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Plans (67) MSTln3 - 6o/ STRUCTURAL NOTES 6�l lc.�,��/It"`t- o GENERAL STRUCTURAL NOTES REINFORCED CONCRETE 0 DESIGNATES T1''ICAL SHEAR PANEL CONSTRUCTION AfU� $4• U 1. THESE NOTES ARE GENERAL IN NATURE AND ME INTENDED 70 SET MINIMUM 1. CEMENT: ASTM CI50 TYPE I OR IL L•( 00 co M U STANDARDS FOR CONSTRUCTION. SHEMWALL SG7iE0l1LE . 2. ALL WORK SHALL.BE IN STRICT CONFORMANCE WA THE 2010 OREGON STRUCTURAL 2. AGGREGATE ASTM 033,1-I/2'MINUS AT FOOTINGS AND S/4'MINUS AT WALLS _ [�/�j�y� ���� O SPEpALtt CODE(OSSC). ALL BUI.dNG ELEMENTS AND COMPONENTS NOT SPECIFICALLY 3. WRIER: N CONFORMANCE WITH ASTM 094. MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE -'• , C ... C DETAILED N THESE STRUCTURAL CONSTRUCTOR DOCUMENTS SHALL BE FABRICATED AND '11� N CONSTRUCTED IN ACCORDANCE NTH THE MINIMUM STANDARDS CONTAINED 7HERIN, A 15/1^."OTE 230//FT. COMMON NAILS 8d 0 r 0.0 8d 0 fY D.C. S 4. WATER REOUONC.ADMIXTURE: AWN C490 TYPE A,OR F YID RANGE TYPE /Y dA O 48'O.G 3-16d 076'00 w/71P3x1/4.PLAiE WASHERS 0 A.B. l.•/�__ '''77��' CO0 01 •a, 3. THE CONTRACTOR SHALL MATEY ALL DIMENSIONS AND ELEVATIONS BEFORE 1 AR-ENTRAINING AIMIXTINE: ASTM C280. B 15/32"COX 353//FT. COMMON NABS 8d O 4.0.0 8d 0 1Y at 5/e'PGA.O 18.0.0 3-16d O'16"O C.. r/3x30/4 PLATE WASHERS 0 A.& `I[-ice(]/Al 5,+ 1- g CONSTRUCTION. THE ARCHITECT AND ENGINEER SMALL BE N078TED OF ANY •C 15/3Y COX 451//FT. COITION NAILS 6d O Y O.G ed 0 12 0.G 5/6'dA•24'0.G 4-200 0 16'0.0 w/3x3x1 {PLATE WASHERS O A.B.N 3x 50.1 PLATE _ TT DISCREPANCIES OR INCONSISTENCIES 6. STRUCTURAL CONCRETE: Fc 3,000 PSI O ZO DAYS. SLUMP SHALL BE 4'+/-1'. / / .� _ 4. THE CONTRACT STRUCTURAL CRAVINGS REPRESENT THE FINISHED STRUCTURE. SUMPS MAY BE INCREASED TO Y MAXIMUM USINGSE A WD-RANO:WATER REDUCER. AIR 0 15/32'COX 8704/FT. COMMON NAILS ad O Y 0.0 ISA I lY 0.0 S/8•dA 0 18"O.C. 3-204•8.O.C. a/3x3a1/4 PLATE WASHERS O AB.N 3x SILL PLATE 7 C 0) C METHODS.PROCEDURES,AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF ENTRA/TRENT SHALL BE 51L 4r 1){X A7 EXPOSED EXTERIOR CONCRETE. CONCRETE 0 U Q THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS 10 SHALL CONTAIN A WATER REDUCER MAMMA WATER CEMENT RATIO SHALL BE.58 FOR (USE 2x ANCHOR (USE 2x NAILING MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 3,000 PSI CONCRETE CONCRETE MATERIALS ANO QUALITY SHALL BE N ACCORDANCE BOLTS FOR DV REQUIRED FOR SIN 1'b�F'f� v'Tb4h�LJLS }N �TLN(j(L6M CONSTRUCTION, WITH CHANTERS 3 AND S RESPECTIV0.Y aF Ad 316•GUIDING CODE REQU IRt3MENTS FOR x► EACH ODE) EACH SIDE) tq't�06 Tlrh(.(. STRUCTURAL CONCRETE. NOTES USE 5/8"DIA ANCHOR BOLTS WITH SMPSOI SET ADHESVE. �'O wt i<'" S 1 CONSTRUCTION LOADS SHALL NOT EXCEED THE DLY9CN IPE LOAD FOR THE ENBEDry'MIN.AT NOTED SPACING N DOSING CONCRETE WALL. 1 STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED OESGN CAPACITY 7. TRANSPORTING DF READY-Yd CONCRETE SHALL BEN ACCORDANCE WA ASTM C94 �', AND WERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. "SPECIFICATION FOR READY-NIXED CONCRETE'AND CONCRETE PLACEMENT.CONSOLIDATION • ' ANO WRING SHALL BE IN ACCORDANCE NTH SECTION 5 OF AC 301'SPECIFICATIONS FOR STRUCTURAL CONCRETE•. & Nor-HEATHER CONCRETING SHALL PIE IN ACCORpANCE.WITG AGI 305"HOTWEATHER DESIGNATES TYPICAL."°LDOW"TYPE STRUCTURAL PANEL NOTES DESIGN LOADS CONCRETING'. COLD HEATHER CONCRETING SHALL BEN ACCORDANCE WITH AT 306 Aa 1. THE LOCATION OF REQUIRED STRUC1IMAL PANELS HAVE BEEN NOTED FOR CLARITY O E POR I,_GN 306 MOLD WEATHER CONCRETING'AND Aa 306.1"STANDARD SPECIFICATION FOR COHb HOLD01W1 sdll':IXAE(SEE NOTE)I WEATHER CONCRETNG". 2 ALL EXTERIOR WALLS SHALL 8E OF TYPE A CONS1RlICT10N EXCEPT AS NOTED EL...»...»•.•_•••'•••••«•••..••••..•••••.. »""»'»•»•»«••..••.••.•.. 9. STRENGTH TESTNG OF CONCRETE SHALL'.BE N ACCORDANCE NTH SECTION 1.8 OF AC N07E5 OTHERWISE. 301'SPECIFICATIONS FOR STRUCTURAL CONCRETE'. CONCRETE TESTS SHALL BE MADE 1 MST.TINT 3. SIVA SHALT.HAVE 2-INCH NOMINAL FRAMING AND SHB,SWC&DM SHALL BE DANCED `" BQ➢F LOAos FOR EACH 100 CU.YDS.OF CONCRETE PLACED, 9/MIN DOUBLE 571105 1JI28/ NTH 3-INCH NOMINAL OR WIDER OR NLRT AT AU.PANEL EDGES. PANELS MAY.BE ROOF OL-...._ •„•,.»,,..,,.,,,IA PSF 2 ND2A_a/551816 A.B. M'k(�1.EZ, - 4.'T r/MIN.DOUBLE STUDS 2570/ INSTALLED EITHER HORIZONTALLY OR VERTICALLY.UNLESS OTHERWISE NOTED. PANELS SHALL BE INSTALLED ON STUDS SPACED A MAOMUM 16'co CENTER. '; ••.«..••••• wow Bim. 3 MST:A 'v` a/NMN.4K POSTS 2925/ 210.11081057,_DSHO 1. REINFORCING STEEL• ASTM A 615 GRADE 60 DEFORMED BARS. - 4. HHOLDOMNS OCCUR AT ENDS.OF STED CONNECTION PANELS AND SHALL FASTEN TOA MIL GROUND SNOW LOAD ..„,._,«_.»»..-„ 25 PSF 4 MST 60 _ r/MIN.4x POSTS N600/ OF(2)STUDS UNLESS OTHERWISE NOTED. HARDWARE IS BY THE SMPSON FLAT ROOF SNOW LOAD.«.......,»««....».«..»»».„,.,,.„„«23 ASF.USE 25PSF MIN 2 FABRICATION AND PIACEMEHIT SHALL BE M ACCORDANCE NTN CR9 MSP-1"MANUAL COMPANY OF SAN-IEANOR0.CA. ALL STEEL CONNECTORS SHALL BE CALYAHNZEO OR 8Y OF STANDARD PRACTICE'AND SECTION 3.OF AC J01"SPECIFICATIONS FOR STRUCTURAL 5 HDS4 r/SSTB16 A.B. ' til L(.tjI,f 9/MIN..4x POSTS 3,130/ SOME METHOD MADE CORROSION RISISTANT UNLESS OTHERWISE INDICATED. PROVIDE • SNOW EXPOSURE FACTOR,G..........».....».._.,„,„.._».».1.0 • BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE SNOW LOAD IMPORTANCE FACTOR,M.«..»»....««„„ 1.0.CATEGORY N' 15 6 HOSA a/SSTB2e AB. 441})��S VT Wfir Aa/MIN.4x POSTS 3.680( - CONNECTORS IN CONTACT H1H PRESSURE TREATED WOOD SHALL BE EITHER POST I1 MAL FACTOR,CL..„......._««.................«._..«»...._.»1.2 3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD 8 HD6A a/551528 A.B. 1P},Y 4 . r/MIN.Bx POSTS 5,480/ HOT-DIP GALVANIZED OR STAINLESS STEEL BASIC*NO DFS/GN CRITERIA.. • CLASS B F SPLDED AT THE SAME LOCATION OR PASS A F SPLICES ARE STAGGERED - 1 W000 UE(CORAL PANELS SHALL BE 18/32'C-0 INTERIOR-TYPE BONDED WITH WIND SPEED(3-SECOND Glsf)«_.....»««.». Qf MPH BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. TO H OIC.:a/SSTB28 A.B. ...}{r•vat- /}LJ(' WI MIN.6x POSTS 9.195/ EXTERIOR CLUE 100X)CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS , WIND IMPORTANCE FACTOR,M.._».».,.«......«...»»_ CATEGORY II 4. UNLESS OTHERWISE NDICAIED,MINIMUM CiEARAMICE FOR REINFORCID STEEL SHALL 12 (2)M_S1:Iz(ONE EACH SNE) r/MIN.ex POSTS 1a160/ DFIR POSTS INDICATED N.THESE PLANS. PARTICLEBOARD AND OM ARE NOT PERMITTED. MINIMUM BE 3"FOR CONCRETE CAST AGAINST EARTH:FOR.CONCREIE EXPOSED TO EARTH OR NAILING MS!!d 0 r 0.G AT PANEL EDGES AND 8d•12'O.G IN THE FIELD. AU.NAILS Z Ill FAW7YOIIAIGF I F'9O1 dIIIEFIA: - WEATHER,1 1/Y FOR/S AND SMALLER BARS AND 2'FOR 96 AND LARGER BARS. 14 H HDQ 14-50525 - • 9/MN.8x POSTS 14.7000 ARE E COMMON CR GALVANIZED BOX NAILS BLOCKING IS REQUIRED AT PANEL JOINTS SEISMIC IMPORTANCE FACTOR.N......«..»....«..«....»......»1.0.CATEGORY N INSTALL NTH PROPER BAR SUPPORTS PRIOR 10 CONCRETE PLACEMENT. • - UNLESS OTHERWISE NOTED. SEISMIC USE GROUP»»_„.._.....»,..,«.,,�„«.,..,.._... GR S. PRONOE CORNER BARS OF THE SAME.SITE ANO SPACING AS THE HORIZONTAL NOTES FOR NO2A t NDSA USE S/8"dA ANCHOR W/SIMP90N SET ADHESIVE EMBED 10'MIN. 6. CONNECT RIM JOIST/BLOCKING TO WAL&TOP PLATE AS FOLLOWS. SWA SIMPSON A35 . SPECTRAL ACCELERATION.Ss..............».....»»«...«».....«.0.9q `..� SPECTRAL ACCELERATION.51..�»„...«_.............. _„ 0. REINFORCEMENT. FOR HAM t MOTOR USE.7/0'DIA.ANCHOR W/SMPSON SET ADHESIVE EMBED 15"MIN. O 16"O.C;SNI SYPSONI ASS O 1Y 0.G:SWC(2)SIMP50N A 35 O 1C 0.C„SWI)(2) -. SITE CLASS.„. 9MWSON A 35 O 12'0.G SEISMIC DESGI.CATEGORY.SDC..«.»»» CATEGORY D FDRY WORN Sr _ RESPONSE MODIFICATION FACTOR.R.»..«..»..»._ 35 1. CONSTRUCTION,SHORING AND BRACING OF FORMWORK SHALL BE W ACCORDANCE WITH Q SEISMIC RESPONSE COEFFICIENT Cs».«....«»..--..«.-0.1L; SZ DESIGN BASE SHEAR V»...........«...»............».».«.«.».». 8.I K SECTI N 2 OF AC 301'SPECIFICATIONS FOR STRUCTURAL CONCRETE'. _ 2. THE CONTRACTOR SHALL.BE RESPONSIBLE FOR DESIGN.CONSTRUCTION.SEQUENCING - J SPECIAL INSPECTIONS AND SAFETY°F ALL FORMWORK AND SH MANUFACTURED WOOD BEAMS JOISTS AN INDEPENDENT TESTING LABORATORY CHOSEN BY THE OWNER SHALL PROWIE SPECIAL I. ROOF I ND FLOOR FRAMING DESIGNATED TJ.LVL,TAN.PSL AND MKNRDI.AY SHALL BE J INSPECTIONS RI ACCORDANCE WITH 2007 OSSC FOR TIE FOLLOWING AREAS OF WORK. . 1. PRET/COED JOINT FILER ASTM 01751 ASPHAULT-SATURATED FIBER TYPE MANUFACTURED BY THE TRUSS JOIST CORPORATION. 1. CONNECTION RF0 � HARDWARE 1. CONCRETE: 2 SMOOTH DONSS AS7Y A76 ROUND BARS. PROVIDE NTH SLEEVES AT ONE SIDE OF 1. CONNECTION HARDWARE IS BY THE STAMM COMPANY OF SAN LEANDRO.CA ALL Z CYLNOER TESTS,SLUMP TESTS.NR CONTEMN 2 ALTERNATE MANUFACTURER MUST'BE APPROVED BY THE ENGINEER, PROVIDE SHOP STEEL CONNECTORS SHALL 8E GALVANIZED OR BY SOME METH00 BE MADE CORROSON • DURING PLACEMENT OF REINFORCING STEEL t ANCHOR BOLTS 11E JOINT DRAWINGS SND ENGINEERING BEARING THE STAMP OFA REGISTERED PROFESSIONAL RESISTANT.UNLESS OTHERWISE INDICATED. W DURING PLACEMENT OF CAST-IN-PLACE CONCRETE ENGINEER UCFNSED IN 111E STATE OF OREGON. Q (OP) 2 PROVIDE BOLDED CR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS THAN $NI1I7dS 3. MANUFACTURERAU.OTHER SHALL SUPPLY JOISTS,NECESSARY FOR HANGERS,BLOCKING.NOTCHED OTHERWISE NOTED. 2500 PS WHEN AN APPROVED MIX MESON IS SUBMITTED FOR RENEW BY THE ENGINEER) - 1. THE CONTRACTOR SHALL.SUBMIT TO THE ENGINEER PRIOR TO PLATES ARC AL1 ACCESSORIES THE PROPER ERECTION AND AIMlEr CONCRETE DESIGNS BASED UPON 2500 PS.CONCREIE FOR THIS JOB SO. CAST W FAIURICATION/INSTALLAT011 ALL SHOP DRAWIIT NGS,PRODUCT DATA. C.NECESSARY FOR PERFORMA'C£OF THE PRODUCT. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT CZ / PLACE CONCRETE SPECIAL INSPECTIONS ME 101T REWIRED IN THIS CASE. - PERFORMANCE OF THE WORK IN THE SHOP AND AT THE'STE GIPPED GALVANIZED OR STAINLESS STEEL IY. 4. THE PITOQ UCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE NTH THE 2. ALL EPDXY ANCHORAGE(BOLTS MIO NOIFORCNG) - - - REIINFORCIIM.SIEEI.SHOP/PLACEMpIT DRAWINGS MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL W 3. STRUCTURAL STEEL: N 1 - - CONCRETE MIX MON INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION.- WELDING NOT PERFORMED IN AN APPROVED STOP 1 MIdtOAAi BEAMS,MINIMUM DESIGN VALUES 1. CONSTRUCTOR PANELS SHALL BE IDENTIFIED NTH LL.I PROPRIATE TRADEMARK OF ' Fb 2.600 PSI: Ey 285 PSE Fe 750 PSE E 1.900 KS THE LA AMERICAN PLYWOOD U.S.TRO(APA).AND SHALL MEET THE REQUIREMENTS OF STRUCTURAL FIELD MELDING - THE LATEST EDITION OF THE U.S.PRODUCT STANDARD PSI OR APA PERFORMANCE -, -HIGH STRENGTH BOLTING STRUCTURAL STEEL 0. PARALLAM BEAMS.MINIMUM DESIGN VALUES ,. P STANDARDS PRP-108. 1 -EPDXY ANDY EXPANSION ANCHORS INSTALLED W CONCRETE Fb-2,900 PSI; Fv-290 PSE Fe=650 PSE E=2.000 KS 2. MINIMUM PANEL THICKNESS SHALL BE 15/3Y C-D'EXTERICR GLUE OR AS INDICATED 1. STRUCTURAL.STEEL SHALL CONFORM TO ASTM A53,GRADE B FOR PIPE SECTIONS ASTM A500.GRADE 8 FOR TUBE SECTIONS-ANO ASTM*572.GRADE 50 FOR OTHER ON TETE PLANS. PARTICLEBOARD IS NOT PERMITTED. N(1 Z THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION. STRUCTURAL SHAPES. EXEXCEPT AS NOTED ALL STRUCTURAL STEEL IS TO RE PAINTED gun)1 Ay,°:'.;`u BFAYS(d B1 V J ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY DHE ENGINEER PRIOR TO USE LL AFTER FABRICATOR. ASTRUCTURAL.STEEL SHALL BE FABRICATED AND ERECTED w • 3. MINIMUM NAILING IS 8d O 8'AT PANEL EDGES AND ea O 12'IN THE FIELD. ALL CONFORMANCE WITH THE NSC MANUAL.OF STEEL CONSTRUCTION,CURRENT EDITION. NO 1. GUAMBEAMS ARE TO BE MANUFACTURED.TRANSPORTED.AND INSTALLED IN NAILS ME GALVANIZED COMMON OR BOX NAL& BLOCKING IS REQUIRED AT PANEL EDGES CARLESON TESTING.INC MAYS TESTING ENGINEERS,INC. HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH ACCORDANCE NTH THE REQUIREMENTS OF THE Ant. . WHERE NOTED ON THE PLANS 8430 SW HUNZS(ER ROAD 7911 NE 33RD DRIVE.SUITE 190 STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURALSTEELWILL BE TIGARD.OREGON 97261 PORTLAND,OREGON 97211 PL7RMITIED WITHOUT PERMISSION OF THE ENGINEER. - 2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED MANUFACTURED ROOF Tw.eece (503)684- (503)281-7579 - OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPANS AND 2. INCH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A32S HIGH CANTILEVER CONDITIONS. 1. MANUFACTURED ROOF TRUSSES SHALL BE AT 24'CENTERS AND SHALLHAVE A . PROFESSIONAL SERVICES NO.(PS) LA ) CN COMPANY STRENGTH STEEL UNLESS OTHERWISE SHORN. ALL JOINT CONTACT SURFACES SHALL BE MINIMUM OF 2X4 TOP CHORDS TWD BOTTOM CHORDS FOR WOOD TRUSSES. Cr) 6302 N.CUTTER CIRCLE,SUITE 480 525 NW 2140 STREET CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD 3. MINIMUM DESIGN VALUES: PORTLAND,OREGON 97217 CORVAWS OREGON 97330 INDICATION WASHERS. 24E-V4: FL t 2400 PSE 'Fv 265 PSI; Fe 1650 PSE E 1.700 NSI 2. TRUSSES SHALL BESEAL DESIGNED FOR E'D ROOF LOADS. STRUCTURAL 0 (503)269-1778 (541)756-1302 24F-Vk Ib w 3.400 PSL' FV w 265 PS; Fc=1650 PSE E r 1.700 KS - CALCULATIONS SHALL BE SEALED BY AN OREGON LICENSED PROFESSIONAL ENGINEER AND. - N 3. STRUCTURAL STEEL MELDING SHALL BE DONE BY AHS CERTIFIED WELDERS AND SHALL SCLC SARI SUBMITTED TO THE ENGINEER FOR REVIEW ANO APPROVAL THEN THE BUILDING CONFORM TO M5 DM LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATOR 1LD1� DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. N JO -C1 FOUNDATIONS UNLESS NOTED OTHERWISE, WELD FILLER METAL SHALL BE AWS A5.1 OF A6.5 E701O • Q - ELECTRODES. 1. STRUC7'RAL!UMBER SHALL ITE DOUGLAS FIR CONFORMING TO WHA GRADING RULES. 3. MANUFACTURER SHALL PROVIDE BRACING,TIOI4. C,HANGERS,HOLDOWNS AND ALL _N Z N A) GY7 0 • 1. CONTRACTORS TO PROVIDE FOR GEOTECHNICAL INSPECTION OF E%CAVATON 1D VERILY 4. SPECIAL NSPEC710N4(OWNER FURNISHED)6 REQUIRED w ACCORDANCE NTH THE 2 ANNUM GRADES ARE,EXCEPT A5 NOTED OTHERWISE: ACCESSORIES REQUIRED FOR PROPER.INSTALLATIOL SUBSURFACE CONDITIONS ARE IN CONFORMANCE NTH THE FOLLOWANG ASSUMPTIO 2007 OSSC ON TIE FOIONNG PORTIONS OF THE WORK • 4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER. C 2. FOOTINGS HAVE BEEN DESIGNED FOR-AN ALLOWABLE BEARING PRESSURE W�ry0 ° -AU.STRUCTURAL STEEL WELDING NOT PERFORMED RI AN APPROVED SHOP URAL,.JOISTS AND PLANKS-/2 CALCULATIONS AND STOP DRAWINGS SHALL INCILDE COMMON IDENIIFYNG MARKS r0 _ PST. LATERAL PRESSURE ON CANTILEVER COLUMNS WAS DESIGNED USING 100 WW 'AS -ALL HIGH ST R N FIELD NELDINO BEAMS ANC STRINGERS-/1 • FACILITATE SHOP DRAWING REVIEW. - I Z } Z ALLOWED.BY OSSC TABLE 1804.2 - -ALL HIGH STRENGTH BOLTING POSTS AND TIMBERS-/1 di• -EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE STUDS-H • Q m m ' Q 3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR.A LATERAL PRESSURE OF 35 PCF SDP DRAINING a�RMITT a 3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS. }LZ z 0 (ACTIVE). z d W 4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH -STRUCTURAL 4. NOTCIKG IS NOT PERMITTED IN JOISTS,RAFTERS.BEMIS,LINTELS.COLUNS.'TRUSSES 00 PRESSURE OF 250 PCF AND A.COEFFICIENT OF FRICTION OD 0.30. -MATERIALCER STEEL TI N5 FOR STRUCTURAL.STEEL,YIELDING RODS AND BOLTS AND :C:MEMBERS Q O -MASONRY AND CONCRETE REINFORCEMENT & GRAMMAR SW 3/4'OR 111'MN6F5 CRUSHED AGGREGATE BASE AS INDICATED OF -MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS.GROUTING AND STEEL.REINFORCEMENT - 1 PRESAR TREATED LUMBER SHALL CONFORM TO THE AHA ALL LUMBER IN UVIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTOR 02630 OF THE -MANUFACTURED WOOD TRUSSES CONTACT 11A7.1 CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM • SHEET TITLE: STATE OF OREGON.DEPARTMENT OF TRANSPORTATION'STANDARD SPECIFICATIONS FOR 6. NAI1CIN OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. LOIWAY CONSTRUCTION". GRANULAR ILL SHALL BE PLACED IN LIFTS NOT 10 EXCEED 8' 6. UNLESS SCALL BE WITH COMMON NNS IN CONFORMANCE WITH TABLE 2304.0..2006 �'�KC�(j/1 J2 d. LOOSE MEASURE ANO COMPACTED TO NOT LESS THAN 95%RELATIVE COMPACTION AT DC UNLESS NOTED OTHERWISE. }-VT-r! OPTIMUM MOISTURE CONTENT+/-2X AS DETERMINED BY ASTM 01557. 7. PR014 BOLT HEADSSTAARD 3'X NUTS3'X CONTACT0.229"SIEEI.PLATE WASHERS UNDER AU.INTERMEDIATE C T�-5 6. FOOTINGS SHALL BE CARRIED INTO EMM,NATURAL,UNDISTURBED,STABLE,NAIVE ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL ! SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE OTHER AND IN WITH WOOD. PLACED ON COMPACTED GRANULAR FILL 7. NO BACKFILL SHALL BE.PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE HAS ATTAINED 1007E OF ITS SPECIFIED COMPRESSIVE STRENGTH. & COMPACTION TESTING SHALL BE IN ACCORDANCE NCH ASTM D2922. T SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR 11"X17"SHEET. SCALE ACCORDINGLY _1 0 FOR DIFFERENT SIZE SHEET. 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J p f6 SIMPSON DTT28 ', o �, c 71co00 < (E) JOIST TO DECK JOIST (2) LOCATIONS1 ' 2x10 PT LEDGER ,y - �: 1i 5 5 , ] ,_,0 ,..,, ,.. ,, _\,\ 0 , . st (2) 2x10 � / (2) 2x10 f z ILI (!) U w o 0 6x12 PT BEAM sZ 0 7 _I Q iiii N 54 N U W W I \— 2x10 PT RIM I N Q � L - - -- I w NOTES: t!� Z ALL DECKING IS 24" OC MAX, 16" OC IF REQUIRED BY DECKING m 0 — N N kp O Z - NO ow L NW O 61.-.0 _____I _ 2 Z } } Z di 1- o U m m Q Q 14'-0" >W O iTi Q a w O' o o ' a, SHEET TITLE: LOWER DECK FRAMING LOWER DECK FRAMING PLAN SCALE: 4" = 1' PLAN SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR S _ 2.2 11"X17"SHEET. 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