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GENERAL: STRUCTURAL =STEL
I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. I. ALL W-SECTION SHAPES SHALL CONFORM TO ASTM A992. OTHER STRUCTURAL STEEL
THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR ROLLED SHAPES AND PLATES SHALL CONFORM TO ASTM A3G.
INCONSISTENCIES. 2. STRUCTURAL STEEL PIPE 5HA1.L CONFORM TO ASTM A53,TYPES R 5, GRADE B OR ASTM
2. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE A50 1 I . MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR APPROVAL. "`'
" RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL 3. STRUCTURAL STEEL TUBING...HALL:CONFORM TO ASTM A500, GRADE B(FY' 4G KSI)
NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF 4. ANCHOR BOLTS SHALL CONFORM TO ASTM F 1554 GR 36, UNLESS NOTED OTHERWISE.
THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 5. DEFORMED BAR.ANCHORS 'AND HEADED CONCRETE ANCHORS SHALL BE NELSON
p CONCRETE ANCHORS OR APPROVED EQUAL. ANCHORS SHALL BE AUTOMATICALLY END
DESIGN CRITE1\IA: WELDED WITH SUITABLE STUD WELDING EQUIPMENT. WELDING SHALL BE IN ACCORDANCE
WITH RECOMMENDATIONS OF NELSON STUD WELDING COMPANY.
1. GOVERNING BUILDING CODE: 20I 7 OREGON STRUCTURAL SPECIALITY CODE 6. ALL SHOP AND FIELD WELDS ARE TO BE SPECIALLY INSPECTED BY AN INDEPENDENT
2. GRAVITY LIVE LOADS: FLOOR 40 PSF LIVE LOADING. TESTING AGENCY IN ACCORDANCE WITH THE IBC AND THE AWS WELDING CODE.
ROOF 25 PSF SNOW LOADING r '
3. SEISMIC: DECKS GO PSF LIVE LOADING STRUCTURAL WOOD:
I .0 SEC SPECTRAL RESPONSE ACCELERATION (S 1): .34 1 ��
0.2 SEC SPECTRAL RESPONSE ACCELERATION (Ss): .986 I_ FRAMING MEMBERS SHALL CONFORM TO THE FOLLOWING GRADES: !JAN 1 6 Lu U
OCCUPANCY FACTOR: II STUDS OF-L, STUD OR B
ID 'OF 1 IGARD
SITE CLASSIFICATION:
BMS, HDR, RAFTERS DF-L, #2 OR BETTER U(L1 ING DIVISION
4. WIND: PLATES DF-L, #2 OR BETTER
BASIC WIND SPEED (3 5ec Gust): 135 MPH GLU-LAM BEAMS 24F-V4
EXPOSURE: C 2. 20 15 IRC TABLE RG02.3, NAILING SCHEDULE, SHALL GOVERN UNLESS MORE RESTRICTIVE
- IMPORTANCE FACTOR: 1.0 NAILING IS INDICATED ON THE PLANS OR DETAILS.
3. SILL PLATES, POSTS OR STUDS BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE
FOUNDATION: TREATED.
4. PROVIDE APPLICABLE SIMPSON (OR APPROVED EQUIVALENT) HANGERS FOR BEAMS,
I. FOUNDATIONS HAVE SEEN DESIGNED USING THE CONVENTIONAL FRAMING - JOISTS, POST CAPS $ BASES, AND COLUMN CAPS UNLESS NOTED OTHERWISE ON PLANS
PROVISIONS AND 1500 P5F ALLOWABLE SOIL BEARING PRESSURE. AND DETAILS.
2. FOUNDATIONS ARE TO DEAR ON NATIVE UNDISTURBED Spit. 5. HEADERS FOR WINDOWS AND DOORS IN BEARING WALLS TO BE MIN 4X 12 NO 2 DEL WITH
3. CONTRACTOR WILL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM EITHER
MAXIMUM SPAN OF 8'-0"AND 3 X 12 GLULAM WITH A MAXIMUM SPAN OF 14'-0°
SURFACE, GROUND, OR SEEPAGE WATER. .
4. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW
CONSTRUCTION SHALL SE REMOVED. .
5. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, .
SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS.
CONCRETE: ., a
I. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS:
., FOOTINGS, WALLS, AND SLAB ON GRADE 2500 PSI
P0211. C.
CONCRETE SLUMP SHALL BE 4 INCHES ± 1 INCH 7,0ir„'
2. REINFORCING STEEL FOR.CONCRETE SHALL BE GRADE GO AND SHALL CONFORM TO ` �,,',I
ASTM AG 1 5 OR A7OG FOR WELD TYPE REINFORCING STEEL. REINFORCING BARS SHALL OF )'
NOT BE TACK WELDED, WELDED, HEATED, OR CUT UNLESS INDICATED ON THE
CONTRACT DOCUMENTS OR.APPROVED BY THE STRUCTURAL ENGINEER.
3. ALL EPDXY AND POST INSTALLED ANCHORS TO HAVE SPECIAL INSPECTION
PERFORMED BY A INDEPENDENT TESTING AGENCY.
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