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GENERAL NOTES,& SPECIFICATIONS
<br />I - STRUCTURAL CODES
<br />1. 2017 FLORIDA BUILDING CODE, RESIDENTIAL 6TH EDITION
<br />2. AMERICAN FOREST & PAPER ASSOCIATION "NATIONAL DESIGN
<br />SPECIFICATION FOR WOOD CONSTRUCTION", 2012 ("AF&PA").
<br />3. NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED
<br />WOOD TRUSS CONSTRUCTION
<br />4. ASCE/SE1 7-16, AC1318-2014, MSJC 2013
<br />UNLESS OTHERWISE SHOWN OR NOTED ON DRAWINGS:
<br />1. RETROFIT TIMBER
<br />SOUTHERN PINE No.1 (Fb=1200 PSI).
<br />PRESSURE TREATED
<br />2. CAST -IN -PLACE CONCRETE:
<br />FOUNDATIONS: .................................................................... 3 KS1 NORMAL WT
<br />3. REINFORCEMENT:
<br />DEFORMED BARS:
<br />WELDED WIRE FABRIC:
<br />ASTM A615, GRADE 60.
<br />ASTM Al 85.
<br />1. NOTES, TYPICAL DETAILS AND SCHEDULES APPLY TO ALL STRUCTURAL
<br />WORK UNLESS OTHERWISE NOTED. FOR CONDITIONS NOT SPECIFICALLY
<br />SHOWN, PROVIDE DETAILS OF A SIMILAR NATURE. VERIFY
<br />APPLICABILITY BY SUBMITTING SHOP DRAWINGS FOR REVIEW.
<br />2. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS IT IS THE CONTRACTOR'S
<br />RESPONSIBILITY TO NOTIFY THE ENGINEER PRIOR TO PERFORMING WORK.
<br />3. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.
<br />4. AT ALL TIMES THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
<br />THE CONDITIONS OF THE JOBSITE INCLUDING SAFETY OF PERSONS
<br />AND PROPERTY. THE ARCHITECT'S OR ENGINEER'S PRESENCE OR
<br />REVIEW OF WORK DOES NOT INCLUDE THE ADEQUACY OF THE
<br />CONTRACTOR'S MEANS OR METHODS OF CONSTRUCTION.
<br />5. SHORING, BRACING AND PROTECTION OF EXISTING AND ADJACENT
<br />STRUCTURES DURING CONSTRUCTION IS THE SOLE RESPONSIBILITY
<br />OF THE CONTRACTOR. PROTECT AND MAINTAIN THE INTEGRITY OF
<br />ADJACENT STREETS, BUILDINGS AND STRUCTURES.
<br />6. ALL EXISTING DIMENSIONS AND LOCATIONS OF EXISTING STRUCTURES
<br />SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY FIELD MEASUREMENTS,
<br />ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER.
<br />7. DRAWINGS HAVE BEEN PREPARED BASED ON AVAILABLE KNOWLEDGE OF
<br />EXISTING CONDITIONS. IF, DURING DEMOLITION, EXCAVATION OR
<br />CONSTRUCTION, ACTUAL CONDITIONS ARE DISCOVERED TO DIFFER FROM
<br />THOSE INDICATED ON DRAWINGS, ENGINEER SHALL BE NOTIFIED.
<br />1. PRESSURE TREATED (PT) SOUTHERN PINE #2 GRADE OR BETTER
<br />2. THE EXTENT OF WOOD WORK IS SHOWN ON THE DRAWING.
<br />3, KEEP MATERIALS DRY AT ALL TIMES. PROTECT AGAINST EXPOSURE
<br />TO WEATHER AND CONTACT WITH DAMP OR WET SURFACES. STACK
<br />LUMBER AND PROVIDE AIR CIRCULATION WITHIN STACKS.
<br />4. NOMINAL SIZES ARE INDICATED EXCEPT AS SHOWN BY DETAIL
<br />DIMENSIONS; PROVIDE LUMBER COMPLYING WITH GRADING RULES
<br />OF SECTION 10 OF PS 20-94, ASTM D 245, ASTM D 2555.
<br />5. PROVIDE SEASONED DIMENSION LUMBER WITH 19 % MAXIMUM. MOISTURE
<br />CONTENT AT TIME OF DRESSING AND COMPLYING WITH PS 20.
<br />6. LUMBER SHALL BE ENTIRELY OF ONE SPECIES WHICH SHALL NOT
<br />BE LESS THAN THE GRADE REQUIRED ON DRAWINGS.
<br />7. ALL WOOD SHALL BE SOUTHERN PINE No.1 (Fb=1200 PSI). PRESSURE
<br />TREATED SUFFICIENTLY TO RESIST DECAY AND PESTS KNOWN TO BE
<br />PRESENT IN THE PROJECT AREA.
<br />8. FASTENERS AND ANCHORAGES: PROVIDE SIZE, TYPE, MATERIAL AND
<br />FINISH AS INDICATED AND AS RECOMMENDED BY APPLICABLE STANDARDS,
<br />COMPLYING WITH APPLICABLE FEDERAL SPECIFICATION FOR NAIL,
<br />STAPLES, SCREWS, BOLTS, NUTS, WASHERS AND ANCHORING DEVICES.
<br />PROVIDE METAL HANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE
<br />RECOMMENDED BY THE MANUFACTURER FOR EACH USE INCLUDING
<br />RECOMMENDED NAILS.
<br />9. CARPENTRY WORK ACCURATELY TO REQUIRED LEVELS AND LINES,
<br />WITH MEMBERS PLUMB AND TRUE AND ACCURATELY CUT AND FITTED.
<br />10. SECURELY ATTACH CARPENTRY WORK TO SUBSTRATE BY ANCHORING AND
<br />FASTENING AS SHOWN AND AS REQUIRED BY RECOGNIZED STANDARDS.
<br />COUNTERSINK NAIL HEADS ON EXPOSED CARPENTRY WORK AND FILL HOLES.
<br />11. USE COMMON WIRE NAILS, EXCEPT AS OTHERWISE INDICATED. USE
<br />FINISHING NAILS FOR FINISH WORK. SELECT FASTENERS OF SIZE THAT
<br />WILL NOT PENETRATE MEMBERS WHERE OPPOSITE SIDE WILL BE EXPOSED
<br />TO VIEW OR WILL RECEIVE FINISH MATERIALS. MAKE TIGHT
<br />CONNECTIONS BETWEEN MEMBERS. INSTALL FASTENERS WITHOUT SPLITTING
<br />OF WOOD; PREDRILL AS REQUIRED.
<br />ALL INTERIOR DIMENSIONS ARE GIVEN TO THE INDICATED FACE OF
<br />THE WALL UNLESS NOTED OTHERWISE (NOMINAL SIZE WALLS).
<br />ALL EXTERIOR DIMENSIONS ARE GIVEN TO THE FACE OF THE STUD
<br />OR FACE OF BLOCK (AS APPROPRIATE) WHICH LINES WITH THE
<br />FOUNDATION BELOW.
<br />ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
<br />PRESSURE TREATED OR APPROVED CEDAR, OR HAVE 15 LB. FELT
<br />BARRIER.
<br />R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED FOR
<br />LOAD-SUPPOR11NG PURPOSES SHALL CONFORM TO THE APPLICABLE
<br />PRO -VISIONS OF THIS SECTION.
<br />R602.1.1 SAWN LUMBER. SAWN LUMBER SHALL BE IDENTIFIED BY A
<br />GRADE MARK OF AN ACCREDITED LUMBER GRADING OR INSPECTION
<br />AGENCY AND HAVE DESIGN VALUES CERTIFIED BY AN ACCREDITATION
<br />BODY THAT COMPLIES WITH DOC PS 20. IN LIEU OF A GRADE MARK,
<br />A CERTIFICATION OF INSPECTION ISSUED BY A LUMBER GRADING OR
<br />INSPECTION AGENCY MEETING THE REQUIREMENTS OF THIS SECTION
<br />SHALL BE ACCEPTED.
<br />R602.1.2 END -JOINTED LUMBER. APPROVED END -JOINTED LUMBER
<br />IDENTIFIED BY A GRADE MARK CONFORMING TO SECTIONR602.1
<br />SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH
<br />SOLID -SAWN MEMBERS OF THE SAME SPECIES AND GRADE.
<br />END -JOINTED LUMBER USED IN AN ASSEMBLY REQUIRED ELSEWHERE
<br />IN THIS CODE TO HAVE A FIRE -RESISTANCE RATING SHALL HAVE
<br />THE DESIGNATION "HEAT RESISTANT ADHESIVE" OR 11HRAFF
<br />INCLUDED IN ITS GRADE MARK.
<br />R602.1.3 STRUCTURAL GLUED -LAMINATED TIMBERS.
<br />GLUED -LAMINATED TIMBERS SHALL BE MANUFACTURED AND
<br />IDENTIFIED ASREQUIRED IN ANSI/AITC A190.1 AND ASTM D3737.
<br />R602.1.4 STRUCTURAL LOG MEMBERS. STRUCTURAL LOG MEMBERS
<br />SHALL COMPLY WITH THE PROVISIONS OF ICC 400.
<br />R602.1.5 STRUCTURAL COMPOSITE LUMBER. STRUCTURAL CAPACITIES
<br />FOR STRUCTURAL COMPOSITE LUMBER SHALL BE ESTABLISHED AND
<br />MONITORED IN ACCORDANCE WITH ASTM D5456.
<br />R602.1.6 CROSS -LAMINATED TIMBER. CROSS -LAMINATED TIMBER
<br />SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED BY
<br />ANSI/APA PRG 320.
<br />R602.1.7 ENGINEERED WOOD RIM BOARD. ENGINEERED WOOD RIM
<br />BOARDS SHALL CONFORM TO ANSI/APA PRR 410 OR SHALL BE
<br />EVALUATED IN ACCORDANCE WITH ASTM D7672. STRUCTURAL
<br />CAPACITIES SHALL BE IN ACCORDANCE WITH EITHER ANSI/APA PIRR
<br />410 OR ESTABLISHED IN ACCORDANCE WITH ASTM D7672.RIM
<br />BOARDS CONFORMING TO ANSI/APA PRR 410 SHALL BE MARKED IN
<br />ACCORDANCE WITH THAT STANDARD.
<br />R602.1 GENERAL. WOOD AND WOOD -BASED PRODUCTS USED
<br />FORLOAD-SUPPORTING PURPOSES SHALL CONFORM TO THE
<br />APPLICABLE PRO -VISIONS OF THIS SECTION.
<br />R602.1.8 WOOD STRUCTURAL PANELS. WOOD STRUCTURAL
<br />PANELSHEATHING SHALL CONFORM TO DOC PS 1, DOC PS 2 OR,
<br />WHENMANUFACTURED IN CANADA, CSA 0437 OR CSA 0325.
<br />PANELSSHALL BE IDENTIFIED FOR GRADE, BOND CLASSIFICATION, AND
<br />PER-FORMANCE CATEGORY BY A GRADE MARK OR CERTIFICATE
<br />OFINSPECTION ISSUED BY AN APPROVED AGENCY.
<br />R602.1.9 PARTICLEBOARD. PARTICLEBOARD SHALL CONFORM TOANSI
<br />A208.1. PARTICLEBOARD SHALL BE IDENTIFIED BY THEGRAIDE MARK
<br />OR CERTIFICATE OF INSPECTION ISSUED BY ANAPPROVED AGENCY.
<br />R602.1.10 FIBERBOARD. FIBERBOARD SHALL CONFORM TOASTM C208.
<br />FIBERBOARD SHEATHING, WHERE USED STRUCTUR-ALLY, SHALL BE
<br />IDENTIFIED BY AN APPROVED AGENCY AS CON -FORMING TO ASTM
<br />C208.
<br />R602.2 GRADE. STUDS SHALL BE A MINIMUM NO. 3, STANDARD OR
<br />STUD GRADE LUMBER.
<br />EXCEPTION: BEARING STUDS NOT SUPPORTING FLOORS AND
<br />NON -BEARING STUDS SHALL BE PERMITTED TO BE UTILITY GRADE
<br />LUMBER, PROVIDED THE STUDS ARE SPACED IN ACCORDANCE WITH
<br />TABLER602.3(5).
<br />R602.3 DESIGN AND CONSTRUCTION. EXTERIOR WALLS OF
<br />WOOD -FRAME CONSTRUCTION SHALL BE DESIGNED AND
<br />CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF THIS
<br />CHAPTER AND FIGURES R602.3(l) AND R602.3(2), OR IN
<br />ACCORDANCE WITH AWC NDS.COMPONENTS OF EXTERIOR WALLS
<br />SHALL BE FASTENED IN ACCORDANCE WITH TABLES R602.3(l)
<br />THROUGH R602.3(4). WALL SHEATHING SHALL BE FASTENED
<br />DIRECTLY TO FRAMING MEMBERS AND, WHERE PLACED ON THE
<br />EXTERIOR SIDE OF AN EXTERIOR WALL, SHALL BE CAPABLE OF
<br />RESISTING THE WIND PRESSURES LISTED IN TABLE R301.2(2)
<br />ADJUSTED FOR HEIGHT AND EXPOSURE USING TABLE R301.2(3) AND
<br />SHALL CONFORM TO THE REQUIREMENTS OF TABLE R602.3(3). WALL
<br />SHEATHING USED ONLY FOR EXTERIOR WALL COVERING PURPOSES
<br />SHALL COMPLY WITH SECTION R703.
<br />STUDS SHALL BE CONTINUOUS FROM SUPPORT AT THE SOLE PLATE
<br />TO A SUPPORT AT THE TOP PLATE TO RESIST LOADS
<br />PERPENDICULAR TO THE WALL. THE SUPPORT SHALL BE A
<br />FOUNDATION OR FLOOR, CEILING OR ROOF DIAPHRAGM OR SHALL BE
<br />DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE.
<br />EXCEPTION: JACK STUDS, TRIMMER STUDS AND CRIPPLE STUDS AT
<br />OPENINGS IN WALLS THAT COMPLY WITH TABLES R602.7(l) AND
<br />R602.7(2).
<br />1. ROOF - 15 PSF, ASCE 7-16 TABLE C3-1
<br />LL = 20 PSF
<br />2. FLOORS
<br />FLOOR SLAB: LL= 100 PSF
<br />3. WALLS
<br />CONCRETE BLOCKS: 48" GROUTED 8" CMU: DL= 38 PSF
<br />FRAME WALLS: )/2" PLYWOOD, 2X6 WOOD STUDS AT 16" O.C.: DL= 12 PSF
<br />4. MEAN ROOF HEIGHT SHALL BE DETERMINED BY CONTRACTOR.
<br />5. LATERAL LOADS IN TRUSSES ARE RESISTED BY ROOF DIAPHRAGM AT POINT
<br />OF WIND LOAD INPUT, U.O.N.
<br />6. NO PROVISION HAS BEEN MADE IN THE STRUCTURAL DESIGN FOR TEMPORARY
<br />CONDITIONS OCCURRING DURING CONSTRUCTION, UNLESS SPECIFICALLY NOTED
<br />ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL PROVIDE ALL
<br />NECESSARY SHORING AND BRACING REQUIRED TO RESIST STRESSES OR
<br />INSTABILITY OCCURRING FROM ANY CAUSE DURING CONSTRUCTION. THE
<br />CONTRACTOR SHALL ASSUME COMPLETE RESPONSIBILITY FOR SUCH MEASURES.
<br />7. ALLOWABLE DEFLECTION: LL = 1/360; DL + LL = 1/240
<br />1. THIS BUILDING IS DESIGNED AS A FULLY ENCLOSED BUILDING ON ALL OPENINGS
<br />BEING PROTECTED OR HAVING MISSILE IMPACT GLASS.
<br />2. WIND DESIGN LOADS WERE DETERMINED AND BASED ON:
<br />BASIC WIND SPEED, (3-SEC GUST) .................................................. 138 MPH
<br />BUILDING CATEGORY ...................................................................................... 11
<br />WINDEXPOSURE ............................................................................................ B
<br />INTERNAL PRESSURE COEFFICIENT ................................................... +/-0.55
<br />ENCLOSURETYPE. ................................................................ PARTIALLY ENCLOSED
<br />1. CONNECTIONS SHOWN ARE RECOMMENDED, BUT OTHER CONNECTIONS MAY BE
<br />SUBSTITUTED AS LONG AS THEY MEET OR EXCEED UPLIFTS AND LATERAL
<br />CAPACITY OF THE ANCHORS SPECIFIED AND SATISFY TRUSS LAYOUT REQUIREMENTS
<br />COMPLIANCE WITH USP, SIMPSON OR OTHER MANUFACTURER'S REQUIREMENTS.
<br />2. FOR ADDITIONAL TIE DOWN INFORMATION, SEE SIMPSON OR USP CATALOGS.
<br />3. FOR POST -INSTALLED ANCHORS; HOLE PREPARATION, CARTRIDGE PREPARATION,
<br />AND EPDXY FILLING SHALL BE PERFORMED PER MANUFACTURER'S ADHESIVE
<br />ANCHOR INSTALLATION INSTRUCTIONS.
<br />1. REINFORCING STEEL SHALL HAVE A MINIMUM CLEAR COVER AS FOLLOWS,
<br />U.O.N. IN DRAWINGS:
<br />CONCRETE POURED AGAINST EARTH .................................. 3"
<br />CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REBAR DETAIL DRAWINGS.
<br />2. ALL REINFORCEMENT SHALL BE SECURELY HELD IN POSITION WHILE
<br />PLACING CONCRETE. IF NECESSARY, ADDITIONAL BARS SHALL BE
<br />PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT.
<br />4. WHERE INDICATED ON FLOOR PLANS, PROVIDE CONCRETE FILLED CELL WITH
<br />REINFORCING STEEL FROM FOOTING TO TIE BEAM HOOKED & TIED BEFORE
<br />INSPECTION. IF GROUT LIFT EXCEEDS 4'-0", AN INSPECTION HOLE TO VERIFY
<br />GROUTING SHALL BE PROVIDED AT THE BOTTOM CELL.
<br />5. LOCATION OF ALL CONSTRUCTION JOINTS NOT SHOWN IN DRAWINGS SHALL
<br />BE SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO DETAILING OF
<br />REINFORCING. ALL CONSTRUCTION JOINTS TO BE CLEARLY SHOWN IN REBAR
<br />DETAIL DRAWINGS. ENGINEER MAY REQUIRE ADDITIONAL REINFORCING AT
<br />CONSTRUCTION JOINTS.
<br />7� DIMENSIONS Id" AS NOTED ON DRAWINGS SHALL CORRESPOND --TO THE
<br />FOLLOWING LENGTHS IN INCHES AS SHOWN IN THE TABLES BELOW.
<br />8. ALL LAP SPLICES SHALL BE 1.3LD UNLESS NOTED OTHERWISE ON
<br />DRAWINGS.
<br />9. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED
<br />VALUES BY 1.3.
<br />1. STRUCTURAL CONCRETE MASONRY, AS SHOWN ON THESE DRAWINGS,
<br />SHALL HAVE A COMPRESSIVE STRENGTH (F'M) OF 3,500 PSI.
<br />2. MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE 11, NORMAL
<br />WEIGHT, HOLLOW UNLESS SPECIFICALLY NOTED OTHERWISE ON
<br />THESE DRAWINGS, WITH A UNIT STRENGTH AS REQUIRED TO ACHIEVE
<br />COMPRESSIVE STRENGTH SPECIFIED ABOVE.
<br />3. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S FOR ABOVE
<br />GRADE, TYPE M FOR BELOW GRADE.
<br />4. GROUT FOR FILLED CELLS SHALL CONFORM TO ASTM C476 WITH
<br />3000 PSI STRENGTH AT 28 DAYS. CELLS SHALL BE GROUTED IN
<br />INCREMENTS NOT EXCEEDING 5 FEET VERTICALLY. FILL ALL CELLS
<br />BELOW GRADE.
<br />5. VERTICAL REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED
<br />BARS. MINIMUM LAP SPLICES SHALL BE AS FOLLOWS:
<br /># 3 BARS - V-6"
<br /># 4 BARS - 2'-0"
<br /># 5 BARS - 2'-6"
<br /># 6 BARS - S-O"
<br />6, HORIZONTAL REINFORCING SHALL BE NO. 9 GAGE "DUROWALL" OR
<br />EQUIVALENT AND SHALL BE PLACED EVERY OTHER COURSE U.O.N.
<br />7. ALL BLOCK SHALL BE PLACED IN RUNNING BOND.
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<br />1
<br />53
<br />MWFRS Wind Load for
<br />Load Case A
<br />MWIFIRS
<br />Wind Load fbr Load Case B
<br />54
<br />Surface
<br />GCpf
<br />p = Net Pressures (psf)
<br />Surface
<br />I�GC:pf
<br />p =: Not Pressures (psf)
<br />(wl +GCpi)
<br />(w/ -GCpi)
<br />(WI +GCpi)
<br />(w/ -GCpi)
<br />55
<br />56
<br />Zone 1
<br />0.40
<br />-4.35
<br />27,5 8
<br />Zone 1
<br />-0-45
<br />-29-03
<br />'-36-'00
<br />2_90
<br />57
<br />Zone 2
<br />-0-69
<br />-36'.-00
<br />-4-06-,
<br />Zone 2
<br />-0'-69-
<br />-4.06--
<br />58
<br />Zone 3
<br />-0.37
<br />-26.71
<br />5.23
<br />Zone 3
<br />-0.37
<br />-26.71
<br />5_23
<br />59
<br />Zone 4
<br />-0.29
<br />-.24-39
<br />7_55
<br />Zone 4
<br />-0-45
<br />-29.03
<br />2-90
<br />601
<br />Zone 5
<br />Zone 5
<br />0.40
<br />-4-35
<br />27.58
<br />61
<br />Zone 16
<br />Zone 6,
<br />-0-29
<br />-24.39
<br />7-55
<br />62
<br />Zone I E
<br />O�61
<br />1-74
<br />33-68
<br />Zone 1 E
<br />-0-48
<br />-29�90
<br />2-03
<br />63
<br />Zone 2E
<br />-1-07
<br />-47-03
<br />-15.10
<br />Zone 2E
<br />-1-07
<br />-47.03
<br />-15-10
<br />64
<br />Zons 3E
<br />-0-53
<br />-31-35
<br />0�58
<br />Zone 3E
<br />-0-53
<br />-31.35
<br />0.518
<br />65
<br />Zone 4E
<br />-0-43
<br />-28-45
<br />3.48
<br />Zone 4E
<br />-0-48
<br />-29M
<br />2-03
<br />66
<br />Zone 5E,
<br />Zane 5,E
<br />0.61
<br />1.74
<br />3168
<br />67
<br />Zone 6E
<br />-
<br />Zone 6E
<br />-0-43
<br />-2&45
<br />3.48
<br />68
<br />69
<br />*N2ote- Use roof angle 0 0 degrees for Longitudinal Direction-
<br />70
<br />For Case A when GCpf is neg- in Zones 212C For Case B when GCpf is neg- in Zones 2/2E,
<br />Zones 212E dist.
<br />* ! ft., Zones 2/2E dist.
<br />72 11 Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones, 3/3E pressure coefficients
<br />Me 1 rem WOT-Tol ROMMI'm
<br />Zcyne 1 T
<br />-1 �.09
<br />Zone 1T
<br />-7.26
<br />0.73
<br />Zone 2T
<br />-9-00
<br />Zone 2T
<br />-9.00
<br />-1-02
<br />Zone 3T�
<br />-6-68
<br />Zone 3T
<br />-6,68
<br />1.31
<br />Zone, 4T
<br />-6. 10
<br />Zone 4T
<br />-7-26
<br />0.73
<br />Zone 5T
<br />Zone 5,T
<br />-1.09
<br />6-90
<br />zone 6T
<br />Zone 6T
<br />_&10
<br />1.89 1�
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