECIFICATION FOR CONCRETE MASONRY
<br />CONSTRUCTION", ACI 530-08 & ACI 530.1-08 AND ALL APPLICABLE LOCAL BUILDING CODE PROVISIONS. ALL
<br />MASONRY WALLS TO BE CONSTRUCTED ENTIRELY OF UNITS CONFORMING TO ASTM C 90, AND REINFORCED
<br />WITH #9 GAUGE LADDER TYPE HORIZONTAL MASONRY REINFORCING LOCATED AT 16" O.C. ALL MASONRY TO BE
<br />LAID IN TYPE "S" MORTAR (1,800 PSI ON THE JOB) WITH FULL HEAD AND BED JOINTS. ALL MASONRY
<br />CONSTRUCTION TO BE EITHER BOUND BY TIE BEAM, TIE COLUMN MEMBERS OR TIED TO FRAME WITH 16 GAUGE
<br />CONTINUOUS DOVETAIL SLOT AND 12 GAUGE DOVETAIL ANCHOR SPACED @ 16" O.C. (TOP AND TWO VERTICAL
<br />SIDES).
<br />04230 REINFORCED UNIT MASONRY:
<br />ALL REINFORCED MASONRY CONSTRUCTION SHALL BE IN ACCORD WITH APPLICABLE PROVISIONS OF CONCRETE
<br />REINFORCEMENT, CAST -IN -PLACE CONCRETE, AND CONCRETE MASONRY. VERTICAL REINFORCING SHALL ANCHOR
<br />INTO SUPPORTING CONCRETE MEMBERS A CLASS "B" LAP LENGTH PLUS 3" OR FULL DEPTH PLUS A STANDARD
<br />HOOK. LAPS WITHIN REINFORCED MASONRY SHALL BE 48 BAR DIAMETERS. CONTRACTOR SHALL COORDINATE
<br />PLACING OF DOWELS TO ACCOMMODATE MODULE OF MASONRY UNITS. ALL VERTICAL CELLS AND BEAMS WITH
<br />REINFORCING SHALL BE FILLED WITH COARSE GROUT CONSISTING OF 3,000 PSI CONCRETE WITH #8 COARSE
<br />AGGREGATE. USE HIGH -SLUMP (SUPERPLASTICIZED) WHERE HEIGHT OF LIFT EXCEEDS 5-0". WHERE HEIGHT OF OPEN
<br />CELL EXCEEDS 5-0% USE HIGH -LIFT GROUTING TECHNIQUE WHICH REQUIRES A CLEAN -OUT OPENING AT THE
<br />BOTTOM OF ALL CELLS. ALL WALLS TO BE REINFORCED WITH #5 BARS SPACED AT 48" O.C. MAX. VERTICAL, TYP.
<br />(U.N.O.)
<br />05055 WELDING:
<br />ALL WELDING TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY (AWS) D1.1
<br />- 2001 "STRUCTURAL WELDING CODE - STEEL" AND AS INDICATED ON THE STRUCTURAL DRAWINGS. WELDING
<br />ELECTRODES SHALL BE E70XX, UNLESS NOTED OTHERWISE. WELDING ELECTRODES, WELDING PROCESS, MINIMUM
<br />PREHEAT AND INTERPASS TEMPERATURES TO BE IN ACCORDANCE WITH THE A.W.S. SPECIFICATIONS. ANY
<br />STRUCTURAL STEEL DAMAGED IN WELDING TO BE REPLACED OR ACCEPTABLY REINFORCED. ALL FULL PENETRATION
<br />GROOVE WELDS TO BE SUBJECT TO RADIOGRAPHIC, MAGNETIC PARTICLE, ULTRASONIC, AND LIQUID PENETRANT
<br />INSPECTION CONDUCTED BY AN INDEPENDENT TESTING AGENCY PAID FOR BY THE OWNER.
<br />05521 ENGINEERED STEEL/ALUMINUM HANDRAILS:
<br />STEEL OR ALUMINUM RAILING SYSTEM INCLUDING MEMBERS, COMPONENTS, & CONNECTIONS SHALL BE DESIGNED
<br />BY A DELEGATED SPECIALTY ENGINEER & DETAILED BY THE SUPPLIER. SUBMIT COMPLETE SHOP DRAWINGS &
<br />CALCULATIONS SIGNED & SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
<br />LOCATED. THE CONFIGURATION OF THE RAILING SYSTEM SHALL BE AS SHOWN ON THE ARCHITECTURAL
<br />DRAWINGS. THE RAILING SYSTEM & ALL CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED
<br />ON THE PLANS AND IN THE BUILDING CODES. ALL LOADS SHALL BE CLEARLY INDICATED ON THE CALCULATIONS &
<br />SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW & SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE RAILING
<br />SYSTEM AS WELL AS CONNECTIONS TO & LOADS IMPOSED UPON THE STRUCTURAL FRAMING SYSTEM.
<br />06110 STRUCTURAL WOOD FRAMING:
<br />ALL DIMENSIONED LUMBER 2" & LESS IN NOMINAL THICKNESS SHALL BE SURFACED DRY & STAMPED BY AN AGENCY
<br />CERTIFIED BY THE BOARD OF REVIEW OF THE AMERICAN LUMBER STANDARDS COMMITTEE & MANUFACTURED IN
<br />ACCORD WITH PS 20-70. MEMBERS THICKER THAN 2" NOMINAL MAY BE SURFACED GREEN. MINIMUM SPECIES AND
<br />GRADES FOR VISUALLY GRADED DIMENSION LUMBER SHALL BE AS FOLLOWS:
<br />• SOUTHERN PINE KD No. 2 (2" to 4" THICK & 2" to 4" WIDE -REVISED VALUES AS OF JUNE], 2013):
<br />Fb = 1,100 PSI, Ft = 675 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,450 PSI, E = 1,400,000 PSI
<br />• SOUTHERN PINE KD No. 2 (2" to 4" THICK & 5" to 6" WIDE - REVISED VALUES AS OF JUNE 1, 2013):
<br />Fb = 1,000 PSI, Ft = 600 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,400 PSI, E = 1,400,000 PSI
<br />• SOUTHERN PINE KD No. 2 (2" to 4" THICK & 8" WIDE - REVISED VALUES AS OF JUNE 1, 2013):
<br />Fb = 925 PSI, Ft = 550 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,350 PSI, E = 1,400,000 PSI
<br />• SOUTHERN PINE KD No. 2 (2" to 4" THICK & 10" WIDE -REVISED VALUES AS OF JUNE 1, 2013):
<br />Fb = 800 PSI, Ft = 475 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,300 PSI, E = 1,400,000 PSI
<br />• SOUTHERN PINE KD No. 2 (2" to 4" THICK & 12" WIDE -REVISED VALUES AS OF JUNE 1, 2013):
<br />Fb = 750 PSI, Ft = 450 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,250 PSI, E = 1,400,000 PSI
<br />• SPRUCE -PINE -FIR KD No. 2 GRADE (SPECIFIC GRAVITY = 0.42):
<br />Fb = 1,250 PSI, Ft = 725 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,600 PSI, E = 1,600,000 PSI
<br />+ DOUGLAS FIR -LARCH KD No. 2 GRADE:
<br />Fb = 1,250 PSI, Ft = 725 PSI, Fv = 175 PSI, Fcp = 565 PSI, Fc = 1,600 PSI, E = 1,600,000 PSI
<br />ALL STUDS & HEADER SHOULDERS SHALL BE ONE PIECE BETWEEN PLATES AND/OR HEADERS. DO NOT USE BLOCKING
<br />BETWEEN HEADERS AND SHOULDER WITH SOFTER COMPRESSION PERPENDICULAR (Fcp) THAN REQUIRED FOR
<br />HEADER. DO NOT CUT LET -IN BRACING INTO STUDS. PROVIDE G90 GALVANIZED HURRICANE CLIPS IN ACCORD
<br />WITH LOCAL CODE AT ALL ROOF ANCHORAGES & AT ALL FLOORS, TYPICALLY.
<br />sty a Q/ J
<br />4-1FORUME
<br />+� m
<br />z
<br />06115 STRUCTURAL SHEATHING: .� N ARCHITECTURE &
<br />PLYWOOD SHALL CONFORM TO PSI-83 & SHALL BE APA GRADE -STAMPED. ROOF SHEATHING SHALL BE "APA RATED 0z INTERIOR DESIGN, INC.
<br />SHEATHING EXTERIOR EXPOSURE", Y2" or %" THICK PER PLAN WITH PLY CLIPS AT JOINTS BETWEEN JOISTS OR Ij, PLANNING I ARCHITECTURE I INTSWR DESIGN
<br />TRUSSES, TYPICALLY (U.N.O.). FLOOR SHEATHING SHALL BE "APA RATED SHEATHING EXPOSURE 1", 2%2" (MIN.) W
<br />THICK TONGUE & GROOVE, TYPICALLY (U.N.O.). WALL SHEATHING SHALL BE "APA RATED SHEATHING EXTERIOR r °
<br />EXPOSURE", 132" THICK, TYPICALLY (U.N.O.). CONFORM TO APA RECOMMENDATIONS FOR INSTALLATION OF 0
<br />237 S. Westmonte Drive, Suite 220
<br />PLYWOOD WALL SHEATHING. PROVIDE P.T. PLYWOOD @ FIRST 48 ABOVE SLAB ON GRADE, TYP. TREAT ALL .0
<br />FRAMING IN CONTACT WITH CONCRETE OR MASONRY IN ACCORD WITH AMERICAN WOOD PRESERVER'S ? Altamonte Springs, FL 32714
<br />BUREAU LP-2 OR PROVIDE %4" THICK 60 DUROMETER BEARING PAD BETWEEN CONCRETE OR MASONRY AND 3 407.830.1400
<br />W
<br />UNTREATED WOOD MEMBER. vvww.forumarchitecture.com
<br />ORIENTED STRAND BOARD (O.S.B.) SHALL BE APA GRADE -STAMPED. ROOF SHEATHING SHALL BE "APA RATED C
<br />SHEATHING EXTERIOR EXPOSURE", %2' or %" THICK PER PLAN WITH PLY CLIPS AT JOINTS BETWEEN JOISTS OR
<br />TRUSSES, TYPICALLY (U.N.O.). FLOOR SHEATHING SHALL BE "APA RATED STURD-I-FLOOR SHEATHING EXPOSURE 1", s- Q
<br />2%2" (MIN.) THICK TONGUE & GROOVE, TYPICALLY (U.N.O.). WALL SHEATHING SHALL BE "APA RATED SHEATHING 0 0
<br />EXTERIOR EXPOSURE", %6" THICK, TYPICALLY (U.N.O.). CONFORM TO APA RECOMMENDATIONS FOR U U_
<br />INSTALLATION OF O.S.B. SHEATHING. TREAT ALL FRAMING IN CONTACT WITH CONCRETE OR MASONRY IN ro o
<br />ACCORD WITH AMERICAN WOOD PRESERVER'S BUREAU LP-2 OR PROVIDE Y4" THICK 60 DUROMETER BEARING PAD C z Zephyr
<br />BETWEEN CONCRETE OR MASONRY AND UNTREATED WOOD MEMBER. 0
<br />• EXTERIOR WALL SHEATHING: I% z Commons
<br />7/6' PLYWOOD or O.S.B. SHEATHING FASTENED w/ 8d RING SHANK NAILS @ 6" O.C. @ PANEL EDGES & 0
<br />12" O.C. INFIELD, TYP. (U.N.O.) PROVIDE Y2" P.T. PLYWOOD @ FIRST 48" ABOVE SLAB ON GRADE. +
<br />C °
<br />• ROOF SHEATHING: ro 0
<br />tu
<br />Ys" PLYWOOD or O.S.B. SHEATHING w/ H-CLIPS AS REQ'D. FASTENED w/ 8d RING SHANK or 10d COMMON f6 x
<br />NAILS @ 6" O.C. @ PANEL EDGES & 12" O.C. INFIELD, TYP. (U.N.O.) UU W
<br />W
<br />x
<br />06190 ENGINEERED WOOD TRUSSES:
<br />,N r
<br />THIS IS A SYSTEM OF CUSTOM ENGINEERED COMPONENTS AND CONNECTIONS IN ACCORD WITH ALL APPLICABLE >. 3
<br />N
<br />STANDARDS OF TRUSS PLATE INSTITUTE, INCLUDING BUT NOT LIMITED TO TPI-78 "DESIGN SPECIFICATION FOR .0 z
<br />METAL PLATE CONNECTED WOOD TRUSSES" AND "INTERIM GUIDELINES", CSP-78 "RECOMMENDED CODE OF -0
<br />STANDARD PRACTICE," HET-80 "HANDLING AND ERECTING WOOD TRUSSES", BWT-76 "BRACING WOOD TRUSSES", 01 0
<br />QCM-77 "QUALITY CONTROL MANUAL" AND THE DEPARTMENT OF PROFESSIONAL REGULATIONS GUIDELINES. C W
<br />THE ENTIRE SYSTEM INCLUDING ALL TRUSSES, CONNECTORS BETWEEN TRUSSES, BRIDGING, TEMPORARY BRACING E City of Zephyrhills, FL
<br />FOR ERECTION, ANCHORAGE, AND EMBEDMENTS SHALL BE DESIGNED BY A SPECIALTY ENGINEER. THE REVIEW OF I.
<br />ALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE TO INSURE THAT HIS INTENT 0) o
<br />HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED. A COPY OF ALL STRUCTURAL Q) o '
<br />SUBMITTALS WILL BE RETAINED FOR RECORD KEEPING PURPOSES ONLY. TRUSS CALCULATIONS > 0 COMPONENT 'O
<br />'
<br />AA
<br />DRAWINGS, CONNECTOR CALCULATIONS, AND ERECTION PLANS SHALL BE SIGNED AND SEALED BY TRUSS w+ F ....
<br />ENGINEER AND SUBMITTED TO LOCAL BUILDING OFFICIAL FOR APPROVAL. DESIGN TRUSSES FOR LOADS SHOWN a ( -4ots
<br />ON PLANS. IN THE ABSENCE OF LOADS, USE APPLICABLE LOCAL CODE FOR LIVE LOAD AND ACTUAL WEIGHT OF gg
<br />v F
<br />BUILDING MATERIALS FOR DEAD LOAD. USE PATTERNED AND PARTIAL SPAN LIVE LOADS WHERE REQUIRED TO '>;) o -- -
<br />PRODUCE MAXIMUM FORCE IN ANY TRUSS MEMBER. APPLY NET WIND UPLIFT ON ROOFS WHEN APPLICABLE. z96s WEST STATE ROAD a3a, SUITE407/ Too LONGWOOD, 8 -2386
<br />Z TEL 407/682.2086 a FAX 407/682-2386
<br />TRUSS TOP CHORDS SHALL BE GROUP II SPECIES LUMBER. EXPOSED TO VIEW TRUSSES SHALL BE OF SELECT U ° WWW.SCD-ENG.COM
<br />STRUCTURAL GRADE. ALL OTHER GRADE AND SPECIES SELECTION IS AT THE DISCRETION OF THE SUPPLIER.ui
<br />COORDINATE ALL TRUSS DETAILS WITH ARCHITECTURAL DRAWINGS. FOR CONCEALED TO VIEW TRUSSES, WEB C °
<br />CONFIGURATIONS WHERE SHOWN ARE SUGGESTIONS AND MAY BE MODIFIED BY THE SUPPLIER FOR ECONOMY.
<br />PROVIDE SIMPSON "TSS" PLATE, TAR IMPREGNATED FELT PAPER, OR OTHER SUITABLE VAPOR BARRIER BETWEEN _ � t
<br />TRUSSES AND CONCRETE OR MASONRY BEARING SURFACES. PROVIDE G90 GALVANIZED HURRICANE ANCHORS a a
<br />DESIGNED FOR NET WIND UPLIFT AT ALL BEARINGS. _'
<br />.0 o U ar,.'b
<br />G
<br />W c n
<br />06200 GLUE LAMINATED WOOD PRODUCTS: [U//��-
<br />N
<br />THIS IS A SYSTEM OF CUSTOM ENGINEERED WOOD COMPONENTS MANUFACTURED BY BOISE CASCADE, LLC WITH 3
<br />THE FOLLOWING CERTIFIED MINIMUM PROPERTIES:
<br />° o��lioouo��°
<br />• VERSA -LAM 1.7 2650 SP BEAMS W Robe C. Scroggins, P.E.
<br />E = 1,700,000 PSI Fb = 2,650 PSI Fv = 285 PSI Ft = 1,650 PSI .fl FL Registration No. 56158
<br />Fe PARALLEL = 3,000 PSI Fe PERP. = 750 PSI ro z This document has been electronically signed and sealed by Robert C. Scroggins, PE on the Date
<br />(PARALLEL)
<br />( ) V 0 and/or Tlme Stamp shown using a digital signature. Printed copies of this document are not
<br />tuconsidered signed and sealed and the signature must be verified on any electronic copies.
<br />• VERSA -LAM 1.7 2650 SP COLUMNS & STUDS a o
<br />E = 1,700,000 PSI, Fb = 2,650 PSI, Fv = 285 PSI, Ft = 1,650 PSI, II' i-
<br />Fc (PARALLEL) = 3,000 PSI, Fc (PERP.) = 750 PSI o SET DISTRIBUTIONS:
<br />.0 a 12/16/2021 OWNER REVIEW SET
<br />SEE PLAN FOR BEAM SIZES. ALL WOOD BEAMS WITH THE PREFIX PL ARE TO BE CONSTRUCTED AS PARALLAM +4 ° --- -
<br />BEAMS, TYP. (UNLESS NOTED OR DETAILED OTHERWISE) U 02/17/2022 PERMIT SET
<br />W
<br />t N __
<br />3 W
<br />i,
<br />0
<br />Ca - - - -
<br />G }
<br />_,
<br />0
<br />U Z)
<br />N
<br />N
<br />U W -
<br />v
<br />0 °
<br />z
<br />a�
<br />4.0
<br />z
<br />L Z
<br />W
<br />L °
<br />0 ° r Z� SHEET REVISIONS:
<br />kA i-
<br />C z
<br />0 co
<br />;: W -
<br />U U
<br />x
<br />U Q
<br />-
<br />a
<br />0
<br />'D U_ - --
<br />C 0
<br />0
<br />ro r
<br />Vt Wfl
<br />-
<br />C 0
<br />ro (k
<br />G.
<br />- -- ---
<br />aW
<br />z
<br />C
<br />z
<br />z
<br />V U
<br />W
<br />3 °
<br />z
<br />�
<br />- EDITED BY: _ RCS, TLw
<br />� u SC&D PROJECT NO. 21-020
<br />Q)g FORUM PROJECT NO. 4097
<br />Q) W
<br />C
<br />C U
<br />W z
<br />z
<br />o General Structural
<br />p 0 Notes
<br />a
<br />v W
<br />w
<br />S z
<br />4• W
<br />0
<br />V1 w
<br />O1 -
<br />.1) _
<br />U
<br />4-0
<br />S19-30
<br />0 0
<br />LL
<br />O
<br />
|