Plans Approved plans RECEIVED
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ADDITIONAL. PERMITS REQUIRED CITY OF TIGARD N if1
l7 i P C }Fire Sprinkler BUILDING DIVISION j C Y:�� m
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Mechanical CITY OF TIGARD ° "¢
Plumbing REVIEWED FOR CODE COMPLIANCE I z
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Truss Engineering OTC: [ 1 t
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Shop Drawings Permit #: rY\.S12.p21 0 63�� Z
Other Address: tZb(4 s $ l I S- 1
Suite #:
By: Date: Y/1,p 21
LIABILITY
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The City of Tigard and its
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employees shall not bey_--
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VALIDITY OF PERMIT Li_IJ ` ° 0
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THE ISSUANCE OF A PERMIT =2 01
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BASED ON CONSTRUCTION 1 i ,
DOCUMENTS AND OTHER I
DATA SHALL NOT PREVENT 9;11
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1 '-t( COPYRIGHT 2021 JOHNSON RESIDENCE KITCHEN REMODEL
f'; JAS ENGwEEwraG CLIFFORD JOHNSON JpAirs 1419 Washinytun Si
00 0 12O45 SW KAROL CT Suite 100
u TIGARD,OR 97223 Oregon Cny,Oregon 9fU4t
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SAS ENGINEERING . CLIFFORD JOHNSON
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- STRUCTURAL NOTES SPECIAL INSPECTIONS REINFORCED CONCRETE 0
AN INDEPENDENT TESTING LABORATORY CHOSEN BY THE OWNER SHALL PROVIDE SPECIAL 1. CEMENT: ASTA C150 TYPE I OR II. I h m 8
INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING COOS
FOR THE FOLLOWING AREAS OF WORK. 2. AGGREGATE: ASTM C33,1-1/2"MINUS AT fOOTNGS AND 3/4"MINUS AT WALLS. e,-
GENERAL STRUCTURAL NOTES t m 5,
1. CONCRETE: 3. WATER: IN CONFORMANCE WITH ASTM C94.
1, THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM CYLINDER TESTS,SLUMP TESTS,AIR CONTENT =
STANDARDS FOR CONSTRUCTOR. DURING PLACEMENT OF REINFORCING STEEL&ANCHOR BOLTS 4. WATER REDUCING ADMIXTURE: ASTM C490 TYPE A.OR F MID RANGE TYPE. A o U
' 2. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2016 INTERNATIONAL DURING PLACEMENT OF CAST-IN-PLACE CONCRETE(CIP) Y Cv3
BUILDINGCODE(IBC)A IAN C BY THE STATEAN WITH
OREGON(20191IOSSC).RNAALL (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS THAN 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. 01?? -•a
BUILDING ELEMENTS AND COMPONENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN 2500 PSI WHEN AN APPROVED MIX DESIGN IS SUBMITTED FOR REVIEW BY THE ENpNEER) p(%O L)
THESE STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE FABRICATED AND CONSTRUCTED 6. STRUCTURAL CONCRETE: Fc< AXIM PSI 0 28 DAYS, SLUMP SHALL BE 4'+/-1'.
IN ACCORDANCE WITH THE MINIMUM STANDARDS CONTAINED IN SECTOR 2308- 2. ALL EPDXY ANCHORAGE(BOLTS AND REINFORCING) SLUMPS MAY BE INCREASED TO e"MAXIMUM USING A MID-RANGE WATER REDUCER. AIR
CONVENTIONAL LIGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF ENTRAINMENT SHALL BE 5%+/-1 Si%AT EXPOSED EXTERIOR CONCRETE. CONCRETE CO
OREGON. THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION, SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE.58 FOR
ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: 3,000 P51 CONCRETE. CONCRETE MATERIALS AND QUALITY SHALL RE IN ACCORDANCE Z
3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE WITH CHAPTERS 3 AND 5 RESPECTIVELY OF ACI 318"BUILDING CODE REQUIREMENTS FOR
CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFED OF ANY CARLESON TESTING,INC MAYS TESTING ENGINEERS,INC. STRUCTURAL CONCRETE. r,
DISCREPANCIES OR INCONSISTENCIES. 8430 SW HUNZIKER ROAD 7911 NE 33RD DRIVE,SUITE 190 .
TIGARD,OREGON 97281 PORTLAND,OREGON 97211 7. TRANSPORTING OF READY-MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94
4. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, (503)684-3480 (503)281-7579 "SPECIFICATION FOR READY-MIXES CONCRETE"AND CONCRETE PLACEMENT,CONSOLIDATION , Z211
TR METHODS,PROCEDURES.AND SEQUENCE OF CONSTRUCTION ME THE RESPONSIBILITY OF AND CURING SHALL BE IN ACCORDANCE WITH SECTION 5 Of ACI 301"SPECIFICATIONS FOR
THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROFESSIONAL SERVICES IND.(PSI) CLAIR COMPANY STRUCTURAL CONCRETE".
MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 6302 N.CUTTER CIRCLE,SUITE 480 525 NW 2ND STREET we
CONSTRUCTION. PORTLAND,OREGON 97217 CORVALLIS,OREGON 97330 8. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH AG 305"HOT WEATHER O
(503)289-1778 (541)758-1302 CONCRETING", COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH AG 306 AG Z
5. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN UVE LOAD FOR THE 306"COLD WEATHER CONCRETING"AND ACM 306.1"STANDARD SPECIFICATION FOR COLD Fillit) ID
STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY WEATHER CONCRETING".
AND WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH.
FOUNDATIONS 9. STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTOR 1.6 OF AG
1. REFER TO THE GEOTECHNICAL REPORT PREPARED BY DATED FOR 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE MADE
DESIGN LOADS SUBSURFACE CONDITIONS AND FOUNDATION RECOMMENDATIONS. FOR EACH 100 CU.YDS.CO CONCRETE PLACED.
2. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1.500
FL OOR 1 DADS REINFORCING STFFI
DL 15 PSF PSF' 1. REINFORCING STEEL: ASTA A 615 GRADE 80 DEFORMED BARS.
LL 40 PS' 3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR A LATERAL PRESSURE OF 35 PCF
ROOF I OAOS (ACTIVE). 2. FABRICATOR AND PLACEMENT SHALL BE IN ACCORDANCE WITH CR51 ISP-1"MANUAL W
ROOF
DLL 23 OF S PSF CTTANDARD PRACTICE"AND SECTION 3 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL O
4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH
PRESSURE OF 250 PCF AND A COEFFICIENT OF FRICTION OD 0.30.
3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE AO STANDARD
WOW I DADS 5. GRANULAR FILL: 3/4'OR 1 7S"MINUS CRUSHED AGGREGATE BASE AS INDICATED OF CLASS B IF SPUCED AT THE SAME LOCATION OR CLASS A IF SPLICES ARE STAGGERED
GROUNDLAT SNOW LOAD 25 PST' UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE'NTH SECTION 02630 OF THE BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. Z
FLAT ROOF SNOW LOAD 25 PSF.USE 25PSF MIN 11.1
r
STATE OF OREGON.DEPARTMENT OF TRANSPORTATION'STANDARD SPECIFICATIONS FOR =
4. 'UNLESSROTHERWISE TNT AGAIN TEAT CLEARANCEOR FOR REINFORCINGPOSEDT STEELARTSHALL
SNOW EXPOSUREADIMPFACTOR,Co 1.0 HIGHWAYOOSEM ASURE CONSTRUCTION". GRANULARTO FILL SHALL 95%RELATIVE IN LIFTS NOT CT EXCEED 8' WE 3"FOR C1/2"F #55T SIMAT EARTA: FOR CONCRETE EXANDEL R RA BA . V..
SNOW ALAS IMOR,Ct ..(ACTOR,.. 1.2,CATEGORY a OPTIM ME MOIST ANC CONTE T+/ NOT LESS THAN BY%STM15 COMPACTION AT WEATHER,%I FOR BA ANDSU SMALLERTS BARS AND C FOR TE /L AND URGER BARS.
THERMAL FACTOR,CR ..............................._,._ 1.2 OPTIMUM MOISTURE CONTENT+/-2%AS DETERMINED BY ASTM 01557. INSTALL'NTH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT,
W
WIND DESIGN CRITERIA: 6. FOOTINGS SHALL BE CARRIED INTO FIRM.NATURAL,UNDISTURBED,STABLE,NATIVE 5. PROVIDE CORNER BARS OF THE SAME SZE AND SPACING AS THE HORIZONTAL Z Z U N BASIC WIND SPEED(ULTIMATE WAND SPEED) 100 MPH SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE REINFORCEMENT. ILI
WIND IMPORTANCE FACTOR,Iw . 1.0,CATEGORY II PLACED ON COMPACTED GRANULAR FILL. p N
WIND EXPOSURE FACTOR EXPOSURE B FORM WDRI -1V Z !`
7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE 6,} 0)
FARTHOUAKF DESIGN CRITERIA HAS ATTAINED 100%OF ITS SPECIFIED COMPRESSIVE STRENGTH, 1. CONSTRUCTION,SNORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH OOCC Q(
SEISMIC IMPORTANCE FACTOR,Is 1.0,CATEGORY II SECTOR 2 OF ACI 301'SPECIFICATIONS FOR STRUCTURAL CONCRETE". Z AN 0
SEISMIC USE GROUP GROUP I 6. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. OC
SPECTRAL ACCELERATION,Se 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN,CONSTRUCTION,SEQUENCING U)0 Ln
SPECTRAL ACCELERATION,S1
SITE CLASS SITE CLASS D AND SAFETY OF ALL FORMWORK AND SHORING. _ Q
1 RESPGCSE°MODIFlCTEGOATON FACT,R CATEGORY° STRUCTURAL STEEL (N hT U 5F+�) oNCRF F�GCESSDRIFs O v a
SEISMIC RESPONSE COEFFICIENT,Co 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A53,GRADE B FOR PIPE SECTIONS, 1. PREMOLDED JOINT FILLER: ASTM D1751 ASPHAULT-SATURATED FIBER TYPE.
DESIGN BASE SHEAR,V ASTM A500,GRADE B FOR TUBE SECTIONS AND ASTM A572,GRADE 50 FOR OTHER
STRUCTURAL SHAPES. EXCEPT AS NOTED ALL STRUCTURAL STEEL IS TO BE PAINTED 2. SMOOTH DOWELS: ASTM A36 ROUND BARS. PROVIDE WITH SLEEVES AT ONE SIDE OF TA
AFTER FABRICATION. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN THE JOINT. -
CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION,CURRENT EDITION. NO Ut N
HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH c IFARTTAI S. Ua IA
STRUCTURAL STEEL MEMBERS. NO CUTTNG OR BURNING OF STRUCTURAL STEEL WILL BE �9 -, CI (I n
PERMITTED WITHOUT PERMISSION OF THE ENGINEER. 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO Ti��)C T Up 2
FABRICATION/INSTALLATION ALL SHOP DRAWINGS,PRODUCT DATA,ET j:eR�.\ Ri 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO AVM A325 HIGH PERFORMANCE OF THE WORK IN THE SHOP AND AT THE SITE. ''I, ' y") 2
STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE
CLEAN AND FREE FROM OIL DIRT AND PANT. USE TURN-OF-THE-NUT METHOD OR LOAD L',KL� AH �P, .�i O z m
INDICATION WASHERS. - REINFORCING STEEL SHOP/PLACEMENT DRAWINGS / �`' .'y? Qi 2 z
- CONCRETE MIX DESIGNS / , gS
3. STRUCTURAL STEEL WELDING SHALL BE DONE BY ABS CERTIFIED WELDERS AND SHALL
c' 1' d E R
CONFORM TO AWS ER LATEST EDITION. ALL BUT MELDS ARE COMPLETE PENETRATION �. ` N�
UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E70XX /J V ,I li SKEET TILL:
ELECTRODES. (l LM__`eA,.`40)
- 4. SPECIAL INSPECTIONS(OWNER FURNISHED)IS REQUIRED IN ACCORDANCE WITH THE IBC `I' . . ."."-,7 !STRUCTURAL
ON-ALLESTRUCTTURALOWING PORTIONS OF S EEL WELDING THE
PEERFORMED IN AN APPROVED SHOP i/ NOTES
-ALL STRUCTURAL FIELD WELDING / :
-ALL HIGH STRENGTH BOLTING
-EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE �� I
%RCP DRAWING SI IRMITTAJ S,
. I Fxa+ccc C"30'ZOTAI
-STRUCTURAL SIGFL _
-MATERIAL CERTIFICATONS FOR STRUCTURAL STEEL,WELDING RODS AND BOLTS 1-Zy-a" ' SHEER NO:
-MASONRY AND CONCRETE REINFORCEMENT SCALES NOTED ON DRAWINGS ARE FOR
-MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS,GROUTING AND STEEL REINFORCEMENT 111,17"SHEET.SCALE ACCORDINGLY S-1.Oa
-MANUFACTURED WOOD TRUSSES FOR DIFFERENT SIZE SHEET
4
A,
0 DESGNATES TYPICAL SHEAR PANEL CONSTRUCTION ()4 LAS%u) MANUFACTURED WOOD BEAMS&JOISTS T
pp o 8
I. ROOF AND FLOOR FRAMING DESIGNATED TJI,LN.TJH - C O,PSL AND MICROLAM SHALL BE C
SNEARWALL SCHEDULE MANUFACTURED BY THE TRUSS JOIST CORPORATION. 0 3CR' Ij
MARK SHEATHING FASTENERS W EDGE W FIELD ANOfOR BOLTS SOLE PLATE NOTES 2. ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP O°1~(,
DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL O cW', C
A Is/32'COX 260p/FT COMMON NAILS Rd•B'DC. Rd•It O.C. 5/r DIAL•AB'O.C. 3-IBd W le'D.C. w/3x341/4 PLATE WASHERS W AB. _ ENGINEER UCENSEO RI THE STATE OF OREGON. W o
v 9 15/32"COX 300p/FT COMMON NAILS Bd W 4'O.C. Bd W 12'D.C. 3/B"DIA.W TB"D.C. 3-16d O IB'O.C. w/SK341/4 PLATE WASHERS W AS. GI M,i.'
3. MANUFACTURER SHALLA SUPPLY JOISTS,BRIDGING, THEEPR,BLOCKING,ERECTION
" Ud
C IS/3Y COX 4Wp/FT. COMMON NAILS SC•3'O.C. Ba O f2'O.C. S/B'OM•24'O.C. h20d•1B'O.C. w/>WI/4 PLATE WASHERS•AR.IN 2W SILL PLATE PLATES AND ALL OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND CD_0 =9
0 1S/32'CD% 6400/FT, COMMON NAILS 54•2'QC. SC O 12'O.C. 3/0'DIAL W 1B'0.0._3-20d•r O.C. w/343Mf/4 PLATE WASHERS•A.B. S8.IN 2 L PULE PERFORMANCE THE PRODUCT. .-(n O 3
(USE 24 ANCHOR (LASH 2e NMUNC 4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE
BOLTS FOR SW REcumeo FOR SW MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL
EACH 90E) EACH SIDE) INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION. gill
TI NOTES USE S/8-OM.ANCHOR BOLTS W SIMPSON SET 3G AOHEBYL Z
EMBED 7'MM.AT NOTED SPACING IN EXISTING CONCRETE WALL. 5. MICROLAM BEAMS,MINIMUM DESIGN VALUES
Fb.2,600 PSL Fv.285 PSI; Fc-L.750 PSI; E.2.000 KS/
It
6. PARALLAM BEAMS,MINIMUM DESIGN VALUES
Q DESIGNATES TYPICAL HOLDOWN TYPE (1,3(SIR( t/ASe>•j') STRUCTURAL PANEL NOTES (/`1,"R" 'f 5r ) Fb.2,900 PS; Fv.220 PSI; Fc-L.750 PSI; E=2,200 KEI r
1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY.0 GLUED LAMINATED BEAMS(GI BT Yr. Z
NOLDOIW(SCHEDULE(SEE NOTE) 2. ALL EXTERIOR WAILS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED 1. GLULAM BEAMS ARE TO BE MANUFACTURED,TRANSPORTED,AND INSTALLED IN 4.
IF
MARK HOLBORN NOTES OTIMERWSE. ACCORDANCE WITH THE REQUIREMENTS OF THE AITC.
3. SWA SHALL HAVE 2-NON NOMINAL FRAMING AM)SWB,SWC A SAD SHALL BE BACKEDmil I MST 57 W/MN.DOUBLE STUDS 1,725E MM 3-INCH NOMINAL OR WADER FRAMING AT ALL PANEL EDGES. PANELS MAY BE 2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED /
2 HW2-SDS2.S SS18 1'It EMBED r/MIN.DOUBLE STUDS 3,075 INSTALLED OTHER HORIZONTALLY OR VERTCAU.Y,UNLESS OTHERWISE NOTED. PANELS OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-VB FOR CONTINUOUS SPANS AND
SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM IN"ON CENTER. CANTILEVER CONDITIONS.
3 MST 48 W/MM.SIR POSTS 3,215p 4. HOLGONNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SMALL FASTEN TO A MN.
OF(2)STUOS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON 3. MINIMUM DESIGN VALUES,
_ 4 1DU4-SDS2.3 SB✓b124 18"EMBED 14/MM.44 POSTS 4,5630 COMPANY OF SAN LEANDRO.CA. ALL STEEL CONNECTORS SMALL WE GALVANIZED OR BY 24F-V4: Fb 2.400 PSI; Fv.265 PST; FC 1650 PSI; E=1,700 KS
SOME METHOD MADE CORROSION RESISTANT,UNLESS OTHERWISE INDICATED. PROVIDE 24F-V8: Fb.2.400 PSI; Fv.285 PSI; Fc 150 PS; E•1,700 KS
3 HOUR-5052.5 58�24 18"EMBED w/MIN.4A POSTS 5.643i BOLTED DR NAILED CONNECTIONS FOR THE MARIA M CAPACITY UNLESS NOTED OTERWSE.
B MST 60 W/MN.44 POSTS 4,60)6 CONNECTORS IN CONTACT WITH PRESSURE TREATED WOO)SHALL BE EITHER POST SO ITT SAWN I UMBER
HOT-DP GALVANIZED OR STAINLESS STEEL.
B MOUS-SOS2.S SSTB 38 29"EMBED w/MN.B•POSTS 7,670p S. YARD STRUCTURAL PANELS SHALL BE NS/32'C-0 NTEBOR-TWE BONDED WITH 1. STRUCTURAL LUMBER SHALL BE DOUGLAS RR CONFORMING TO PAPA GRADING RULES. J
11 NOWT-5W52.5 SB1X30 24"EMBED w/MIN.6.POSTS 9.5330 EXTERIOR CLUE(CAN)CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING Oi AS 2. MINIMUM GRADES ARE,EXCEPT AS NOTED OTHERWISE: 11J
12 (2)MST72(ONE EACH SIDE r/MM.6A POSTS I0,160/ MR POSTS INDICATED N MUSE PLANS PARTICLEBOARD ANO OSB ARE NOT PERMITTED. MINIMUM O
INMUNG IS BA W 6'O.C.AT PANEL EDGES ANO WC B 12'OC.IN ME FIELD ALL NAILS STRUCTURAL JOISTS AND PLANKS-#2 0
14 NOV 1h5D425 W/MN.6a POSTS 14,4Np ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JON15 - 2
UNLESS 01HERW BEAMS AND STRINGERS 1
0 SE NOTED.
POSTS AND TIMBERS-pi OC
8. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS:SWA SIMPSON A35 STUDS
NOTES FOR HOU2&HEWS USE 5/8"DIA.ANCHOR WI BMPSON SET 3G ADHESIVE EMBED 10'MIN. W I6'O.C.;NMI SIMPSON A3S O 12'O.C.;VAC(2)9MPSDI A 35 O 18'O.C.:SAD(2) -/2 Z
FOR HOUR A HOUII USE 7 DIA.ANCHOR W/SMPSON SET 3G ADHESIVE EMBED IS'MN. W
A 9MPSON A 35 W It O.C. 3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS. _
7. SPEOAL INSPECTION(OWNER YURMSHED)IS REQUIRED N ACCORDANCE MTH THE IBC 4. NOTCHING IS NOT PERMITTED IN JOISTS,RAFTERS,BEAMS.LINTELS,COLUMNS,TRUSSES H
ON THE FOLLOWING PERSONS OF WORK. AND BRACING MEMBERS. 32
-ALL SHEAR WALLS AND FLOOR DIAPHRAGMS VAT.EDGE NAILING LESS THAN 4'DC. 5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA. ALL LUMBER IN LI
PREMANUFACTURFD CONNECTION HARDWARE CONTACT MTH CONCRETE SHALL BE PRESSURE TREATED MTH ACZA TO A MINIMUM Z Z LY7
RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. iLJ 0 J N
1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO,CA. ALL 0 in O N
STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD BE MADE CORROSION Z p[
RESISTANT,UNLESS OTHERWISE INDICATED. 6. UAIUNS SHALL WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9.,201B O a
IBC UNLESS NOTED OTHERWISE. 2
DI
2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS 0
OTHERWISE NOTED. 7. PROVIDE STANDARD 3"X 3'X 0.229'STEEL PLATE WASHERS UNDER ALL INTERMEDIATE _
A Lj C T'{J p' ( ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL Q 0
3. CONNECTORS IN CONTACT MTH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT S OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. U) in
DIPPED GALVANIZED OR STAINIESs STEEL. Q Rn =7 0
SHEATHING �y".,,ce.I n) 1 -I L.)N H
1. CONSTRUCTION PANELS SHALL BE IDENTIFIED MTH THE APPROPRIATE TRADEMARK OF ,I., • 7885C5. I
THE AMERICAN PLYWOOD ASSOCIATION(APA),AND SHALL MEET THE REQUIREMENTS OF I - N
THE LATEST EDITION OF THE U.S.PRODUCT STANDARD PST OR APA PERFORMANCE `-..
STANDARDS PRP-108. ;� TOFU
A.
2. MINIMUM PANEL THICKNESS SHALL BE 15/32'C-D EXTERIOR GLUE OR AS INDICATED 1_ -
ON THE PLANS. PARTICLE BOARD IS NOT PERMITTED. 4 T OT''E( ft7 a it':
3. MINIMUM NAILING IS Bd O 6'AT PANEL EDGES AND Rd 0 12'IN THE FIELD. ALL - S W aj
NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKING IS REQUIRED AT PANEL EDGES
WHERE NOTED ON THE PLANS.
LID LzD Z Zz po a
Cl
MANUFACTURED ROOF TRUSSES -`!-'• H.H.W 0 3 V6 'U
I. MANUFACTURED ROOF TRUSSES SHALL BE AT 24'CENTERS ANO SHALL HAVE A [EXPIRES.�j 30•262Z1 U O � <i i�
MINIMUM OF 2X4 TOP CHORDS AND BOTTOM CHORDS FOR WOOD TRUSSES. 1--.--- -_... -..._.__
SHEET TITLE
2. TRUS SHALL BE DSIGNED FOR SPECIFIED ROOF LOADS. STRIOONS SEALED BY AN OREGON UCENSED PROFESSIUONAL ENGINEER AND CTURAL -2�(�
CALCULATI SHALL BE !STRUCTURAL
SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL THEN THE BUILDING I
DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. NOTES
3. MANUFACTURER SHALL PROVIDE BRACING,BLOCKING,HANGERS.HODOWIIS AND ALL
ACCESSORIES REQUIRED FOR PROPER INSTALLATION. I
4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER.
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