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4
<br />I _ I
<br />3 1 2 1 1
<br />10 I 9 I 8 I 7
<br />STRUCTURAL NOTES:
<br />1 - GENERAL
<br />hl ALL DESIGN SHALL BE IN ACCORDANCE WITH THE FOLLOWING CODES AND DESIGN
<br />A SPECIFICATIONS
<br />A BUILDING CDDE 1 fbc2007REV09
<br />B STRUCTURAL CONCRETPBUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE(ACI
<br />318)
<br />C STRUCTURAL STEELISPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC)
<br />D CONCRETE MASONRY;BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURESOCI
<br />C
<br />C
<br />E
<br />F
<br />G
<br />H
<br />C PRIOR TO BEGINNING CONSTRUCTION, PREPARE EXISTING CONDITIONS VIDED, REFER TO 4,5
<br />REINFORCEMENT
<br />SECTION 01500, 'CONSTRUCTION FACILITIES AND TEMPORARY SERVICES',
<br />A
<br />ALL REINFORCING STEEL TO CONFORM TO ASTM
<br />A615 GRADE 60.
<br />D ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE DRAWINGS AND/OR
<br />B
<br />SPLICE LAPS SHALL BE A MINIMUM OF 30 BAR
<br />DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE
<br />SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING
<br />DOWELS BETWEEN FOOTINGS AND WALLS OR PIERS
<br />TO MATCH SIZE AND SPACING OF VERTICAL
<br />WITH ANY WORK.
<br />REINFORCING.
<br />E VERIFY AND COORDINATE THE LOCATIONS AND SIZE OF ALL OPENINGS AND SLEEVES THROUGH
<br />C
<br />EPDXY COATING OF DOWEL BARS SHALL BE THE
<br />SAME AS SPECIFIED FOR THE REINFORCEMENT TO
<br />FLOORS, WALLS AND ROOFS WITH MECHANICAL AND ELECTRICAL AND WITH EQUIPMENT
<br />BE SPLICED.
<br />FURNISHED.
<br />D
<br />WELDING FOR STEEL REINFORCING BARS AWS D
<br />1.4,
<br />F VERIFY STRUCTURAL ELEVATIONS AND DIMENSIONS WITH ARCH DRAWINGS
<br />E
<br />WELDED WIRE FABRIC SHEETS TO CONFIRM PER
<br />ASTM A185
<br />G VERIFY LOCATIONS OF FLOOR DRAINS INSERTS AND OTHER RELATED ITEMS
<br />F
<br />THE CONCRETE PROTECTION SHALL BE PER ACI
<br />3621R EXCEPT AS NOTED ON THE DRAWINGS AND
<br />6 - STEEL JOISTS
<br />6.1 STEEL JOISTS & COMPOSITE CONCRETE SLAB (OR APPROVED EQUAL)
<br />SHALL BE DESIGNED TO SUPPORT THE REQUIRED LIVE LOADS, SHALL CONFORM TO
<br />THE REQUIREMENTS OF AISC,
<br />6.2 CONCRETE SLAB SHALL BE 3' THICK WITH 6x6-6/6 W,W,F. AS DESIGN BY THE
<br />SPECIALITY CONTRACTOR,
<br />6.3 STEEL JOISTS AND DECKING SHALL BE FABRICATED ACCORDING TO SPECIFICATIONS AS PUBLISHED
<br />BY THE STEEL JOIST INSTITUTE (SJI) AND THE STEEL DECK INSTITUTE (SDI), LATEST EDITIONS
<br />530 SPECIFIED HEREIN SPECIFIC DRAWINGS OR DETAILS MAY OR MAY NOT INDICATE EPDXY COATING OR 7 - LIGHT GAGE METAL FRAMING (LGS)
<br />E COMPONENTS AND CLADDING LOADSIMINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER UNCOATED REINFORCING. IN AREAS OF DISPUTE THIS SCHEDULE SHALL GOVERN IN ALL CASES.
<br />STRUCTURES(ASCE 7-05) 71 LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH
<br />H NO STRUCTURAL MEMBERS SHALL BE CUT FOR PIPES, DUCTS ETC. UNLESS SPECIFICALLY
<br />DETAILED
<br />OR APPROVED IN WRITING BY THE ENGINEER.
<br />1.2 USE GROUP
<br />I FIELD VERIFY THE LOCATIONS OF EXISTING STRUCTURES IF ANY, PIPING CONDUITS DUCTWORK
<br />ETC
<br />ORDINARY HAZARD, GROUP B
<br />AND NOTIFY THE ENGINEER OF INTERFERENCE NOT NOTED ON THE PLANS,
<br />1.3 DESIGN CRITERIA
<br />J FLOOR SLAB ELEVATIONS INDICATED ON THE DRAWINGS ARE ESTABLISHED TO PROVIDE
<br />POSITIVE
<br />A LIVE LOADS
<br />DRAINAGE AND TO PROVIDE REQUIRED HEADROOM CLEARANCE, NOTIFY THE ENGINEER OF
<br />GRADES
<br />ROOF
<br />20 PSF REDUCIBLE
<br />WHICH DO NOT ALLOW FOR THE MINIMUM HEADROOM CLEARANCE.
<br />FLOORS
<br />40 PSF
<br />K DO NOT SCALE THE DRAWINGS
<br />STAIRS
<br />100 PSF
<br />LIGHT STORAGE
<br />125 PSF
<br />L VISIT TO THE JOB SITE BY THE ENGINEER TO OBSERVE THE CONSTRUCTION DOES NOT
<br />IN ANY WAY
<br />DESCRIPTION
<br />COVER
<br />PROTECTIO
<br />WALLS NOT IN
<br />CONTACT W/ EARTH
<br />1 1/2"
<br />UNCOATED
<br />WALLS IN
<br />2°
<br />CONTACT W/ EARTH
<br />UNCOATED
<br />FOOTING WALLS CAST
<br />3^
<br />AGAINST EARTH
<br />UNCOATED
<br />FRAMED FLOORS
<br />3 4"
<br />UNCOATED
<br />SLAB ON -GRADE
<br />MID -DEPTH,
<br />UNCOATED
<br />UNO
<br />FBC, CHAPTER 22 AND AISI, LATEST EDITION. ALL STEEL DESIGNATIONS SHALL BE IN ACCORDANCE
<br />WITH STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA) TECHNICAL REPORT ICBD ER-4943P
<br />REFER TO REPORT FOR STEEL SIZES AND STANDARD DESIGNATIONS
<br />72 EXTERIOR WALL FRAMING SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM LATERAL
<br />DEFLECTIONS, AT THE APPLICABLE DESIGN WIND :
<br />-- AT MASONRY VENEER L/600 OR 0,3 INCH., WHICHEVER IS LESS
<br />-- AT OTHER LOCATIONS L/360
<br />T3 SUBMIT SHOP DRAWINGS WHICH SHALL INCLUDE ERECTION DRAWINGS SHOWING MEMBER
<br />LAYOUT, SIZE AND SPACING. PROVIDE CONNECTION DETAILS SUPPLEMENTAL BRACING,
<br />SPLICES, ACCESSORIES, AND DETAILS AS MAY BE REQUIRED FOR PROPER INSTALLATION.
<br />B GROUND SNOW LOAD (Pg) n/a
<br />MEAN THE GUARANTEE OF THE CONTRACTORS WORK, NOR RESPONSIBILITY FOR COORDINATION,
<br />SUPERVISION NOR SAFETY AT THE JOB SITE.
<br />G PLACING PLANS AND SHOP FABRICATION DETAILS SHALL BE IN ACCORDANCE WITH THE MANUAL
<br />7.4 MATERIALS AND FINISHES,
<br />OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES'. FURNISH SUPPORT
<br />2.2
<br />FORMWORK & SHORING
<br />BARS AND ACCESSORIES IN ACCORDANCE WITH C,R,S,I, STANDARDS,
<br />1. FOR 16-GAGE AND HEAVIER UNITS, FABRICATE METAL FRAMING COMPONENTS OF
<br />STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF 50,000 PSI;
<br />A DRAWINGS DO NOT INCLUDE THE NECESSARY COMPONENTS FOR THE SAFETY OF THE BUILDINGS 4,6
<br />CONCRETE ACCESSORIES
<br />ASTM A653 GRADE C OR D.
<br />OR EQUIPMENT DURING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING
<br />TO CONSTRUCTION, ERECTION METHODS, BRACING, SHORING, RIGGING GUYS SCAFFOLDING FORMWORK
<br />A FABRICATE & PROVIDE STANDARD SUPPORTING ACCESSORIES IN ACCORDANCE WITH THE ACI MANUAL
<br />2. FOR 18-GAGE AND LIGHTER UNITS, FABRICATE METAL FRAMING COMPONENTS OF
<br />AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM THE WORK INDICATED.
<br />OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES ACI 315.
<br />COMMERICAL QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF 33,000 PSI;
<br />ASTM A653 GRADE A,
<br />C WIND LOADS
<br />B CONTRACTOR IS RESPONSIBLE FOR PROVIDING APPROPRIATE SHORING, REFER TO SECTION 03100
<br />B MISCELLANEOUS STEEL SHAPE PLATES AND BARS ASTM A36, HOT DIP GALVANIZED AFTER ASSEMBLY,
<br />'CONCRETE FORM WORK'
<br />STAINLESS STEEL ASTM A6666 TYPE 304L AS NOTED ON THE DRAWINGS
<br />3. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH
<br />WIND SPEED 120 mph
<br />ASTM A924 FOR MINIMUM G60 COATING,
<br />WIND LOAD IMPORTANCE FACTOR 100
<br />3 -
<br />SITE WORK
<br />C ANCHOR BOLTS / BASE PLATES ASTM A36 HOT DIP GALVANIZED.
<br />4, ALL STUDS SHALL BE STANDARD LOAD -BEARING STEEL STUDS OF SIZE, SHAPE, AND
<br />WIND EXPOSURE CATEGORY B
<br />GAGE INDICATED, WITH 1,625' FLANGE AND FLANGE RETURN LIP,
<br />INTERNAL PRESSURE COFFICIENT Gcpi ±0,18 (ENCLOSED)
<br />3A
<br />FOUNDATIONS 4.7
<br />GENERAL CAST IN PLACE CONCRETE
<br />A FOUNDATIONS ARE DESIGNED TO BEAR ON ENGINEERED FILL OR NATURAL SOIL WITH A CAPACITY
<br />A REINFORCEMENT
<br />75 WELD STUD WORK USING E60XX ELECTRODES BY CERTIFIED WELDERS. FOR MECHANICAL
<br />D SEISMIC (n/a)
<br />OF 2000 PSF (uno), THIS VALUE IS TO BE VERIFIED IN THE FIELD BY THE BUILDING INSPECTOR
<br />FASTENERS, USE ONLY POLYMER FINISHES, CHROMIUM PLATED, STAINLESS STEEL OR
<br />OR A QUALIFIED TESTING AGENCY.
<br />Al PROVIDE STANDARD 90^ BAR HOOKS UNLESS NOTED OTHERWISE ON THE DRAWINGS,
<br />HOT DIP GALVANIZED UNITS
<br />B IN ORDER TO PROVIDE ADEQUATE FROST PROTECTION, top OF EXPOSURE FOUNDATIONS
<br />A2 REINFORCING STEEL SHALL NOT BE BENT OR STRAIGHTENED UNLESS APPROVED BY THE ENGINEER
<br />T6 CONSTRUCT ALL NON -LOAD BEARING WALLS WITH A VERTICAL SLIP CONNECTION AT THE
<br />SHALL BE PLACED A MINIMUM OF 24 INCHes BELOW THE ADJACENT GRADE, BACKFILL FOR ANY
<br />OR AS INDICATED ON THE DRAWINGS.
<br />TOP OF THE WALL,
<br />EXPOSED RETAINING WALLS SHOULD BE ATLEAST 1 FOOT EF DOT NO, 57 CRUSHED STONE
<br />IMMEDIATELY BEHIND THE WALL FOR FROST PROTECTION
<br />A3 FIELD CUTTING OF REINFORCEMENT IS PROHIBITED UNLESS APPROVED BY THE ENGINEER,
<br />3.2
<br />GENERAL - SITE WORK
<br />A4 WELDING OF REINFORCEMENT IS PROHIBITED UNLESS SPECIFICALLY CALLED FOR ON THE DRAWINGS
<br />8 - STEEL LINTELS -BRICK ONLY
<br />OR APPROVED BY THE ENGINEER.
<br />A SLABS ON GRADE SHALL BE MIN 4' THK, CONCRETE SLAB REINFORCED W/ 6x6 - W14xWL4 WWF,
<br />A5 DO NOT WELD EPDXY COATED REINFORCING,
<br />ARCH. ARE SELF SUPPORTING.
<br />UND, SLABS ON GRADE SHOULD BE SUPPORTED ON PROPERLY COMPACTED FILL AND RESIDUAL SOILS,
<br />A MODULUS OF SUB GRADE REACTION OF 125 PCI IS USED TO DESIGN THE FLOOR SLABS. THE
<br />FOR ALL OPENINGS AND RECESSES IN BRICK WILLS, PROVIDE ONE STEEL ANGLE FOR
<br />CONTRACTOR SHOULD RE -COMPACT FLOOR SLAB SUB -GRADE IMMEDIATELY PRIOR TO PLACING
<br />B ACCESSORIES
<br />EACH 4' OF WALL THICKNESS AS FOLLOWS;
<br />MOISTURE BARRIER MATERIALS AND STONE TO REPAIR ANY DISTURBANCE THAT MAY OCCUR DUE TO
<br />L 3 112' x 3 1/2' x 1/4' FOR OPENINGS UP TO 4'-0'
<br />OTHER CONSTRUCTION OPERATION. A 4 INCH CLEAN STONE GRAVEL BED SHOULD UNDERLIE ALL
<br />B1 ALL WELD ASSEMBLIES SHALL USE E70XX LOW HYDROGEN ELECTRODES MINIMUM WELD SIZE
<br />L 6' x 3 112' x 3/8' FOR OPENINGS 4'-0' TO 6'-0'
<br />FLOOR SLABS ON GRADE TO PROVIDE A PROPER MOISTURE BARRIER. THIS SHOULD CONSIST OF DOT
<br />STAINLESS STEEL ELECTRODES SHALL BE OF TYPE 347.
<br />W8xl0 WITH SUSPENDED 1/4' PLATE SAME WIDTH AS WALL FOR OPENINGS GREATER
<br />NO. 68 OR 57 CRUSHED STONE THAT SHOULD BE DENSIFIED WITH A VIBRATORY ROLLER PRIOR TO
<br />THAN 6'-0', UNLESS NOTED. PROVDE 6' MINIMUM BEARING AT EACH END.
<br />PLACEMENT OF CONCRETE.
<br />B2 NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS
<br />TO THE CONCRETE SHALL BE EMBEDDED TO THE CONCRETE,
<br />Wgx10 FOR OPENING 6'-0' TO 9'-0'
<br />B COMPACTED BACKFILL MATERIAL BELOW BUILDING SLABS AND FOOTING MUST BE APPROVED BY
<br />W10xl2 FOR OPENING 9'-0' TO 12'-0'
<br />GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE BACKFILL MATERIAL SHOULD BE FREE FROM
<br />C JOINT
<br />W12x19 FOR OPENING 12'-0' TO 15'-0'
<br />1,4 CORROSION PROTECTION SYSTEM
<br />VEGETATION AND OTHER DELETERIOUS MATTER AND SHALL NOT CONTAIN LUMPS OR ROCK HAVING
<br />A DIAMETER GREATER THAN 6 INCHES.
<br />Cl PROVIDE}' CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS NOTED OTHERWISE ON
<br />A CONCRETE ACCESSORIES TO BE HOT DIPPED GALVANIZED AND OR STAINLESS STEEL AS
<br />DRAWINGS,
<br />SPECIFIED HEREIN.
<br />C ALL FILL SHOULD BE PLACED IN LAYERS NOT TO EXCEED 8 INCHES LOOSE LIFT AND COMPACTED
<br />9 - HANDRAILS & STAIRS
<br />TO AT LEAST 95% OF MAXIMUM DRY DENSITY AND WITHIN 5Z OF OPTIMUM MOISTURE ACCORDING
<br />C2 TOOL SLAB JOINT AT THE TIME OF FINISHING SAW CUTTING IS NOT ALLOWED
<br />B FOR FIELD WELDING GALVANIZED CONNECTION HARDWARE, REMOVE SLAG, WIRE BRUSH AND
<br />TO ASTM D-698, COMPACTED FILL SUB -GRADE STEEPER THAN 4H1V SHOULD BE BENCHED TO
<br />APPLY THREE COATS OF ZRC COLD GALVANIZING.
<br />ALLOW PLACEMENT OF HORIZONTAL LIFTS, A QUALIFIED ENGINEERING TECHNICIAN UNDER THE
<br />C3 CONSTRUCTION AND CONTROL JOINTS FOR SLABS ON GRADE -CAST IN STRIPS 20' '-0' BY 100'-0
<br />STAIRCASE LOAD ASSUMED
<br />DIRECT SUPERVISION OF A GEOTICHNICAL ENGINEER SHOULD PERFORM A MINIMUM OF 3 TESTS
<br />MAXIMUM. SPACE JOINTS AT 20'-0' ON CENTER UNLESS OTHERWISE NOTED ON THE DRAWINGS.
<br />PER LAYER OF FILL TO ASSURE THAT ADEQUATE COMPACTION IS ACHIEVED. COMPACTED STRUCTURAL
<br />1, DEAD LOAD 100 PSF
<br />1.5 SEE ARCHITECTURAL DRAWINGS FOR ANGLES, CLIPS, PLATES, ETC„ AND OTHER MISCELLANEOUS
<br />FILL SHOULD EXTEND ATLEAST 5 FEET BEYOND LIMITS, COMPACTED FILL SLOPES SHOULD NOT BE
<br />D THERMAL AND MOISTURE PROTECTION (CONCRETE SEALER)
<br />2. LIVE LOAD 100 PSF
<br />ITEMS. VERIFY AND CO-ORDINATE ALL FRAMES, OPENINGS, ETC, WITH THE MECHANICAL AND
<br />CONSTRUCTED STEEPER THAN 2,5 H I 1 V.
<br />ELECTRICAL CONTRACTORS.
<br />D1 CONCRETE SEALER SHALL BE APPLIED TO ALL SLABS ON GRADE AND SUPPORTED
<br />ASSUMED REACTION FROM STRINGER BEAM (OF STAIRCASE) AS BELOW
<br />1,6 CONTRACTOR SHALL CC -ORDINATE WITH THE QUALIFIED AGENCY RETAINED BY THE OWNER, TO
<br />4 - CONCRETE
<br />SURFACES AND EXTENDED 24' UP VERTICAL SURFACES.
<br />PERFORM INSPECTION AND TESTING, INSPECTIONS REQUIRED INCLUDE, BUT MAY NOT BE LIMITED
<br />1. DEAD LOAD 2200 LB TWO No.
<br />TO I
<br />4A
<br />ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318, AND ACI GUIDE 3362, 5-
<br />STRUCTURAL STEEL
<br />2. LIVE LOAD 2200 LB TWO No,
<br />REFER TO SPECIFICATIONS 03300, CAST IN PLACE CONCRETE, FOR INFORMATION NOT LISTED HERE IN.
<br />- SOILS AND FOUNDATIONS
<br />5.1
<br />DESIGN AND CONSTRUCTION STD-AMERICAN INSTITUTE OF STEEL CONSTRUCTION,
<br />INCASE OF CHANGE IN LOADING PER MANUFACTURER BEAM SIZES NEEDS REVESIONS BY eor,
<br />- CONCRETE
<br />- STRUCTURAL STEEL
<br />4,2
<br />CONCRETE
<br />MANUAL OF STEEL CONSTRUCTION LATEST EDITION REFER
<br />- MASONRY
<br />TO SPECIFICATION SECTION 05120 'STRUCTURAL STEEL' FOR INFORMATION NOT
<br />ALL STEEL STAIRS AND HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED BY STAIR MANUFACTURER.
<br />- LIGHT GAGE METAL FRAMING
<br />A PROVIDE CONCRETE HAVING FOLLOWING GENERAL CHARACTERISTICS
<br />LISTED HEREIN,
<br />MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A LICENSED
<br />PROFESSIONAL ENGINEER IN THE state that the project is located, SHOP DRAWINGS SHALL INCLUDE CONNECTION
<br />1.7 ABBREVIATIONS
<br />ADD'L=ADDITIONAL FT=FOOT T/BEAM=TOP OF BEAM
<br />ARCT=ARCHITECTURAL GA=GUAGE T/FTG=TOP OF FOOTING
<br />BOT=BOTTOM GALV=GALVANIZED T/GB=TOP OF GRADE BEAM
<br />BRG=BEARING GC=GENERAL CONTRACTOR T/W=TOP OF WALL
<br />CJ=CONSTRUCTION JOINT JT=JOINT TYP=TYPICAL
<br />DESCRIPTION
<br />AS PER
<br />ASTM A39
<br />MAX. AGG. SIZE
<br />INCH
<br />MAX. W/C
<br />RATIO
<br />AVERAGE
<br />ENTRAINED AIR
<br />FOOTING,
<br />SLAB ON GRADE
<br />3000(UNO ON PLANS)
<br />1
<br />0.40
<br />6.5%
<br />FRAMED FLOORS
<br />4000
<br />1/2
<br />0.40
<br />6.5%
<br />WALLS
<br />4000
<br />1
<br />0.40
<br />6.57
<br />5.2 ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODE AND DETAILS. CONTRACTOR TO SUBMIT SHOP DRAWINGS & CALCULATIONS TO eor (PRIOR TO CONSTRUCTION)
<br />SHALL CONFIRM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY FOR REVIEW & APPROVAL.
<br />SPECIFICATIONS, ALL WELDS SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER,
<br />5.3 NO SPLICES IN COLUMNS OR BEAMS WILL BE PERMITTED UNLESS SPECIFICALLY 1 0.0 MASONRY
<br />NOTED ON DRAWINGS
<br />Masonry Shall be Constructed of Grande N, Type II Units, Laid up in Running Bond. Mortar Shall be Type M or S
<br />And Shall Attain a Minimum Compressive Strength of 2,000psi at 28 Days. Strength Shall be Verified
<br />CL=CLEAR
<br />MAS=MASONRY
<br />UN=UNLESS NOTED
<br />5.4
<br />STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC-LATEST EDITION AND SHALL CONFORM WITH
<br />THE AISC MANUAL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS I
<br />by Prism Testing, Masonry and walls adjacent to cathedral or vaulted ceilings Must extend to the roof,
<br />COL=COLUMN
<br />MAX=MAXIMUM
<br />UNO=UNLESS NOTED OTHERWISE
<br />B
<br />AVERAGE AIR ENTRAINMENT VALUES
<br />ARE FOR IN PLACE CONCRETE, TOLERANCE ON TOTAL AIR
<br />Unless Otherwise Noted, Reinforce With #5 Rebar at Each Corner And at 8 Feet Minimum Spacing. Rebar
<br />CON( -CONCRETE
<br />MIN=MINIMUM
<br />CONTENT IS 1.5: PER ACI.
<br />W8 AND SMALLER BEAMS A36
<br />Shall Extend From Footing to Lintel And Hooked at Each End, Horizontal Reinforcement, Such as DuroWall,
<br />CONN=CONNECTION
<br />DET=DETAIL
<br />NSNS=NON-SHRINK NON-STAINW/-WITH
<br />CC=ON CENTER
<br />VIF=VERIFY IN FIELD
<br />OTHER BEAMS AND COLUMNS A572-GR 50
<br />Shall be Used at 16' Vertical Spacing.
<br />Fill All Cells Containing Reinforcement or Embedded Items, Provide Clean
<br />EA=EACH
<br />REINF=REINFORCING
<br />WWF=WELDED WIRE FABRIC
<br />C
<br />ALL NORMAL WEIGHT CONCRETE
<br />TO HAVE A MINIMUM DENSITY OF 145 PCF UNLESS NOTED,
<br />STEEL PLATES, CHANNELS AND ANGLES � A36
<br />Out Holes at Bottom of All Cells Containing Reinforcement,
<br />EC -EPDXY COATED
<br />REQ'D=REQUIRED
<br />ZRC=ZINC RICH COATING
<br />LBS OF CEMENT MINIMUM PER CUBIC YARD OF
<br />STRUCTURAL PIPES A53 OR A501
<br />Anchor Chimney at Each Floor And Roof, Unless Otherwise Specified, Anchoragge Shall Consist of Two 1/4'X2'
<br />EL=ELEVATICN
<br />SECT=SECTION
<br />(E) =EXISTING
<br />D
<br />ALL AIR -ENTRAINED CONCRETE
<br />SHALL INCLUDE 564
<br />STRUCTURAL TUBES A500-GR B
<br />Steel Straps Cast at Least 12' Into Each Face of The ChImrey With a 180 Ilegree Bend and a 6' Extension
<br />SIM=SIMILAR
<br />(N) = NEW
<br />CONCRETE, THE WEIGHT OF FLY
<br />ASH AND SILICA FUME ADMIXTURES MAY NOT BE INCLUDED IN
<br />ANCHOR BOLTS I A3C7
<br />Around The Vertical Reinforcing Bars in The Outer Face of The Chimney. Each Strap Shall be Fastened to
<br />SDG=SLAB ON GRADE
<br />WEIGHT OF CEMENT
<br />HIGH - STRENGTH BOLTS A325
<br />The Joist or Blocking With a Minimum of 2 ea. 112' Bolts,
<br />SPEC=SPECIFICATION
<br />HEADED STUDS A108
<br />E
<br />FOR THE SITE WORK CONCRETE
<br />REFER TO CIVIL DRAWINGS AND SPECIFICATION SECTION 02514
<br />2 •CONSTRUCTION
<br />PORTLAND CEMENT CONCRETE
<br />5.5
<br />BOLTED CONNECTIONS TO USE A325-TYPE N, HIGH STRENGTH BOLTS IN BEARING TYPE CONNECTIONS
<br />ROOFING
<br />TIGHTENED TO A SNUG TIGHT CONDITION IN ACCORDANCE WITH RCSC SPECIFICATIONS,
<br />ROOFING MUST BE STRONG ENOUGH TO STAY INTACT IN THE ESTIMATED HIGHEST WINDS OF THE AREA BY
<br />21 GENERAL
<br />4.3 CEMENT
<br />THE MANUFACTURE'S INSTALLATION INSTRUCTIONS AND TEST DATA THAT PROVES THE STRENGTH OF THE SHINGLE.
<br />A
<br />ASTM C 150 TYPE I DR III
<br />5,6
<br />BOLTS IN MOMENT CONNECTIONS AND WIND RESISTING FRAMES SHALL BE ASTM A325-TYPE SC
<br />A TAKE EXTREME CAUTION NOT
<br />TO DAMAGE IN ANY WAY
<br />THE EXISTING ELECTRICAL SERVICE,
<br />(SLIP CRITICAL). SLIP CRITICAL CONNECTIONS SHALL HAVE CONTACT SURFACES MEETING CLASS A
<br />INSPECTIONS
<br />INSPECTIONS SHALL BE MADE ACCORDING TO THE PROVISIONS AND GUIDLINES OF THE FBC 2004
<br />TELECOMMUNICATION LINES,
<br />COMPUTER LINES ETC. LOCATE AND MARK ALL SERVICE LINES.
<br />B
<br />ASTM C595
<br />SURFACE CONDITIONS, BOLTS SHALL BE TENSIONED.
<br />SECTION 109
<br />B CONTRACTOR SHALL SHIELD
<br />OR TEMPORARILY RELOCATE EXISTING POWER LINES AS REQUIRED
<br />4A AGGREGATE
<br />53
<br />SHOP CONNECTIONS TO BE WELDED OR BOLTED, FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
<br />FOUNDATION INSPECTION: A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE
<br />DURING CONSTRUCTION
<br />SHOWN. BOLT HOLES TO BE STANDARD ROUND HOLES (d+1/16') UNLESS OTHERWISE NOTED. SHORT
<br />SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTOR'S USE OR ALL PROPERTY MARKERS
<br />A
<br />ASTM C 33
<br />SLOTS SHALL BE PERMITTED NORMAL TO THE LOAD DIRECTION IN SLIP CRITICAL AND BEARING TYPE
<br />SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED
<br />CONNECTIONS AS PER AISC REQIREMENTS
<br />SETBACKS.
<br />ALL WORK SHALL COMPLY WITH PREVAILING CODES. LOCAL BUILDING 6 ALUMINUM.
<br />5.8
<br />MINIMUM BEAM -WEB CONNECTIONS FOR SHEAR AT EACH END SHALL BE DETAILED TO SUPPORT THE
<br />LOADS OR PROVIDE THE FOLLOWING MINIMUM NUMBER OF BOLTS WHICHEVER IS GREATER.
<br />W8 OR W10 - 2 BOLTS
<br />W12 OR W14 - 4 BOLTS
<br />ISTRUCTURAL NOTES
<br />SCALE: --
<br />5
<br />4
<br />NnIed i' ScP 201'. 2'R,`M
<br />Description : 120 MPH
<br />Anal IcalVaiues _ _
<br />_--V
<br />------
<br />- Calculations per ASCE 7-05
<br />------- ----- ----- ----- -- ---------- -- --- ---
<br />:Basic Wind Speed per Sect 6.5.4 &Figure 1
<br />120.0 mph
<br />Roof Slope Angle
<br />10 degrees
<br />Occupancy per Table 1-1
<br />11
<br />All Buildings and other structures except
<br />those listed as Category I, Ill, and IV
<br />Importance Factor per Sect. 6.5.5, & Table 6-1
<br />1.00
<br />Exposure Category per 6.5.6.1.4 & .5 Exposure B
<br />Mean Roof height
<br />20.0 It
<br />Lambda: per Figure 6.2.. Pg 40
<br />1.00
<br />Effective Wind Area of Component & Cladding
<br />10.0 ftA2
<br />Net design pressure from table 1609.9.2.1(2)&(3) interpolated by area
<br />Roof pitch for cladding pressure 0 to 7 degrees
<br />User specified minimum design pressure
<br />10.0 psf
<br />Topographic Factor Kzt per 6.5.7.2
<br />1.00
<br />Design Wind Pressures
<br />Minimum Additional Load Case per 6.4.2.1 A = 10 PSF on entire vertical plane
<br />Horizontal Pressures ...
<br />Zone: A = 25.80 psf
<br />Zone: C =
<br />17.10 psi
<br />Zone: B = -10.70 psf
<br />Zone: 0 =
<br />-10.00 psf
<br />Vertical Pressures ...
<br />Zone: E = -27.40 psf
<br />Zone: G
<br />= -19,10 psf
<br />Zone: F = -16.80 psf
<br />Zone: H =
<br />-12.90 psf
<br />Overhangs...
<br />Zone: Eon = -38.40 psf
<br />Zone: Goh
<br />= -30.10 psf
<br />CompOnertt & Cladding Desi n Wind Pressures
<br />_. _........ .....
<br />____----__-...
<br />Minimum Additional Load Case per 6.4.2.1 A = 10 PSF on entire vertical plane
<br />_ _ ....__ . _ ._.._ ..._...__.....__.. _... - _.__-- --------
<br />Design Wind Pressure = Lambda' Kzt' ImportancePS30 per ASCE 7-05 6.4.2.1
<br />Eq 6-1
<br />Roof Zone 1 : Positive:
<br />10.500 psf
<br />Negative:
<br />-25.900 psf
<br />Roof Zone 2: Positive:
<br />10.500 psf
<br />Negative:
<br />-43.5W psf
<br />Roof Zone 3: Positive:
<br />10.500 psf
<br />Negative:
<br />-65.400 psf
<br />Wall Zone 4: Positive :
<br />25,900 psf
<br />Negative:
<br />-28.100 psf
<br />Wall Zone 5: Positive:
<br />25.900 psf
<br />Negative:
<br />-34.700 psf
<br />Roof Overhang Zone 2:
<br />-25,900 psf
<br />Roof Overhang Zone 3:
<br />-42.700 psf
<br />2 WIND LOAD DATA
<br />SCALE: --
<br />3 ADDITIONAL NOTES
<br />SCALE: --
<br />3
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<br />CONNELLY GROUP
<br />CONSULTING ENGINEERS
<br />?
<br />200 2nd Ave South - #455 - St Petereburg, FL 33701
<br />'f
<br />infoaconnellyengineering.com
<br />[T)813.232.8448 [1`)800.6913. 1945
<br />cal
<br />www.connellyengineering.com
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