HomeMy WebLinkAbout44-01 Plans March 22 2001 General Struct NotesSTRUCTURAL NOTES
GENERAL
1. THE GENERAL CONTRACTOR SHALL REVIEW AND CONFIRM THAT DIMENSIONS
ARE COORDINATED BETWEEN CIVIL AND STRUCTURAL DRAWINGS
PRIOR TO FABRICATION OR START OF CONSTRUCTION,
2. THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE, THE WORK PERSONS, AND OTHER PEOPLE DURING
CONSTRUCTION. HE SHALL SUPERVISE AND DIRECT THE WORK AND BE
RESPONSIBLE FOR ALL CONSTRUCTION,
3. NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN
STRENGTH.
4. THE GENERAL CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL,
AND ELECTRICAL DRAWINGS FOR ANCHORED, EMBEDDED, AND SUPPORTED ITEMS
WHICH AFFECT THE STRUCTURAL DRAWINGS AND NOTIFY THE
ARCHITECT /ENGINEER OF ANY DISCREPANCIES.
5. ALL SUBMITTAL SETS SHALL CONSIST OF 1 SEPIA AND 2 BLUE LINES, OR A
MAXIMUM OF 5 BLUE LINES, ANY ADDITIONAL BLUE LINES WILL BE DISCARDED.
6. ANY SUBMITTALS RECEIVED BY CSO THAT HAVE NOT BEEN CHECKED BY THE GC
AND HIS SUBCONTRACTOR SHALL BE RETURNED WITHOUT REVIEW.
7. ALL SECTIONS AND DETAILS SHALL BE CONSTRUED TO BE TYPICAL OR SIMILAR
UNLESS ANOTHER SECTION OR DETAIL IS NOTED.
8, WHEN REFERENCE IS MADE TO SPECIALTY DESIGN WORK TO BE PERFORMED BY AN
ENGINEER, THE ENGINEER SHALL BE REGISTERED IN THE SAME STATE AS THE
PROJECT,
9, THE CONTRACTOR SHALL ENGAGE A CERTIFIED TESTING AGENCY TO PERFORM ALL INDUSTRY
STANDARD TESTING REQUIRED FOR THE STRUCTURAL PORTION OF THIS PROJECT.
DESIGN CRITERIA
1. ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF THE 1997
UNIFORM BUILDING CODE (UBC) WITH THE 1998 STATE OF INDIANA AMMENDMENTS,
2. DESIGN LOAD VALUES: SEE DESIGN CRITERIA TABLES & SPECIAL NOTES.
3. TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THE STRUCTURAL PLANS AND
SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE APPLICABLE
BLDG CODE.
4. EVERY REASONABLE EFFORT HAS BEEN MADE TO INSURE COORDINATION
BETWEEN THESE DRAWINGS AND THE BOUND STRUCTURAL SPECIFICATIONS.
SHOULD THERE BE ANY DISCREPANCIES, THE CONTRACTOR SHALL REQUEST, IN
WRITING, A CLARIFICATION. IN THE ABSENCE OF SUCH WRITTEN CLARIFICATION, THE
SPECIFICATIONS SHALL GOVERN CONSTRUCTION OF THE STRUCTURAL PORTION
OF THIS PROJECT.
DEMOLITION
1. THE CONTRACTOR SHALL TEMPORARILY BRACE AND /OR SHORE EXISTING AND
NEW CONSTRUCTION AS REQUIRED TO ENSURE THAT STRUCTURAL STABILITY IS
NOT COMPROMISED. BRACING AND /OR SHORING SHALL REMAIN IN PLACE UNTIL
THE STRUCTURAL WORK IS COMPLETE AND HAS BEEN INSPECTED BY A TESTING
AGENCY AND IS CERTIFIED TO BE IN SUBSTANTIAL COMPLIANCE W/ PLANS AND
SPECIFICATIONS.
2. CONTRACTOR SHALL SUBMIT, FOR CSO ENGINEER'S APPROVAL, A SHORING PLAN
WITH SECTIONS AND CALCULATIONS SIGNED AND SEALED BY AN ENGINEER.
3. ALL SHORING SHALL REMAIN IN PLACE UNTIL REINFORCING; AND STRUCTURAL
ELEMENTS ARE IN PLACE AND IN CONFORMANCE WITH PLANS AND SPECS.
FOUNDATIONS
1. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD SOIL DENSITY TESTS TO ENSURE CONFORMANCE WITH
GEOTECHNICAL SOILS REPORT. SUBMIT REPORTS TO CSO.
2. CONTRACTOR, IN CONJUNCTION WITH GEOTECHNICAL FIELD REPRESENTATIVE,
SHALL DETERMINE IF ANY UNSUITABLE CONDITIONS ARE DISCOVERED DURING
EXCAVATION WHICH WOULD PREVENT ATTAINMENT OF THE DESIGN SOIL
PRESSURE RECOMMENDED BY THE SOILS REPORT.
3. FOUNDATIONS DESIGN VALUES - SEE FOUNDATION PLAN NOTES.
4. ALL FOUNDATION SIDES SHALL BE ASSUMED TO BE FORMED, NOT CAST AGAINST
SOILS UNO ON PLANS AND SECTIONS. FOR FOOTINGS AND GRADE BEAMS FORMED
AGAINST EARTH, ADD 4" TO WIDTH AND 2" TO DEPTH,
CONCRETE AND REINFORCING
I. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO
ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS. SUBMIT REPORTS TO
ARCHITECT /ENGINEER.
2. CONCRETE WORK SHALL CONFORM TO ACI 301 ( LATEST EDITION)
SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS,
3. ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH AS FOLLOWS:
SLUMP LIMITS ARE PRIOR TO THE ADDITION OF PLASTICIZERS.
4. AIR ENTRAINMENT SHALL BE PROVIDED AS FOLLOWS:
SERVICE USE
28 DAY
INT. SLABS, FOUNDATIONS,
MAX
WATER/
LOCATION
STRENGTH
SLUMP
AGGREGATE
CEMENT
C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH
(PSI)
(IN)
(IN)
RATIO
FOUNDATIONS
_�..._..._._.__._...__.__.__.._
3000 PSI
4' " +/ -1 "
1 1 /2"
5 MAX
SLAB -ON- GRADE:
_
PRIMARY REINF, TIES, STIRRUPS, SPIRALS
1 1/2„
9500
4" SLAB
4000 PSI
4 " +/ -1 "
1 1/2"
.5 MAX
5" AND THICKER
4000 PSI
4 " + / -1"
1 1/2"
10670
BEAMS, COLUMNS, PIERS, CAPS
4000 PSI
4 " + / -1"
1 112"
.45 MAX
WALLS
4000 PSI
4"+/-1"
1 1/2"
.5 MAX
SLUMP LIMITS ARE PRIOR TO THE ADDITION OF PLASTICIZERS.
4. AIR ENTRAINMENT SHALL BE PROVIDED AS FOLLOWS:
SERVICE USE
AIR CONTENT
INT. SLABS, FOUNDATIONS,
OPTIONAL, 7.5% MAX
GRADE BEAMS, WALLS
(IN)
EXT. CONCRETE SUBJECT TO FREEZE/
4.5 -7.5%
THAW CYCLES AND /OR DE -ICING SALTS
1 1/2"
5. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
REINFORCEMENT,
6. CONCRETE MIX DESIGN SUBMITTALS:
1. EACH MIX DESIGN SHALL BE LABELED TO INDICATE THE AREA IN WHICH THE
CONCRETE IS TO BE PLACED (e.g, FOUNDATIONS, SLAB -ON- GRADE, COLUMNS, etc.).
FAILURE TO DO SO WILL CAUSE DELAY AND /OR REJECTION OF SUBMITTALS.
2. PROPOSED MIX DESIGN SHALL BE ACCORDANCE WITH METHOD 1 OR METHOD
2 OF ACI 301. PROVIDE SUPPORTING DATA IN TABULAR FORM FOR EACH
SEPARATE PROPOSED MIX.
3. SUBMIT CONCRETE MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE.
7. REBAR SHALL CONFORM TO ASTM -615 GRADE 60. REBAR IDENTIFIED TO
HAVE WELDED CONNECTIONS TO BE ASTM- GRADE 60. WELDED WIRE FABRIC
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. LAP WELDED FABRIC
ONE MESH + 2" WHERE SPLICED LINO ON PLANS.
8. SPLICES AND ANCHORAGE OF REINFORCING SHALL BE AS FOLLOWS LINO ON PLANS,
WELDED WIRE FABRIC : 8"
ALL OTHER 36 DIA (12" MIN)
9. REINFORCEMENT IN WALLS, FOOTINGS AND BEAMS SHALL BE CONTINUOUS AND
LAPPED 36 BAR DIA AT SPLICE UNO. HOOK AND LAP ALL CORNER AND
INTERSECTING BARS. (SEE TYPICAL REINFORCEMENT DEVELOPMENT DETAIL),
10. CONTINUOUS TOP BARS SHALL BE SPLICED AT MID -SPAN. CONTINUOUS BOTTOM
BARS SHALL BE SPLICED AT CENTERLINE OF SUPPORTS (OR AS SHOWN ON
TYPICAL DETAILS).
11. AT CHANGES IN DIRECTION OF CONCRETE WALLS AND STRIP FOOTINGS, PROVIDE
CORNER BARS AT SAME SIZE AND SPACING AS HORIZONTAL BARS. (REFER TO
DETAIL ON DRAWINGS).
WKI rINIM
A. CONCRETE CAST AGAINST AND PERMANENTLY
EMBEDMENT
EXPOSED TO EARTH.
3„
B. CONCRETE EXPOSED TO EARTH OR WEATHER:
(IN)
#6 THRU #18 BARS
2"
#5 BAR, W31 OR D31 WIRE AND SMALLER
1 1/2"
C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH
7360
GROUND:
7360
SLABS, WALLS, JOISTS:
3 1/2"
#14 AND #18 BARS
1 1/2"
#11 BARS AND SMALLER
3/4"
D. BEAMS COLUMNS:
6"
PRIMARY REINF, TIES, STIRRUPS, SPIRALS
1 1/2„
MECHANICAL FASTENERS
1. EXPANSION ANCHORS SHALL BE "RAWL -STUD" BY RAWL OR "TRUBOLT" BY ITW
RAMSET /REDHEAD OR ENGINEER APPROVED EQUAL.
2. ADHESIVE ANCHORS SHALL BE "FOIL- FAST" BY RAWL OR "EPCON" BY ITW
RAMSET /REDHEAD OR ENGINEER APPROVED EQUAL,
3. MASONRY SCREWS SHALL BE "TAPPERS" BY RAWL OR "TAPCON" BY ITW
RAMSET /REDHEAD OR ENGINEER APPROVED EQUAL.
4. POWDER ACTUATED FASTENERS (PAF) SHALL BE BY ITW RAMSET /REDHEAD, HILTI
OR ENGINEER APPROVED EQUAL.
5. CARBON STEEL EXPANSION ANCHORS SHALL HAVE A ONE PIECE ANCHOR BODY
WITH A LENGTH IDENTIFICATION CODE. THE ANCHORS SHALL HAVE AN
EXPANSION MECHANISM WHICH CONSISTS OF A PAIR OF INTERLOCKING
INDEPENDENT WEDGES. CARBON STEEL COMPONENTS SHALL BE PLATED
ACCORDING TO ASTM SPECIFICATION B 6.33. EXPANSION ANCHORS MUST MEET
THE DESCRIPTION IN FEDERAL SPECIFICATION FF -8 -325 FOR CONCRETE
EXPANSION ANCHORS.
6. EXPANSION /ADHESIVE SHALL BE INSTALLED PER MANUFACTURERS
RECOMMENDATIONS,
7. EXPANSION ANCHORS SHALL HAVE A MINIMUM ULTIMATE TENSILE AND SHEAR
LOADS (LBS) AS SHOWN IN SCHEDULE BELOW.
DiA
EMBEDMENT
Vc = 3000 psi
Vc = 4000 psi
(IN)
TENSILE SHEAR
TENSILE SHEAR
1/2"
2 1/4"
4925
7360
5450
7360
3 1/2"
8000
9200
9000
9200
6"
8650
9200
9500
9200
5/8"
2 3/4"
7000
11500
8000
11500
25
4"
10670
14200
12350
14200
7"
13000
14200
14000
14200
3/4"
3 1/4"
8700
15500
10000
15500
0
4 3/4"
15500
19200
18000
19200
8"
18500
19200
22000
19200
1"
4 1/2"
15200
28500
17500
30500
3
0
0
8
6"
22500
34500
26500
34500
0
9"
28750 1
34500 1
32500 1
34500
STEEL JOISTS
1. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND
SPECIFICATIONS. SUBMIT REPORTS TO CSO.
2. ALL DESIGN, FABRICATION AND ERECTION OF STEEL JOISTS AND BRIDGING SHALL
BE IN STRICT ACCORDANCE WITH THE CURRENT SPECIFICATIONS OF STEEL JOIST
INSTITUTE AND RECOMMENDED CODE OF STANDARD PRACTICE. BRIDGING
DESIGN IS TO BE BY JOIST MANUFACTURER, BRIDGING INDICATED ON PLANS IS
TO BE CONSIDERED MINIMUM OR IS SHOWN FOR SPECIAL CONDITIONS,
3. THE ENDS OF ALL BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE
ANCHORED TO THE WALL OR BEAM.
4. ALL STEEL JOISTS ARE TO BE CAMBERED AS SPECIFIED BY SJI,
5. PROVIDE BOTTOM AND /OR TOP CHORD EXTENSIONS AS SHOWN ON DRAWINGS.
6. UNLESS NOTED OTHERWISE, MINIMUM JOIST BEARING SHALL BE 2 1/2" ON A
STEEL MEMBER OR EMBED PLATE FOR K SERIES AND 5" FOR LH SERIES.
7. BRIDGING SHALL. BE DESIGNED, FURNISHED, AND INSTALLED TO MEET THE SIZE
AND SPACING REQUIREMENTS OF THE SJI STANDARD SPECIFICATIONS FOR OPEN
WEB STEEL JOISTS. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE
COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE
JOISTS. THE LAST TWO JOIST SPACES IN A LINE OF BRIDGING SHALL BE "X" TYPE.
ALL JOISTS 40' -0" OR LONGER REQUIRE A ROW OF BOLTED BRIDGING TO BE IN
PLACE BEFORE SLACKENING OF HOISTING LINES. OTHER JOISTS REQUIRE
SIMILAR BRIDGING CONSULT LATEST SJI SPECIFICATIONS.
8, ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC. TO BE SUPPORTED BY
THE BOTTOM CHORD OF JOISTS SHALL BE LOCATED AT THE PANEL POINT OF THE
JOIST. IF HANGERS MUST BE LOCATED MORE THAN 3" FROM A PANEL POINT,
PROVIDE JOIST STIFFENERS, JOIST STIFFENERS MUST BE INSTALLED FROM BOTH ENDS.
9. CONTRACTOR TO FURNISH BAR JOIST CERTIFICATIONS SIGNED AND SEALED BY
AN ENGINEER.
10. FOR NET UPLIFT SEE NET UPLIFT PLAN OR SCHEDULE ON ROOF FRAMING PLAN.
PROVIDE UPLIFT BRIDGING AS REQUIRED.
11. ALL ITEMS SUSPENDED FROM JOISTS (i.e. CATWALKS, BALCONIES, OPERABLE
PARTITIONS, etc.) SHALL BE INSTALLED AFTER DEAD LOAD HAS BEEN APPLIED.
12, ALL SPRINKLER AND ROOF DRAIN PIPES MUST BE SUPPORTED AS SHOWN
IN STANDARD DETAIL.
MASONRY
1. MASONRY CONSTRUCTION AND INSPECTIONS SHALL CONFORM TO ACI REQUIREMENTS FOR
CONCRETE MASONRY STRUCTURES (ACI 530 -95 /ASCE 5 -95 /TMS 402 -95) ,
SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1 -95 /ASCE 6 -95 /TMS 602 -95)
ASTM C476, ASTM C1019, AND NCMA TEK 107. DESIGNATED MASONRY ON THIS PROJECT
REQUIRES SPECIAL INSPECTION PROCEDURES
2. CONCRETE BLOCKS SHALL CONFORM TO ASTM C -90. (f'm = 1500 PSI, 1900 PSI ON
THE NET AREA)
3. MORTAR SHALL COMPLY WITH ASTM C270, TYPE M OR S. (COMPRESSIVE STRENGTH
= 2500 PSI AND 1800 PSI, RESPECTIVELY. SITE TESTED MORTAR CUBES SHALL
ACHIEVE A MINIMUM OF 80% OF THE DESIGN COMPRESSIVE STRENGTH)
4. BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING.
5. ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND CELLS
TO BE GROUTED.
6. THE MINIMUM CONTINUOUS UNOBSTRUCTED CELL AREA IN CELL TO RECEIVE
GROUT MUST BE NOT LESS THAN 2 "0". MORTAR FINS MUST BE REMOVED AS
BLOCK PLACEMENT PROCEEDS. MORTAR DROPPINGS MUST BE KEPT OUT OF
CELLS WHICH ARE TO BE GROUTED.
7, REINFORCE WALLS WITH LADDER OR TRUSS TYPE (ASTM A -82, #9 GAGE WIRE)
REINFORCEMENT EQUAL TO DURQ -WALL IN BED JOINTS AT 16" OC UNO, MEASURED
VERTICALLY. PLACE PER MFR INSTR. LAP ALL HORIZONTAL JOINT REINFORCING 8 ",
MIN.
8. WHERE SHOWN OR SCHEDULED, CELLS OF BLOCK MASONRY SHALL BE FILLED WITH GROUT
WITH MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, AND MEET ASTM C476.
GROUT SHALL BE PROVIDED BY CONCRETE SUPPLIER FROM THEIR BATCH
PLANT WITH A SLUMP OF 9" TO 11 ". JOB SITE MIXING OF GROUT SHALL NOT BE
PERMITTED, TESTING SHALL CONFORM TO ASTM C1019. SEE STANDARD TEST
MOLD DETAIL,
9. CONSOLODATE EACH LIFT AFTER INITIAL PLACEMENT AND RECONSOLIDATE
PRIOR TO PLACEMENT OF NEXT LIFT (APPROXIMATELY 15 MINUTE DELAY).
CONSOLIDATION AT TIME OF POURING SHALL BE BY RODDING OR
VIBRATING, SEE DETAIL TYPICAL HIGH AND LOW LIFT GROUTING DETAILS.
10.A HIGH LIFT GROUTING: GROUT FOR FILLED CELLS SHALL BE PLACED IN POURS NOT
TO EXCEED TWELVE (12) FEET IN INTERMEDIATE LIFTS NOT TO EXCEED FOUR (4)
FEET IN HEIGHT. CONSOLODATE EACH LIFT PER NOTE 9 ABOVE,
PROVIDE KNOCK -OUT CMU AT BASE OF EACH FILLED CELL TO ALLOW VISUAL
VERIFICATION OF COMPLETE GROUT PENETRATION.
10.B LOW LIFT GROUTING: FOR POURS OF 5' -0" OR LESS, A KNOCK -OUT AT BASE OF
LIFT WILL NOT BE REQUIRED, CONSOLIDATE PER NOTE 9 ABOVE,
11. VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2" TO INSIDE
FACE. VERTICAL BAR LAP = 48 x BAR DIAMETER. VERTICAL REINFORCEMENT IN
WALLS SHALL BE SECURED AND LATERALLY SUPPORTED AGAINST DISPLACEMENT
AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS OR 10 FT.
12. GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE STOPPED 1 1/2"
BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A KEY FOR SUBSEQUENT
GROUTING.
13. SEE PLANS AND SECTIONS FOR ALL VERT REINFORCING. TYP VERTICAL
REINFORCING SIZE AND SPACING SHALL BE ABOVE AND BELOW ALL WALL
OPENINGS.
14. TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE_ STABILITY DURING
CONSTRUCTION TO BE THE RESPONSIBILITY OF THE CONSTRUCTION MANAGER.
15. MAXIMUM CONTROL JOINT SPACING FOR CONC MASONRY UNITS: 3 x WALL HEIGHT =
SPACING IN FT (NOT TO EXCEED 50' -0 ").
16. PROVIDE FILLED PRECAST U- LINTELS WITH (2) #5 CONT AT ALL OPENINGS WHERE
LINTELS ARE NOT SHOWN OR NOTED OR SCHEDULED. MINIMUM UNFILLED LINTEL
CAPACITY = 400 LB /LF FOR SPAN INDICATED UNO ON PLANS.
17, STOPPING AND RESUMING WORK: RACK BACK 1/2-UNIT LENGTH IN EACH COURSE.
DO NOT TOOTH, CLEAN EXPOSED SURFACES OF SET MASONRY. WET UNITS
LIGHTLY (IF REQ'D) AND REMOVE LOOSE MASONRY UNITS AND MORTAR PRIOR TO LAYING
FRESH MASONRY.
18. REINFORCE MASONRY OPENINGS GREATER THAN 1' -0" WIDE, WITH HORIZ JOINT
REINFORCEMENT PLACED IN (2) HORIZ JOINT'S APPROXIMATELY 8" APART,
IMMEDIATELY ABOVE THE LINTEL AND IMMEDIATELY BELOW THE SILL. EXTEND
REINFORCING A MINIMUM OF 2' -0" BEYOND JAMBS OF THE OPENING EXCEPT AT
CONTROL JOINTS. SEE PLAN FOR ADDITIONAL REQUIREMENTS.
19. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS.
20, DO NOT APPLY CONCENTRATED LOADS TO MASONRY WALLS FOR (7) DAYS.
21. EXTEND ALL VERTICAL WALL REINFORCEMENT TO WITHIN 2" OF TOP OF WALL OR
BEAM UNO. TERMINATE ALL VERTICAL REINFORCING WITH STANDARD ACI HOOK.
STRUCTURAL STEEL
1. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY
STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND
SPECIFICATIONS. SUBMIT REPORTS TO CSO.
2. STEEL WORK SHALL CONFORM TO THE AISC "SPECIFICATIONS" FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS, 9th EDITION
THE ALLOWABLE STRESS DESIGN MANUAL.
3. STEEL TUBING SHALL CONFORM TO ASTM A500 GRADE B Fy= 46ksi.
4. WIDE FLANGE BEAM REACTIONS ARE ASTM A572 GR. 50, STEEL COLUMNS ARE ASTM
A572 GR. 50, STEEL PIPE SHALL BE ASTM A53, Fy =35 ksi, STRUCTURAL TUBES
Fy =46 ksi, ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNO.
5. BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF
CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED,
CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY SHORING AS
REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL
ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS ENCLOSED,
6. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARD
CODE FOR WELDING IN BUILDING CONSTRUCTION OF THE AMERICAN WELDING
SOCIETY. WELDING ELECTRODES SHALL BE E70XX -LOW HYDROGEN FOR SHIELD
AND METAL ARC WELDING,
7. GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON-
SHRINK, NONMETALLIC GROUT. (8000 PSI MIN)
8. SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS
INCLUDING PROFILES, SIZES, SPACING AND LOCATIONS OF STRUCTURAL MEMBERS,
CONNECTION ATTACHMENTS, FASTENERS, LOADS AND TOLERANCES.
9. ALL WELDED CONNECTIONS SHALL BE 1/4" FILLET ALL AROUND, UNO. ALL
BOLTED CONNECTIONS SHALL BE 3/4" DIAMETER A325 BOLTS, UNO,
10. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED UNO ON
PLANS OR IN SPECIFICATIONS TO RECEIVE ZINC RICH PRIMERS.
PRE - ENGINEERED METAL PLATE CONNECTED WOOD TRUSSES
1. CSO ENGINEERS REQUIRES THAT THE ENGINEERED DRAWINGS FOR THE WOOD
COMPONENTS ON THE PROJECT BE REVIEWED PRIOR TO FABRICATION,
2, PRE - ENGINEERED WOOD TRUSSES SHALL BE DESIGNED, SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS PROJECT LOCATION AND
FABRICATED IN CONFORMANCE WITH THE "QUALITY CONTROL MANUAL" BY TRUSS
PLATE INSTITUE (TPI).
3. SHOP DRAWINGS SHALL BE SUBMITTED WHICH INDICATE DESIGN LOADS, DURATION
FACTOR, TRUSS LAYOUT, TRUSS CONFIGURATIONS AND TRUSS TO TRUSS CONECTIONS
(USE OF NAIL -0N TYPE TRUSS PLATES FOR FIELD SPLICES IN TENSION MUST BE
APPROVED BY ENGINEER OF RECORD). SHOP DRAWING SHALL SHOW PIECE MARKS
MEMBER SIZE AND GRADE AND CONNECTION DETAILS. PERMANENT BRACING SHALL BE
INDICATED IN THE TRUSS LAYOUT DRAWING AND SHALL BE SUPPLIED AND INSTALLED
BY FRAMING CONTRACTOR.
4. TRUSSES SHALL BE DESIGNED FOR GRAVITY AND ENVIRONMENTAL LOADS INDICATED
IN THE DESIGN BASIS TABLE AND ANY SPECIAL CONCENTRATED LOADINGS INDICATED
ON PLAN.. ALLOWABLE STRESS INCREASES SHALL BE AS IDENTIFIED IN NFPA NDS 1991
UNLESS SUPERCEEDED BY REQUIREMENTS OF THE APPLICABLE BUILDING CODE.
5. REVIEW ARCHITECTURAL FLOOR PLANS FOR OPERABLE WALLS THAT MAY BE SUSPENDED
FROM THE TRUSSES. ANALYSIS FOR CLOSED, PARTIALLY OPEN, AND OPEN POSITION
LOAD CURVES IS REQUIRED, SEE WALL MFR FOR SPECIAL DEFLECTION CRITERIA,
6. REVIEW MECHANICAL PLANS FOR ROOF TOP UNITS, EXHAUST FANS, KITCHEN HOODS
A ND OTHER LOADS SUSPENDED OR SUPPORTED BY TRUSSES FOR LOCATION, LOADS,
AND PHYSICAL SIZE. TRUSS GIRDER AND MULTI -PLY TRUSS CONFIGURATIONS TO
ACCOMODATE OPENINGS AND SPECIAL LOADING CONDITIONS SHALL BE DESIGNED BY
THE TRUSS ENGINEER,
7• SEE FRAMING PLANS, ARCHITECTURAL ELEVATIONS, FRAMING DETAILS, AND TRUSS
PROFILE DIAGRAMS FOR TRUSS BEARING ELEVATIONS, ROOF PITCHES, OVERHANG
REQUIREMENTS, SPECIAL BLOCKING AND TIE -DOWN REQUIREMENTS, REVIEW
ARCHITECTURAL REFLECTED CEILING PLANS FOR SPECIAL CEILING CONDITIONS
INCLUDING CEILING SLOPES, TROFFERS, COFFERS, TRAYS, STEPS AND OTHER SPECIAL
FREATURES,
8, PRE - FABRICATED WOOD TRUSSES SHALL BE FABRICATED FROM SOUTHERN PINE KILN
DRIED #2 GRADE OR BETTER, FOR CHORDS, AND #3 GRADE OR BETTER FOR WEBS, NO
WANE, KNOTS, SKIPS,OR OTHER DEFECTS SHALL OCCUR IN THE PLATE CONTACT AREA
OR SCARFRED AREA OF WEB MEMBERS. PLATES SHALL BE CENTERED WITH ONE
REQUIRED EACH SIDE OF TRUSS.
9. TRUSS BEARING SHALL BE 4" NOMINAL UNLESS NOTED OTHERWISE, BEARING
LOCATIONS MUST BE MARKED ON TRUSSES BY FABRICATOR TO INSURE PROPER
INTSTALLATION. TRUSS ENGINEER TO UTILIZE ONLY LOAD BEARING WALLS INDICATED
ON PLAN FOR BEARING AND TIE -DOWN.
10. FRAME INTERIOR NON -LOAD BEARING WALLS TO UNDERSIDE OF TRUSSES AND SECURE
AT EACH TRUSS WITH SIMPSON "STC" VERTICAL SLIDE CLIP U.N.O. ON PLANS OR IN
SECTIONS.
11. DIAPHRAGM BLOCKING: U.N.O. ON PLANS, PROVIDE 2x4 BLOCKING BETWEEN TRUSSES TO
SUPPORT PANEL EDGES IN THE FOLLOWING AREAS: DIAPHRAGM BOUNDARIES, EDGES OF
ALL OPENINGS, PITCH BREAKS INCLUDING HIP RIDGES, VALLEYS, AND INVERTED PITCH
BREAKS, AND DIAPHRAGM TRANSITIONS TO SHEAR WALLS.
12. BOTTOM CHORD BRACING: WHERE BOTTOM CHORDS OF TRUSSES DO NOT HAVE SOLID
SHEATHING, (REVIEW REFLECTED CEILING PLAN FOR SUSPENDED CEILING AND OPEN
TRUSSWORK) PROVIDE 1 x4x i O' (MIN LENGTH) LATERAL BRACES AT 10' -0" O.C. (MAX)
UNLESS CLOSER SPACING IS REQUIRED BY TRUSS ENGINEER'S ANALYSIS. STAGGER
SPLICES MIN 4' -0" AND ATTACH WITH (2) 12d NAILS AT EACH TRUSS. TERMINATE
BRACING RUNS AT WALLS, OR WITH DIAGONAL CROSS BRACING AT EACH END.
13, DESIGN, HANDLING, ERECTION, TEMPORARY AND PERMANENT BRACING OF METAL
PLATE CONNECTED WOOD TRUSSES SHALL BE IN ACCORDANCE WITH THE FOLLOWING
DOCUMENTS:
a) APPLICABLE BUILDING CODE IDENTIFIED IN THE GENERAL NOTES.
b) NATIONAL FOREST PRODUCTS ASSOCIATION (NFPA): NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 1991.
c) TRUSS PLATE INSTITUTE (TPI): HIB -91 "HANDLING INSTALLING AND BRACING OF
METAL PLATE CONNECTED WOOD TRUSSES ", DSB -89 "TEMPORARY BRACING OF METAL
PLATE CONNECTED WOOD TRUSSES ", ANSI /TPI 1 -1995 "NATIONAL DESIGN STANDARD FOR
METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION ".
14. TRUSS REPAIRS REQUIRED DURING THE PROGRESS OF WORK ARE TO BE DESIGNED BY
THE TRUSS ENGINEER WITH REQUIRED MATERIAL AND HARDWARE TO BE PROVIDED BY
THE TRUSS MANUFACTURER, FIELD REPAIRS MADE TO TRUSSES ARE TO BE SUPERVISED
AS INSPECTED BY THE TRUSS MANUFACTURER'S REPRESENTATIVE. WRITTEN
CONFIRMATION OF REPAIR ACCEPTANCE BY THE TRUSS MANUFACTURER IS REQUIRED
ON ALL REPAIRS AND MUST BE SUBMITTED TO CSO ENGINEERS FOR ACCEPTANCE. NAIL -ON
TYPE TRUSS REPAIR PLATES WILL NOT BE ALLOWED IN BOTTOM CHORD TENSION SPLICES.
LUMBER
I. STRUCTURAL LUMBER SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE
WITH THE LATEST EDITIONS OF THE TIMBER CONSTRUCTION MANUAL BY THE AMERICAN
INSTITUTE OF TIMBER CONSTRUCTION (AITC) AND THE NATIONAL DESIGN SPECIFICATION
FOR WOOD CONSTRUCTION BY THE AMERICAN FOREST AND PAPER ASSOCIATION
(ANSI /NFPA /NDS),
2. ALL LUMBER USED FOR WOOD FRAMING SHALL BE SOUTHERN PINE #2 CONSTRUCTION
GRADE U.N.O ON PLAN SURFACE DRY, WITH A MAXIMUM MOISTURE CONTENT OF 19% (DRY
SERVICE CONDITION), OR APPROVED EQUAL. GRADING SHALL CONFORM TO NFPA RULES.
3. UNLESS OTHERWISE SHOWN OR NOTED, BOLTS AND LAG SCREWS IN CONNECTIONS OF
WOOD MEMBERS SHALL BE MADE WITH MATERIAL CONFORMING TO ASTM A307.
4. JOIST HANGERS AND CONNECTION PLATES SHALL BE MANUFACTURED BY THE SIMPSON
COMPANY OR APPROVED EQUAL.
5. NAILS AND OTHER WOOD FASTENINGS, UNLESS OTHERWISE NOTED, SHALL CONFORM TO
THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION BY THE AMERICAN FOREST AND PAPER ASSOCIATION (ANSI /NFOPA /NDS).
6. PROVIDE STANDARD CUT WASHERS FOR ALL BOLT HEADS AND NUTS THAT WOULD
OTHERWISE BEAR ON WOOD SURFACES.
7. ALL METAL CONNECTORS SHALL HAVE ICBO APPROVAL AND SHALL BE INSTALLED WITH
THE FASTENERS OR NAILS SPECIFIED BY THE MANUFACTURER,
8. WOOD MEMBERS THAT ARE IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED WITH A WATER BORNE TREATMENT TO A NET RETENTION LEVEL OF
0.3 PCF IN ACCORDANCE WITH APPLICABLE AMERICAN WOOD PRESERVERS'
ASSOCIATION LATEST REQUIREMENTS.
9. LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL)
SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:
LVL P_S�
E = 2,000,00 PSI E = 2,000,00 PSI
G = 125,000 PSI G = 125,000 PSI
Fb = 2,925 PSI Fb = 2,900 PSI
Fc = 750 PSI (PERP.) Fc = 650 PSI (PERP.)
Fc = 2,725 PSI (PARALLEL) Fc = 2,900 PSI (PARALLEL)
Fv = 285 PSI Fv = 290 PSI
DESIGN
BASIS
GRAVITY LOADS (PSF)
ROOF
20
20 + 5
FLOORS
2
100
0
MACHINE
ROOMS
0
MECHANICAL
ROOMS
15
Gravity Load Types
Live Load 1
Snow Load 5
0
Live Load Subtotals
25
100
0
0
Partitions
Roof in Insulation
0
4
20
0
0
0
0
0
0
0
0
0
0
0
0
0
Steel Decks 22 a Wood Decks
2,0
0
0
Slabs va
Framing Weight 3
Ceilings 3
Electrical Lights 3
0
3
2.0
1
50
3
3
1
50
0
0
0
Mechanical Ducts (3,4)
Sprinklers 3
Fire Proofing 3
Misc Suspended Items
3
0
0
8
3
3
0
5
0
0
0
0
0
Dead Load Subtotals
25
88
TOTAL SYSTEM LOADS
50
8-8
1
N
150
1- LYP col roof and floor live loads are considered reducible
by
tributary area except
2- Corridors/Exits/Computer Rooms Floor Live Loads =100 sf are not reducible.
3- Dead load allowances.
4- Allowance for 250 lb. remote mechanical units suspended at various areas.
5-...Code requirement 20 psf + drift and/or icing,
where LL> 100 sf.
LATERAL LOADS IDA RAMETERS
WIND UBC 97 IAC 981 V= 75 MPH
1= 1.0
EXPOSURE 'B'
SEISMIC ZONE =1
SOIL = Sc
STATIC PROUnI JRF