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<br /> � , � STRU � TIJRAL N OTES � j o
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<br /> � (THESE NOTES ARE TYPIGAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGSj . �
<br /> CODE ' MICROPILE ANCHORS CONCR4�'�E COVER ON REINFORCING ' NAILS, BOLTS,AND METAI CONNECTORS F�R WOOD �
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<br /> ALL MATERIALS, WORKMANSHIP, DESIGN,AND CONSTRUCTION�HALL CONFORM TO TH� DRAWINGS, PILE DEMAND ALONG GRID F: 35 KIPS (ASD) GONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: ' 3" ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS) FOR �
<br /> - SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION. SPECIFICATIONS AND STANDARDS PILE DEMAND ALONG GRID 11: 17.5 KIPS (ASD) WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING U �. ,
<br /> ! WHERE REFERE�ICED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. CONCRETE EXPOSED TO EARTH AND WEATHER: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL ,
<br /> ANCHORS RODS SHALL BE MANUFACTURED BY DYWIDAG SYSTEMS INTERNATIONAL OR ENGINEER APPROVED #6 BARS AND LARGER 2° MEET OR EXCEED THE FOLLOWWG MINIMUM GUIDELINES: '�i� r�rar-V��=��L�=� f�,`�=
<br /> � DESIGN LOADS � EQUAL. ANCHORS RODS SHALL BE EPDXY COATED IN ACCORDANCE W/ASTM A775. #5 BARS AND SMALLER 1 1/2" � �lr����i�'; VvA c�_��I
<br /> ., NAIL SHANK¢S MIN LENGTH ��L.{J�;� w,��.�I�1.�C�1 i
<br /> i DEAD LOADS: ANCHORS RODS SHALL CONFORM TO ASTM A615 GRADE 75. CONCRETE NOT EXP05ED TO EARTH OR WEATHER: 8d COMMON 0.131Qj 2 1/2" SHANK ��Y: -?`?�.ai�.�°'T��
<br /> ROOF ' 25 PSF SLABS, WAL�S AND JOISTS ' 3/4° i
<br /> ALL PILES SHALL PENETRATE INTO VERY DENSE GLACIAL TILL SOILS.THE REQUIRED EMBEDMENT DEPTH SHALL BE COLUMN TIES OR S�IRALS AND BEAM STIRRUPS 1 1/2° 10d COMMON 0.148� ` 3° SHANK
<br /> IIVE LOADS: PER DETAIL 1/53.1 AND VERIFIED BY THE GEOTECHNICAL ENGINEER.THE PILE INSTALLATION AND LOAD TESTING 12d COMMON 0.148ft� 3 1/4° SHANK
<br /> ROOF (SNOW LOAD) 25 PSF CONCRETE GENERAL NOTES. � '� �
<br /> �� SHAL�BE CONTINUOUSLY MONITORED BY THE GEOTECHNICAL ENGINEER.
<br /> 16d COMMON � 0.162Q� 3 1/2° SHANK
<br /> �'I EARTHQUAKE LOADS ONE MICROPILE SHALL BE TESTED TO 200%OF THE DESIGN L(3:4D.THE MICROPILE TO BE TESTED SHALL BE ONE OF ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY C�EANED AND PROPE�RLY PREPARED IMMEDIATELY PRIOR TO
<br /> I' THE PILES WITH LESS DEMAND ALONG GRID 11.ADDITIONAL ANCHOR TESTS MAY BE REQUIRED AT THE REQUEST POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINF�RCING DETAILED ALL BOLTS IN WOQD MEMBERS SHALL CONFORM TO ASTM A307. PROVIG�WASHERS UNDER THE HEADS AND NUTS ..����.��
<br /> ' SEISMIC UPGRADES TO THE EXISTING 1-STORY BUILDING WERE DESIGNED BASED UPON THE GUIDELINES PROVIDED BEYOND JOWT. .
<br /> i IN THE AMERICAN SOCIETY OF CIVIL ENGINEERS SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS OF THE GEOTECHNICAL ENGINEER. , OF ALL BOLTSAND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
<br /> 250 4TH AVE. S., SWITE 200
<br /> SHANK AND THREADED PORTIONS PER NDS 11.1.3. EDMONDs. WASHINGTON 98020
<br /> - STANDARD,ASCE 41-13. ONLY A PORTION OF THE BUILDING IS BEING UPGRADED AT THIS TIME, DEFINED AS PHASE 3. SEE ARCHITECTURAL DRAWINGS AND MEGHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF PWONE (425) 778-850D
<br /> REFER TO GEO i ECHNICAL REPORT AND SPECIFICATIONS FOR MICROPILE WSTALLATION REQUIREIVIENTS AND
<br /> SEISMIC UPGRADES WERE PREVIOUSLY DESIGNED FOR DIFFF.RENT PORTIONS OF THE BUILDING (PHASES 1 &2). OPENINGS IN CONCRETE WALLS, FLOORS AN� R�OF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND CONNECTORS CALLED OUT BY LETTERS AND NUNIBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY, CATr LOG FRX (425) 778-5536
<br /> TESTING REQUIREMENTS.
<br /> � UPGRADES FOR THE REMAINING PORTION OF THE BUILDING {NOT INCLUDEDIN PHASES 1, 2, &3) WILL BE OPENINGS GREATER THAN 12 IN EITHER DIfiECTION WITH (2)#5 EACH SIDE AND (1)#5 x 4-0 DIAGONAL AT EACH TO BE THE LATEST EDITION, OR ENGINEER APPROVED EqUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE �
<br /> , ADDRESSED IN A FUTURE PHASE. CONCRETE CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br /> AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BY THE MANUFACTURER. WHERE CONNEGTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br /> $ LINEAR STATIC LATERAL FORCE PROCEDURE PER ASCE 41-13 SECTION 7.4.1 ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION
<br /> SCREWS OR BOLTS IN EACH MEMBER.
<br /> I CHAPTER 5 OF ACI �18 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE BARS PARTIALLY EMBEDDED IN HARDENED CQNCRETE SHALL NOT BE fIELD BENT UN�ESS SO DETAILED OR ' ��1EV� C1��
<br /> RISK CATEGORY iV FOR BUILDINGS (ACI 301). APPROVED BY THE STRUCTURAL ENGINEER. ' INSTALL SOLID BLOCKING AT ALL BEARWG POINTS.ALL SHIMS SHA�L BE SEASONED, DRIED,AND THE SAME GRADE G� oF �As�lj`7�.�
<br /> SEISMIC DESIGN CATEGORY D : ; (MINIMUM)AS MEMBERS CONNECTED. �� � ;;�
<br /> SEI SMIC HAZARDS BSE-1N ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVWG A UNIT WEIGHT OF APPROXIPJIATE�Y 150 POUNDS SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR,TEXTURE AND F,`�' ��'s'�_;�' o
<br /> ' BSE-2N � PER CUBIC FOOT. OTHER FIN15H DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4° CHAMFER AT ALL CORNERS EXCEPT AS GAL�/ANIZATION �
<br /> BUILDING PERFORMANCE OBJECTIVES IMMEDIATE OCCUPANCY(BSE-1N) NOTED.
<br /> COLLAPSE PREVENTION (BSE-2N) CONCRETE STRENGTHS AT 2$ DAYS (f'c)AND MIX CRITERIA SHALL BE WS FOLLOWS: NON-SHRINK GROUT UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOQ SHALL BE GALVANIZED � cp 2372s ti
<br /> MAXIMUM MIN CEMENT ACCORDING TO THE FOLLOWING TABLE: �s`�IONAL����
<br /> SITE CLASS C MAXII\/IUM NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI WHEN � �
<br /> TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC
<br /> SXS,BSE-1N 0.962 SHRINIC�iGE STRAIN UNTREATED ACQ-C CBA-A OTHER OTHERPT O7/Ig/Io
<br /> R4�TI0 YARD TESTED IN ACCORDANCE WITH ASTM G109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH GALVANIZATION CCA-C SBX QCZA
<br /> SX1,BSE-1N 0.482 THE MANUFACTURER'S RECOMMENDATIONS. WOOD ACQ-D CA-B BORATE WOOD
<br /> � SS,BSE-2N 1.443 SLABS ON GRADE 3000 PSI 0.55 5 1;`2 SACK N/A MASONRY G90 X X X w w � �
<br /> ' S1,BSE-2N 0.556 cr1 cn
<br /> SXS,BSE-2t�i 1.443 FOOTINGS 4000 PSI 0.50 5 1/2 SACK N/A I G185 X X X X X X N N H a
<br /> CONCRETE MASONRY UNITS SHALL BE ASTM C90 MEDIUM WT TYPE I '� N f- �-
<br /> S X 1 B S E-2 N 0.723 , , ; w w - � �
<br /> � WALLS 5000 PS1 0.45 6 SACK 0.03% f'm=2000 PSI. BLOCKS SHALL BE PLACED IN RUNNING BOND.ALL MASONRY CONTAINING REINFORCING AND CELLS HDG X X X X X X � �
<br /> I, R tDAIVIPING RATIO) 0.05 �
<br /> BELOW GRADE SHALL BE GROUTED SO�ID. z CU C� c� aD N
<br /> PILE GROUT 4000 PSI REFER TO SPECS STT300 X X X X X X X X O O � �
<br /> ' BASE SHEAR (V),V=C1C2CmSaW= 1.055W (BSE-1N)
<br /> � 1.936W (BSE-2N)
<br /> THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFQRMANCE MIX IS MORTAR SHALL CONFORM T�ASTM C 270 TYPE S. G90=0.90 OZ. OF ZINC PER SQUARE F�OT OF AREA O a a o � ~
<br /> I SUBMITTED TO THE ENGINEER AND THE BUILQING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING G185= 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA j o � O � �
<br /> B S E-2 N B A S E S H E A R, ANY CONCRETE THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE GROUT SHALL CONFORM TO ASTM C 476 W/f'c=2000 PSI HD G - H O T D I P G A L V A N I Z E D W O �n O z u.�
<br /> V B S E-2 N (N-S) = 2 5 5 4 K I P S - � �.n o o �-+ u- o-
<br /> VBSE-2N (E-W) - 2974 KIPS AGGREGATE, VI/ATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP, CONCRETE YIELD,AND SST300=TYPE 316L STAW LESS STEEL
<br /> VBSE-1N N-S) - 1392 KIPS SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. PROVIDE CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR EACH GROUT POUR EXCEEDWG 5 FEET. IF THE
<br /> BSE-1N BASE SHEAR, ' ( - � CELLS FtRE SOUD GROUTED, CLEANOUTS ARE REt�UIRED AT 32" OC MAXIMUM.GROUT FOR EACH POUR SHALL BE RATED SHEATHING � � � � �
<br /> i VBSE-1N (E-W) = 1621 KIPS THE CONTRACTOR SHALL PROVIDE SUBSTANTIATED SHRINKAGE DESIGN DATA FOR THE WALL DESIGN MIX. IF STOPPED 1 1/2" BELQW THE TOP OF THE LAST COURSE OF BLOCK.ALL GROUT TO BE THOROUGHLY CONSOLIDATED � ` � � �
<br /> BY VIBRATING IMMEDIATELY AFTER PLACING. o rn m o0 00
<br /> STATEMENT OF SPECIAL INSPECTIONS HISTORICAL DATA IS NOT AVAILABLE,THE CONTRACTOR SHALL OBTAIN SHRINKAGE DATA BASEQ ON THIRD PARTY RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE W m � cv O �-+
<br /> TESTING IN ACCORDANCE WITH ASTM C157. IN ADDIT(ON, XYPEC C SERIES WATERPROOFING ADMIXTURE, OR IN CONFORMANCE WITH IBC STANDARD 2303.1.4. � `r � ''� � �
<br /> CONCRETE&CMU EPDXY ANCHORS , Q � �D O d- u1
<br /> SPECIAL INSPECTIONS ARE REqUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A
<br /> APPROVED EQUAL, SHALL BE USED IN THE WALL DESIGN MIX. , O O � O O
<br /> WRITTEN STATEMENT OF RESPONSIBiLITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF EPDXY ANCHORS SHALL UTILIZE REBAR OR THREADED RODS,AND EPDXY SHALL BE MANUFACTURED BY HILTI, INC EXISTING BUILDING �
<br /> AL�CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE
<br /> WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. OR APPROVED EQUAL. EPDXY SHALL BE INSTALLED PER THE MFR INSTRUCTIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING � '
<br /> WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. .
<br /> CONCRETE CONSTRUCTION-SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND REINFORCING STEEL FOR ANCHORING TO CONCRETE USE HIT HY-200 ADHESIVE. ' DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
<br /> REDESIGN.
<br /> , TABLE 1705.3.
<br /> �
<br /> ' REINFORCWG STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 (Fy FOR ANCHORING TO CMU USE HIT HY-70 ADHESIVE. PROVIDE SCREEN TUBES PER MFR IF CMU CE�LS ARE GENERAL
<br /> MASONRY WALLS-SPECIAL INSPECTION IS REQUIRED IN CONFORMANGE WITH IBC SECTION 1705.4. UNGROUTED,
<br /> =60,000 PSI}, UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
<br /> � - SHA�L CONFQRM TO ASTM A706. REWFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL STRUCTURAL DRAWINGS SNALL BE USED IN CONJUNCTION WITH ARCHITECTURA�, CIVIL, ELECTRICAL,AND
<br /> SPECIAL INSPECTION FOR Tt�E ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. ALL ANCHOR RODS SHALL BE A36, UNO ON PLANS
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONSAND r ^
<br /> } SUBMITfED. STRUCTURAL STEEL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION L,� 1
<br /> � FREQUENCY AND DISTRIBUTION OF REPORTS- INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br /> . ; I OF THE ARCHITECT BEFORE PROCEEDING. � �-- �
<br /> SPECIA�INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS REINFORCING STEEL SHALL BE DETAILED INCIUDING HOOKS A(VD BENDS IN ACCORDANCE WITH SP-66 AND ACI STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC r �
<br /> � D G OFFICIAL �
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUIL IN „ �� CONTRACTOR TO SEE ARCHITECTURAL CIVIL ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF � �,/ )
<br /> . 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REWFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SPECIFICATION F�R THE DESIGN, FABRICATIOfV, AND ERECTION OF STRUCTURAL STEEL FOR BUILDIN6S , LATEST
<br /> SPECIA�INSPECTION SHALL BE PER SCHEDULE. EDITION. PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. Q LL� �
<br /> OPERATION CONT oERIODIC REMARKS REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET-SETTING SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. , C O N T R A C T O R S H A L L B E R E S P O N S I B L E F O R E R E C T I O N S T A B I L I T Y A N D T E M P O R A R Y S H O R I N�A S N E C E S S A R Y U N T I L � � � � i,
<br /> EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED W PERMANENT SUPPORT AND ST I F FE N I N G A R E I N S T A L L E D. LL..I �
<br /> FOUNDATIONS , � ~ > I.�I � I
<br /> HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36, Fy=36 KSI. '� � a � �
<br /> MICROPILE INSTALLATION &TESTING X GEOTECH ENGINEER ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. DRAWINGS INDICATE GENERAL AND TYPICAI DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY Z Z
<br /> " INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE � �t � O � ►.
<br /> MINIMUM LAPS AND EMBEDMENT STRUCTURAL TUBWG SHALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSL $ � �
<br /> CONCRETE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. . � /�
<br /> REINFORCING PLACEMENT X STEEL PIPE SHALL CONFORM TO ASTM A5� GRADE B, Fy=35 KSL ' �` ° V 1 � � 1
<br /> UNLESS OTHERWISE NOTED, REINFORCING SPLICE �ENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED < � �
<br /> ABBREVIATIONS -'
<br /> CONCRETE TEST SPECIMENS X BELOW: BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"� MINIMUM, UNO = � � � � �W '
<br /> ,� =3000 PSI ANCHOR BOLTS SHALL CONFORM TO ASTM A307. I AB I ANCHOR BOLT 1� HORIZ I HOREZONTA ATED BEAM __ _ _ y � O � � � I
<br /> CONCRETE PLACEMENT X Z �
<br /> � ; CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC ----- ------T ------- --- ------- ------i ------_-- -� _-_-=---__-_--__---__ _---- _-_- - �'- H �„+� � ' '
<br /> EPDXY ANCHORS X f c � ,
<br /> DEVELOPMENT LEryGTH LAP SPLICE MANUA�OF STEEL.CONSTRUCTION. ARCH I ARCHITECT KP KING POST � > i
<br /> --�---------------------------------- ---- -
<br /> EXPANSION ANCHORS X IF USED � � H
<br /> B A R TE NSION C O M PRE S SION TENSION COMPRESSION ' (B) � BELO W I L i A N G L E ,�/ L L I l i
<br /> S T R U C T U R A�S T E E L U N L E S S S P E C I F I E D A S S T A I N L E S S S T E E L, A L L S T E E L M E M B E R S, S H A P E S, B O L T S, A N D A C C E S S O R I E S E X P O S E D T O --.-__-_ ___ ____ ___ ____ ______ L L L.L+I ^ ' ;
<br /> --- -- - - -- l V
<br /> ; SIZE --�---- --- -- ---- ----7- ,
<br /> OTHER OTHER WEATHER SHAL�BE HOT DIF GALVANIZED. BLKG � BLOCKING � MECH I MECHANICAL � �:
<br /> FABRICATION &ERECTION X TOP BARS BARS ALL BARS TOP BARS BARS ALL BARS ---_- --__-�i ___- --------- - _- --__ - ___-- r------_- -_ -_--_-_-_-----------_-- -_-_-__- � � �
<br /> i HIGH STRENGTH BOLTING X WELDING ; BM I BEAM MTL � METAL d- � ,
<br /> #3 22 17 9 28 22 12 ; ----------,_-------_ _------ -- ------, - ------------ ;
<br /> I �� �� BOT � BOTTOM � NS --- '�----�_ NEAR SIDE O = �
<br /> MASONRY '' #4 29 22 11 37 29 15 WELDING SHALL CONFORM TO AWS STRUCTURAL WELDWG CODE LATEST EDITION.AlL WELDWG SHALL BE I I _ I______ � I
<br /> T, M I N I M U M F I LLET W E LD SIZE S HA LL B E -------� ^----^---------- -- ----i r- ---- ----- - ---- ----- (�
<br /> DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OU BRNG � BEARING � � OC ON CENTER
<br /> R E I N FO RCI P!G P LAC E M E NT X --- ---------- � - --- -- ------- ----- -- ' .
<br /> #5 36 28 14 47 36 19 PER TABLE 5.8 IN AWS D1.1 LATEST EDITION. ; -- -----,---- �-----
<br /> > BTWN BETWEEN �OPP OPPOSITE
<br /> U N IT P LACE M E NT X #6 43 33 17 56 43 23 ` ' ' -------I---------------------- ---------� --------------------
<br /> , WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR (
<br /> EPDXY ANCHORS X f c=4000 PSI APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCI,NG BARS SHALL BE PERFORMED USWG CJP COMPLETE JOINT PENETRATION � PSI i POUNDS PER SQUARE INCH
<br /> � --- ---- ------------------------- �-------------- ---------- ---__ __---------
<br /> LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCWG BARS SHALL BE PERFORMED USING E70XX CLR CLEAR I PSF � POUNDS PER SQUARE FOOT '
<br /> GROUT PLACEMENT ;- X DEVELOPMENT LENGTH LAP SPLICE ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF,WELDED BARS. WELDING WITHIN 4" OF - - ----� -�---- ---- ------�
<br /> ' CMU CONCRETE MASONRY UNIT ' PT 1 �RESSURE TREATED i SHEET,TITLE:
<br /> � WOOD FRAME _ ,, ' = BAR TENSION COMPRESSION TENSION COMPRESSION COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. , ____.__________ _____________ _____ ___^__ _______ __ ^.________�
<br /> ROOF DIAPHRAGMNAILING X SPACING s4"oC SIZE COL � COLUMN � REINF REINFORCING �
<br /> - OTHE� OTHER ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. --- --� -�-----------r--------- � ----------
<br /> _ STRUCTURAL NOTES ;
<br /> TOP BARS ALL BARS TOP BARS ALL BARS T -� '
<br /> - CONC CONCRETE � REQ'D � REQUIRED
<br /> STRAP NAILING X BARS BARS �' --- --- --- --- - - ---- --- - i --- - �
<br /> LUMBE� --� ----- --- � f-.
<br /> #3 19 15 8 24 19 , 12 ; CONN CONNECTION , � SCHED � SCHEDULE
<br /> DRAG STRUT INSTALLATION X , ------ �-------- ---- -- I I ---' - - '
<br /> --- -- ---
<br /> , NOTE:
<br /> #4 25 19 10 33 25 15 ALL LUMBER SPECIFIED SHALL BE DF#2 UNO. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING CONT � CONTINUOUS i � SIM �SIMILAR
<br /> ALL I EMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 27.SPECIAL RULES, KILN-DRIED TO MC 19. -----------
<br /> � #5 31 24 12 41 31 19 CONT j CONTINUOUS { SOG I SLAB ON GRADE
<br /> I N S P ECTI O N S HALL B E P E R FO R M E D BY A QU Al.l F 1 E D TESTI N G AG E N CY D ES I G NATE D BY TH E OUV N E R.TH E ---------�----t-------------------------------- ----------- -----------------------
<br /> REFER TO PLAN NOTES, SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br /> ARCHITECT, STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALLBE FURNISHED WITH COPIES OF ALL #6 37 29 15 49 37 23 DBL � DOUBLE ' STD � STANDARD
<br /> ------------------------------------- ----- ------- --=;---------------------------
<br /> RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE INIMEDIAYELY BROUGHT f'c=5000 PSI _ UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD-BASED�MEMBERS EXPOSED TO WEATHER OR IN DET DETAI� STiFF � STIFFENER � j
<br /> TO THE ATTENTION OF THE DESIGN TEAM. CONTACT WITH CONCRETE, MASONRY,OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE-TREATED BY �------------r--�--�--------------------��--------' I�------------ -----�-___._______________________. �
<br /> - DEVELOPMENT IENGTH LAP SPIICE DIA � RIAMETER I STL � sTEE� _ DATE: 04 08 16
<br /> VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. _.--_.__ __ _ _M i l
<br /> - ,- --------- -__� -----------r--------------------- - / �
<br /> SPREAD FOOTINGS y BAR TENSION COMPRESSION TENSION COMPRESSION pARA�LaM MEMBERS ' , _DIM _ _� DIMENSION _ _ _ _ � � SW__ _ I SHEARWALL �
<br /> SIZE OTHER OTHER DIM � DIMENSION � . TOC r TOP OF CONCRETE �OB NO.: ��0�8,
<br /> SOILS REPORT: REPORT NO: 21 1 22165 001 TOP BARS ALL BARS TOP BARS ALL BARS � � _-__._ �__._____.___._-_____
<br /> PREPARED BY: SHANNON AND WILS�N, INC BARS BARS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICGES) REPORT � �'� ^" � TOS TOP OF STEEL
<br /> 11 12 2015 NO. ESR 1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A EA A .) _EACH T _� _ _ I � _ I__ _ _____ __ __ �1�
<br /> DATED: 1 22 17 12
<br /> / / #3 17 3 7
<br /> STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICGES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, ELEV ELEVATION _ I � TOW T TOP OF WALL ONE INCH AT FULL SCALE. �
<br /> ALLOWABLE S�IL PRESSURE: 4000 PSF
<br /> #4 23 17 9 29 23 15 PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS - --� -------- --- -- -i �`--�------�--------------------- IF NOT, SCALE ACCORDINGLY
<br /> SHALL MEETTHE FOLLOWING MINIMUM STANDARDS: ES EACH SIDE � TYP TYPICAL ;
<br /> #5 28 22 11 36 28 19 ----------_I ---.._.-_._� ------------ ---------�----------_.____---------- SHEET:
<br /> �ATERAL EARTH PRESSURE: EX � EXISTING � UNQ � UNLESS NOTED OTHERWISE
<br /> PASSIVE: 350 PCF #6 34 26 13 43 34 23 SIZE CLASSIFICATION SPECIES : GRADE Fb (PSI) Fv(PSI Fc(PSI) --^-^ � --- -- - ------ ----- - �--- -- -----'- -- ---- --- -----__�____.___
<br /> EXP EXPANSION I VERT � VERTICAL
<br /> � NOTE: BEAMS (d >_9 1/2") PSL 2.2E 2,900 290 _ ---- ---�'--- --- ------ ----- ------ --� i----- - --� -- - -- --------------
<br /> I � FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURA�FILL EXTERIOR FOOTINGS
<br /> • " DJACENT EXTERIOR GRADE.ANY F40TWG ELEVATIONS SHOWN IN THE DRAWINGS 1. ALL LENGTHS ARE IN INCHES. FLR__ � FLOOR _ _ _ WF WIDE FLANGE
<br /> � � � � ;..
<br /> � � SHALL BEAR AT�LEAST 18 � BELOW A LEVATIONS ARE SUBJECT TO SITE Z• ALL LAP SPLICES ARE CLASS B. � � � � � UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE APPLICATIONS. UNLESS NOTED OTHERWISE, FDN � ; FOUNDI�TION � � � � � � i� �
<br /> REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDWG ONLY.ACTUAL FOOTING E `
<br /> CONDITIONS. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. 3. "TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS.
<br /> - CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. -
<br /> SHEET �24 OF 95
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