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<br /> TUCTUA ________
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) 1 EF GINEE is- NG
<br /> CODE FOUNDATIONS: SPREAD FOOTINGS
<br /> GALVANIZATION 250 4TH AVE. S., SUITE 200
<br /> ALL MATERIALS, WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SOILS REPORT: NOT AVAILABLE FOR DESIGN UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ;`;LE END EDMONDS, WASHINGTON 98020 is
<br /> PHONE (425) 778-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC), 2015 EDITION.SPECIFICATIONS AND STANDARDS ACCORDING TO THE FOLLOWING TABLE: — h FAX (425) 778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. ALLOWABLE SOIL PRESSURE: 1500 PSF(PER PREVIOUS PERMITTED DOCUMENTS) DEFINITION SYMBOL DEFINITION SYMBOL
<br /> _ � UNTREATED e ACQ-C CIA=A OTHER OTHER PT DIRECTION OF
<br /> DESIGN LOADS GALVANIZATION CCA C PBX ACZA s'`'"; -----:-- �-- ,.-` NATIVE SOIL =I I I-I II-III-II ItI II=
<br /> FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12 OF COMPACTED STRUCTURAL FILL AS REQUIRED AND W ®® ACQ-D CA-B BORATE W ®® FRAMING =III=III=I Il=III=1
<br /> AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS -._ - -. -1.1111111
<br /> DEAD LOADS: REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY.ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE -G90 X X XEXTENT OF > GRANULAR FILL ° 'BRIDGE SELF WEIGHT FRAMINGCONDITIONS AND MUST THEREFORE ICE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW G185 X X X
<br /> rDECK 20 PSF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE, --- - - COLUMNS HDG X X ® X ® ® STRUCTURAL STEEL S' ii // // i/ //S
<br /> LIVE LOADS: IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR ,
<br /> STT300 X X X X X X P``
<br /> ROOF(SNOW LOAD) 25 PSF MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE , - _ - � _ '� _. __ COLUMN BEARING RATED SHEATHING \\\ \\\
<br /> EXITWAYS 100 PSF THAN 10% FINES (PASSING THE#200 SIEVE). G90= 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA ON BEAM S
<br /> mi
<br /> G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA - - -
<br /> EARTHQUAKE LOADS: �� �_ _ _ ..T .�_.,.._.,.:-r _.• T. ,n.eT„_".
<br /> FILL AND BACKFILL MATERIAL SFIOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE HDG = HOT DIP GALVANIZED BEAM CONTINUOUS SHEAR WALL SWX -
<br /> THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SST300=TYPE 316L STAINLESS STEEL OVER SUPPORT ~ _ (SEE SCHEDULE)
<br /> EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. TEST METHOD D1557-00. - --- - --- -�� ------- -- -- -- - - - � - _�Z ,
<br /> GLUE-LAMINATED TIMBER COLUMN MARK (�'° E � C
<br /> SITE CLASS (ASSUMED) D CONCRETE WALL �r _
<br /> BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE (SEE SCHEDULE) ; r ' g C,
<br /> SHORT PERIOD SPECTRAL RESPONSE ACCEL(S ) 1,35 GLUE LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD ) ' cif SAS t''74.ry
<br /> s DRAINAGE. PROVIDE bA�/IPPROOFlNG AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PERBEARING STUD FOOTING MARK "�°, ,___' t� ,e). -,
<br /> ONE SECOND SPECTRAL RESPONSE ACCEL(Si) 0.512 ARCHITECTURAL SPECIFICATIONS. A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED S S
<br /> WALL (SEE SCHEDULE) "1 `° ` ,- .
<br /> SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sim) 0.9 BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE _ ' � PE' , (® N
<br /> ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL S 0.512 1 FOLLOWING MINIMUM STANDARDS: ___-____-- �;.;'t,_, .,':_,.. y°„;;>'.,,,f:
<br /> (SDI) EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. NON-BEARING HOEDOWN MARK _ : ;_,r-.... -. „,,-„,._
<br /> RISK CATEGORY II IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL STUD WALL •• y'
<br /> (SEE SCHEDULE) � .
<br /> SPAN COMBINATION Fb � z32�{ ti � .��
<br /> SEISMIC IMPORTANCE FACTOR(IE) 1.0 ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. , Y+r
<br /> BEARING STUD HANGER MARK L �':,'
<br /> SEISMIC DESIGN CATEGORY D - SIMPLE SPAN BEAMS _ 24F-V4_`_ _ . 2400 PSI S//„//�5 - -- X ", IoN
<br /> BASIC SEISMIC FORCE-RESISTING-SYSTEM PLYWOOD SHEAR WALLS NON-SHRINK GROUP - SHEAR WALL (SEE SCHEDULE) AL
<br /> RESPONSE MODIFICATION FACTOR, (R) 5.0 - --- .. .., _.____- CANTILEVER OR M-- SPAN BEAMS 24F V8 2400 PSI NON-BEARING FLAG NOTE 05/I9/2020
<br /> REDUNDANCY FACTOR(p) 1.3 NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN STUD SHEAR WALL J �) (SEE PLAN NOTES)
<br /> TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH EXISTING BUILDING SEISMIC RESPONSE COEFFICIENT(Cs) 0.138 _.---_-<:_ a-__________a___—:, —. —�. — ..,--
<br /> THE
<br /> MANUFACTURER'S RECOMMENDATIONS. .- ..__ _y� CMU WALL - ��<J���� ' y STEEL MOMENT
<br /> W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING FRAME CONN. 5 h
<br /> STRUCTURAL STEEL _
<br /> DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE _ ______.—__—_—____
<br /> BASE SHEAR (V), V=CSW- Sin REDESIGN.
<br /> 3� y��y5�v��~ REDESIGN.
<br /> R I A STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br /> "SPECIFICATION FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS ABBREVIATIONS
<br /> SEE PLANS FOR ADDITIONAL DESIGN LOADS. _ _---. -_ -' _ _ - _ -_ - - . -. EDITION. PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. (A) ABOVE GLB GLUE-LAMINATED BEAM 4 i!
<br /> STATEMENT OF SPECIAL INSPECTIONS
<br /> _. . SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. GENERAL AB ANCHOR BOLT ALT ALTERNATE KP KING POST f HORIZ HORIZONTAL
<br /> -
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE,THE CONTRACTOR SHALL SUMMIT A .� I--- - -- n
<br /> iroj
<br /> PLATES,ANGLES AND RODS SHALL CONFORM TO ASTM A36, Fy=36 KSI. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br /> WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY AI L DIMENSIONS AND ARCH ARCHITECT KSI KIPS PER SQUARE INCH
<br /> STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSI. CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO YHE — — — — — 1z1 r ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. (B) BELOW L ANGLE
<br /> STEEL CONSTRUCTION —SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.2. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B Fy=35 KSI. ZBD BAR DIAMETER MECH MECHANICAL
<br /> CONTRACTOR TO SEE ARCHITECTURAL,CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION --- —CONCRETE CONSTRUCTION —SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND — —
<br /> BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325—N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. BLKG BLOEKING MF MOMENT FRAME 0_TABLE 1705.3. — 0ANCHOR BOLTS SHALL CONFORM TO ASTM A307. BM BEAM MTL METALLIGHT FRAMED WOOD SMEAR WALLS—SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION
<br /> CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL - - O1705.5 AND 1705.11.1.A PRECONSTRUCTION MEETING IS REQUIRED FOR WOOD FRAMING WITH IHE STRUCTURAL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. IJOT BOTTOM NS NEAR SIDEMANUAL OF STEEL CONSTRUCTION.ENGINEER, GENERAL CONTRACTOR AND FRAMING CONTRACTOR REPRESENTATIVES PRESENT. BRNG BEARING OC ON CENTER ©CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURALSPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS,AND ACCESSORIES EXPOSED TO ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS BTWN BETWEEN OPP OPPOSITE ®
<br /> WEATHER SHALL BE HOT DIP GALVANIZED. ONLY WILL NOT SATISFY THIS REQUIREMENT. - - -- --
<br /> CJP COMPLETE JOINT PENETRATION PL PLATE w
<br /> STRUCTU• L OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. WELDING DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT CLR CLEAR PLCS PLACES Q
<br /> FREQUENCY AND ®ISTRIBUTI®N®F REPORTS INSPECTION REPORTS SHALL BE PROVIDE® FOR EACH DAY ON SITE BY SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF
<br /> SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE", LATEST EDITION.ALL WELDING SHALL BE CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH
<br /> DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE ENGINEER. COL COLUMN PSF POUNDS PER SQUARE FOOT `
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. _
<br /> -------- - ------ -
<br /> CONC CONCRETE P/T POST TENSIONED
<br /> SPECIAL INSPECTIeN tt
<br /> _ WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR - -
<br /> APPROVED BY CONN CONNECTION PT PRESSURE TREATED14111111111r_ I"
<br /> OPERATION C®NTPER_.__..__.._.__-.___.._._______-W_._________.___.._..--..
<br /> STRUCTURAL.ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING - --- I ---_ --- ---
<br /> IODIC REMARKS LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX CONT CONTINUOUS REINF REINFORCING DESIGN: CMJ
<br /> - - ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING WITHIN 4"OF
<br /> CONCRETE _ _ COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
<br /> RD COORDINATE READ REQUIRED DRAWN: JCP
<br /> REINFORCING PLACEMENT 11.1 X H E CHECK:DBL DOUBLE SCHED SC EDUL
<br /> T - - # C
<br /> ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WARD)CERTIFIED WELDERS. H
<br /> ANCHOR BOLTS X -- CMJ_ DET DETAIL SIM SIMILAR JOB NO: 19411 .10
<br /> A DIAMETER SOG SLABON RARE DATE: 01/30/2020
<br /> HOEDOWN PLACEMENT ALLUBER
<br /> L GRADES SPECIFIED R MINIMUM --- --- -- ---
<br /> ADHESIVE ANCHORS IF REQ'D E ARE IN MUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA DIM DIMENSION STD STANDARD
<br /> GRADING RULES, KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: -
<br /> EXPANSION ANCHORS ME IF REQ'D DIR DIRECTION STIFF STIFFENER c
<br /> STRUCTURAL STEEL __-_ R___
<br /> -___--.--------...-- IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc(PSI) EA EACH STL STEEL
<br /> FABRICATION &ERECTION X SLEEPERS STUD 700 ELEVELEVATION - SYMM SYMMETRICAL
<br /> -- ---- -.. - _ - : E r
<br /> HIGH STRENGTH BOLTING X -- - -- -• �-
<br /> - --_--- LIGHT FRAMING (STUDS) STUD 800 EACH SIDE SW SHEARWALL
<br /> SHOP&FIELD WELDING ---- - - - - - - - ,
<br /> 2x JOISTS AND PLANKS #2 850 EX EXISTING TOC TOP OF CONCRETE
<br /> SINGLE PASS FILLET WELDS 6 5/16" PLATES AND BLOCKING HEM-FIR ;. 850 - -
<br /> EXP EXPANSION TOS TOP OF STEEL
<br /> FILLET WELDS 5/16"
<br /> - -- - -- 6x AND LARGER BEAMS AND I• 875 FLR - - FLOOR TOW TOP OF WALL
<br /> PARTIAL&COMPLETE PENETRATION 4x AND SMALLER STRINGERS RBEAMS ANQ - - - - - - TYP
<br /> FDN FOUNDATION P TYPICAL
<br /> OTHER
<br /> FRAME - - - - - - - -- �`. STRINGERS 850 FOOTINGUNOUNLESS NOTED OTHERWISE
<br /> FIG
<br /> WOO
<br /> ALL POSTS AND TIMBERS 0 VIE _ _ _ _ ME_ '
<br /> 1200 VERT VERTICAL
<br /> S FAR SIDE
<br /> SHEARWALL& DIAPHRAGM NAILING �-SPACING 5 4"OC - -
<br /> GC GENERAL CONTRACTOR WF WIDE FLANGE 0 If
<br /> REFER TO PLAN NOTES, SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br /> STRAP NAILING - X
<br /> — - -
<br /> DRAG STRUT INSTALLATION
<br /> MI® UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN
<br /> NOTE <`- sW - �- LL4� jywti ry^ � CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE-TREATED BY ) ,
<br /> VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
<br /> ALL ITEMS MARKED WITH AN "X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL )
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE NAILS, DOLTS,AND METAL CONNECTORS FOR WOOD Iis L
<br /> ARCHITECT, STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
<br /> RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS) FOR
<br /> TO THE ATTENTION OF THE DESIGN TEAM. WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING ) 4 0
<br /> = =._ SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br /> Z
<br /> SHOP DRAWINGS
<br /> MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br /> NAIL SHANK 0 MIN LENGTH
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL - - - --- - -- - -
<br /> ENGINEER FOR REVIEW PRIOR TO FABRICATION: - 10d OMMON 0.1310 MON --- -------.---- 0.1480 - -- - 2 3/SHANK SHANK .�
<br /> 1. ALUMINUM BRIDGE -- 12d COMMON
<br /> 0.14 - - - - }
<br /> S0 31/4 SHANK 0 .
<br /> SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE _- ---_-_.. ----_-__-- _ _-- ------__-.-- '
<br /> CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3)SETS OF SHOP DRAWINGS FOR 16d COMMON 0.1620 3 1/2"SHANK u-
<br /> 0.__v.. __. .._.. -._. __.».._ ..<. it
<br /> ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
<br /> 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING F- 01
<br /> ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br /> DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br /> Cr
<br /> COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. I Cr 00 w
<br /> DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FORail
<br /> SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
<br /> / /�
<br /> MANNER. OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE r -- LO 4� # t ;w
<br /> SHANK AND THREADED PORTIONS PER NDS 11.1.3. <<.
<br /> ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED k
<br /> ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY,CATALOG SHEET:
<br /> CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE I`
<br /> LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED '
<br /> REGISTERED IN THE SAME STATE AS THE PROJECT. BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br /> SCREWS, OR BOLTS IN EACH MEMBER.
<br /> FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
<br /> ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED, DRIED,AND THE SAME GRADE
<br /> (MINIMUM)AS MEMBERS CONNECTED.
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