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PROJECT NOTES ARE APPLICABLE TO ALL AREAS UNLESS NOTED OTHERWISE ON INSPECTIONS : IBC OH 17] REINFORCED CONCRETE : [ IBC C H 19 ] STRUCTURAL STEEL: [ IBC C H 2 2]
DESIGN DRAWINGS. [
A. ALL CONSTRUCTION SHALL BE INSPECTED IN CONFORMANCE WITH THE 2010 A. DESIGN MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE A. DESIGN, FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH THE MANUAL
OREGON STRUCTURAL SPECIALTY CODE (OSSC). ADOPTED EDITION OF THE FOLLOWING STANDARDS: OF STEEL CONSTRUCTION, AISC, CURRENT EDITION, UNLESS NOTED
P R O J E C T NOTES : B. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL 1. ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE OTHERWISE.
A. ALL ELEVATIONS NOTED ON STRUCTURAL DRAWINGS ARE BASED ON THE PROVIDE INSPECTIONS DURING CONSTRUCTION IN ACCORDANCE WITH IBC, 2. ACI 315 - DETAILS AND DETAILING OF CONCRETE REINFORCEMENT B. REFER TO THE FOLLOWING TABLE FOR MATERIAL SPECIFICATIONS:
BENCHMARK ELEVATION OF 100'-0". CHAPTER 17. 3. BATCH PLANT MUST BE CERTIFIED TO ASTM C94
B. PROVIDE
BENCHMARK ELEVATION OF 0ATE ERECTION SHORING AND BRACING AS REQUIRED C. THE CONTRACTOR SHALL COORDINATE THE TIMING OF CONSTRUCTION AND B. ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, MATERIAL SPECIFICATIONS ASTM DESIGNATION YIELD STRESS
FOR STABILITY AND PROTECTION OF THE STRUCTURE DURING ALL PHASES OF INSPECTION WITH THE PROJECT ENGINEER, THE INSPECTOR(S) AND/OR THE f'c=4000PSI. ANGLES & CHANNELS A36 Fy=36KSI
CONSTRUCTION. THE STRUCTURES AND FOUNDATIONS ARE DESIGNED FOR A BUILDING OFFICIAL. C. USE THE FOLLOWING MINIMUM COVER ON REINFORCEMENT IN CAST-IN-PLACE W-SHAPES A992 Fy=50KSI
D. ALL ITEMS NOTED AS REQUIRING SPECIAL INSPECTION PER THE IBC IN CONCRETE, UNLESS NOTED OTHERWISE ON THE DRAWINGS:
COMPLETED CONDITION ONLY AND, THEREFORE, REQUIRE ADDITIONAL SUPPORT TO " CONNECTION PLATES A36 Fy=36KSI
ACCORDANCE WITH SECTION 1704 SHALL BE PERFORMED BY A QUALIFIED 1. 3 FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.
MAINTAIN STABILITY BEFORE COMPLETION. SITE OBSERVATIONS BY THE ENGINEER � BOLTS, TYP A325-N Fy=92KSI
DO NOT INCLUDE INSPECTION OF SHORING, BRACING, OR OTHER ELEMENTS PERSON WHO CAN DEMONSTRATE COMPETENCE FOR THE PARTICULAR TYPE OF 2. if FOR ALL OTHERS.
CONSTRUCTION BEING INSPECTED. THE SPECIAL INSPECTIONS SHALL BE 3/4" METAL DECK A446 Fy=38KS1 (GR A)
.
PERTAINING TO THE MEANS OR METHOD OF CONSTRUCTION. THE CONTRACTOR IS D. PROVIDE CHAMFER ON ALL EXPOSED CORNERS OF CONCRETE. ANCHOR RODS F1554 Fy=36KSI
RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL REQUIRED CRIBBING, PERFORMED IN ADDITION TO THE INSPECTIONS REQUIRED BY THE IBC, THE PLANS E. THOROUGHLY CLEAN EXISTING SURFACES OF LAITANCE AND FOREIGN MATERIAL. HSS, SQUARE A500, GR B Fy=46KSI
SHEATHING AND SHORING. AND SPECIFICATIONS, THE ENGINEER OF RECORD, AND THE BUILDING OFFICIALS. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS HSS, ROUND A500, GR B Fy=42KSI
C. PROMPTLY REPORT ANY DISCREPANCY FOUND AMONG THE DRAWINGS, E. INSPECTIONS AND TESTS SHALL BE COMPLETED BY CERTIFIED TECHNICIANS AS SHALL BE WETTED THOROUGHLY AND STANDING WATER REMOVED.
SPECIFICATIONS, THESE STRUCTURAL NOTES, AND THE SITE CONDITIONS TO THE REQUIRED IN THE BUILDING CODE AND REFERENCED MATERIAL CODES. SPECIAL F. SURFACE FINISH TO BE HARD TROWEL.
WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK
ENGINEER, INSPECTIONS ARE TO BE COMPLETED FOR THE ITEMS INDICATED IN THE TABLE
G. ALL LAP SPLICES TO BE CLASS B. REFER TO THE FOLLOWING TABLE FOR C. BOLTED CONNECTIONS SHALL BE BOLTED WITH ASTM A325, UNLESS NOTED OTHERWISE. BOLT
BELOW:
DONE BY THE CONTRACTOR AFTER THE DISCOVERY OF SUCH DISCREPANCY IS AT MINIMUM BAR LAPS:
THE CONTRACTOR'S OWN RISK. VERIFY AND COORDINATE THE DIMENSIONS AMONG HOLES SHALL BE y6" LARGER IN DIAMETER THAN THE BOLT.
ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. ITEM CONTINUOUS PERIODIC COMMENTS D. HIGH STRENGTH BOLTING INSPECTION SHALL COMPLY WITH IBC, 1704.3.3.
D. DO NOT SCALE WORKING DIMENSIONS FROM THE PLANS, SECTIONS, OR DETAILS. MINIMUM BAR LAPS FOR REINFORCING STEEL E. HOLES FOR ANCHOR RODS SHALL BE 5/16" LARGER IN DIAMETER FOR ANCHOR RODS LESS
E. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND ANCHOR ROD LOCATIONS CONCRETE: ALL REBAR TO BE GRADE 60 UNCOATED BARS THAN 1" DIAMETER AND y" LARGER IN DIAMETER FOR ANCHOR RODS 1" DIAMETER AND
PRIOR TO COMMENCING WORK. REINFORCING PLACEMENT X CONCRETE STRENGTH: 3000 PSI OR LARGER.
F. CONSTRUCTION OR DETAILS FOR ELEMENTS OR PORTIONS OF THE WORK NOT REINFORCING WELDING X MORE (STAGGER SPLICES) F. ENSURE ALL DESIGN, DETAILING, FABRICATION, AND ERECTION OF STEEL CONFORMS TO THE
SPECIFICALLY SHOWN SHALL BE SIMILAR TO CONSTRUCTION OR DETAILS SHOWN. ANCHOR RODS & INSERTS X REQUIREMENTS OF THE FOLLOWING STANDARDS, UNLESS NOTED OTHERWISE:
G. STANDARD DETAILS AND SCHEDULES APPLY TO THE WORK IN GENERAL AND MAY PREPARATION OF TEST SPECIMENS X f' 4000PS1 SIZE LAP LENGTH SIZE LAP LENGTH SIZE LAP LENGTH 1 . ANSI/AISC, 360-05 SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDINGS.
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NOT BE SPECIFICALLY REFERENCED ON THE PLANS. DETERMINE WHERE EACH 2. AISC, 303-05 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
STANDARD DETAIL OR SCHEDULE APPLIES PRIOR TO PROCEEDING WITH THE CONCRETE PLACEMENT X #3 17" #6 42" #9 105" BRIDGES.
WORK. PROMPTLY NOTIFY THE ENGINEER IF CONDITIONS ARE FOUND WHICH ARE EPDXY ANCHOR PLACEMENT X 3. AISC, QUALITY CRITERIA AND INSPECTION STANDARDS.
NOT SPECIFICALLY DETAILED AND FOR WHICH NO STANDARD DETAIL OR SCHEDULE 4. AISC, STRUCTURAL STEEL DETAILING.
APPLIES. STRUCTURAL STEEL: #4 23" #7 71 " #10 116" 5. RCSC, STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.
H. NOTES AND DETAILS SPECIFICALLY INDICATED ON THE PLANS TAKE PRECEDENCE HIGH STRENGTH BOLTING X A325-N S.T. ' G. SUBMIT SHOP DRAWINGS FOR FABRICATION AND ERECTION OF ALL STEEL MEMBERS IN
OVER THESE NOTES. WELDING OF ANCHORS AND STUDS X #5 29" #8 93" #11 128" ACCORDANCE WITH AISC STANDARDS NOTED ABOVE.
J. WHERE THE NOTES AND THE PLANS CONFLICT, USE THE MORE RESTRICTIVE WELDING-STAIRS/RAILING SYSTEMS X H. USE 8" MINIMUM GUSSET PLATES.
CRITERIA, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. METAL DECK WELDING X
K. CHECK AND COORDINATE WITH ELECTRICAL AND MECHANICAL CONTRACTORS FOR J. CUT NO OPENINGS IN STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS.
BLOCK OUTS, CONDUITS, PIPE SLEEVES, EMBEDDED ITEMS, ETC, TO BE EMBEDDED PLATES _ X K. DIMENSIONS OF OPENINGS AND EQUIPMENT SUPPORTS ARE SHOWN FOR BID PURPOSES
EMBEDDED IN CONCRETE, AS WELL AS OPENINGS IN THE STRUCTURE FOR ONLY. VERIFY DIMENSIONS WITH PURCHASED EQUIPMENT PRIOR TO FABRICATION.
MECHANICAL AND ELECTRICAL INSTALLATIONS. SHOP WELDING: 5 REINFORCEMENT: [ IBC C H 19 ] L. PAINT PER OWNERS REPRESENTATIVE.
L. SUBMIT SHOP DRAWINGS OF ALL FABRICATED ITEMS TO THE OWNER OR OWNER'S SINGLE PASS FILLET WELDS < /6 X M. STEEL BAR GRATING SHALL BE GALVANIZED, SERRATED, 19W4, 1)/4%346", UNLESS
• A. REINFORCEMENT SHALL CONFORM TO ACI 318, SECTION 3.5 AND ASTM A185. NOTED OTHERWISE. FASTEN GRATING AND CHECKER PLATE A MINIMUM OF TWO PLACES AT
REPRESENTATIVE FOR REVIEW PRIOR TO FABRICATION. A REGISTERED FILLET WELDS > 16" X B. USE REINFORCEMENT FOR CONCRETE AS FOLLOWS: EACH END SUPPORT AND ONE PLACE AT ALL INTERMEDIATE SUPPORTS FOR EVERY 2'-O"
PROFESSIONAL ENGINEER, LICENSED TO PRACTICE IN THE STATE IN WHICH THE PARTIAL/COMPLETE PENETRATION X 1. STANDARD REINFORCEMENT, UNO ASTM A615, GRADE 60 WIDTH OF PANEL. FOR REMOVABLE PANELS, ATTACH GRATING AND CHECKER PLATE TO ALL
CONSTRUCTION IS LOCATED, SHALL SEAL ALL SHOP DRAWINGS FOR C. PROMPTLY NOTIFY THE ENGINEER IF CONDITIONS ARISE WHERE THERE ARE SUPPORTS WITH BOLTED SADDLE CLIPS AND COUNTERSUNK MACHINE BOLTS, RESPECTIVELY.
CONTRACTOR-DESIGNED ELEMENTS. SUBMIT SEALED CALCULATIONS FOR ELEMENTS FIELD WELDING: INSUFFICIENT MINIMUM CLEAR DISTANCES OR WHERE CONSTRUCTION PROBLEMS 3 3
OR SYSTEMS REQUIRING ENGINEERING DESIGN. RELATED TO CONGESTION ARE ENCOUNTERED. FOR NON-REMOVABLE PANELS, ATTACH GRATING AND CHECKER PLATE WITH 46" BY /4"
1. SHOP DRAWINGS SUBMITTED TO THE ENGINEER SHALL CONSIST OF (1) SINGLE PASS FILLET WELDS < 546" X LONG WELDS AND %4" DIA PLUG WELDS TYPICAL, UNLESS NOTED OTHERWISE ON THE DESIGN
PRINT AND (1) REPRODUCIBLE. THE PRINT WILL BE RETAINED FOR OUR FILLET WELDS > 46" X DRAWINGS RESPECTIVELY.
RECORDS.
DAY ONCE
URNRECEIVED
BYTIME FOR OFFICE, THERE
SHOP MINIMUM
DRAWINGS. PARTIAL/COMPLETE PENETRATION X CONNECTIONS TO CONCRETE AND N. ENSURE RAILINGS, POSTS, AND CONNECTIONS ARE CAPABLE OF RESISTING A 200 LB
CONCENTRATED LOAD APPLIED AT ANY POINT IN ANY DIRECTION WITHOUT EXCEEDING THE
2
CAUSE R ROT APPROVED AND ACTION.STAMPED BY THE CONTRACTOR WILL BE C 0 N C R E T E INSERTS : [ IBC C ; 191 ALLOWABLE STRESSES. USE A MAXIMUM POST SPACING OF 6'-0".
�� ] P. WELDERS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.1 FOR THE WELDS AND
3. INCLUDE ERECTION AND FABRICATION DRAWINGS IN SHOP DRAWING A. INSTALL EPDXY ANCHORS AS MANUFACTURED BY�•R AN APPROVED EQUAL, POSITIONS WHICH THEY PERFORM AND SHALL PROVIDE CURRENT AWS CERTIFICATION OF
SUBMITTALS. DO DOCUMENTS IN THE N NOT INCLUDE ANY
DRAWINGS.REPRODUCTIONS OF THE CONTRACT FO U N DAT I 0 N S : [ IBC C H 18] ACCORDING TO THE MANUFACTURER'S PRINTED INS R CTIONS THEIR QUALIFICATION. WELDS SHALL CONFORM TO THE LATEST EDITION OF AWS D1.1 USING
AND APPLICABLE ICC-ES REPORT. WELDING FILLER METAL TO MATCH THE STRUCTURAL STEEL AND WELDING PROCESS PER AWS
M. MODIFICATIONS OR SUBSTITUTIONS IN THE DESIGN, MATERIAL, EQUIPMENT OR A. FOUNDATIONS WERE DESIGNED FOR THE FOLLOWING VALUES: B. ANCHOR RODS SHALL BE ASTM F1554, GR 36, UNLESS NOTED OTHERWISE. D1 .1 , TABLE 3.1 THE WELDING ELECTRODE MINIMUM TENSILE STRENGTH SHALL BE 70 KSI.
PRODUCTS SPECIFIED MAY BE CONSIDERED PROVIDED A WRITTEN REQUEST, PROVIDE HARDENED PLATE WASHERS AND HEAVY HEX NUTS FOR ANCHOR RODS. WELDS NOT SPECIFIED SHALL BE CONTINUOUS y4" FILLET MINIMUM.
SUBJECT TO REVIEW, IS SUBMITTED TO THE ENGINEER PRIOR TO ITS USE OR ELEMENT DESIGN VALUE INCREASE FOR SEISMIC/WIND C. TOP OF RODS SHALL BE THREADED THE SMALLER OF 5D OR P. R. WELDING PROCESS INSPECTION SHALL BE PER AWS D1 .1.
INCLUSION IN ANY SHOP DRAWING. ALLOWABLE BEARING: 1,000PSF 33% D. ALL ANCHOR ROD END ANCHOR PLATES & WASHERS SHALL BE ASTM A36. S. THE MINIMUM LEVEL OF NON DESTRUCTIVE INSPECTION AND TESTING OF WELDS IS AS
E. ALL NUTS ARE TO BE INSTALLED SNUG TIGHT. FOLLOWS:
B. BEFORE COMMENCING ANY EARTHWORK, VERIFY LOCATIONS OF ALL UNDERGROUND F. ALL ROD ASSEMBLIES SHALL BE FURNISHED COMPLETE WITH HEAVY HEX 1. VISUAL INSPECTION - 100% OF WELD LENGTH.
UTILITIES OR STRUCTURES AND DO NOT PERFORM ANY WORK THAT WILL DAMAGE HOLD-DOWN NUT AND TOP WASHER, UNLESS NOTED OTHERWISE. 2. VISUAL INSPECTION (WITH MAGNETIC PARTICLE AND/OR DYE PENETRANT AS
DESIGN CRITERIA: [ IBC C H 16] OR INTERFERE WITH UTILITIES OR STRUCTURES. G. CONCRETE COLD JOINTS (UNLESS NOTED OTHERWISE ON THE DRAWING) SHALL SUPPLEMENTARY INSPECTION AS REQUIRED) OF SUSPECTED
A. ALL DESIGN MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE C. FOOTING EXCAVATIONS SHALL BE NEAT AND TRUE, WITH ALL LOOSE MATERIAL NOT BE PERMITTED WITHIN THE ANCHOR ROD EMBEDMENT LENGTH. FULL UNSATISFACTORY WELDS OR CRACKS.
AND STANDING WATER REMOVED BEFORE FOOTING CONCRETE IS PLACED. EMBEDMENT SHALL BE IN MONOLITHIC POUR. T. USE NONMETALLIC, NON-SHRINK GROUT UNDER BASE PLATES BEARING DIRECTLY
FOLLOWING: D. NATIVE UNDISTURBED SOIL AND/OR FILL SOIL TO BE COMPACTED TO A MINIMUM OF
1. 2010 OREGON STRUCTURAL SPECIALTY CODE (OSSC). 95% OF ASTM D1557 (MODIFIED PROCTOR) MAXIMUM DRY DENSITY. ON CONCRETE. INSTALL PER MANUFACTURER'S SPECIFICATIONS.
2. OTHER CODES AS SPECIFIED HEREIN AND IN THE CONTRACT DOCUMENTS.
ALL CODES AND STANDARDS SHALL BE THE CURRENTLY ADOPTED EDITION.
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B. DESIGN LOADS:
1 . BUILDING LOADS: UNIFORM CONCENTRATED
- STAIRS AND EXITS 100PSF 300LB
- ELEVATED WALKWAYS AND PLATFORMS 60PSF -
- EQUIPMENT LOADS (SELF WEIGHT AND OPERATING LOADS)
2. SEISMIC DESIGN CRITERIA: N
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