Plans (2) BUP2018-00105 10974 SW Durham Rd
BUP2018-00106 10978 SW Durham Rd - r o
BUP2018-00107 10986 SW Durham Rd
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STRUCTURAL NOTES •
•
GENERAL STRUCTURAL NOTES • REINFORCED CONCRETE (NOT V%C•.U)
1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM 1. .CEMENT: ASTM C150 TYPE I OR II.
STANDARDS FOR CONSTRUCTION.
2. AGGREGATE: ASTM C33, 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS.
2. AU. WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2012 INTERNATIONAL
BUILDING CODE (IBC) AS AMENDED BY THE STATE OF OREGON (2014 OSSC). AU. 3. WATER: IN CONFORMANCE WITH ASTM C94.
BUILDING ELEMENTS AND COMPONENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN
• THESE STRUCTURAL CONSTRUCTION DOCUMENTS SHALL,BE FABRICATED AND'CONSTRUCTED 4. WATER REDUCING ADMIXTURE: ASTM C490 TYPE A, OR F MID RANGE TYPE.
' IN ACCORDANCE WITH THE MINIMUM STANDARDS CONTAINED IN SECTION 2308 -
CONVENTIONAL UGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. '
OREGON. .
6. STRUCTURAL CONCRETE: Pc - 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- 1".
3. THE CONTRACTOR SHALL VERIFY AU. DIMENSIONS AND ELEVATIONS BEFORE SLUMPS MAY BE INCREASED TO 8" MAXIMUM USING A MID-RANGE WATER REDUCER. AIR
CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED OF ANY ENTRAINMENT SHALL BE 5% +/- 1 MIC'AT EXPOSED EXTERIOR CONCRETE. CONCRETE
DISCREPANCIES OR INCONSISTENCIES. SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR
4. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. 3,000 PSI CONCRETE. CONCRETE MATERIALS AND QUALITY SHALL BE IN ACCORDANCE
METHODS, PROCEDURES. AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBIUTY OF . WITH CHAPTERS 3 AND 5 RESPECTIVELY OF ACI 318 "BUILDING CODE REQUIREMENTS FOR
THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO STRUCTURAL CONCRETE.
MAINTAIN AND•ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 7, TRANSPORTING OF READY-MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94
CONSTRUCTION.
"SPECIFICATION FOR READY-MIXED CONCRETE" AND CONCRETE PLACEMENT, CONSOLIDATION
S. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE AND CURING SHALL BE IN ACCORDANCE'WITH SECTION 5 OF ACI 301 "SPECIFICATIONS FOR
STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY STRUCTURAL CONCRETE".
AND WHERE STRUCTURES HAVE NOY'ATTAINED,.DESIGN STRENGTH. '
• 8.. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305 "HOT WEATHER
CONCRETING". COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306 ACI
306 "COLD WEATHER CONCRETING" AND 'ACI 306.1 "STANDARD SPECIFICATION FOR COLD
DESIGN LOADS •
WEATHER CONCRETING".
FLOOR LOADS: 9. STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 1.6 OF ACI
DL 15 PSF 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE'MADE
U. 40 PSF FOR EACH 100 CU. YDS. OF CONCRETE PLACED.
ROOF LOADS REINFORCING STEEL
ROOF DL 15 PSF
ROOF U. r 25 PSF 1. REINFORCING STEEL: ASTM A 615 GRADE 60 DEFORMED,,BARS. •
SNOW LOADS: 2. FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE.WITH CRSI MSP.-1 "MANUAL
GROUND SNOW LOAD 25 PSF OF STANDARD PRACTICE" AND SECTION 3 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL
FLAT ROOF SNOW LOAD 25 PSF, USE 25PSF MIN CONCRETE. .
SNOW EXPOSURE FACTOR, Ce • 1.0 • 3.. REINFORCING STEEL LAP SPUCES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD
SNOW LOAD IMPORTANCE FACTOR. Is 1.0. CATEGORY II CLASS B IF SPLICED AT THE SAME LOCATION OR CLASS A IF SPLICES ARE STAGGERED
THERMAL FACTOR. Ct 1.2 BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM.
WIND DESIGN CRITERIA: 4. UNLESS OTHERWISE INDICATED. MINIMUM CLEARANCE FOR REINFORCING STEEL SHALL
•
BASIC WIND SPEED (ULTIMATE WIND SPEED) 120 MPH BE 3" FOR CONCRETE CAST AGAINST EARTH; FOR CONCRETE EXPOSED TO EARTH OR •
WIND IMPORTANCE FACTOR, 1w 1.0, CATEGORY II WEATHER. 1 1/2" FOR /5 AND SMALLER BARS AND 2" FOR /6 AND LARGER BARS.
WINO EXPOSURE FACTOR •. EXPOSURE 8 INSTALL WITH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT.
EARTHQUAKE DESIGN CRITERIA: 5. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL
, SEISMIC IMPORTANCE FACTOR. Ie 1.0. CATEGORY II REINFORCEMENT.
SEISMIC USE GROUP GROUP I
SPECTRAL ACCELERATION. Ss N/A FORM WORT.,
SPECTRAL ACCELERATION. Si N/A
SITE CLASS SITE CLASS 0 1. CONSTRUCTION, SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH
SEISMIC DESIGN CATEGORY, SOC CATEGORY 0 SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
RESPONSE MODIFICATION FACTOR, R N/A
SEISMIC RESPONSE COEFFICIENT, Cs N/A 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN. CONSTRUCTION, SEQUENCING •
DESIGN BASE SHEAR. V N/A AND SAFETY OF ALL FORMWORK AND SHORING.
CONCRETE ACCESSORIES •
SPECIAL INSPECTIONS •• 1. PREMOLOED JOINT FILLER: ASTM 01751 ASPHAULT-SATURATED FIBER TYPE.
AN INDEPENDENT TESTING LABORATORY CHOSEN 8Y THE OWNER SHALL PROVIDE SPECIAL
INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE 2. SMOOTH DOWELS: .ASTM A36 ROUND BARS. PROVIDE WITH SLEEVES AT ONE SIDE OF
FOR THE FOLLOWING AREAS.OF WORK. THE JOINT.
•
'1. CONCRETE: SUBMITTALS
CYLINDER TESTS. SLUMP TESTS. AIR CONTENT
DURING PLACEMENT OF REINFORCING STEEL & ANCHOR BOLTS 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO
DURING PLACEMENT OF CAST-IN-PLACE CONCRETE (CIP) FABRICATION/INSTALLATION ALL SHOP DRAWINGS, PRODUCT DATA, ETC. NECESSARY FOR
(CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS..THAN PERFORMANCE OF NE WORK IN THE SHOP AND AT.THE SITE. •
• 2500 PSI WHEN AN APPROVED MIX DESIGN IS'SUBMITTED FOR REVIEW BY THE ENGINEER) - REINFORCING STEEL SHOP/PLACEMENT DRAWINGS
2. AU. EPDXY ANCHORAGE (BOLTS AND REINFORCING) - CONCRETE MIX DESIGNS
THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION,
ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: STRUCTURAL STEEL (N) D.( I.A4Ep)
CARLESON TESTING, INC MAYS TESTING ENGINEERS, INC. 1, STRUCTURAL STEEL SHALL CONFORM TO ASTM A53, GRADE ti^FOR PIPE SECTIONS,
• 8430 SW OREGONHUNZIKER ROAD 7911 NE 33RD DRIVE, SUITE 190 •
ASTM A500, GRADE B FOR TUBE SECTIONS AND ASTM A572. GRADE SO FOR OTHER
TIGAR(503) 84-34 97281 PORTLAND, OREGON 97211 STRUCTURAL SHAPES. EXCEPT AS`NOTED ALL STRUCTURAL STEEL IS TO BE PAINTED
(503) 684-3460 (503) 281-7579 AFTER FABRICATION. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN
PROFESSIONAL SERVICES IND. (PSI) GLAIR COMPANY CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO
6302 N. CUTTER CIRCLE, NTE 480) 525 NW 2ND STREET HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE.ALLOWED THROUGH
STRUCTURAL.STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE ' •
PORTLAND. OREGON 97217 CORVALUS, OREGON 97330 PERMITTED WITHOUT PERMISSION OF THE ENGINEER.
(503) 289-1778 (541) 758-1302
• 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A325 HIGH.
• STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE
FOUNDATIONS CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD
INDICATION WASHERS.
. 1. REFER TO THE GEOTECHNICAL REPORT PREPARED BY DATED FOR 3. STRUCTURAL STEEL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND SHALL
. SUBSURFACE CONDITIONS AND FOUNDATION RECOMMENDATIONS. CONFORM TO AWS D1.1 LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATION
• UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E70XX
2. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1,500 ELECTRODES. •
PSF.
4. SPECIAL INSPECTIONS (OWNER-FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC
3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR A LATERAL PRESSURE OF 35 PCF ON THE FOLLOVANG PORTIONS OF THE WORK.
(ACTIVE). - ALL STRUCTURAL STEEL WELDING NOT PERFORMED IN AN APPROVED SHOP
- ALL STRUCTURAL FIELD WELDING
4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH -. ALL HIGH STRENGTH BOLTING
PRESSURE OF 250 PCF AND A COEFFICIENT OF FRICTION OD 0.30. , - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE
.. 5. GRANULAR FILL: 3/4" OR 1 )1" MINUS CRUSHED AGGREGATE BASE AS INDICATED.OF SHOP DRAWING SUBMITTALS
UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE VATH SECTION 02630 OF THE '
STATE OF OREGON. DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR • . - STRUCTURAL STEEL
HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" - MATERIAL CERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS
LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MASONRY AND CONCRETE REINFORCEMENT
OPTIMUM MOISTURE CONTENT +/- 2%AS DETERMINED BY ASTM 01557. - MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS. GROUTING AND STEEL REINFORCEMENT
• - MANUFACTURED W000 TRUSSES
6. FOOTINGS SHALL BE CARRIED INTO FIRM, NATURAL, UNDISTURBED, STABLE, NATIVE
SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE
PLACED ON COMPACTED GRANULAR FILL.
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ACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE , ,. ,
HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH.
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ilii y z & COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM 02922. t" l
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COPYRIGHT2O18 OAK TREE OPTS. REPAIRS
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/�(�\� ® JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC , ``' 1419 Washington St,V y
m m 16055 SW 108Th AVE, suite goo
.DESIGN BY: JAS ;' Oregon City, Oregon 97045
DRAWN BY: DAs TIGARD, OR 97224 �r work:503 657-9800
.( •`- Cell: 503-449-3080
�- JAS PROD.NO: 17-069 Andy@jasenginc.com
ISSUE DATE: 4/09/2018it• rtit't I G
ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION (N OT. (A
SHEARWALL SCHEDULE
•
MARK SHEATHING FASTENERS O EDGE O FlEED ANCHOR BOLTS SOLE PLATE NOTES
A 15/32"CDX 260//FT. COMMON NAILS Id 0 6"O.C. Bd 0 12"O.C. S/8"DIA. 0 48' O.C. 3-16d 0 16"O.C. w/3x3x1/4 PLATE WASHERS 0 A.B.
B 15/32"CDX 360//FT. , COMMON NAILS• ' 8d 0 4'QC. .. ed O 12"O.C. 5/8"DIA. 0 II"O.C. 3-16d 0 16"O.C. w/3x3x1/4 PLATE WASHERS O A.B.
C 15/32'CDX 490//FT. COMMON NAILS ed O 3'O.C. ed O tr O.C. 5/8'DIA. 0 24"O.C. 4-20d O 16"O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE _
O 15/32'COX 640//FT. COMMON NAILS 8d.•2"O.C. Id O 12"O.C. 5/6"DIA. O 18"O.C. 3-20d 0 8"0.C. w/3x3x1/4 PLATE WASHERS 0 A.8. IN 2x SILL PLATE
(USE 2x ANCHOR (USE 2x NAILING
BOLTS FOR SW REQUIRED FOR SW
• EACH SIDE) EACH SIDE)
NOTES: USE 5/11"DIA ANCHOR BOLTS WITH SIMPSON SET XP ADHESIVE.
EMBED 7"MIN.AT NOTED SPACING IN EXISTING CONCRETE WALL.
0 DESIGNATES TYPICAL HOLDOWN TYPE (4 o� 0'5 f..p) STRUCTURAL PANEL NOTES (00.T. G1 s l}
1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. 0
HOLQOm SCHEDULE(SEE NOTE) 2. ALL EXTERIOR WALLS SHAD.BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED
. OTHERWISE.
MARK HOLD01IN NOTES
1 MST 37 3. SWA SHALL HAVE 2-INCH NOMINAL FRAMING AND SIB. SWC&SID SHALL BE BACKED
w/YIN. DOUBLE STUDS 1,725/ WITH 3-INCH NOMINAL OR WIDER FRAMING AT ALL PANEL EDGES. PANELS MAY BE
INSTALLED EITHER HORIZONTALLY OR VERTICALLY,UNLESS OTHERWISE NOTED. PANELS
2 HOU2- SDS2.5 SSTB 16 13"EMBED w/MIN. DOUBLE STUDS 3.075/ SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16" ON CENTER.
3 MST 48 w/MN. 4x POSTS 3.215/ 4. HOEDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MIN.
4 HDU4- SDS2 S SBbf24 18"EMBED w/MN. 4x POSTS 4,565/ OF(2)STUDS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON
COMPANY OF SAN LEANDRO.CA. ALL STEEL CONNECTORS SHALL 8E GALVANIZED OR BY
5 NOUS- SD52.5 5131X24 18"EMBED w/MN. 4x POSTS S,64S/ SOME METHOD MADE CORROSION RESISTANT. UNLESS OTHERWISE INDICATED. PROVIDE
BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE.
6 MST 60 w/MIN. 4x POSTS 4,600/ CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST
HOT-DIP GALVANIZED OR STAINLESS STEEL
B HOUR- SOS2.5 SSTB 36 29"EMBED w/MIN. 6x POSTS 7.870/ STRUCTURAL PANELS SHALL BE 15/32" C-DJ/ITERIOR-_
BDED WITH
11 HDU11 -' SDS2.S ,/SB1X30 24"EMBED w/MN. 6x POSTS 9.535/ EXTER5. IOR CLUE(CO)CONFORMING TO APA REQUIREMENTS FOR WALL EOATHI G OR AS
12 (2)MS7172(ONE EACH SIDE) w/MN. 6x POSTS 10,160/ MR POSTS
INDICATED IN THESE PLANS. PARTICLEBOARD AND OSB ARE NOT PERMITTED. MINIMUM
NAILING IS Id 0 6"-O.C. AT PANEL EDGES AND Id 0 12" O.C. IN THE FIELD. ALL NAILS
14 HDU 14-5052.5 w/MN. 6x POSTS 14,445/ ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS
UNLESS OTHERWISE NOTED.-
NOTES: FOR HDU2&HDUS USE 5/6"DIA ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10"MN. 6. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35
FOR 110U6&HDU11 USE 7/8"DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 1S"MIN. •16'.0.C; SMS A35 0 12"O.C; SWC(2)SIMPSON A 35 0 18' O.C.; SM0 (2)
SIMPSON A 35 0 1 12""0.C.
7. SPECIAL INSPECTION (OWNER FURNISHED)IS REQUIRED IN ACCORDANCE WITH THE IBC
ON THE FOLLOWING PORTIONS OF WORK.
-ALL SHEAR WALLS AND FLOOR DIAPHRAGMS WITH EDGE NAILING LESS THAN 4"OC.
MANUFACTURED WOOD BEAMS &JOISTS
1. ROOF AND FLOOR FRAMING DESIGNATED Td, LVL, TJH, PSL AND MICROLAM SHALL BE PREMANUFACTURED CONNECTION HARDWARE
MANUFACTURED BY THE TRUSS JOIST CORPORATION. -
1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO. CA. ALL
2. ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD BE MADE CORROSION
DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL RESISTANT, UNLESS OTHERWISE INDICATED.
ENGINEER LICENSED IN THE STATE OF OREGON.
• 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS
.3. MANUFACTURER SHALL SUPPLY JOISTS. BRIDGING. HANGERS. BLOCKING. NOTCHED • OTHERWISE NOTED. _
PLATES AND AU. OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND
PERFORMANCE OF THE PRODUCT. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT
DIPPED GALVANIZED OR STAINLESS STEEL.
4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE '
MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL ' SHEATHING
INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION.
1. CONSTRUCTION PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF
5. MICROLAM BEAMS, MINIMUM DESIGN VALUES THE AMERICAN PLYWOOD ASSOCIATION (APA),_AND SHALL MEET THE REQUIREMENTS OF
Fb - 2,600 PSI; Fv - 285 PSI; Fc-i-= 750 PSI; E - 2.000 KSI THE LATEST.EDITION OF THE U.S. PRODUCT STANDARD PSI OR.APA PERFORMANCE
6. PARALLAM BEAMS, MINIMUM DESIGN VALUES STANDARDS PRP-108.
Fb - 2.900 PSI; Fv - 290 PSI; Fc-i-- 750 PSI; E - 2.200 KSI 2. MINIMUM PANEL THICKNESS SHALL BE 15/32" C-D EXTERIOR GLUE OR AS INDICATED
ON THE PLANS. PARTICLEBOARD IS NOT PERMITTED.
GLUED LAMINATED BEAMS (GIB) ,
3. MINIMUM NAILING IS 8d-O 6" AT PANEL EDGES AND 8d O 12" IN THE FIELD. ALL
1. GLULAM BEAMS ARE TO BE MANUFACTURED. TRANSPORTED. AND INSTALLED IN NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKII(; IS REQUIRED AT PANEL EDGES
ACCORDANCE WITH THE REQUIREMENTS OF THE AITC. WHERE NOTED ON THE PLANS.
2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED MANUFACTURED ROOF TRUSTS
OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPANS AND
CANTILEVER CONDITIONS. 1. MANUFACTURED ROOF TRUSSES SHALL BE AT 24" CENTERS AND SHALL HAVE A
3. MINIMUM DESIGN VALUES: MINIMUM OF 2X4 TOP CHORDS AND BOTTOM CHORDS FOR WOOD TRUSSES.
24F-V4: Fb - 2:400 PSI; Fv - 265 PSI; Fc - 1650 PSI; •E - 1,700 KSI 2. TRUSSES SHALL BE DESIGNED FOR SPECIFIED ROOF LOADS. STRUCTURAL
24F-VB: Fb - 2.400 PSI; Fv - 265 PSI; Fc - 1650 PSI; E - 1,700 KSI CALCULATIONS SHALL BE SEALED BY AN OREGON LICENSED PROFESSIONAL ENGINEER AND
SOLID SAWN LUMBER SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL THEN THE BUILDING
DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION.
1. STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 3. MANUFACTURER SHALL PROVIDE BRACING, BLOCKING. HANGERS. HOLDOWNS AND ALL
2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: ACCESSORIES REQUIRED FOR PROPER INSTALLATION.
4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER.
STRUCTURAL JOISTS AND PLANKS - /2
BEAMS AND STRINGERS - /1 CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE COMMON IDENTIFYING MARKS TO
POSTS AND TIMBERS - /1 FACILITATE SHOP DRAWING REVIEW.
STUDS - /2
3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS.
4, NOTCHING IS NOT PERMITTED IN JOISTS. RAFTERS. BEAMS, LINTELS, COLUMNS, TRUSSES
AND BRACING MEMBERS.
5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA. ALL LUMBER IN
CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM
RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY.
011*6. NAILING SHALL BE WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2006 F�I �,.-
IBC UNLESS NOTED OTHERWISE.
7. PROVIDE STANDARD 3"X 3" X 0.229" STEEL PLATE WASHERS UNDER ALL INTERMEDIATE --.., ,,/..>;,;-
'0,
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ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL f } ';
OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. M , _ ""°
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