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Dull Olson Weekes - IBI Group
Architects, Inc.
907 SW Stark Street Portland OR 97205 USA
tel 503 226 6950 fax 503 273 9192
www.dowa-ibigroup.com www.ibigroup.com
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March 17, 2017
BID Documents
S1.0GENERAL
STRUCTURAL NOTES
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EXPIRES: 6-30-17
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Email: [email protected]
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Tel: (503) 226-1286
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Fax: (503) 226-3130
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Portland, Oregon 97205
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610 SW Alder Street, Suite 918
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James G. Pierson, Inc.
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Consulting Structural Engineers
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Since 1945
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Web: www.jgpierson.com
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DRAWING INDEX
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PARTIAL FOUNDATION & MAIN FLOOR FRAMING PLAN
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GENERAL STRUCTURAL NOTES
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S2.1
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S1.0
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PARTIAL MEZZANINE FRAMING PLAN
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S2.2
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PARTIAL ELEVATION & DETAILS
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S4.1
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THESE NOTES SHALL STIPULATE THE MINIMUM STANDARDS OF CONSTRUCTION, AND THE DRAWINGS SHALL GOVERN OVER THE NOTES IN ALL MATTERS SPECIFICALLY STATED. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND EXISTING CONDITIONS AND NOTIFY ENGINEER OF DISCREPANCIES BEFORE COMMENCEMENT OF WORK. THE CONTRACTOR IS RESPONSIBLE FOR SAFE CONDITIONS AT THE JOBSITE, AND FOR ANY TEMPORARY SUPPORT OF THE ROOF IN AREA OF WORK AS NECESSARY. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, OR LOCAL BUILDING CODE, USING WHICHEVER STANDARD IS HIGHEST.
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GENERAL STRUCTURAL NOTES
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DRILLED AT CENTER AT ANY HEIGHT.
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HEIGHT OR MAY HAVE A CIRCULAR HOLE NOT EXCEEDING 1/3 OF MEMBER DEPTH
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WALLS MAY BE NOTCHED NOT EXCEEDING 25% OF DEPTH AT TOP AND BOTTOM 1/5 OF
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EXCEEDING 15% OF DEPTH DRILLED AT CENTER OF MEMBER. STUDS IN BEARING
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WITHOUT PRIOR APPROVAL. JOISTS AND RAFTERS MAY HAVE A CIRCULAR HOLE NOT
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CUTTING OR NOTCHING OF BEAMS, JOISTS, RAFTERS AND COLUMNS NOT ALLOWED
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NOTED. USE EXTERIOR TYPE PLYWOOD FOR EXPOSED LOCATIONS SUCH AS SOFFITS.
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SHEATHING SHALL BE INSTALLED WITH JOINTS BLOCKED UNLESS OTHERWISE
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NAILING INDICATED ON DRAWINGS TO BE WITH COMMON NAILS. SHEAR WALL
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DRAWINGS FOR PANEL INDEX, INSTALLATION, AND NAILING REQUIREMENTS.
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OR CDX OR EQUIVALENT ORIENTATED STRAND BOARD WITH EXTERIOR GLUE. SEE
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ROOF, WALL AND FLOOR SHEATHING SHALL BE APA RATED SHEATHING EXPOSURE 1
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BEAMS. PROVIDE BRIDGING AND FIRE STOPPING AS REQUIRED BY CODE.
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PROVIDE SOLID BLOCKING FOR JOIST AND RAFTERS AT ALL BEARING WALLS AND
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2x6 DECKING COMM. GRADE D.F. OR HEM-FIR
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PLATES & SILLS ON CONCRETE PR. TR. DOUGLAS FIR
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BUCKS, BLOCKING AND BRIDGING #3 GRADE DOUGLAS FIR
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2x6 LARGER STUDS #2 GRADE DOUGLAS FIR
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2x4 FRAMING & STUDS STUD GRADE DOUGLAS FIR
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POSTS & 6 INCH NOMINAL BEAMS #1 GRADE DOUGLAS FIR
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JOIST, RAFTERS & 4 INCH NOMINAL BEAMS #2 GRADE DOUGLAS FIR
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LUMBER GRADES SHALL BE AS FOLLOWS, EXCEPT AS NOTED ON DRAWINGS:
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%%uWOOD:
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ADHESIVE FOR FIELD GLUING PANELS TO FRAMING SHALL COMPLY WITH APA
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AFG-01 AND APPROVED FOR PANEL USE.
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NAIL ALL MEMBERS WITH MINIMUM NAILING TO CONFORM TO TABLE 2304.9.1 OF THE
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IBC AND INCREASE WHERE INDICATED. FASTENERS AND HANGERS NOTED ON THE
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DRAWINGS ARE MODEL NUMBERS OF "SIMPSON STRONG-TIE COMPANY, INC." AND
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MAY BE REPLACED WITH EQUIVALENT MODELS BY OTHER COMPANIES HAVING
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EQUIVALENT PROPERTIES AND STRENGTHS. INSTALL ALL CONNECTORS IN
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ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WITH NAILING IN ALL
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AVAILABLE HOLES. SIMPSON OR EQUIVALENT STEEL FASTENERS ATTACHED TO
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ACQ-TREATED WOOD SHALL HAVE GALVANIZING CONFORMING TO ASTM G185 -
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SIMPSON PRODUCTS WITH THIS GALVANIZING ARE NOTED AS "ZMAX".
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%%uFOUNDATIONS:
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FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL OR PROPERLY COMPACTED ENGINEERED FILL PLACED OVER PROPERLY PREPARED SUB-GRADES. THE BEARING HORIZON OF FOOTING SHALL BE LOCATED 12 INCHES MINIMUM BELOW THE TOP OF THE INTERIOR FLOOR SLABS OR 18 INCHES BELOW ADJACENT EXTERIOR GRADE.
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DO NOT EXCAVATE CLOSER THAN 1 1/2 TO 1 SLOPE BELOW BOTTOM OF FOOTING. BACKFILL ALL PIPE TRENCH AND OTHER EXCAVATIONS BELOW FOOTINGS AND SLABS WITH MATERIAL SUITABLE FOR COMPACTING. COMPACT FILL TO 90% OF MODIFIED PROCTOR DRY DENSITY (ASTM D1557 OR ASSHTO T-180) BELOW 2 FEET FROM SURFACE, AND TO 95% AT THE UPPER 2 FEET.
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INSTALL ALL SITE FILLS UNDER STRUCTURAL ELEMENTS IN ACCORD WITH REQUIREMENTS OF SPECIFICATIONS. WHERE NOT OTHERWISE NOTED, COMPACT TO DENSITY OF 95% OF MODIFIED PROCTOR DRY DENSITY (ASTM D1557 OR AASHTO T-180) IN LIFTS NOT TO EXCEED 8 INCH THICKNESS. PROVIDE 4 INCH MINIMUM THICKNESS COMPACTED GRANULAR BASE UNDER CONCRETE SLAB ON GRADE AND INCREASE WHERE NOTED.
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%%ULAMINATED VENEER LUMBER:%%U (MICROLLAM)
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%%UPARALLEL STRAND LUMBER:%%U (PARALLAM)
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%%UENGINEERED LUMBER:
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%%ULAMINATED STRAND LUMBER:%%U (TIMBERSTRAND)
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PROPRIETARY ENGINEERED LUMBER AS NOTED ON THE DRAWINGS SHALL CONFORM TO NER-481 REQUIREMENTS.
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FOR BEAMS 9 1/2" AND DEEPER: FIBER STRESS IN BENDING SHALL BE Fb = 2325 psi FOR BEAM ORIENTATION, MODULUS OF ELASTICITY SHALL BE E = 1,550,000 psi, AND Fv SHALL BE EQUAL TO 310 psi.
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FIBER STRESS IN BENDING SHALL BE Fb = 2900 psi FOR BEAM ORIENTATION. MODULUS OF ELASTICITY SHALL BE E = 2,000,000 psi. Fv SHALL BE EQUAL TO 290 psi.
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FIBER STRESS IN BENDING SHALL BE Fb = 2600 psi FOR BEAM ORIENTATION. MODULUS OF ELASTICITY SHALL BE E = 1,900,000 psi. Fv SHALL BE EQUAL TO 285 psi.
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%%uDRILLED ANCHOR BOLTS AND DOWELS:
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HILTI KWIK-BOLT TZ ANCHOR (ICC-ESR-1917)
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ITW RAMSET/RED HEAD TRUBOLT+ (ICC-ESR-2427)
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APPROVED PRODUCTS INCLUDE:
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MECHANICAL ANCHORS IN CONCRETE: THREADED PORTION OF ANCHOR SHALL CONFORM THREADED PORTION OF ANCHOR SHALL CONFORM TO ASTM A307 OR GREATER CAPACITY. INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MINIMUM DEPTH OF EMBEDMENT SHALL CONFORM TO MANUFACTURER'S REQUIREMENTS BUT SHALL NOT BE LESS THAN 4.5 BOLT DIAMETERS WITHOUT PRIOR APPROVAL. SEE DRAWING FOR DEEPER EMBEDMENT IF REQUIRED. WHEN MANUFACTURER'S INSTALLATION INSTRUCTIONS SPECIFY A MINIMUM TORQUE AND THE ANCHOR HEAD BEARS AGAINST WOOD, AN OVERSIZED WASHER MAY BE NEEDED TO ACHIEVE THAT TORQUE. RECOMMENDED WASHER SIZES ARE AS FOLLOWS: 5" X 5" X 1/4" > FOR 3/4" BOLT, 4" X 4" X 1/4" > FOR 5/8" BOLT, AND 3" X 3" X 1/4" > FOR 1/2" BOLT.
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SIMPSON STRONGBOLT STUD ANCHOR (ICC-ESR-1771)
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ADHESIVE ANCHORS IN CONCRETE: THREADED ROD PORTION OF ANCHOR SHALL THREADED ROD PORTION OF ANCHOR SHALL CONFORM TO ASTM A307 OR GREATER CAPACITY. INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MINIMUM DEPTH OF EMBEDMENT SHALL CONFORM TO MANUFACTURERS REQUIREMENTS BUT SHALL NOT BE LESS THAN 8 BOLT DIAMETERS WITHOUT PRIOR APPROVAL. SEE DRAWINGS FOR DEEPER EMBEDMENT IF REQUIRED.
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HILTI HIT-RE 500 ADHESIVE SYSTEM (ICC-ESR-2322)
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APPROVED PRODUCTS INCLUDE:
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SIMPSON SET XP ADHESIVE ANCHOR (ICC-ESR-2508)
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HILTI HY-150 MAX SD ADHESIVE SYSTEM (ICC-ESR-3013)
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HILTI HY-200 ADHESIVE SYSTEM (ICC-ESR-3187)
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ENGINEER
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ENG.
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STEEL
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STL.
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- INDICATES WALLS BELOW (NON-BEARING)
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- INDICATES WALLS BELOW (BEARING)
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- INDICATES WALLS ABOVE
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TOP AND BOTTOM
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TONGUE AND GROOVE
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TOP OF CONCRETE
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WEIGHT
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TYPICAL
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VERTICAL
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WITHOUT
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WELDED WIRE FABRIC
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UNLESS NOTED OTHERWISE
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TOP OF FOOTING
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TOP OF STEEL
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TOP OF WALL
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STRUCTURAL TUBE
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FOUNDATION
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INSULATION
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%%UMATERIAL%%U %%UDEFINITION
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STEEL
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EARTH
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CONCRETE
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GLB. or GL.
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G.S.B.
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FNDN.
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F.O.M.
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GALV.
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GA.
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FTG.
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F.O.S.
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F.O.C.
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EXT.
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FLR.
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F.B.
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E.W.
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EQ.
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%%ULINE%%U %%UDEFINITION
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(ON FRAMING PLANS)
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GLUE LAMINATED BEAM
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GYPSUM SHEATHING BOARD
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(DASHED)
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(TINY DOTS)
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(SOLID WALL)
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WT.
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WWF
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FOUNDATION
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FACE OF STUD
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FACE OF MASONRY
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GALVANIZED
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FACE OF CONCRETE
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GAUGE
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FOOTING
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EACH WAY
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EXTERIOR
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FLOOR
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FLAT BAR
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EQUAL
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T.O.W.
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T.S.
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W/
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TYP.
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VERT.
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W/O
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U.N.O.
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WITH
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T&B
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T&G
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T.O.C.
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T.O.F.
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T.O.S.
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or BRICK VENEER
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CONC. MASONRY UNITS
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GRAVEL
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SAND OR GROUT
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PENETRATION
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HEIGHT
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MASONRY
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MEMBER
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MINIMUM
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MAXIMUM
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MANUFACTURER
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HORIZONTAL
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INSIDE FACE
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POUNDS
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LEDGER
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LOW HYDROGEN
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MACHINE BOLT
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GYPSUM WALL BOARD
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GYPSUM
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REQUIRED
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REFERENCE
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REINFORCING
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SHEATHING
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SIMILAR
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STANDARD
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SAWCUT JOINT
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ORIENTED STRAND BOARD
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OPPOSITE
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ON CENTER
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OPENING
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PLACES
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OPPOSITE HAND
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OUTSIDE FACE
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PLYWOOD
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NUMBER
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NOT TO SCALE
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MISCELLANEOUS
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EL.
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E.J.
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EA.
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DN.
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DTL.
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DWG.
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DIA.
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DBL.
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D.A.
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C.S.
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c/c
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CTRL.
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CLG.
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COL.
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CONC.
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CONN.
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CONT.
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CTSK.
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CLR.
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BLK'G.
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BOT.
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C.J.
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BD.
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BLD'G.
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ARCH.
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ELEVATION
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EXPANSION JOINT
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EACH
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DOWN
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DETAIL
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DRAWING
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CLOSURE STRIP
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CENTER TO CENTER
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DRILLED ANCHOR
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DOUBLE
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DIAMETER
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CONTROL
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S.J.
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RF.
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STD.
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SIM.
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REQ'D.
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SHT'G.
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ROOF
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PEN.
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O.S.F.
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PLCS.
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PLY'D.
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REINF.
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REF.
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CEILING
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CONCRETE
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COUNTERSINK
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CONNECTION
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CONTINUOUS
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COLUMN
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CLEAR
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ARCHITECT
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BLOCKING
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CONTROL JOINT
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BOTTOM
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BUILDING
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BOARD
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NTS
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O/C
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NO.
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OPP.
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OPP. HD.
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OPN'G.
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O.S.B.
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MIN.
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MAS.
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MANUF.
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MBR.
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MAX.
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MISC.
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(E)
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(N)
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A.B.
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>
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`c
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@
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`g
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#
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&
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%%uABBREVIATIONS
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ANCHOR BOLT
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DIAMETER OR ROUND
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EXISTING
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NEW
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PLATE
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CENTER LINE
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NUMBER OR POUNDS
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LINTEL
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AT
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AND
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I.S.F.
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JT.
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lbs.
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L.H.
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M.B.
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LDGR.
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JOINT
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HORIZ.
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G.W.B.
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GYP.
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HT.
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SHEET NUMBER
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%%USECTION MARK
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SHEET NUMBER
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DETAIL NUMBER
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SECTION NUMBER
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WORK POINT
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%%UDETAIL MARK
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COLUMN SIZE
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FOOTING SIZE
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%%UELEVATION MARK
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ELEVATION NUMBER
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SHEET NUMBER
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SHEARWALL TYPE - SEE SHEARWALL SCHEDULE
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BEARING WALL TYPE - SEE BEARING WALL SCHEDULE
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A
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2
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A
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COLUMN SIZE - SEE COLUMN SCHEDULE
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FOOTING SIZE - SEE FOOTING SCHEDULE
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REVISION NUMBER
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LEGEND
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SQUARE
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2
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(ELEVATION
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HYDROGEN
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HYD.
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PRESSURE TREATED
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P.T. or
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PR. TR.
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JST.
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JOIST
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TIMBERSTRAND
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TBRSTRND.
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TOTAL
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TOT.
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ADH.
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ADHESIVE
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ANCH.
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ANCHOR
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LVL.
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LAMINATED VENEER LUMBER
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LSL.
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LAMINATED STRAND LUMBER
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HANGER
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HNG'R.
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PARALLEL STRAND LUMBER
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PSL.
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HOLLOW STRUCTURAL SECTION
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H.S.S.
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SPECIAL INSPECTOR PER SECTION 1704 OF THE INTERNATIONAL BUILDING CODE (IBC)
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FOR THE FOLLOWING ITEMS:
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TESTING AGREEMENT
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SPECIAL INSPECTION AND
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1. THE REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT
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%%USPECIAL INSPECTIONS:
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WELDING: INSPECTOR SHALL PERFORM MATERIAL VERIFICATION OF WELD FILLER MATERIALS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR ALL STRUCTURAL WELDING INCLUDING WELDING OF REINFORCING STEEL. PERIODIC SPECIAL INSPECTION PER IBC 1704.3 MAY BE USED FOR DECKS, WELDED STUDS, AND SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16". PER IBC 1704.2.2, WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IS EXCEPTED FROM SPECIAL INSPECTION.
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TEST IS COMPLETED.
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CONSTRUCTION:
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%%USTRUCTURAL OBSERVATION:
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ALL TIME AND EXPENSES INVOLVED.
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SPECIAL INSPECTION REQUIRED:
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2. THE SPECIAL INSPECTOR SHALL PROVIDE A COPY OF THEIR REPORT TO THE OWNER,
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ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL AS EACH
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1. STRUCTURAL OBSERVATIONS BY THE ENGINEER OF RECORD (EOR) OR THEIR
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REPRESENTATIVE SHALL BE REQUIRED AT THE FOLLOWING STAGES DURING
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A. NOT REQUIRED FOR TENANT IMPROVEMENT
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2. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD (EOR) AT LEAST FOUR (4)
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CALENDAR DAYS IN ADVANCE OF COMPLETION REQUIRING SITE OBSERVATION.
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3. IF ADDITIONAL SITE VISITS OR DESIGN WORK IS REQUIRED BY THE ENGINEER BECAUSE
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OF INCOMPLETE OR UNACCEPTABLE WORK, THE ENGINEER SHALL BE REIMBURSED FOR
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X
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X
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BOLTS INSTALLED IN CONCRETE OR CMU
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STRUCTURAL MASONRY
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HIGH STRENGTH BOLTING
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WELDING
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REINFORCING STEEL
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CONCRETE
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CONCRETE: INSPECTOR SHALL VERIFY THE USE OF THE REQUIRED DESIGN MIX AND SHALL PERFORM SLUMP, AIR CONTENT, AND TEMPERATURE TESTS AT THE TIME FRESH CONCRETE IS SAMPLED. INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING THE TAKING OF TEST SPECIMENS AND PLACING OF REINFORCED CONCRETE. INSPECTOR SHALL PERIODICALLY INSPECT THE FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. SPECIAL INSPECTION IS NOT REQUIRED FOR FOUNDATION CONCRETE OF F'c = 2,500 PSI OR LESS.
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A.
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B.
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BOLTS INSTALLED IN CONCRETE AND CMU: CAST-IN-PLACE - PRIOR TO AND DURING THE PLACEMENT OF CONCRETE OR GROUT AROUND BOLTS. POST-INSTALLED MECHANICAL AND ADHESIVE - INSPECT PER REQUIREMENTS OF THE MANUFACTURER'S INSTRUCTIONS AND THE APPROVED ICC REPORT.
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C.
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3500 PSI FOR CONCRETE SLABS
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3000 PSI FOR WALLS, FOOTINGS AND OTHER CONCRETE
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MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE:
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%%uCONCRETE:
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THE ACI STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS ACI-301 SHALL BE FOLLOWED FOR ALL ITEMS NOT SPECIFICALLY COVERED ON THE DRAWINGS AND SPECIFICATIONS.
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MAXIMUM SLUMP SHALL BE 3 1/2 INCHES FOR SLABS ON GRADE AND 4 INCHES FOR OTHER CONCRETE. PROVIDE 5% AIR ENTRAINMENT FOR CONCRETE EXPOSED TO EXTERIOR CONDITIONS.
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CONCRETE HANDLING, PLACEMENT AND CURING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS OR ACI-301 IF NOT OTHERWISE NOTED.
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A
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1
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S1.1
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PRESSURE ASSUMED
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FOOTING DESIGN SOIL PRESSURE = 1500 PSF TOTAL LOAD MAXIMUM BEARING
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ULTIMATE DESIGN WIND SPEED, V-ult = 130 MPH (3-SECOND GUST) FOR RISK CATEGORY III
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CORRIDORS, STAIRS & EXITS LIVE LOAD = 100 PSF
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CLASSROOM AND RESTROOM AREAS FLOOR LIVE LOAD = 40 PSF
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%%uDESIGN LOADS:
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COORDINATE LOADS OF MECHANICAL EQUIPMENT, SPRINKLER SYSTEMS AND LOADS FROM OTHER TRADES NOT SHOWN ON THE STRUCTURAL DRAWINGS. LOADS OF GREATER THAN 100 POUNDS SHALL BE SUPPORTED VIA AN APPROVED SUPPORT DEVICE. PROVIDE ADDITIONAL FRAMING MEMBERS TO TRANSFER LOADS TO MAIN BEAMS, GIRDERS OR COLUMNS/WALLS FOR ALL LOADS IN EXCESS OF 250 POUNDS UNLESS APPROVED BY ENGINEER.
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SEISMIC DESIGN CATEGORY D, SITE CLASS D
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BUILDINGS, NOMINAL DESIGN WIND SPEED, V-asd = 101 MPH
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ROOF LIVE LOAD = 25 PSF
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SNOW EXPOSURE FACTOR, Ce = 0.9
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SNOW LOAD IMPORTANCE FACTOR, Is = 1.1
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THERMAL FACTOR, Ct = 1.0
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SEISMIC IMPORTANCE FACTOR, Ie = 1.25
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MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 1.087 AND S1 = 0.400
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SPECTRAL RESPONSE COEFFICIENTS Sds = 0.75 AND Sd1 = 0.43
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BASIC SEISMIC-FORCE RESISTING SYSTEM: CONCRETE BEARING WALL SYSTEM
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SEISMIC RESPONSE COEFFICIENT, Cs = 0.21
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ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE
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RESPONSE MODIFICATION COEFFICIENT, R = 5.5
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WIND EXPOSURE B
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MECH MEZZANINE ABOVE JANITOR SPACE = 125 PSF
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MINIMUM ROOF SNOW LOAD = 25 PSF UNIFORM
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GROUND SNOW LOAD = 15 PSF
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FLAT ROOF SNOW LOAD, Pf = 10.4 PSF
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%%uSTRUCTURAL STEEL:
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AND ERECTION METHODS COMPLY WITH OSHA STEEL ERECTION REQUIREMENTS.
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STEEL ERECTOR SHALL BE RESPONSIBLE TO CONFIRM THAT THE CONNECTIONS
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STRUCTURAL BEAMS SHALL CONFORM TO ASTM A992 GRADE 50 (BEAMS 27" AND DEEPER CAN BE ASTM A36). MISCELLANEOUS SHAPES AND PLATES SHALL CONFORM TO ASTM A36. PIPE COLUMNS SHALL CONFORM TO ASTM A53 GRADE B (35 KSI). STEEL TUBES SHALL CONFORM TO ASTM A500 GRADE B (46 KSI). BOLTS SHALL CONFORM TO ASTM A307 AND SHALL HAVE STANDARD CUT WASHERS WHERE BEARING ON WOOD (INCLUDING FOUNDATION ANCHOR BOLTS). DETAIL AND FABRICATE ALL STEEL MEMBERS ACCORDING TO AISC STANDARDS. ALL WELDING SHALL CONFORM TO AWS STANDARDS. PROVIDE ONE SHOP COAT OF PRIMER ON ALL STEEL MEMBERS AFTER FABRICATION. STEEL STUDS SHALL BE 50 KSI YIELD POINT STEEL CONFORMING TO REQUIREMENTS OF AISC SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS.
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%%uGALVANIZED STEEL:
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ALL STEEL MEMBERS NOTED AS GALVANIZED, OR WHERE EXPOSED (LOCATED OUTSIDE OF BUILDING SKIN) SHALL BE SHOP GALVANIZED AFTER FABRICATION WITH 2.0 MIL ZINC COATING IN ACCORDANCE WITH ASTM A386.
EXIST. BOOK
STORAGE
EXIST. BOOK
KEEPER
EXIST.
SECURITY
EXIST. SRO
EXIST.
CLASSROOM
EXIST. LECTURE
HALL
EXIST.
CORRIDOR
EXIST.
CORRIDOR
EXIST. DRY
STORAGE
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KITCHEN
SERVERY
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project #
revisionsdate
phase
16001
z:\do
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4:54
PM
Dull Olson Weekes - IBI Group
Architects, Inc.
907 SW Stark Street Portland OR 97205 USA
tel 503 226 6950 fax 503 273 9192
www.dowa-ibigroup.com www.ibigroup.com
C
U
R
T
S
L
A
R
UT
March 17, 2017
BID Documents
KEYPLAN
AREA OF WORK S2.1MAIN FLOOR FRAMING PLAN
PARTIAL FOUNDATION &
C
U
R
T
S
L
A
R
UT
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(E) 11 7/8" TJI PRO 350 @ 24" O.C. (E) 11 7/8" TJI PRO 350 @ 24" O.C. 11 7/8" TJI PRO 350 @ 24" O.C. @ 24" O.C. 24" O.C. " O.C.
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(E) 2X6 WOOD STUD PONY WALL, STUDS @ 16" O.C.
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(E) 2X6 WOOD STUD PONY WALL, STUDS @ 16" O.C.
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(E) 1 1/8" T & G PLYWOOD SHEATHING WITH +/-1 1/2" GYPSUM-CONCRETE FLOOR UNDERLAYMENT, TYP.
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(E) +/- 3/4" GYPSUM-CONCRETE FLOOR UNDERLAYMENT OVER EXIST. P.T. 2X6 T & G DECK, 2X4 SLEEPERS OVER 3 1/2" CONCRETE SLAB
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(E) 11 7/8" TJI PRO 350 @ 24" O.C. (E) 11 7/8" TJI PRO 350 @ 24" O.C. 11 7/8" TJI PRO 350 @ 24" O.C. @ 24" O.C. 24" O.C. " O.C.
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(E) 11 7/8" TJI PRO 350 @ 24" O.C. (E) 11 7/8" TJI PRO 350 @ 24" O.C. 11 7/8" TJI PRO 350 @ 24" O.C. @ 24" O.C. 24" O.C. " O.C.
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(E) 2X6 WOOD STUD PONY WALL, STUDS @ 16" O.C.
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WALLS ON MAIN LEVEL
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S4.1
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SEE ELEVATION
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(N)CRAWLSPACE ACCESSCRAWLSPACE ACCESS
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NEW DENTAL CHAIR, 2000 LBS
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D45
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MHO
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MHO
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ADD NEW 2X4 PONY WALL UNDER CHAIR
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ADD NEW 2X4 PONY WALL UNDER MEZZANIE ABOVE
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UP
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UP
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UP
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REFER
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POPCORN
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DRINKS
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ICE
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HALL
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Email: [email protected]
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Tel: (503) 226-1286
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Fax: (503) 226-3130
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Portland, Oregon 97205
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610 SW Alder Street, Suite 918
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James G. Pierson, Inc.
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Consulting Structural Engineers
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1/4" = 1'-0"
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1
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PARTIAL FOUNDATION & MAIN FLOOR FRAMING PLAN
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NORTH
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TYPE
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COLUMN SCHEDULE
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1
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HSS 6 X 6 X 3/16
North
Clac
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1240
0 SE
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man W
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lwau
kie, O
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n 97
222
t: (5
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53-6
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SCHO
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- HEA
LTH
CENT
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50 S
E RO
ETHE
RO
AD
MIL
WAU
KIE,
OR
9726
7
project #
revisionsdate
phase
16001
z:\do
wa\re
x putn
am he
ath ce
nter\d
owa_
rex p
utnam
hs -
healt
h cen
ter.dw
g 3/16
/2017
5:05
PM
Dull Olson Weekes - IBI Group
Architects, Inc.
907 SW Stark Street Portland OR 97205 USA
tel 503 226 6950 fax 503 273 9192
www.dowa-ibigroup.com www.ibigroup.com
C
U
R
T
S
L
A
R
UT
March 17, 2017
BID Documents
KEYPLAN
AREA OF WORK S2.2FRAMING PLAN
PARTIAL MEZZANINE
C
U
R
T
S
L
A
R
UT
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2X8 JOISTS @ 16" O.C. 2-2x8 AT OPENING
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2
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NON-BEARING WALLS ON MAIN LEVEL
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5
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6
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NEW MECH MEZZANINE
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6X6X " BM316" BM
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6X6X " BM316" BM
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S4.1
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1
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1
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UP
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UP
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UP
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REFER
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POPCORN
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DRINKS
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ICE
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SLUSH
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COFFEE
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MICRO
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X
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CORRIDOR
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101
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STORAGE
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D45
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Portland, Oregon 97205
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610 SW Alder Street, Suite 918
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SUPPORTS AND WITH ENDS OF PANELS STAGGERED. NAIL WITH 10d
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BE 48. LAY PANELS WITH FACE GRAIN PERPENDICULAR TO
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TONGUE AND GROOVE EDGES ON LONG SIDES. MINIMUM PANEL INDEX TO
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FLOOR PLYWOOD TO BE 1 1/8 INCH CD WITH EXTERIOR GLUE, AND WITH
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1 1/8 INCH PLYWOOD FLOOR DIAPHRAGM
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6" O/C AT ALL OTHER SUPPORTED PANEL EDGES, AND AT 10" O/C FIELD.
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THIS FLOOR IS COVERED WITH 3" OF CONCRETE WITH FIBERMESH FOR NOISE
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Dull Olson Weekes - IBI Group
Architects, Inc.
907 SW Stark Street Portland OR 97205 USA
tel 503 226 6950 fax 503 273 9192
www.dowa-ibigroup.com www.ibigroup.com
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BID Documents
S4.1& DETAILS
PARTIAL ELEVATION
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K.9
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M.1
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(N) DOOR OPENING SEE ARCH
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(N) WINDOW OPENING SEE ARCH
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(N) CANOPY (ON EXTERIOR)
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(N) HSS 6X6X3/16, TYP.
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3/8" = 1'-0"
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1
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S4.1
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INTERIOR ELEVATION
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3X3X1/4 X 4" TALL ANGLE W/ 1/2" HILTI KWIK BOLT TZ W/ 3 3/4" EMBEDMENT.
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(N) HSS 6X6X3/16, TYP.
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8
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S4.1
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9
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S4.1
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9
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9
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9
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(E) DOOR OPENING
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TYP.
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2
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S4.1
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2
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S4.1
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1" = 1'-0"
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2
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S4.1
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DETAIL
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1" = 1'-0"
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3
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S4.1
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DETAIL
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1" = 1'-0"
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4
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S4.1
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DETAIL
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1" = 1'-0"
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5
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S4.1
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DETAIL
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1" = 1'-0"
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S4.1
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DETAIL
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1/2" X 10 DIA. PLATE WITH (4) 5/8" DIA. THRU BOLTS
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45°°
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3" X 3" X " STEEL 316" STEEL ANGLE - PAINT
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4" X 3" X 1/4" STEEL " STEEL ANGLE - PAINT
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EXIST. 6" CONCRETE WALL W/ STONE VENEER TRIM STONE AT PLATE LOCATION
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3" - 20 GA. METAL PANEL - SEE ARCH DWGS
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ROD & CLEVIS SEE 2/S4.1
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STL PLATES WELDED TO STL FRAME, 2/S4.1
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METAL "B" DECK
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PROVIDE SEALANT AROUND PLATE
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PLATE 5/8 X 3
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C12X20.7 CHANNEL, PAINT
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1/2" DIA. ROD, THREAD EACH END WITH #2 CLEVISES, REVERSE THREAD - JAM NUTS
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1/2" PLATE
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12" X1/2" PLATE WITH (2) 5/8" DIA. THRU-BOLTS SEE 7/S4.1
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REMOVE STONE VENEER AT PLATE LOCATIONS
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12" X 20.7 STEEL CHANNEL - PAINT
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12" STEEL CHANNEL (IN BACKGROUND)
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1" = 1'-0"
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7
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S4.1
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CANOPY DETAIL
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1" = 1'-0"
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8
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S4.1
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DETAIL
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1" = 1'-0"
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9
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S4.1
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DETAIL
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1" = 1'-0"
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10
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S4.1
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NOT USED
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5/16
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5/16
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3 SIDES
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6X6X3/16 HSS
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3X3X1/4 X 4" TALL ANGLE W/ 1/2" HILTI KWIK BOLT TZ W/ 3 3/4" EMBEDMENT. SEE ELEVATION 1/S4.1 FOR LOCATIONS
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3
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4
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S4.1
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6X6X3/16 HSS TUBE
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3/16
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TOP TRACK
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2X8 BLOCKING @ 24" O.C FIRST BAY.
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FRAMING PER PLAN
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SIMPSON HANGER
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SIMPSON A35 ANGLE AT 32" O/C
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WALL PER PLAN
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WALL PER PLAN
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TOP TRACK
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SIMPSON A35 ANGLE AT 32" O/C
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20 GA. METAL STUDS ALIGN WITH WOOD JOISTS
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RIM BOARD
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2X8 JOISTS @ 16" O.C.
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FLOOR PLYWOOD PER PLAN
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FLOOR PLYWOOD PER PLAN
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3/16
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1 1/2-12
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7/16
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7/16
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7/16
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7/16
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+14'-7"
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KNIFE PLATE
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9'-10" T.O. CHANNEL
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ALIGN W/ OPENING
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EDGE OF NEW WINDOW OPENING
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(E) WALL ABOVE AND BELOW NEW OPENING
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HSS 6" X 6" X 3/16" STRONGBACK EXTEND STRONGBACK FROM FLOOR SLAB TO WITHIN 6" OF TOP OF WALL.
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INTERIOR FACE OF (E) WALL
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3" CONCRETE TOPPING SLAB W/ FIBERMESH
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3" CONCRETE TOPPING SLAB W/ FIBERMESH
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20 GA. METAL STUDS AT 16" O/C (400S162-33)
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3" X 3" X " STEEL 316" STEEL ANGLE - PAINT
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4" X 3" X 1/4" STEEL " STEEL ANGLE - PAINT
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C12X20.7 CHANNEL, PAINT
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2
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S4.1
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C12X20.7 CHANNEL, PAINT
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C12X20.7 CHANNEL, PAINT
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EXIST. 6" CONC. WALL
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C12X20.7 CHANNEL, PAINT
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12" X 1/2" STEEL PL, PAINT
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3" X 3" X " STEEL 316" STEEL ANGLE - PAINT
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3X3X1/4 X 4" TALL ANGLE W/ 1/2" HILTI KWIK BOLT TZ W/ 3 3/4" EMBEDMENT. SEE ELEVATION 1/S4.1 FOR LOCATIONS
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3/16
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3
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S4.1
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3
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S4.1
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OPP
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DECK
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5/8" X 12" X 6" PLATE @ 6" HSS STRONGBACK LOCATIONS.
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3/16
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±6"
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(3) 1/2" HILTI KWIK BOLT TZ 1/2" HILTI KWIK BOLT TZAT PLATE TO WALL
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6X6X3/16 HSS
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EXIST. 6" CONCRETE WALL W/ STONE VENEER
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(E)4" SLAB ON GRADE4" SLAB ON GRADE
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3/16
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12" X " STEEL FLAT BAR12" STEEL FLAT BAR
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PLATE WASHER
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O
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N
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N
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OREGON
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B
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EXPIRES: 6-30-17
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Email: [email protected]
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Tel: (503) 226-1286
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Fax: (503) 226-3130
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Portland, Oregon 97205
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610 SW Alder Street, Suite 918
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James G. Pierson, Inc.
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Consulting Structural Engineers
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Since 1945
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Web: www.jgpierson.com