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Plans (41) BU P2019-00079 R)v\-- -c)\ -133ij-a--cl \ca35o sk,o _c_cx\(\k_Q2-Qc.._Vd4f2_ . cilliciti STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS PROJECT SCOPE: S kg< SCOPE OF WORK IS FOR THE REPLACEMENT OF EXISTING DETERIORATED DECK POSTS AND BEAMS.ALSO INCLUDED IN THE SCOPE IS THE GLUE LAMINATED BEAMS .`O -a QR0f4Cs AB ANCHOR BOLT REMOVAL OF THE EXISTING CONCRETE TOPPING SLAB TO BE REPLACED WITH A NEW WATERPROOFING SURFACE.THE EXISTING STRUCTURE IS GLUE LAMINATED BEAMS SHALL BE 24F-V4; OF/L, EXCEPT CANTILEVERED OR CONTINUOUS BEAMS TO BE 24F-V8, COMPRESSION N,S �o i N FF <1:2 e\ ADDL ADDITIONAL DESIGNED BY OTHERS. NO CHANGES OR ALTERATIONS ARE BEING MADE TO THE FOOTPRINT OR LOAD PATH OF THE EXISTING BUILDING. PERPENDICULAR TO GRAIN TO BE 650 PSI, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), INDUSTRIAL GRADE, 2 44' r 'A AFF ABOVE FINISH FLOOR ^ i COATS OF SEALER THAT BOND TO THE SURFACE OF THE MEMBER, WATERPROOF GLUE, AND IS MANUFACTURED AND CERTIFIED PER THE ALT ALTERNATE 1 GENERAL AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), ANSI/AITC A 190.1, ASTM D-3737 AND CERTIFICATION STAMPED. CAMBER IS EQUAL TO 4-- _ ARCH ARCHITECTURAL '- J DETAIL REFERENCE A 2600' RADIUS BETWEEN SUPPORTS FOR SPANS OVER 24', OR AS NOTED ON DRAWINGS. NO WHITE SPECK PERMITTED. GLUE LAMINATED �y OREGON ATR ALL THREAD ROD S1 Al THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE COLUMNS SHALL BE COMBINATION NO. 3. DF/L, INDUSTRIAL GRADE, AITC CERTIFICATION, DRY USE (MOISTURE CONTENT LESS THAN 16% IN tO' G,�RY 23 ' rt,'O= BLDG BUILDING PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE SERVICE CONDITIONS), (2)COATS OF SEALER. EASE EDGES ON GLUE LAMINATED BEAMS TO BE COMPATIBLE WITH STEEL AT CONNECTIONS. RECEIVED tic R wP-c'' BLKG BLOCKING CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE BM BEAM PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL PRESSURE TREATED LUMBER APR 2 5 2019 !EXPIRES: 06-30-20201 BN BOUNDARY NAIL 1 DETAIL SECTION CUT ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BOF BOTTOM OF FOOTING 51.01 CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. BE PRESERVATIVE TREATED IN ACCORDANCE WITH AMERICAN WOOD-PRESERVERS ASSOCIATION USING (ACQ, CA-B, DOT) STANDARD U1 CITY OF TIGARD COPYRIGHT 2019 BOT BOTTOM AND M4 FOR SPECIES, PRODUCT, PRESERVATIVE, AND END USE. RETENTION AMOUNTS SHALL BE AS REQUIRED FOR AWPA USE CATEGORY BUILDING DIVISION BRNG BEARING THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY STANDARDS FOR STRUCTURAL APPLICATIONS. FOR ABOVE GROUND APPLICATIONS RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR Miller Consulting Engineers, Inc. BSMT BASEMENT DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, 0.10 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARDS UC1, UC2, UC3A, UC3B. FOR GROUND CONTACT, FRESH BTWN BETWEEN AthBUILDING OR WALL DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING WATER IMMERSION APPLICATIONS RETENTION OF 0.40 LBS PER CUBIC FOOT OF ACQ OR 0.25 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA C CAMBER S1,01 SECTION CUT CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND USE CATEGORY STANDARDS UC4A, UC4B. FOR IN GROUND STRUCTURAL APPLICATIONS RETENTION OF 0.60 LBS PER CUBIC FOOT OF ACQ OR CIP CAST IN PLACE HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR 0.31 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARD UC4B. FOR ABOVE GROUND, CONTINUOUSLY PROTECTED CJ CONTROL OR CONSTRUCTION JOINT IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE FROM LIQUID WATER APPLICATIONS(SILL PLATE)RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA-B OR Art CJP COMPLETE JOINT PENETRATION MANNER AT THE CONTRACTOR'S EXPENSE. 0.25 LBS PER CUBIC FOOT BASED ON AWPA USE CATEGORY STANDARDS UC1, UC2. CL CENTERLINE ELEVATION OF WALL CLG CEILING THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL BE IN ACCORDANCE WITH IBC SECTION 2304.9.5. TIMBER e-NA . MI CLR CLEAR S1.01 OR FRAME CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS CONNECTORS/FASTENERS INCLUDING NUTS AND WASHERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL HAVE PROTECTIVE CMU CONCRETE MASONRY UNIT ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. COATINGS AS RECOMMENDED BY CONNECTOR/FASTENER MANUFACTURER. COL COLUMN OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY } MILLER CONC CONCRETE UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. ALL LAMINATED VENEER LUMBER, ORIENTED STRAND LUMBER, GLUE LAMINATED LUMBER EXPOSED TO WEATHER AND SUBJECT TO DECAY, CONN CONNECTION © REVISION SYMBOL SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS FOR PRESERVATIVE MATERIALS, CONST CONSTRUCTION NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND RETENTION RATES, AND END USE. LAMINATED TIMBERS SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH IBC SECTION 2304.11.3. CONSULTING CONT CONTINUOUS USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE DBA DEFORMED BAR ANCHOR PROVIDED BY OTHERS. ALL TRIMMED SECTIONS, CUTS, DAPS,OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER NAPTHENATE, IN ENGINEERS DBL DOUBLE 0 ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL REQUIREMENTS, SEE IBC SECTION 2304.11 FOR PROTECTION AGAINST DECAY DF/L DOUGLAS FIR-LARCH TEMPORARY SHORING AND TERMITES. DIA DIAMETER GRID LINES WHEREVER SHORING IS REQUIRED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING SYSTEM THAT PREVENTS Suite One HunDIAG DIAGONAL A --+-- SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND PROTECTS PERSONNEL,THE PUBLIC,AND THE BUILDING, SUPPORTING STREETS, CONCRETE Suof Tigard SuSW a unur Bdreedd DIST DISTANCE WALKWAYS, UTILITIES, IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING Approved Plans it DL DEAD LOAD CONSTRUCTION, AS REQUIRED. THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF THE PERMANENT MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE,ACI 318 AND IBC S -�' W [�ate� 2 V� Phone 503.246.1250 ON DOWN STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. CHAPTER 19. CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI)MINIMUM AT 28 DAYS. ALL CONCRETE SHALL HAVE A MAXIMUM WIC 7 Portland, OR 97219 Fax 503.246.1395 DTL DETAIL RATIO =0.45, EXCEPT FOOTINGS SHALL BE A MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5% +1-1%AIR ENTRAINMENT. DWG DRAWINGROTATE VIEW SYMBOL BUILDING CODE ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES. www.miller-se.com (E) EXISTING I ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2012 INTERNATIONAL EA EACH BUILDING CODE(IBC), INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY THE OFFICE Copy EF EACH FACE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN EL ELEVATION N DESIGN LOADS ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. ENEDGE NAIL REVISIONEQQ EQUAL LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS[NOT] USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE INDICATED ON WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE THE E EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED 1.11 EW EACH WAYED NORTH ARROW STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 11.6.9. EXT EXTERIOR FF FINISH FLOOR STRUCTURAL DESIGN CRITERIA REINFORCING STEEL FFN FIELD LR FLOOR NAIL RISK CATEGORY II ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60.ALL REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. FON FOUNDATION DESIGN DEAD LOADS0 FT FEETTOS ROOF 15 PSF UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3"FROM EARTH AND 2"FROM FORMED SURFACES. BAR LENGTHS DETAILED ARE FTG FOOTINGREFERENCE ELEVATION DECK 20 PSF OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. FOR ALL CORNERS WITH#5 REINFORCING STEEL AND SMALLER, EL. 100'-0" GA GAUGE PROVIDE 2'-6"X 2'-6"REINFORCING STEEL OF SAME SIZE AND SPACING AS HORIZONTAL BARS. USE MINIMUM 30"LAP FOR#4 BAR AND GALV GALVANIZED WALLS 8 PSF SMALLER UNLESS NOTED OTHERWISE(UNO). USE MINIMUM 36"LAP FOR#5 BAR UNO. M GLB GLUE LAMINATED BEAM FLOOR LIVE LOAD W GWB GYPSUM WALL BOARD ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS, PLASTIC CHAIRS OR APPROVED METAL CHAIRS,AS HDG HOT-DIP GALVANIZED \ e SURFACE-STEPPED FLOORS 100 PSF SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE,MSP-1,AND SHALL BE SECURELY TIED IN PLACE WITH#16 ANNEALED IRON WIRE. D HDR HEADER DECKS 100 PSF REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE"ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED J HF HEM-FIR HT HEIGHT ROOF SNOW LOAD CONCRETE STRUCTURES,"ACI 315. HORIZ HORIZONTAL x SURFACE -SLOPE UP DESIGN ROOF SNOW LOAD I 20 PSF CONCRETE ANCHORS U HSA HEADED STUD ANCHOR WIND DESIGN DATA Q HSS HOLLOW STRUCTURAL SECTION BASIC WIND SPEED(3 SEC GUST) 120 MPH ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING CONCRETE(WET-SETTING OF ID INSIDE DIAMETER ANCHOR BOLTS IS NOT PERMITTED). SURFACE-SLOP DOWN EXPOSURE B J IN INCH 71- INT INTERIOR INTERNAL PRESSURE COEFFICIENT Gci�i= +1-0.18 ALL HEADED STUD ANCHORS (HSA) SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1, TYPE B, AND ASTM A108. DEFORMED BAR I JST JOIST ANCHORS (DBA) SHALL CONFORM TO ASTM A1064. ALL HSA AND DBA SHALL BE WELDED WITH AUTOMATIC STUD WELDING EQUIPMENT PER iii 1- W JT JOINT SURFACE SLOPE STRUCTURAL STEEL THE RECOMMENDATIONS OF THE STUD AND EQUIPMENT MANUFACTURER, UNLESS OTHERWISE SPECIFIED. .. Z K K1P(S) ' TWO DIRECTIONS W EDESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS p KSI KIPS PER SQUARE: INCH (RISC 360-10). POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE; Ce 2L ANGLE BEAM MOMENT CONNECTION W W N LLH LONG LEG HORIZONTAL I �---�H -SEE PLAN FOR DETAILS ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL STANDARDS: ADHESIVE ANCHORS: SIMPSON SET-XP LLV LONG LEG VERTICAL W y LV LONG LONGITUDINAL ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATIONCRITERIA fY LVL LAMINATED VENEER LUMBER W-SECTIONS: ASTM A992, FY=50 KSI AND PER THE CURRENT ICC EVALUATION REPORT. 2 J L I Z LWC LIGHT WEIGHT CONCRETE -II 111----11 H DRAG STRUT CONNECTION RECTANGULAR HSS: ASTM A500, GRADE B, FY=46 KSI 1_ 2 O MAX - MAXIMUM 2 D w -SEE PLAN FOR DETAILS ALL OTHER SECTIONS AND PLATES: ASTM A36 W MIN MINIMUM UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A325 AND ALL ANCHOR RODS TO BE ASTM F1554 GRADE 55, WITH MATCHING NUTS. - - _ba , ' _ MIR MIRROR - �� `' O MISC MISCELLANEOUS .. DECKING SPAN DIRECTION UNLESS CONNECTION IS NOTED AS SLIP-CRITICAL OR PRETENSIONED, NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER • . - " „ f Q RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. FOR SLIP CRITICAL AND . . '^ NIC NOT IN CONTRACTr� �h t 10650 SW SUMMERFIELD DRIVE C f J U Q CK PRETENSIONED CONNECTIONS, INSTALLATION OF FASTENERS SHALL BE PER RCSC SECTION$.2. g NOM NOMINAL , ,r -s NTE NOT TO EXCEED DENOTES No. OF ,, 4 � V • �- h _ ,<,�•„ , A� �� _ .�� � ,,,,- .4-- fig ' TIGARD, OREGON W t�O � NTS NOT TO SCALE: f SHEAR STUDS ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE OR MASONRY, OR ; . L 4: .;, ` STEEL TO BE GALVANIZED. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE �� � (N) NEW W21x44 (10) .00° *:. ., o.,-SW OC ON CENTER 9 s FINISH COAT OF RUST INHIBITING PAINT, COLOR BY OWNER. , 8"* *fi OD OUTSIDE DIAMETER C=1" _ '- - ", -.A ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED COATINGS ARE TO � `4 '''` 1 .- DRAWN BY: ALB , OPP OPPOSITE \- DENOTES BEAM CONFORM TO ASTM A780. HOT DIP GALVANIZED COATINGS ON ASTM A325 FASTENER ASSEMBLIES SHALL CONFORM TO ASTM A153. SURFACE ��-�'� 4t '' ., , t ' ., �rt .. CHECKED BY: OWJ OPEN WEB JOIST CAMBER x ` Y ' PREPARATION OF GALVANIZED STEEL TO RECEIVE A FINISH COAT OF PAINT SHALL CONFORM TO ASTM D6386. • _ H s wF ri .,.. PAF POWDER ACTUATED FASTENER -.,� _ -, ; . PERP PERPENDICULAR DENOTES PLYWOOD "^.-' '4U:4!;._ �.7'' . rte. u;: ,:: _ ::c ".:!'� t PROJECT NO: 161307 • SHEAR PANEL TYPE WOOD FRAMING -` -,--.7 -2----',.', ., ;.`,-- -4R: s g=els -,�,5' * ,' PJP PARTIAL JOINT PENETRATION _ % .:' k -,...m -'' - x " -. ' t , ISSUE DATE: 03,26.19 PL PLATE (SEE SCHEDULE) ` � Ate",. N AND BEAMS TO BE DOUGLAS FIR/LARCH DF/L #1 UNLESS NOTED OTHERWISE.ALL JOISTS PURLINS AND a ALL STRUCTURAL WOOD COLUMNS { ), PSI POUNDS PER SQUARE INCH „ ,. ' ,; <m -. 4,, ¢ a w k .. -:_p` :3.._ - v„ . r + - ..., -- _ fid :..;. -'. .,v,,, o-, ,4_ i4k , r BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE CONSTRUCTION ,. _; - . ��.... _ :. ,._:.; ;: 1 -.;; .. ,,�, PSF POUNDS PER SQUARE FOOT DENOTES HOEDOWN GIRTS TO BE DFIL #2 AND U S ,� .; � r ,,.. - a�=v# :-,..1,„;���_ ��:�. ,�;., :; a Tit a �� - a ,�,� ,�� + , �: .� �r.� . _ �,. ,;, _. _ .. . �:, a .,_. - w<r. r. � � ,� x� °�.: :. � ._. .r. GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM FIR #2 PRESSURE TREATED UNLESS �.. r . ...,..� , . ,�. , :..: �.� . �. -,. ,. ,,... �� � - . .,�,� ;.. TYPE SEE SCHEDULE) r.,.',,,,,,,,,,_::,-*.- ,,, , .,r- . , 1„,;,/..,,,..1,-,,, ,c,--,._:,,,,,- � : � ,,z.� r .- , : _ --, m� PT PRESSURE TREATED ( .�: ' . , . � �,<,,. � ., _ ,v.�. ,. - - LL -. -:. .:.<.,. ilk. _r• P ,tet Y ,syt ,_..«�• ...-..•:.. - F.- Q ' 'sha.. -.'w m.l .: yi,.'E...�...<. ,v t _,.yf e ,-,•••-A--.. :'. :X C+K- ;1t' v i G NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO SUPPORTING MEMBERS BELOW. COLUMNS .k' ::', r �,..r -. _:v.,. :..P..- , • QTY QUANTITY ,. r -.. p a',,, };� �»b. ..K - t ''C".. k..'. z>" »`„'..'.-rk -- .i € ;sy�n � 0 -_ DENOTES . , . r, k . . -b: SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION. ;f �• _� b � r:.; F :. ;;` - - ,:, , 0 RAD RADIUS } s; � � •� a f;` . a •- �' HOEDOWN STRAP _ 4b ;, x ��,;, o. r ^� - _?c, R :,+'`/a s fi myd, qr :.. s��z .": ,� ii,„ '" ,�z,..Yx^t ,REF REFERENCE: �. ,.�. : � _•�° .. ... : `�:':. �.. .� ::n,,.. ... .,. r, � �� �: :� _'. .,.. ,, . . S -- . x..: : ,a-_ . ,;,. . weAS OCCURS T METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED ANDIOR NAILED AS IN❑ICATED BY � e d : F -=� - •��� `;�- � �.�° , ,,:,s ;� .�� ,, E _ ,�.�,.-� ,.'• x U INF REI F R IN ( ) ALL PREFABRICA ED �`RE NO C G ;� - �� ;_ �, �. � �,,- k'. . : �.;� .; �. �� � �,. ,��„�� ,��� �-- . � ..,� *.�: to .gyp. yy� .. ;... �,,.`- '• :. •�3f 'a&'9R:-''.} :,,: ,S ..-. .A�. y.. r,"1` ,. lig ,: :,. 1✓'._r n.. .v.. il,'i -'... Yx• a ' ''`.. .rt, .: .`.' k a t.*- .,. G ....:,Yr' .... tea'' .:»?..- -., y. . afL!-.: .,... „-._ ,,r:-.. l'� MANUFACTURER UNLESS NOTED OTHERWISE. ALL CONNECTORS, HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER .'.. ' ,.--Y: � ..n ., FY'w - ..;y ,<, �_ .- c,.. _.,p ob� ?sf*.KS6'..,. -.1�:,! i$`? yy�s::.e'-... ,5.:- : 'x ;�r,€� w5 : _t"�mc.Y-.: --i----1,-;-ii!,'' w READ REQUIRED � ,, �., MANUFACTURER'S RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL .x 4 -� - ',.�� �< :,. t. . ; . ,�.R V REVI E REVI I N //( //74 ANU CTURER S CO �, �, , , '�� ., -�: ��r�� < �. ''_� �-���5� � - )E S D, 5 O DENOTES PLYWOOD . ,- -., , - } - I : ;teaCONNECTORS REQUIRE PRIOR REVIEW. - `'' .��� '�aSC SLIP CRITICAL L , ; ,. kk; ; ' e.,,,=i1-4.0.1...-a-' .� = n ,,-. - � - �SHEARWA L s � ter ; � `` ' a:t� ` x ,. .a6' fes. :fY,.__. . SHT SHEET h „a.., a it • SILL PLATE TO BE ANCHORED TO FOUNDATION WITH 1/2"DIAMETER X 7INCH EMBEDMENT HOT DIPPED GALVANIZED ANCHOR BOLTS AT 4'-0" = z z, ,-, : , ' SHTG SHEATHING •' vz•F Y,_ .7 -.a: r�+tr ut. '�`'�'. -; - 5 - h. .t : , ,< O,C. MAXIMUM UNLESS NOTED OTHERWISE.ALL BOLT HEADS OR NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS, BOLT HOLES IN ::. , .- `:_ ;,,,,�,.r..A a k, - . " '" : '. !$ i�•,,, SIM SIMILAR 4 a:_ r - s ,,�, k r. _ 4 -. i '„ ate., : � . DENOTES HOEDOWN WI 5 1- " :.R.�L ? ,�,.,.i'�- �.'� �:�-`.. :. - n G- s... F,V„��if.'=�• wutiaf•-;-,.tea..ur i �. ,75`' 4.�,wl�:..; '�' •r>.f�.. ;nf� :-. Y+ OF 1132 TO A MAXIMUM OF 1116"LARGER THAN THE BOLT.ALL LAG SCREWS SHALL HAVE PILOT HOLES A5 PER ;�-� ,• • .�,�.._:- =m, >"�' , �,'':� ;�'.;;�.: > . WOOD SHALL BE A MINIMUM ;= � -�.� � ,,-,;. > r , ,�;.>: �� . ',4,,I.,;:' H SMS SHEET METAL SCREW .. f P ANCHOR ROD (AS OCCURS) ,.;„,.. -;: *, - . '"% :.. ,.: '' P „ ,, LAG SCREW LEAD HOLE SCHEDULE. REFER TO SECTION 11.1 OF THE NDS FOR ADDITIONAL INSTALLATION INSTRUCTIONS OF DOWEL-TYPE u -:. .. •'-.= 1!"1M%' ,; .is SOG SLAB ON GRADE k �.- - 4 ; FASTENERS. , fr{� ~y yo 'ti ' -•} 4, ^.S" `? SQ SQUARE '..,.:,-z_ i��, �� ��;� � � „ .,• ,' � r�. LAG SCREW PILOT HOLE SCHEDULE(PER SECT. 11.1.4 OF NDS) ; . _ -,'.-:*_4k. . : r . k_r _ Y. .,;. �- .� } SS STAINLESS STEEL w .. `.'��_ .... <� _.-�.'--'•.. f..1_�' . ,�.�.. .^.. cam.. •::...- '4`"��€'riXy ....,:, X.:.,�:: �..:....� 7',-; w ��':' -.;.x.-.a.-ct....,,n.u".«.-: ..:4-..i: STD STANDARD APPLICABLE FOR: DOUGLAS FIR-LARCH,HEM-FIR, ENGINEERED LUMBER,AND 24F GLB °`"°"""' w rr SR STEEL CLEARANCE HOLE FOR SHANK LEAD HOLE FOR LENGTH OF SQ SQUARE LAG DIAMETER SQ TOP AND BOTTOM (FULL BODY DIA.) THREADED PORTION ONLY STRUCTURAL DRAWING INDEX SHEET CONTENT T$G TONGUE AND GROVE 3/8"AND SMALLER NOT REQUIRED NOT REQUIRED N 1 VICINITY MAP so.01: TOC TOP OF CONCRETE 7/16" 7/16" 3/16" All STRUCTURAL NOTES TOS TOP OF STEEL 1/2" 1/2" 1/4" VICINITY MAP TOF TOP OF FOOTING IIIS0.01 N.T.S.TOW TOP OF WALL 5/8„ 5/8„ 3/8" 50.02; TYP TYPICAL 3/4" 3/4" 7/16" SITE PLAN 51 01 UNO UNLESS NOTED OTHERWISE 7/8" 7/8" 1/2" MAIN FLOOR FRAMING PLAN VERT VERTICAL W/ WITH 1" 1" 11/16" 58.01: W/O WITHOUT 1 1/8" 1 1/8" 3/4" DETAILS SHEET 5$.02: WF WIDE FLANGE 1 1/4" 1 1/4" 7/8" DETAILS S 0 ■ 0 1 WP WORK POINT MIR WELDED WIRE REINFORCING • R SCD PROFS OqG 5043 r 5� -r OR G0N o tt.`'p�Gq,�Y 23 , ti�0 iC R. NM'. 'EXPIRES: 06-30-20201 COPYRIGHT 2019 Miller Consulting Engineers, Inc. Art Ma SW SUMMERFIELD DR. MILLER CONSULTING ENGINEERS PL 234.03' 9570 SW Barbur Blvd Suite One Hundred PL 294.71' 0 Portland, OR 97219 O — — `�— Phone 503.246.1250 1 Fax 503,246.1395 www.miller-se.com ca 0.33 UJ 2 � , N V I s. 0 \ I p \:\ —J I U i ❑ E J Lil E— w --- z � eq , LL w a Lt LI,2 0 N a I W NWE0)Q 2 : 2 20 20 � w II CL ore Y � o 0) w to 0 oI- 4 _u i_ / / `.. 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TO MN 1 112”JOIST OR RIM W/(4) PROJECT NO: 161307 (3)SDS25412 TOE (3)SDS25412 TOE SDS25312 SCREWS AT 16"OC SCREWS EA SIDE OF ISSUE DATE: 03.26.19 ® ® =I SCREWS EA SIDE OF • E N_ BEAM TO COLUMN r BEAM PER PLAN,TYP ® ® BEAM TO COLUMN ' �� ® • c- N HUCQ612-SDS HANGER ,.,,,,e, • • HUCQ612-SDS HANGER,TYP • O Z U 0 40T] •_ 4x6 PT HF#2 CORBELW/(18} • • U) - - - 4x6 PT HF#2 CORBEL W/(18) , Q w U.i Li- SDWS22600DB SCREWS • O SDWS22600DB SCREWS • • • • - • • in =i • • e e cc 4x6 PT HF#2 CORBEL W/(10) , SDWS22600DB SCREWS 1r • • Q N 1 112"TYP o c N ,i , 11/2"TYP ' ____.1.__- _________I__ _ - - _ C SHEET CONTENT DETAILS 4 BEAM TO COLUMN CONN A 5 BEAM TO COLUMN CONN A 6 LEDGER DETAIL A S8.01 1112"=r-0". S8.01 1112"=r-0". 58.01 1 112'=1'-0• LINE IS 2 INCHES I SHEET AT FULL SCALE I S8 . O1 (IF NOT Y-SCALE ACCORDINGLY) „.s.,,:,s PROFF< ��-.., ► „ ,`f jam, �7 1943 r A VVV111 — 9 OREGON o (N)LSTA18 STRAP BEAM ,p, '1?), RY 23 , � Q= P I (N)2x6 PT HF#2 TOP RAIL (N)2x6 PT HF#2 TOP RAIL TO PT HF SILL PLATE JOIST PER PLAN ATTACHED R' W TO PL W/(4) 10d TOE NAILS (EXPIRES: 06-30-20201 (N)4x4 PT HF#2 POST AT 48”OC /r ((N)4x4 PT HF#2 POST AT 48"OC © DECK SURFACE PER PLAN DECK SURFACE PER PLAN S8.02 COPYRIGHT 2019 Miller Consulting Engineers, Inc. _ '�__ I 41 U�-- 10 V ...�i r n.Jy.. MP., M - /-- 2x PT HF#2 RIM JOIST 2x PT HF#2 RIM JOIST JOIST PER PLAN ATTACHED TO DECK SURFACE PER PLAN DECK SURFACE PER PLAN BEAM!PL WI(4) 10d TOE NAILS BEAM PER PLAN (N)2x PT HF SILL PLATE W/ all Mk = o0 1/2"DIA ANCHOR BOLTS Luz 1- L6. AT 24"OC MAX _ 2x BLKG ATTACHED TO ABA66Z WI 5/8"DIA x 3112" r — MILLER LmiliilSti JOIST WI A35 EA END C TITEN HD ANCHOR INTO • Zo CZo S 11/2'NAILS INTO NCRETE AND (8)AM6d x 3 CONSULTING 7 (2)#4 CONT HORIZ (N)CONC FDN • _ _ _ _ � _ _: TOP OF STEM ENGINEERS BLOCKOUT IN CONC „ FOR BEAM SEAT g ill' iLr) 2x BLKG AT POST . • . 9570 SW Barbar Blvd r r • LOCATIONS ATTACHED #4 DOWEL AT 16" OC `t DTT2Z TOP AND BOT-HOEDOWN 112"DIA. BOLT W/ TO W/A35 EA END z" z Suite 112' DIA.BOLT WI ALT HOOK DIR IN FTG �� Portland,OHundred 9 7219 TO BE IN CONTACT W/RIM JOIST 2 1/4"DIA. FLAT 2 1/4"DIA. FLAT WASHER,TYP. is Phone 503.246.1250 WASHER,TYP. DTT2Z TOP AND BOT-HOLDOWN #4 CONT HOR1Z TO BE IN CONTACT W!RIM JOIST V (E)GRADE C (E)GRADE Fax 503.246.1395 AT16"OC 6 1 \1 � X11 1%i www.miller-se.com BEAM PER PLAN BEAM PER PLAN ' - (2)#4 CONT HORIZ IN FTG W JOIST PERPENDICULAR NOTE:MANUFACTURED GUARDRAIL JOIST PARALLEL G 3" 6" 3" DESIGNED BY OTHERS MAY BE USED -"' - CO INSTEAD OF GUARDRAIL SHOWN 1'-0" 0 (N) FOUNDATION0 0 (i\ GUARDRAILPoSTCoNN A 2 BEAM TO FDN CONN . 3 DETAIL 0 1 112"=1'-0" S8.02 1 112"=1'-0" S8.02 1 112"=1'-0" I S8.02 CO D —J 0 0J W1— w --- z › DECK SURFACE PER PLANW re(N)2x PT HF SILL PLATE Etc Q NOTCHED AT CONC WALL ATTACHED W/3/8"DIA x 4"TITEN JOIST PER PLAN HD ANCHORS AT 24" OC MAX W LLI U WN Q QC) LU C.,. 2 a O W D w u'10 <> Z-Z! 2 u) 0 oct 1.0 �\ C� W (ID0 (E)CONC WALL LB26 HANGER D — DRAWN BY: �AL� CHECKED BY: 4 V� PROJECT NO: 161307 ISSUE DATE: 03.26.19 1 z O 0 H z a — U co LL DE K FRAMING AT E CONC WALL 0CIC � � La V) CD I 112"=1'-0" cecow - < N O e7 0 a:a SHEET CONTENT DETAILS _ LINE IS 2 INCHESSHEET AT FULL SCALE (IF NOT 2"-SCALE ACCORDINGLY) S8 . 02