model - chalmers construction services...
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General Structural NotesI. GENERAL
II. FOUNDATION AND SITE WORK
IV. REINFORCING STEEL
V. CAST-IN-PLACE CONCRETE
VI. STRUCTURAL STEEL
III. FORMWORK
IX. ADHESIVE ANCHORS AND DOWELS (PROVIDE SPECIAL INSPECTION)
XI. STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS
XII. SUBMITTALS
XIII. DESIGN CRITERIA
GENERAL STRUCTURAL NOTES & DRAWING INDEX
S-001
AS NOTED
Drawing Index
PARTIAL FIRST FLOOR/FOUNDATION PLAN
GENERAL STRUCTURAL NOTES AND DRAWING INDEX
KEY PLAN
SYMBOLS, AND ABBREVIATIONS
S-201A
S-200
S-002
S-001
TYPICAL CONCRETE DETAILSS-003
PARTIAL FIRST FLOOR/FOUNDATION PLANS-201B
PARTIAL FIRST FLOOR/FOUNDATION PLANS-201C
SECTIONS AND DETAILSS-501
X. MECHANICAL ANCHORS (PROVIDE SPECIAL INSPECTION)
A B C D E F G H
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The Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors
or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction or use for any
purpose other than that authorized by Stantec is forbidden.
Copyright Reserved
Drawing
No.
Scale
7
I
8
CONFIDENTIAL INFORMATION:
The information set forth hereon constitutes confidential proprietary technology of PPG INDUSTRIES, Inc. In
consideration of the opportunity to supply goods or services to or on behalf of PPG requiring the use of said information, the recipient of this document agrees: (1)
not to copy or reproduce said document in whole or in part without prior written authorization by PPG; (2) to return said document upon demand by PPG; (3) to
make no use of said information other than for supplying goods or services in connection with the installation shown in the title without prior written authorization
by PPG; (4) not to disclose said document or the information it includes to any third party.
DISCIPLINEITEM NO.
DO NOT SCALE THIS PRINT
DRAWN BY
CHECKED
APPROVED
FRAME NO.
DATE
DATE
1 2 3 4 5 60
THIS PRINT SUPERSEDES ALL PRINTS
PRIOR TO REVISION
WORKS NO.OPERABLE UNIT
LINE NO.
Seal:
1
2
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J
DATE
Title:
SUBJECT
INDEX
FOX PROPERTY - PHASE 2
PPG AEROSPACE
Revisions
No. Date Description
DAVB
HL
BB
07/07/2017
879 North Douglas StreetEl Segundo, CA 90245
p: 310.640.0123f: 310.734.1637
ISE Project No. 16057-2 PH2
www.stantec.com
Tel:
Fax:
(724) 285-4761
(724) 285-6815
400 Morgan Center
101 East Diamond Street
Butler, PA 16001-5923
Stantec Architecture Inc.
2890 W. EMPIRE AVENUE, BURBANK, CA
PACKAGE 22017/08/04
VII. ENGINEERED WOOD PRODUCTS
VIII. UNIT MASONRY (PROVIDE SPECIAL INSPECTION)
SECTIONS AND DETAILSS-701
SECTIONS AND DETAILSS-702
TYPICAL STEEL DETAILSS-004
TYPICAL METAL STUD DETAILSS-005
TYPICAL WOOD DETAILSS-006
TYPICAL MASONRY DETAILSS-007
PARTIAL ROOF FRAMING PLAN - NORTHS-201A
PARTIAL ROOF FRAMING PLAN - SOUTHS-201B
PARTIAL ROOF FRAMING PLAN - SOUTHS-201C
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1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2016 EDITION OF THE
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CALIFORNIA BUILDING CODE, WITH CITY OF BURBANK AMENDMENTS AND THE
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REQUIREMENTS OF THE CONTRACT DOCUMENTS.
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2. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S
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INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST
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PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS
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THE DOCUMENT DATE IS SHOWN.
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3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
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CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
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DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BY
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THE OWNER'S REPRESENTATIVE.
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4. DETAILS ON SHEETS TITLED "TYPICAL DETAILS" APPLY TO SITUATIONS OCCURRING
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ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY
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REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR.
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5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES
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AND FOR CHECKING DIMENSIONS. NOTIFY THE OWNER'S REPRESENTATIVE OF ANY
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DISCREPANCIES AND RESOLVE BEFORE PROCEEDING WITH THE WORK.
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6. DO NOT SCALE THE DRAWINGS.
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7. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING
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CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO, BRACING
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AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN A REGISTERED CIVIL
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ENGINEER WHO IS PROPERLY QUALIFIED TO DESIGN BRACING, SHORING, ETC. VISITS
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TO THE SITE BY THE OWNER'S REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF
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THE ABOVE NOTED ITEMS.
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8. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS
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REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY.
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REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE
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OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS
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WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE.
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9. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE
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TO WORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS.
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EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS AND ADJACENT PROPERTY
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AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITH
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THIS WORK.
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10. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR, ROOF
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AND WALL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE THE
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SIZE AND LOCATION OF OPENINGS ASSOCIATED WITH, BUT NOT LIMITED TO,
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ELECTRICAL, MECHANICAL AND PLUMBING TRADES. SUBMIT FINAL SIZING AND
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LOCATION REQUIREMENTS OF OPENINGS TO THE OWNER'S REPRESENTATIVE FOR
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REVIEW.
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1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA AND
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RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION REPORT ENTITLED
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2. GROUNDWATER ELEVATION IS ESTIMATED AT APPROXIMATELY ELEVATION 50 FEET.
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PROVIDE SITE DE-WATERING AS SPECIFIED.
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3. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER
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CONSTRUCTION.
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4. REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEW
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CONSTRUCTION, UNLESS OTHERWISE INDICATED.
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5. NOTIFY THE OWNER'S REPRESENTATIVE IF ANY BURIED STRUCTURES NOT
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INDICATED, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE FOUND.
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6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES
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INCLUDING LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING
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CONSTRUCTION.
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7. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS
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PRIOR TO PLACING CONCRETE.
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8. EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GEOTECHNICAL
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ENGINEER PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE
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GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.
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9. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS
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ATTAINED FULL DESIGN STRENGTH. BRACE BUILDING AND PIT WALLS BELOW GRADE
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FROM LATERAL LOADS UNTIL ATTACHED FLOORS AND SLABS ON GRADE ARE
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COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH.
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10. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. PROVIDE THE
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FOLLOWING MINIMUM COMPACTION IN ACCORDANCE WITH THE ASTM D1557 TEST
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METHOD:
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90%
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90%
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MINIMUM DRY DENSITY
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TRENCH AND WALL BACKFILL
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UPPER 6" OF SOIL BENEATH FILL
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LOCATIONS
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90%
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FILL BENEATH SLAB ON GRADE
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90%%%
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FILL BENEATH FOOTINGS
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90%
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OTHER
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1. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:
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2. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM
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DISPLACING DUE TO FORMWORK, CONSTRUCTION, OR CONCRETE PLACEMENT
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OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METAL CHAIRS, RUNNERS,
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BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM 3-FOOT SPACING.
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3. MECHANICAL COUPLERS: LENTON THREADED OR INTERLOCK COUPLERS BY ERICO
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(IAMPO-ES-ER-0129 / LARR 24507), OR XTENDER BY HEADED REINFORCEMENT
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CORPORATION (ICC-ESR 2764 / LARR 25347). COUPLERS FOR BEAM AND SLAB
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BARS AT FORMED CONSTRUCTION JOINTS MAY BE LENTON FORM SAVERS BY ERICO
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(IAMPO-ES-ER-0129 / LARR 24507).
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4. WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING QUALIFIED
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WELDERS.
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5. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE
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SHOWN.
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6. PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN LENGTHS AS LONG AS
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PRACTICAL.
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ASTM A615, 60 KSI
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REINFORCING STEEL #7 AND SMALLER
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LOCATION
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TYPE
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ASTM A706, 60 KSI
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REINFORCING STEEL #8 AND LARGER
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ASTM A82, 70 KSI
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SMOOTH STEEL WIRE FOR SPIRALS
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ASTM A36, 36 KSI
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SMOOTH DOWELS IN SLAB ON GRADE
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ASTM A496 (70 KSI YIELD)
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DEFORMED BAR ANCHORS:
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& REINFORCING STEEL TO BE WELDED
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NELSON/TRW TYPE "D2L" (LARR 23621)
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OR APPROVED EQUIVALENT
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ASTM A416, 270 KSI
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1/2 INCH DIAMETER LOW RELAXATION
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SEVEN WIRE POST-TENSIONING STRAND
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ASTM A185, 70 KSI
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WELDED STEEL WIRE FABRIC
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1. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED.
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WHERE REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT
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GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS,
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SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE.
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2. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH
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AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.
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LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE
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JOINT LOCATIONS OR JOINTS NOT SHOWN TO THE OWNER'S REPRESENTATIVE FOR
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REVIEW AND APPROVAL PRIOR TO PROCEEDING WITH THE WORK.
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3. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN
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CONTACT SURFACES TO 1/4 INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN
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MATTER, AND LOOSE PARTICLES.
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4. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY,
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THOROUGHLY ROUGHEN CONTACT SURFACES BY LIGHT SANDBLASTING OR OTHER
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SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE
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PARTICLES.
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5. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF
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ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.
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6. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS
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OTHERWISE NOTED:
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7. CONCRETE TYPES:
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8. CONTINUOUSLY MOIST CURE CONCRETE SLABS-ON-GRADE FOR 7 DAYS MINIMUM.
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WATER FOG SPRAYS, PONDING, SATURATED ABSORPTIVE COVERS, MOISTURE
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RETAINING COVERS OR CURING COMPOUNDS MAY BE USED.
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9. CONCRETE FILL THICKNESS SHOWN ON THE FRAMING PLANS ARE MINIMUM
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THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE FILL
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REQUIRED TO COMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS TO
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MAINTAIN SURFACE TOLERANCES SPECIFIED.
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10. NON-SHRINK GROUT, 7000 PSI: "EUCO-NS" BY EUCLID CHEMICAL COMPANY (LARR
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25221), "MASTERFLOW 713 PLUS" BY BASF CONSTRUCTION CHEMICALS (LARR 23137).
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WHERE HIGH FLUIDITY OR INCREASED PLACING TIME IS REQUIRED, USE
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"MASTERFLOW 928" BY BASF CONSTRUCTION CHEMICALS (LARR 23137).
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11. CONCRETE SLABS ON GRADE HAVE A MAXIMUM SHRINKAGE OF 0.052% AT 28 DAYS.
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CONTRACTOR TO SUBMIT SUBSTANTIATING DATA WITH MIX DESIGNS.
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3 INCHES
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CLEAR COVER
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2 INCHES
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1 INCH
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3/4 INCH
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1 1/2 INCHES
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1 1/2 INCHES
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1 1/2 INCHES
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2 1/2 INCHES
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1 1/2 INCHES
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WEATHER OR EARTH:
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#8,#9, #10 & #11
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#5 & SMALLER
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#14 & #18
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#6 & #7
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FORMED SURFACES EXPOSED TO WEATHER
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CONCRETE PLACED AGAINST EARTH
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#6 BARS AND LARGER
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#5 BARS AND SMALLER
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BEAMS, GIRDERS AND COLUMNS NOT
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SLABS ON GRADE (TOP CLEARANCE)
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WALL OR SLAB SURFACES NOT EXPOSED TO
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EXPOSED TO WEATHER OR EARTH
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OR IN CONTACT WITH EARTH:
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LOCATION
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LOCATION
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STRENGTH
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28-DAY
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4,000 PSI
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A
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CLASS
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WEIGHT
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NORMAL
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TYPE
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1. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED:
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2. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURAL
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STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED TO THE WEATHER. REPAIR
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GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.
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3. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED
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BUILDING ARE DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).
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4. HOT-ROLLED SHAPES WITH FLANGE THICKNESS EXCEEDING 2 INCHES THAT ARE
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SPLICED OR CONNECTED TO OTHER MEMBERS USING COMPLETE-JOINT PENETRATION
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GROOVE WELDS SHALL BE SUPPLIED WITH CHARPY V-NOTCH (CVN) TESTING IN
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ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S30, AS INDICATED BY
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AISC 360-10 SECTION A3.1C. THE IMPACT TEST SHALL MEET A MINIMUM AVERAGE
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VALUE OF 20 FT-LBF AT +70 DEGREES FAHRENHEIT.
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5. BUILT-UP SECTIONS CONSISTING OF PLATES WITH A THICKNESS EXCEEDING 2
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INCHES THAT ARE SPLICED OR CONNECTED TO OTHER MEMBERS USING COMPLETE-
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JOINT PENETRATION GROOVE WELDS SHALL BE SUPPLIED WITH CHARPY V-NOTCH
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(CVN) TESTING IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S5, AS
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INDICATED BY AISC 360-10 SECTION A3.1D. THE IMPACT TEST SHALL MEET A MINIMUM
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AVERAGE VALUE OF 20 FT-LBF AT +70 DEGREES FAHRENHEIT.
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6. FOR STRUCTURAL STEEL IN THE SEISMIC FORCE RESISTING SYSTEM, HOT ROLLED
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SHAPES WITH FLANGES 1.5 INCH THICK AND THICKER SHALL HAVE A MINIMUM CHARPY
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V-NOTCH TOUGHNESS OF 20 FT-LBF AT +70 DEGREES FAHRENHEIT IN ACCORDANCE
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WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S30. PLATES 2 INCHES THICK AND
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THICKER SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF F 20 FT-LBF AT
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+70 DEGREES FAHRENHEIT IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY
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REQUIREMENT S5.
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7. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX,
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E7XTXX, OR E70XXX MINIMUM AS APPLICABLE. FOR STAINLESS STEEL APPLICATIONS,
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USE E209-XX OR E240-XX, FT=100 KSI. STAINLESS STEEL WELDING SHALL CONFORM
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TO THE LATEST EDITION OF AWS D1.6. ELECTRODES WITH CHARPY V-NOTCH (CVN)
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TESTS VALUES OF A MINIMUM 20 FOOT-POUNDS AT -20 DEGREES FAHRENHEIT ARE TO
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BE USED AT THE FOLLOWING LOCATIONS:
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-COMPLETE JOINT PENETRATION WELDS
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-BEAM TO COLUMN MOMENT CONNECTIONS INCLUDING FLANGE, WEB, AND
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CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS
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-BRACE CONNECTIONS INCLUDING BRACE, GUSSET, BASE PLATES, BEAM STIFFENER
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PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS
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-WELDS NOTED "CVN" ON THE DRAWINGS
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8. FABRICATORS AND WELDERS TO BE CERTIFIED BY AWS AND THE GOVERNING
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JURISDICTION. ALL WELDING SHALL BE DONE BY L.A. CERTIFIED WELDERS. ALL
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STEEL FABRICATION SHALL BE DONE BY L.A. CITY LICENSED FABRICATORS.
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9. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED
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CONSTRUCTION PROCEDURE ONLY.
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10. PROVIDE NATURAL CAMBER UP, UNLESS NOTED OTHERWISE, EXCEPT AT
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CANTILEVERS. AT CANTILEVERS PROVIDE CAMBER SUCH THAT TIP OF CANTILEVER IS
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ABOVE FINAL ELEVATION.
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11. SPLICE MEMBERS ONLY WHERE INDICATED.
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HARDENED WASHERS
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ASTM F436
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ASTM F844
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ANSI B18.23.1
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ANSI B18.22.1
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PLAIN WASHERS
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BEVELED WASHERS
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UNHARDENDED WASHERS
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ASTM A 108, GRADE
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SAE GRADE 5
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(92 KSI YIELD)
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1015 THROUGH 1020
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ASTM A572, GR 50
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ASTM A563
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ASTM F1554, GR 55
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ASTM A992 (50 KSI)
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ASTM A572, GR 50
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ASTM A572, GR 50
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ASTM A500 GRADE B
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ASTM A307
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ASTM A325X
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ASTM A276, TYPE 304
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ASTM A53 GRADE B
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BARS
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WELDED SHEAR CONNECTORS NELSON/TRW
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WELDED THREADED STUDS NELSON/TRW
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PER ICBO REPORT ER-2614(OR APPROVED
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NUTS FOR BOLTS AND MACHINE BOLTS
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TYPE "CFL" OR APPROVED EQUIVALENT
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EQUIVALENT)
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(65 KSI ULTIMATE)
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THREADED AND HANGER ROD
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ANCHOR BOLTS AND RODS
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MACHINE BOLTS
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BOLTS
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STAINLESS STEEL SHAPES, PLATES AND
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COLD FORMED HOLLOW STRUCTURAL
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SECTION (HSS)
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STEEL PIPE
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ALL PLATES
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CHANNELS, ANGLES, & OTHER
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ROLLED SHAPES
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WIDE FLANGES
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SECTIONS
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ASTM A36
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TYPE
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STAINLESS STEEL PIPES
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ASTM F593
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STAINLESS STEEL BOLTS
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ASTM A312, GR TP304
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ASTM F594
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STAINLESS STEEL NUTS
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ALL CONCRETE
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'PROPOSED RENOVATIONS AND IMPROVEMENTS 2820 AND 2890 WEST EMPIRE AVENUE'
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1. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS
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AS REQUIRED TO PREVENT AIR POCKETS AND/OR "HONEYCOMB" UNDER OR AROUND
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THE EXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR "HONEYCOMB"
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UNDER OR AROUND THE MEMBERS IS NOT ACCEPTABLE.
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2. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:
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3. PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS, INCLUDING
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BUT NOT LIMITED TO WALLS, COLUMNS, AND UNDERSIDE OF ELEVATED SLABS.
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LOCATION
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NO SOONER THAN
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REMOVE FORMS AND SHORES
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7 DAYS, AND F'C = 3500 PSI
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BOTTOM FORMS AND SHORES
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SLABS, BEAMS AND GIRDERS
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FOR MILDLY REINFORCED
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MINIMUM
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72 HOURS
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SIDE FORMS FOR BEAMS AND
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GIRDERS
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72 HOURS
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COLUMNS AND WALLS
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48 HOURS
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FOOTINGS, PILECAPS,
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AND GRADE BEAMS
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1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE: SIMPSON SET-XP (ICC-ES ESR-
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2508 / LARR 25744) OR HILTI HIT-RE 500-V3 (ICC-ES ESR-3814 / LARR 26028).
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ANCHORS AND DOWELS INSTALLED INTO GROUT-FILLED MASONRY UNITS: SIMPSON
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SET-XP (IAPMO ER-265) OR HILTI HIT-HY-70 (ICC-ES ESR 2682 / LARR 25980).
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EMBEDMENT DEPTH FOR ANCHORS AND DOWELS IS AS FOLLOWS, UNLESS OTHERWISE
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NOTED:
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2. ANCHORS: ASTM A193, GRADE B7 THREADED RODS WITH ASTM A 563 GRADE DH
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NUTS AND ASTM F 436 WASHERS, UNLESS OTHERWISE NOTED.
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3. DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.
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4. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND DOWELS
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PRIOR TO INSTALLATION.
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5. THE DIAMETER OF THE HOLES IS PER THE MANUFACTURER'S INSTRUCTIONS. DRILL
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HOLES FOR ANCHORS AND DOWELS IN UNREINFORCED BRICK MASONRY WITH A NON-
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IMPACT ROTARY DRILL. PRIOR TO INSTALLING ANCHORS OR DOWELS, WIRE BRUSH
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HOLES TO REMOVE RESIDUE, BLOW OUT WITH OIL-FREE COMPRESSED AIR, AND
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ALLOW HOLE TO DRY.
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6. PLACE ADHESIVE WITH THE MANUFACTURER'S RECOMMENDED APPLICATION TOOL
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TO A DEPTH AS SPECIFIED BY THE MANUFACTURER AND TO MINIMIZE THE AMOUNT OF
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ADHESIVE THAT WILL OVERFLOW OUT OF THE HOLE WHEN THE BAR IS INSERTED.
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REMOVE EXCESS ADHESIVE ON THE ADJACENT SURFACES.
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7. INSERT THE ANCHOR OR DOWEL IN THE HOLE WITH A TWISTING MOTION TO THE
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REQUIRED EMBEDMENT DEPTH. DO NOT PUMP THE ANCHOR OR DOWEL IN AND OUT OF
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THE HOLE.
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8. WEDGE BARS TIGHT AND CENTERED IN THE HOLE WITH WOODEN WEDGES (GOLF
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TEES) TO HOLD IT IN PLACE UNTIL THE ADHESIVE SETS.
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9. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE
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HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR
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DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE
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DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK
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GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE
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ENGINEER WILL DETERMINE A NEW LOCATION.
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10. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO
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FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH
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ADHESIVE ANCHORS.
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11. SPECIAL INSPECTION REQUIREMENTS WILL BE INDICATED BY SECTION 4 OF THE
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ICC-ES EVALUATION SERVICE REPORT. THE SPECIAL INSPECTOR SHALL VERIFY THE
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ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE
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STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE DISTANCES, SLAB
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THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.
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3 1/2"
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3/4" OR #6
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3 3/4"
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7/8" OR #7
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EMBEDMENT
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3 1/8"
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2 3/4"
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5/8" OR #5
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1/2" OR #4
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BAR SIZE
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ROD DIA OR
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4"
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1" OR #8
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1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED
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BY THE OWNER TO PERFORM THE FOLLOWING TESTS AND INSPECTION. PROVIDE
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ACCESS AND FURNISH SAMPLES TO THE AGENCY AS REQUIRED BY THE CONTRACT
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DOCUMENTS.
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2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY
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REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT
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DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS WILL BE
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MADE AT THE CONTRACTOR'S EXPENSE.
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3. THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH
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THE REQUIREMENTS OF THE CHAPTER "STRUCTURAL TESTS AND INSPECTIONS" OF
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THE CODE OF THE GOVERNING JURISDICTION AS NOTED IN THE GENERAL SECTION OF
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THESE GENERAL NOTES.
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1. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW A
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MINIMUM OF 15 WORKING DAYS PRIOR TO FABRICATION OF WORK:
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A. CONCRETE MIX DESIGN SHALL BE STAMPED AND SIGNED BY SUPPLIER'S
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PROFESSIONAL ENGINEER.
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B. STEEL REINFORCEMENT
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C. STRUCTURAL STEEL AND MISCELLANEOUS IRON
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D. MILL CERTIFICATES FOR ALL STEEL MATERIALS CERTIFYING THAT THEY MEET OR
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EXCEED SPECIFIED REQUIREMENTS.
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E. EQUIPMENT
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F. WELDING PROCEDURE SPECIFICATIONS AND WELDING ELECTRODE
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G. ANY SUBSTITUTIONS TO THE PRODUCTS SPECIFIED.
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2. STRUCTURAL STEEL SHOP DRAWINGS SHALL INDICATE THE ASTM MATERIAL
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DESIGNATIONS, MEMBERS, CONNECTIONS, AND DIMENSIONS.
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3. REVIEW OF SHOP DRAWINGS DOES NOT CONSIDER CHANGES OR DEVIATIONS TO
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THE CONTRACT DOCUMENTS AND SHOULD NOT BE CONSTRUED AS APPROVAL OF ANY
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SUCH ITEM.
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1. APPLICABLE CODE: 2016 CALIFORNIA BUILDING CODE WITH CITY OF BURBANK
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AMENDMENTS.
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2. FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA:
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INDIVIDUAL SPREAD FOOTINGS:
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ALLOWABLE NET SOIL PRESSURE FOR DL + LL = 1,800 PSF
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ALLOWABLE NET SOIL PRESSURE FOR DL + LL + EQ = 2,400 PSF
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CONTINUOUS STRIP/WALL FOOTINGS:
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ALLOWABLE NET SOIL PRESSURE FOR DL + LL = 1,800 PSF
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ALLOWABLE NET SOIL PRESSURE FOR DL + LL + EQ = 2,400 PSF
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3. GRAVITY LOADS:
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A. DEAD LOADS - VARY BASED ON ACTUAL BUILDING AND EQUIPMENT OPERATING
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WEIGHTS.
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B. LIVE LOADS:
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ROOF: 20 PSF (REDUCIBLE)
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4. SEISMIC DESIGN:
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EQUIVALENT LATERAL FORCE PROCEDURE:
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SEISMIC DESIGN CATEGORY E
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SITE CLASS D
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I = 1.0 FOR RISK CATEGORY II
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Ss = 2.207
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S1 = 0.841
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SDs = 1.471
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SD1 = 0.841
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5. WIND DESIGN:
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I = 1.0 FOR RISK CATEGORY II
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BASIC WIND SPEED = 110 MPH
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EXPOSURE C
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6. DESIGN TEAM:
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BRENT BLACKMAN
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HANK LIN
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PROJECT MANAGER
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DESIGN ENGINEER
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R = 3.5 FOR ORDINARY MOMENT FRAMES
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R = 6.5 FOR STEEL SHEET SHEAR WALLS
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As Specified
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Review Welding Procedure Specification & Welder Certifications
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Sample & Test High-Strength Bolts & Washers
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Shop Material Identification
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Field Erection Inspection
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Sample & Test Sections
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Non-Destructive Weld Test
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Bolting Inspection
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Welding Inspection
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Steel Joist Load Test
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Fabrication Inspection
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Composite Stud Inspection & Testing
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Review Mill Certificates & Test Reports
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STRUCTURAL STEEL
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Shop
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Shop
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Shop
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Shop
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Field
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Field
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Field
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Field
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As Required
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Placement Inspection of Units
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Review Certificates & Test Reports
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Core Test
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Sample & Test
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MASONRY
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Welding & Fastening Inspection
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Test Existing Reinforcing for Weldability
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Review Mill Certificates & Test Reports
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Review Mill Certificates & Test Reports
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Placement Inspection
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Sample & Test:
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Welding Inspection
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Placement Inspection
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REINFORCING STEEL
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METAL DECK
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Welded Wire Fabric
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Reinforcing Bars
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Acceptance Tests of Materials
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Pier & Caisson Drilling Inspection
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Placement Excavation Inspection
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Review of Import Material Test Reports
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Compaction Test
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Pile Driving Inspection
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Bearing Capacity Test
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EARTHWORK/FOUNDATIONS
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As Ordered
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Continuous
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1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB-TZ (ICC-ES ESR-1917 /
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LARR 25701). INSTALL ANCHORS IN ACCORDANCE WITH THE ICC-ES REPORT.
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2. EXPANSION OR WEDGE ANCHORS INTO SOLID-GROUTED MASONRY: HILTI KB-3 (ICC-
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ES ESR-1385 / LARR 25577). INSTALL ANCHORS IN ACCORDANCE WITH THE ICC-ES
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REPORT.
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3. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO
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WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS,
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UNLESS OTHERWISE NOTED.
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4. THE SPECIAL INSPECTOR SHALL BE ON THE JOBSITE CONTINUOUSLY DURING
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ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN THE ICC-ES ESR, TO VERIFY
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ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE
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STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE DISTANCES, SLAB
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THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING TORQUE.
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5. EXPANSION ANCHORS FOR NON-VIBRATION ISOLATED MECHANICAL EQUIPMENT
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RATED OVER 10HP ARE NOT PERMITTED BY ASCE 7-05 13.6.5.5. ANCHORS INSTALLED
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IN OVERHEAD CONDITIONS FOR NON-VIBRATION ISOLATED EQUIPMENT WITH
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RECIPROCATING OR ROTATING MECHANISMS SHALL BE UNDERCUT ANCHORS.
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6. WHEN INSTALLING DRILLED-IN ANCHORS, USE CARE AND CAUTION TO AVOID
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CUTTING OR DAMAGING EXISTING REBAR. IF REINFORCEMENT IS ENCOUNTERED
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DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE
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REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH,
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WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE
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ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE
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ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL
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DETERMINE A NEW LOCATION.
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7. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO
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FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH
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MECHANICAL ANCHORS.
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8. MINIMUM EMBEDMENT OF ANCHORS, UNLESS OTHERWISE NOTED:
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9. THE MINIMUM EMBEDMENT OF HSL ANCHORS IS PER THE ICC REPORT (ICC-ES
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ESR-3987 / LARR 25290), UNLESS OTHERWISE NOTED.
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3 1/8"
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5/8"
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3 3/4"
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3/4"
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WEDGE
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EMBEDMENT
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2"
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2"
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1/2"
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3/8"
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DIAMETER
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ANCHOR
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Exp. 6/30/18
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E
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R
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S
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T
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S
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R
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E
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G
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I
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T
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R
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E
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R
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U
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N
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C
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U
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R
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A
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T
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O
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F
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O
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T
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E
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L
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A
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F
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I
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C
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R
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A
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T
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S
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I
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A
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L
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I
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N
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E
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E
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R
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A
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B
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N
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I
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O
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R
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P
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E
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D
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B
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L
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O
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S
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F
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E
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S
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E
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N
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L
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A
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G
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No. S4635
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N
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T
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N
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A
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M
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K
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C
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CAD BY:
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COLUMBIA RIVER CADD 17-076-16057-2
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6510 S. 6TH ST #38 KLAMATH FALLS, OR 97603
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1. RIGIDLAM LVL TO COMPLY WITH ICBO ES REPORT ESR-1210.
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2. RIGIDLAM LVL TO BE MANUFACTURED BY ROSEBURG WITH THE FOLLOWING PROPERTIES:
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Fb = 3400 PSI
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Fv = 325 PSI
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E = 2.2 E6 PSI
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3. NOTCH OR BORE MEMBERS ONLY WHERE APPROVED BY THE MANUFACTURER
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OR WHERE SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.
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1. MINIMUM COMPRESSIVE STRENGTH OF MASONRY, F'M, EQUAL TO 1,500 PSI
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2. MASONRY UNITS: ASTM C-90, GRADE N, TYPE 1, MEDIUM WEIGHT, HOLLOW,
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LOAD BEARING UNITS. MINIMUM COMPRESSIVE STRENGTH: 1,900 PSI.
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3. MORTAR: ASTM C-270, TYPE S.
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4. GROUT: ASTM C-476, MINIMUM COMPRESSIVE STRENGTH: 2000 PSI.
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5. REINFORCING STEEL:
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6. CENTER VERTICAL REINFORCING IN WALL UNLESS NOTED OTHERWISE.
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7. LAY UNITS IN RUNNING BOND AND MAINTAIN VERTICAL CONTINUITY OF CORES OR
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CELL CAVITIES. USE OPEN END UNITS AT LOCATIONS OF VERTICAL REINFORCING.
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PLACE HORIZONTAL REINFORCING IN BOND BEAM UNITS.
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8. FILL ALL CELLS SOLIDLY WITH GROUT. CLEAN CELLS AND BOND BEAMS OF
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MORTAR PROTRUSIONS AND DEBRIS BEFORE GROUTING.
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9. PROVIDE THE FOLLOWING MINIMUM CLEARANCES, U.O.N.:
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10. DOWELS FROM THE FOUNDATION TO MATCH SIZE AND LOCATION OF VERTICAL
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REINFORCING IN MASONRY, UNLESS NOTED OTHERWISE.
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11. PROVIDE VERTICAL CONTROL JOINTS IN THE WALLS AT LOCATIONS SHOWN ON
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12. LOW-LIFT GROUTING: LAY UNITS A MAXIMUM OF 4 FEET HIGH BEFORE GROUTING.
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PLACE GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS NOT EXCEEDING 4 FEET.
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COMPLETELY GROUT THE FULL HEIGHT OF THE WALL SECTION IN ONE DAY WITH NO
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13. HIGH-LIFT GROUTING: LAY UNITS A MAXIMUM OF 12 FEET HIGH BEFORE GROUTING.
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PLACE GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS NOT EXCEEDING 6 FEET.
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COMPLETELY GROUT THE FULL HEIGHT OF THE WALL SECTION IN ONE DAY WITH NO
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INTERRUPTIONS GREATER THAN ONE HOUR. PROVIDE CLEANOUTS AT EVERY CELL ALONG
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THE BOTTOM COURSE OF EACH GROUT LIFT. USE SIKA GROUT AID TYPE II OR E-Z MIX
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ADMIXTURE IN THE GROUT TO REDUCE EARLY WATER LOSS AND PRODUCE AN EXPANSIVE
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UBC STD 21-10
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ASTM A706, GRADE 60
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REINFORCING TO BE WELDED
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JOINT REINFORCING
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LOCATION
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TYPE
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ASTM A615, GRADE 60
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ALL OTHER REINFORCING
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1" CLEAR ALL AROUND
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EMBEDDED BOLTS
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FACE OF MASONRY UNITS
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BETWEEN REINFORCING AND INSIDE
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BETWEEN PARALLEL BARS
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LOCATION
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1/2" CLEAR
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1" CLEAR
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CLEARANCES
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THE DRAWINGS.
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INTERRUPTIONS GREATER THAN ONE HOUR.
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ACTION.
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AT 28 DAYS.
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4. NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS IN
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ADVANCE AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL OBSERVATIONS:
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A. FOUNDATIONS
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1. REINFORCEMENT
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Drilled-In Concrete Anchors
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CONCRETE, SHOTCRETE, GROUT & MORTAR
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Ceiling Hanger & Bracing Wires
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Cold Form Metal Framing Welding
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Mortar
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Shotcrete
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Concrete
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Grout
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Bolts Cast in Concrete
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Epoxy or Grouted Dowels
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MISCELLANEOUS
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Placement Inspection
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Shrinkage Test
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Cast, Pickup, And Compression Test Samples
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Slump, Entrained Air, & Temperature Test
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Mix Design Review
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Continuous Batch Plant Inspection
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Batch Plant Inspections
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Unit Weight Test
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Cement Test
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Aggregate Tests
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Wet
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Core & Test
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Dry
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Plywood Nailing
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BY GEOCON WEST, INC., DATED 07/26/2017