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Plans (17) BU P2018 -00030 1 0 DRAWING INDEX LEGEND lottp 0 ISSUED rmm n .y 1 DELETED • REVISED ® ISSUED FOR REFERENCE ONLY Sheet Number Sheet Name Sio0 COVER SHEET -.144411 174.,..44:":-,.,‘, • ':1;- ►Il��sirj �`�� S01 GENERALSTRUCTURALNOTES • �� , 4. �� y S02 GENERAL STRUCTURAL NOTES i• '► �� iA* 4•. \ �A /exp • �� i0 �-, qb;�i I 6 03 SPECIAL INSPECTION Lg ......... ....,, ...,.„,_ ALL "�.Vk s - ,1 .0,. k ie�� *y,VI'. 11 ...1%a��:�4 �', ,{,►ih' ��r '> 4 y �� 01 F- r 40. • /I ;` t .'p- `��il••�� s R ''.E a Si$1.02 SECONNDTION FLOOR PLAN OVERALL e > v.., X14.-'. • \ -- s. Awa any -,4,'! I !i �► S1.03 ROOF PLAN OVERALL .:.--Ai '�� t•, ' • �- S2.10 FOUNDATION PLAN -SECTOR A ��1 ; .'': •' - 52.11 FOUNDATION PLAN -SECTOR B - I y' 1 S2.12 FOUNDATION PLAN - SECTOR C ��/q� '� ' 4'a. -.' ;� S2.13 FOUNDATION & SECOND FLOOR PLAN- SECTOR D �/te. \ �� ,rte DCTt,► +��.., ,:. �a `a S2.20 SECOND FLOOR FRAMING PLAN SECTOR A �"� LIN • Ad I; � -.� S2.21 SECOND FLOOR FRAMING PLAN SECTOR B 'k��N4,1rNl�FcSi ;' �, ': �y4I ., l 52.22 INTERSTORY FRAMING PLAN -SECTOR C ,g I.04,'v � t ' - - ,� �, e, I S230 ROOF FRAMING PLAN- SECTOR A 61 i= r► II W / 1 s ;if,'v. • 52.31 ROOF FRAMING PLAN - SECTOR B ; al+ t 4t y fiV®4 .a. ., IP'. S2.32 ROOF FRAMING PLAN SECTOR C �►�\!4. ,.. , tea f6 a .= /.: .�- 52.33 ROOF FRAMING PLAN -SECTOR DOREGQAI GD „4,,,,.. . r►► �! 1 - - .. T,..-- 53.11 EXTERIOR ELEVATIONS-SECTOR B AY/4:9%1114 � r� �/' w �i ='` S3.12 EXTERIOR ELEVATIONS SECTOR B -,9,., cGQRYBA''� S3.13 EXTERIOR ELEVATIONS SECTOR G & D �► ' a ' .R 53.20 INTERIOR SECTIONS I I . ExPi�l=s. OS-30-2011 g,. ! t ' -. ,.'� \ k-N 53.21 INTERIOR SECTIONS - �k , . � I a� 400. .,Ri. ■� 53.22 INTERIOR SECTIONS '� �'�_ y � .y i '` , r� �:,,r.. ® d\e - wo� S4.01 STAIR PLANS �� i u�e 1� . b,,;,7,11.,,-41:!.4;..-0 44 'fi ,,,: < ► r. �' ,zr0 s►� ... 54.02 STAIR PLANS �P' '41---11. 54.03 STAIR PLANS ` '� + - : ''� : s ►,� � 1 S4.10 STAIR FRAMING DETAILS , -:."..,-,?,.. :•• i ___,__,==___:. '111:41;404,' �A ' S4.ii STAIR FRAMING DETAILS ��I�`+I�� I� r 1, f ,, .'\.� ....,!P y �v , '4j 'Aj4 N SAE '►'.,. -4., ' 1 , rll F �,-r� �, ,� �► S5.00 FOUNDATION DETAILS '� �� '��'1 �� ( S5.01 FOUNDATION DETAILS �._ �, *.,A*A►A*-- / /4'�t 1'��,rl S5.02 FOUNDATION DETAILS • ,� \ .."'4* AV 4 /• 4 , 4* A ,l �� '. S6.00 FLOOR FRAMING DETAILS . a r. \� �� < ►al*�►�*�' . Ml��i� ,A1�� ►�► .�� Il �� S6.01 FLOOR FRAMING DETAILS q'a , ► �h y• , ; ¢ '�'k . 'l►��i:�`Qi ►�� ► .,�/' 1��/�' 56.02 FLOOR FRAMING DETAILS �I.• ..-0. 1 i J .�`�++�`,,!`,) , / `�*AIN, 41.' 1' * �* e S6.03 FLOOR FRAMING DETAILS ,�: ` =:Id° 'a�. � -... ,►n s .'/ � e��l�P ��i�►�• �'l�l\,��''* ,,��,, . (la�� 57.00 ROOF FRAMING DETAILS <p y- �, �� \ � . .. / �/ •� : r �� ►` / �� / �� 1�,�� 57.01 ROOF FRAMING DETAILS F R Q E L I C H �� '► `;. �+•` � " •. � ,.� ; :� \ :� ,fie .ar+' r ` �;r �� l l 1► �l �� 57.02 ROOF FRAMING DETAILS 5 ' ✓ .� \ o `' �� \`'�ov': tp, .� ��l li ,� /� S7.03 ROOF FRAMING DETAILS � � I }� , ENGINEERS .:F ►may; ,d . �, � �► + �� .� �� y � �- ,�' \` � .� , � � ,; �\lam.,\�, �l 1� 58.00 SHEAR WALL DETAILS - A. :� - a -may _ - e \y, \` \� moi' • li .SE' `! �; �` F,'. !�� ►',"� `' /, .:✓may �!.�^ f S9.00 PARTIAL PLANS ,� , , ,i ." �.• 17700 SW Upper Boones Ferry Rd „�I 00 ` as s' ;R'� \ *� , _ ' y �► ;; l� S9.01 PARTIAL PLANS _moi . cue Ia\ .�: �\j Shite #115 _: �� `�ti� .�: �. �; . \ �. S9.10 CANOPY PLANS t . ► \� �: � �' Portland, Oregon 97224 1 � _...,,.:31,47 „, '\„ \ ck .`, t ., -�. :! - �. ;r ' ..,,,,,...„......:::..:,,,,,,i0::: ' I `�' .,_`�a t.- �ti .� ,-\\\;�•\\.. S9.11 CANOPY PLANS PD , g a_'i`. ....� °'a,- y!' . -'� !1" Ids r-� . _ \ ^�`sw .�-' �o'\ \a•\\ j = !, ., '''-_,-<4.-•.' .i s w,. ► f \ ,a �� \\ �..\\\ 59.12 CANOPY PLANS Job #. 17 TO51 ' ♦ ' f _ . '. .. , .•+e- -�.*;-E. tin. ,.. ..l �;' 76:. :.74,7-'-,,- %_fir 'V,.. ,; \ ,.\ �o� `.ti�\ \t-\ \.`• l .11•R >..�. r .. .. , ., �� .,. � . .. ��b .:a- �< 'l�,�O-� 3*r.-�A �_ .. � '�,� \.t.. \ \\ �. S9.2D CANOPY DETAILS l - �, // -ice . .��,, ,i . - _ � 11 . ME '� • y`> \ s - ! , , t\\tea'\��\�`' n �i < . °o � " _ E ter',/ � :10.111111‘,1.:,:7",.4:11,. .,...,..,,,,f.„..41:.....---: ! \ \\ �►`. ♦ '' 1 4.. ~i ,.Y �\f sl. �"i .- � ,? ! III•' '� / ..1. /`� '-�, l `\\ \'! \\ .1.,-.-� ..�j r a', :7::. fr,. .,,,.. . . .' ,"!:':"'0?-'.-;.: '4,,' . Ate'di'e0C1).74%.4.35 ,0 -,' ' ' . .4 I lb .., ., ... re, . 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I �. . . � ® �. � �� \��, 9� _�,, COPY 0 OFAC •-,--- .1.it- .N 0 0 ‘ •fr - ':40. , . ,, . .4.,,,_•,,,,,,.,,.,,,- ,,,,.- . ,,...:„...„...,...,,,,,,,-.L.. . „:„:„ .. u) ...:. ... '...,.. -,. _.1,..,1 1 cial4O M i0 .. ..... .. . ...,.. .-..- '' ,..° R\ate CV '\ ..'\ .r,' 0) .-..13::%%••..,...`� I i -,,..*4.'-i:*, 4'a r \ CITY OF TIGARD � 1 1 ,M1,�111s1* :. `� \,. iiV REVIEWED FOR CODb COMPLIANCE CU 0 O0 Ag .�i`�, :',.''.� . • \ p raved: Pri O ,./:•-' .V',1".**�:j;�, - OTC: [ CD ® r � Permit#: S� ' 00 3 O . _ ,- .1 i.,0-- -- -...-,t,4,-.-`,--. 1:11 �. "0 ii, - • `I�;• Address: �`5 OO `,5._r X1,1 r [LC)e �c _�.! i � Suite #: W �• -- By: Date: '7- I (-Z- ., o ----..,.... 7•-•,-- 0 E 1- 0 U - SPECIAL iNSPEC'TION REQUIRED E 0-- co cf) State of Oregon: Structural Specialty Code /�� 0) c) ._� W lire/ - - o Concrete andei"':,~inrg Steel I' Ce a) Bolts insta;ir ri;n C<zre,rete 5 :.4 =Y . :'ng Concrete Frame 1 Reintorcirty Stasi&.Prestressing Steel Tendons Structural ;iVr.lciiri. High-S re::g:ii iyc:Iting ❑ Structural Masonry I Reinfor'.':e,. ic+im Concrete ^ 0 Insula ing s;.,ticrete Fill (: A ,. , 0 Spray Applied Fire-.'?esistive Materials -- ❑ Pilings,Drilied Piers and Caissons i 4 E1 r L., REV1En ❑ Special Grading,Excavation and Filling D c o o CO O ❑ Smoke-Control Systems _. o CE ❑ Other Inspoctians a) Legend U STRUCTURAL ABBREVIATIONS 0Ak 0 @ Center of Gravity of Strand At CGS ENGR Engineer HDR Header LL Live Load PAF Powder Actuated Fasteners SIMP Simpson Strong-Tie TYP Typical - INDICATES DETAIL REFERENCE E & And CJ Control Joint EQ Equal HEX Hexagonal LNTL Lintel PCF Pounds per Cubic Foot SF Square Foot UNO Unless Noted Otherwise -INDICATES FOOTING TYPE, SEE SCHEDULE. 5101 o Feet CL Centerline EQUIP Equipment HORIZ Horizontal LONG Longitudinal PERF Perforate, Perforated. Performance SL Snow Load phase BID AND i I " Inch CLG Ceiling EOR Engineer of Record HSS Hollow Structural Shape LSL Laminated Strand Lumber PERIM Perimeter SIM Similar VERT Vertical O - INDICATES KEYED NOTE. INDICATES PARTIAL SECTION PERMIT SET co # Number, Pound CLR Clear EW Each Way HVAC Heating, Ventilating, Air Conditioning LT WT Lightweight PERP Perpendicular SOG Slab on Grade VIF Verify In Field I (E) Existing CMU Concrete Masonry Unit EXT Exterior HT Height LVL Laminated Veneer Lumber PL Plate SPEC Specification, Specifications - INDICATES COLUMN - INDICATES BUILDING SECTION ' rid COL Column Cate �2.d � (N) New 9.18 PLF Pounds per Lineal Foot STD Standard W/ With v CONC Concrete F TO F Face to Face IBC International Building Code MANUF Manufacturer. Manufactured PLWD Plywood STIFF Stiffener W/O Without W- INDICATES WOOD BEARING WALL. INDICATES ELEVATION REFERENCE revisions c-.-n. AB Anchor Bolt CONN Connection FAB Fabricate IN Inch MAX Maximum PREFAB Prefabricated STL Steel WD Wood B- - INDICATES BEAM. XX PSF ACI American Concrete Institute CONT Continuous FE Froelich Engineers INFO Information MB Machine Bolt PSF Pounds per Square Foot STRUCT Structural WF Wide Flange(Structural Steel) ►� - INDICATES SNOW DRIFT LOAD. JOIST ADD Addendum, Addition FDTN Foundation INSP Inspect, Inspection MECH Mechanical PSI Pounds per Square Inch WT Weight J#@ Xx^OC - MANUFACTURER SHALL MAKE PROVISION Tzf) - INDICATES JOIST TYPE AND ��'N. ALT Alternate DBA Deformed Bar Anchor FT Foot, Feet INSUL Insulation MEZZ Mezzanine PSL Parallel Strand Lumber T&B Top and Bottom WWF Welded Wire Fabric SPACING, REF PLANS AND JOIST �� FOR THESE IN THE DESIGN OF THE JOISTS C APPROX Approximate DBL Double FTG Footing INT Interior MIN Minimum PT Post-Tensioned, Preservative-Treated T&G Tongue and Groove FRAMING SCHEDULE. XX-XX" a) I- ARCH Architect, Architectural DET Detail MISC Miscellaneous TAN Tangent o ASTM American Society for Testing and Materials DF Doug Fir(Douglas Fir) GA Gauge JST Joist MTL Metal QTY Quantity THK Thick, Thickness INDICATES DIRECTION PLYWOOD INDICATES MECHANICAL UNIT. cD AVG Average DIA Diameter GALV Galvanized THRD Threaded SHEATHING TO SPAN. SHEATHING ROOF W/3/4"APA RATED PLYWOOD AWS American Welding Society DIAG Diagonal GC General Contractor K Kilopound (1000 pounds) N North REF Refer, Reference TOB Top of Beam SHEATHING, (TYP UNO) NAILED W/10d INDICATES SHEAR WALL SHEATHING, REF DIAPH Diaphragm GEN General KIP Kilopound (1000 pounds) NO Number REINF Reinforce, Reinforcement TOF Top of Footing @ 6" OC EDGES AND 12"OC FIELD PLANS AND SHEAR WALL SCHEDULE BEV Bevel DIM Dimension GL Glulam(Glue Laminated Beam) 1 fOM Nominal REQ'D Required TOJ Top of Joist (UNBLOCKED) STAGGER JOINTS - INDICATES HOLDOWN TYPE, REF E PLANS AND HOLDDOWN SCHEDULE project # 16454 c_.) BLDG Building DL Dead Load GR Grade L Angle, Left, Length NTS Not To Scale REV Revision TOL Top of Lintel, Landing /// //// INDICATES STEP IN ELEVATION. TOP To of Pier - INDICATES SHEAR WALL SHEATHING COVER 0 BLKG Blocking DWG Drawing GYP Gypsum LAM Laminate. Laminatedp Q SCHED Schedule TOS Top of Slab, Top of Steel O BOT Bottom DWGS Drawings GYP BD Gypsum Board LAT Lateral OC On Center BP Base Plate DWL Dowel LB Pound OPP Opposite SE Structural Engineer TOW Top of Wall - INDICATESSTRUCTURAL LOAD BEARING OR SHEAR WALL CL Cl.) ti© BRDG Bridge, Bridging HAS Headed Anchor Stud LLH Long Leg Horizontal OWSJ Open Web Steel Joist SECT Section TOL Tolerance cY7� SHTH SheathingTRANS Transverse - - J INDICATES NON-STRUCTURAL WALL ,- l'---- BRG Bearing EA Each HDD Headed LLV Long Leg Vertical cop BELOW.Q ' - INDICATES STRUCTURAL LOAD BEARING OR SO • 00 ppU SHEAR WALL cn N ul 0'7 LoP inU 1 GENERAL STRUCTURAL NOTES SUBMITTALS: REINFORCING STEEL: STRUCTURAL STEEL: NAILING AND FASTENERS: 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO THE 1. REINFORCING STEEL SHALL BE DETAILED, FABRICATED,AND PLACED IN ACCORDANCE TO"ACI 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM ASTM 1. ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS FABRICATION AND CONSTRUCTION OF ALL STRUCTURAL ITEMS INCLUDING THE 318-BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"AND"ACI 315-MANUAL OF SPECIFICATIONS AND GRADES: AND CONFORM TO THE"STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS, 0 PROJECT DESCRIPTION: FOLLOWING: STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES." SPIKES,AND STAPLES"(ASTM F1667)AND"POWER-DRIVEN STAPLES AND NAILS FOR USE • NEW 2-STORY PRIMARY SCHOOL 2. ALL REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS AND GRADES IN ALL TYPES OF BUILDING CONSTRUCTION"(NER 272). K • CONVENTIONAL SPREAD AND STRIP CONCRETE FOUNDATIONS UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS: STRUCTURAL STEEL 2. NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1,OR NER-272. SUBMITTALS ` • CONCRETE SLAB-ON-GRADE FIRST FLOOR A. SMOOTH WELDED WIRE FABRIC-ASTM A185 WIDE FLANGE SECTIONS ASTM A-992,GRADE 50{Fy=50 KSI) 3. NAILS SHALL BE IDENTIFIED BY LABELS ATTACHED TO THEIR CONTAINERS,THAT SHOW • WOOD 2X STUD BEARING WALLS DEFERRED B. ALL OTHER REINFORCEMENT-ASTM A615,GRADE 60THE MANUFACTURER'S NAME, NAIL SHANK DIAMETER,AND LENGTH. ---±-,;_ -= SUBMITTAL D) SUBMITTAL(BCOMMENTS ri,1 • ENGINEERED WOOD I-JOIST AND BEAM FRAMED FLOOR (A, D} 3. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706.WELDING OF PLATES WHERE NOTED ASTM A572,GRADE 50(Fy=50 KSI) 4. NAIL SIZES SHALL BE AS FOLLOWS: _=_„ f+ ENGINEERED WOOD I-JOIST AND BEAM FRAMED ROOFS REINFORCING STEEL SHALL CONFORM TO AWS D1.4.ALL WELDING SHALL BE DONE BY AWS CHANNELS,ANGLES,PlATES--EXCEPT AS NOTED ASTM A36(Fy=36 KS{) * WOOD SHEATHED DIAPHRAGMS CONCRETE MIX DESIGNS X CERTIFIED WELDERS USING LOW HYDROGEN E70XX ELECTRODES. • WOOD SHEATHED SHEAR WALLS CONCRETE REINFORCEMENT X 4. REINFORCING STEEL SHALL BE SECURELY TIED IN-PLACE WITH#16 ANNEALED IRON WIRE. BARS HOLLOW STRUCTURAL SECTIONS(TUBES) A-500,GRADE B(Fy=46KSI) FRAMING NAILS REINFORCING STEEL MILL IN BEAMS,SLABS,AND FOUNDATIONS SHALL BE SUPPORTED ON WELL-CURED CONCRETE G ENERAL: CERTS BLOCKS,OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE"CRSI MANUAL OF STANDARD PIPE ASTM A53,TYPE E OR S(Fy=35 KSI) MINIMUM PENETRATION INTO 1. THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND PRACTICE"MSP-1. NAIL TYPE SHANK DIAMETER(IN)ARE INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,CIVIL, CONCRETE ANCHORAGES X FRAMING MEMBER(IN) MECHANICAL,AND ELECTRICAL DRAWINGS.THE CONTRACTOR IS RESPONSIBLE FOR ANCHOR BOLT LAYOUT X 5. ALL REINFORCEMENT SHALL BE FREE OF LOOSE MILL AND RUST SCALE,OIL, DIRT,OR COATINGS 2. DESIGN, FABRICATION,AND ERECTION SHALL BE IN ACCORDANCE WITH THE"RISC Li COORDINATING THE REQUIREMENTS FROM THE ENTIRE SET OF CONTRACT EMBEDDED STEEL ITEMS X OF ANY KIND THAT REDUCE THE BOND STRENGTH TO THE CONCRETE. SPECIFICATION FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL 6d 0.113 1.25 DOCUMENTS(INCLUDING THE PROJECT SPECIFICATIONS)INTO THEIR WORK. 6. REINFORCEMENT STEEL SHALL NOT BE DISPLACED OR ALTERED FOR THE CONVENIENCE OF STEEL BUILDINGS"WITH"COMMENTARY"AND THE"CODE OF STANDARD PRACTICE," 8d 0.131 1.50 SLAB-ON-GRADE CONTROL WITH EXCEPTIONS AS NOTEDIN THE PROJECT SPECIFICATIONS. 2. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE JOINT LAYOUT X OTHER TRADES UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 10d 0.148 1.625 PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. STRUCTURAL STEEL MILL 7. "WET SETTING"OF REINFORCING STEEL,ANCHOR RODS, EMBEDDED PLATES AND INSERTS IS 3. REFERENCE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR 12d 0.148 I 1.625 3. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE CERTS X NOT PERMITTED. MEMBERS PART OF THE SEISMIC LOAD RESISTING SYSTEM(SLRS). 16d 0.148 i 1.625 OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. STRUCTURAL STEEL X 8. ALL REINFORCEMENT SHALL BE CONTINUOUS WITH ADEQUATE LAP LENGTHS AT SPLICE 4. BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING 4. WHERE NO DETAILS ARE GIVEN,CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR LOCATIONS. A325 OR A490 HIGH STRENGTH BOLTS. BOLTS SHALL BE SNUG TIGHT UNLESS NOTED 5. UNLESS OTHERWISE NOTED ON PLANS, PLYWOOD SHEATHING SHALL BE ATTACHED TO WORK STEEL WELDING PROCEDURES X 9. THE FOLLOWING MINIMUM LAP SPLICE LENGTHS SHALL BE PROVIDED FOR ALL REINFORCING OTHERWISE. THE FRAMING SUPPORTS AS FOLLOWS: STEEL: .i1kLiC+T�1 STEEL FASTENERS X 5. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN 5 �4 1.CODE CONFORM OETHTE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC), BASED ROte FERO FAST BRICK LEDGER X X WELDED PROCEDURE SPECIFICATION(WPS)AS REQUIRED: BUILDING CONSTRUCTION. WELDING SHALL BE OMN AWS DACCfl1RDANCE WITH A 1 AND APPROVED SHEATHING NAILING ' GIN€ +x,11, BRACKET PRODUCT DATA TYPICAL LAP SPLICE SCHEDULE(IN) UPON THE 2012 INTERNATIONAL BUILDING CODE(IBC). BY THE STRUCTURAL ENGINEER OF RECORD. THE WPS VARIABLES SHALL BE WITHIN INTERMEDIATE FRAMING 61 K= 2. ALL REFERENCE TO OTHER CODES AND STANDARDS(ACI,ASTM, ETC.)SHALL BE FOR BRICK LEDGER LAYOUT X 1 3,000 PSI 4,000 PSI 5,000 PSI THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER. USE PANEL EDGES l MEMBERS ii •/. THE EDITIONS NOTED IN CHAPTER 35 OF THE IBC. DRAWINGS BAR SIZE TOP BARS OTHER BARS l TOP BARS 1 OTHER BARS 1 TOP BARS OTHER BARS ROOF SHEATHING 0.131"DIA AT 6"OC 0.131"DIA @ 12"OC � i GLUED LAMINATED MEMBERS X 6 FOR MEMBERS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM(SLRS), PREMANUFACTURED WOOD #3 28 22 24 19 22 17 REQUIREMENTS OF AWS D1.8(SEISMIC SUPPLEMENT)SHALL APPLY. FLOOR SHEATHING 0.148"DIA @ 6"OC 0.148" DIA @ 12"OC r.�, OREGON TEMPORARY CONDITIONS: JOISTS X X #4 37 29 32 25 29 22 7. ALL WELDS USED IN THE SEISMIC LOAD RESISTING SYSTEM(SLRS), SHALL BE MADE WALL SHEATHING 0.131" DIA AT 6"OC 0.131" DIA @ 12"OC � L'1.114 1. THE STRUCTURE HAS BEEN DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. PREMANUFACTURED METAL #5 47 36 40 31 36 28 WITH A FILLER METAL THAT HAS A CHARPY V-NOTCH(CVN)TOUGHNESS OF 20 FT-LBS ' �*'O Y4 •`e' THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING X X #6 56 43 48 37 43 33 AT 0 DEGREES FAHRENHEIT F AS DETERMINED BY AWS CLASSIFICATION OR NOTES: AWEB WOOD TRUSSES O, NT/OR SUPPORT REQUIRED AS A RESULT OF THE CONTRACTOR'S CONSTRUCTION #7 81 63 70 54 63 49 MANUFACTURER CERTIFICATION. ALL COMPLETE JOINT PENETRATION WELDS A. ALL NAILS SHALL BE COMMON NAILS EXCEPT RING SHANKS SHALL BE USED FOR I EXPIRES:os-30-20141 METHODS AND/OR SEQUENCES. STAIRS AND RAILINGS X DESIGNATED AS"DEMAND CRITICAL"SHALL BE MADE WITH FILLER METAL THAT HAS A FASTENING ROOF SHEATHING. 2. CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES SHALL RECOGNIZE MEP ANCHORAGE AND #8 93 72 80 62 72 55 BRACING X X FOOTNOTE"C" CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F,AND 40 FT-LBS AT 70 DEGREES AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS F. NOTES: 6. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1981. ALL DURING THE CONSTRUCTION PERIOD. 8. FOR COMPLETE JOINT PENETRATION WELDS ASSOCIATED WITH MEMBER SPLICES AND ALL A307 3. RETAINING WALLS THAT TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE A. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE A. FOR CENTER-TO-CENTER SPACING LESS THAN FOUR TIMES THE BAR DIAMETER, MULTIPLY CONNECTIONS NOT PART OF THE SLRS,WELDS SHALL BE MADE WITH FILLER METAL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS. _ n UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT STRUCTURAL DRAWINGS,THEY SHALL BEAR THE SEAL AND SIGNATURE OF A THE ABOVE VALUES BY A FACTOR OF 1.4. THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40 DEGREES F. BOLTS SHALL HAVE CUT THREADS. E7 w_,. .`____ _.____:777:7777:77.777.7:7177, THE TOP OF THE WALL. STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON.ANY B. TABLE VALUES APPLY FOR CLEAR COVER GREATER THAN OR EQUAL TO 1-1/2".CONTACT 7. PRE-DRILL HOLES FOR LAG BOLTS. SOAP THREADS OF LAGS IMMEDIATELY PRIOR TO MODIFICATIONS TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD IF CONDITIONS VARY. 9 FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC LOAD RESISTING INSTALLATION. _ SYSTEM, DISCONTINUITIES CREATED BY ERRORS, OR BY FABRICATION OR ERECTION ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE BY THE C. TOP BARS ARE LONGITUDINAL BARS IN ELEVATED SLABS AND BMS WITHIN 4"OF TOP OF 8. JOIST HANGERS, HOLDOWNS,AND OTHER FRAMING ACESSORIES SHALL BE DESIGN CRITERIA: OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS,AIR-ARC GOUGING,OR FLAME STRUCTURAL ENGINEER OF RECORD. MEMBER WITH MORE THAN 12"OF CONCRETE CAST BELOW THE BAR. CUTTING,SHALL BE REPAIRED AS REQUIRED BY THE STRUCTUIRAL ENGINEER. MANUFACTURED BY SIMPSON STRONG TIE(OR AN APPROVED EQUAL)AND BE OF THE __ 1. DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN B. DESIGN DRAWINGS,SHOP DRAWINGS,AND CALCULATIONS FOR THE DESIGN AND SIZE AND TYPE SHOWN ON THE DRAWINGS. HARDWARE FASTENERS SHALL BE _ = ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS AND ALLOWANCES WERE D. VALUES ARE FOR UNCOATED BARS. INSTALLED IN STRICT CONFORMANCE TO THE MANUFACTURER'S REQUIREMENTS. ANY USED FOR DESIGN,WITH LIVE LOADS(L.L.)REDUCED IN ACCORDANCE WITH THE IBC: FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL 10. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16"MINIMUM, PRODUCT SUBSTITUTIONS TO SIMPSON SHALL MEET OR EXCEED SI QUIRE S PUBLISHED - = - `__--= AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF 10. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR ALL REINFORCING UNLESS NOTED OTHERWISE ON THE DRAWINGS. DESIGN CAPACITIES AND MUST HAVE A CURRENT ICC EVALUATION REPORT FOR THE �_ -_ OREGON. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE 11. WELDING SHALL BE MADE BY AWS CERTIFIED WELDERS - STRUCTURE CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS STEEL: APPLICABLE CODES. DESIGN CRITERIA INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED UPON THE 13. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE BETWEEN THE REQUIREMENTS OF THE IBC AND AS NOTED UNDER"DESIGN CRITERIA." ARCHITECTURAL AND STRUCTURAL DRAWINGS TO PRODUCE THE SHOP DRAWINGS. 9. HANGERS NOT SHOWN SHALL BE SIMPSON U-TYPE,OR B-TYPE OF THE SIZE ' ff GEOTECHNICAL CRITERIA RECOMMENDED FOR THE SPECIFIC FRAMING MEMBER SHOWN ON PLAN. € C. THE CONTRACTOR SHALL COORDINATE THE SEISMIC RESTRAINTS OF MINIMUM CONCRETE COVER(CAST-IN-PLACE) 14. PROVIDE NON-SHRINK GROUT UNDER ALL BASE PLATES.GROUT SHALL BE F f� O E L I H DESIGN BASED ON GRI 10. FASTENERS IN CONTACT WITH PRESERVATIVE TREATED, OR FIRE TREATED WOOD SHALL GEOTECHNICAL REPORT BY: DATED JUNE 20,2017 MECHANICAL, ELECTRICAL,AND PLUMBING EQUIPMENT,MACHINERY,AND USE 1 COVER FACTORY-PACKAGED,6000 PSI MINIMUM AT 28 DAYS AND SHALL COMPLY WITH ASTM C BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM B695,CLASS 55 MINIMUM. ASSOCIATED PIPING WITH THE STRUCTURE.CONNECTIONS TO THE STRUCTURE 1107. 2,500 PSF SHALL CONFORM TO ASCE 7-10 CHAPTER 13 AND BE DESIGNED BY AN ENGINEER BEAM,JOIST AND COLUMN BARS 1-1/2"(TO STIRRUPS,OR TIES) 15. PROVIDE WEEP HOLES AT ALL EXTERIOR CLOSED SECTIONS WHERE MOISTURE MAY E N G I N E E R S al ALLOWABLE SOIL BEARING (INCREASE 33%FOR WIND AND SEISMIC LOAD REGISTERED IN THE STATE OF OREGON. SLAB BARS 1" ACCUMULATE. 11. SILLS AT WALLS SHALL BE BOLTED TO CONCRETE WITH 5/8"DIAMETER x 7"EMBED PRESSURE COMBINATIONS) ANCHOR BOLTS AT 4'-O"OC MAXIMUM AND WITHIN 1'-0"OF SILL PLATE ENDS,CORNERS OR INTERIOR WALL FACES D. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER 3/4"(#11 AND SMALLER) STEEL DECKING: SPLICES, UNLESS DETAILED OTHERWISE.WASHERS TO BE MINIMUM 1/4"x3"x3"AS PER RETAINING FROM,OR ADD TO,THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND (NOT EXPOSED TO EARTH,OR WEATHER) 17700 SW Upper Boones FerryRd WALLS-CANTILEVERED 35 PCF (EQUIVALENT FLUID PRESSURE) SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF OREGON1. STEEL DECK SHALL CONFORM TO ASTM A653 DESIGNATION SS,GRADE 33 MINIMUM IBC 2305.3.11• PP EXTERIOR WALL FACES 1-1/2"(#5 AND SMALLER} Suite#115 AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.ANY WITH 38KSI MINIMUM YIELD STRENGTH. 12. ALL SILL PLATES AND LEDGERS SHALL BE ANCHORED WITH A MINIMUM OF THREE RETAINING WALLS-BRACED 50 PCF(EQUIVALENT FLUID PRESSURE) (EXPOSED TO EARTH,OR WEATHER) 2"(#6 AND LARGER) 18 PCF AT 0.6H ABOVE BASE(CANTILEVERED) SUCH DETAILS ARE SUBJECT TO REVIEW AND ACCEPTANCE BY THE STRUCTURAL CONCRETE CAST AGAINST EARTH 3" 2. STEEL ROOF DECK SHALL BE 1-1/2"TYPE B,20 GAUGE SHOWN FASTENERS PER PIECE. Portland, Oregon 97224 RETAINING WALLS-SEISMIC 10 PCF AT 0.6H ABOVE BASE(RESTRAINED) ENGINEER OF RECORD. Job#: 17-T051 3. THE GALVANIZED COATING SHALL CONFORM TO ASTM A653,G60(G90 WHERE LEFT GLUED LAMINATED MEMBERS: RISK CATEGORY FOUNDATIONS: 11. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, REINFORCE ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER. 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH RISK CATEGORY III WALLS AS FOLLOWS: THE"AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED 1. FOUNDATION SIZES ARE BASED UPON A MAXIMUM TOTAL LOAD BEARING SOIL PRESSURE= 4. ROOF DECK SHALL BE ATTACHED WITH 4 WELDS PER SHEET AT ALL SUPPORTS AND TIMBER"(ANSI A190.1),OR OTHER CODE-APPROVED DESIGN, MANUFACTURING LIVE LOAD CRITERIA 2500 PSF FOR BEARING ON NATIVE SOILS OR ON STRUCTURAL FILL SIDE LAPS SHALL BE CONNECTED WITH BUTTON PUNCHES AT 12 INCHES ON CENTER. AND QUY ASSURANCE PROCEEDURES. LIVE LOADS UNIFORM LOAD(PSF) CONCENTRATED LOAD 2. ALL FOOTINGS SHALL BE A MINIMUM OF 18"BELOW FINAL GRADES. TYPICAL CONCRETE WALL REINFORCING(U.N.0) 5. DO NOT HANG OR SUSPEND STRUCTURAL ITEMS DIRECTLY FROM THE ROOF DECK. 2. ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. (LBS) NON-STRUCTURAL ITEMS SUSPENDED FROM THE DECK SHALL BE REVIEWED AND CORRIDORS AND STAIRS 100 2000 3. ALL DISTURBED SOIL SHALL BE REMOVED BY HAND OPERATION FROM FOOTING WALL HORIZONTAL VERTICAL BARS LOCATION APPROVED BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO INSTALLATION. 3. EACH MEMBER SHALL BEAR AN AITC OR APA-EWS INDENTlF1CATION MARK OR BE SCHOOL CLASSROOMS 40 2000 EXCAVATIONS TO NEAT LINES AND REPLACED WITH ENGINEERED FILL IF NECESSARY SIZE BARS ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ASSEMBLY AREAS 100 2000 4. BOTTOM OF FOOTINGS SHALL BE STEPPED FROM ELEVATION TO ELEVATION AT 2'-0" 6" #4 @ 16"OC #4 @ 16"OC AT CL OF WALL 4. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN STORAGE(LIGHT) 125 2000 HORIZONTAL TO 1'-0"VERTICAL STEPS. 8" #4 @ 12"OC #4 @ 12"OC AT CL OF WALL SAWN FRAMING LUMBER: EITHER THE SHOP OR FIELD. NOTES: 1. LIVE LOADS REDUCED PER OS13C 1607.10 5. PROVIDE BUILDING SUB-FLOOR MATERIAL UNDER THE CONCRETE SLAB ON GRADE AS 1. SAWN LUMBER SHALL CONFORM TO THE WEST COAST LUMBER INSPECTION BUREAU 5. NOTCHING AND/OR BORING OF GLUED LAMINATED MEMBERS(EITHER IN THE 2. MEMBER DESIGNED FOR THE MORE CRITICAL OF THE INDICATED IN SPECIFICATION SECTION 31 20 00. THE 12. CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS,COLUMNS AND INTERSECTING {WCLIB)OR THE WESTERN WOODS PRODUCTS ASSOCIATION(WWPA)GRADING RULES. SHOP, ORSTRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEEROF FIELD)IS STRICTLY PROHIBITED UNLESS AS SPECIFICALLY DETAILED WALLS. 2. ALL LUMBER SHALL BE THE SPECIES AND GRADES AS FOLLOWS: RE OTD. UNIFORM OR CONCENTRATED LOAD. 13. PROVIDE HOOKED FOOTING DOWELS OF THE SAME SIZE AND SPACING AS THE VERTICAL WALL SNOW CRITERIA CONCRETE: REINFORCEMENT. LAP SPLICE DOWELS TO THE VERTICAL WALL REINFORCEMENT AND 6. GLUED LAMINATED TIMBER BEAMS SHALL BE WESTERN SPECIES WITH THE DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH THE OSSC 1. ALL CONCRETE WORK SHALL CONFORM TO"ACI 318-BUILDING CODE REQUIREMENTS TERMINATE WITH STANDARD 90 DEGREE HOOK INTO THE FOOTING WITH A MINIMUM 6" SAWN LUMBER FOLLOWING STRENGTH PROPERTIES: ,mil■N•J FOR STRUCTURAL CONCRETE"AND CHAPTER 19 OF THE INTERNATIONAL BUILDING EMBEDMENT BELOW THE TOP OF FOOTING. SPECIES/GRADE Fb(PSI}-BASE VALUE __ SNOW DRIFT PER OSSC AS SHOWN ON PLANS USE 0 GROUND SNOW LOAD P 9 = 10 PSF IN ACCORDANCE WITH 2010 SNOW LOAD CODE. 14. AT SLAB AND WALL OPENINGS, PROVIDE A MINIMUM OF TWO#5 BARS OVER, UNDER,AND AT THE DOUGLAS FIR-LARCH L.. ANALYSIS FOR OREGON 2. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS SIDES OF THE OPENING. EXTEND THESE BARS A LAP DISTANCE(OR A MINIMUM OF 2'-0")PAST LUMBER 2"TO 4"THICK NO.2 900 GLUED LAMINATED MEMBERS �0 PER ASTM C39, UNLESS NOTED OTHERWISE,AND SHALL BE AS FOLLOWS: THE OPENING ON ALL SIDES. 0 �^ FLAT ROOF SNOW LOAD P f =15 PSF DOUGLAS FIR-LARCH V, 15. PROVIDE ONE#5 FOR SINGLE LAYER,AND TWO#5 FOR DOUBLE LAYER REINFORCING,4'-0" BEAMS 5"x5"AND GREATER 1350 MODULUS 0 SNOW EXPOSURE FACTOR NO.1 COMBINATION FLEXURAL Q C a = 1.0 LONG, DIAGONALLY AT EACH CORNER OF ALL WALL AND SLAB OPENINGS. OF HORIZONTAL SHEAR DOUGLAS FIR-LARCH SYMBOL USE ELASTICITY STRESS STRESS(PSI) SNOW LOAD IMPORTANCE I 1.10 CONCRETE STRENGTHS 16. PROVIDE#5 CARRIER BAR AT 3'-0"MAX SPACING FOR ALL SLAB AND WALL REINFORCING NOT POSTS N0.1 1200 (SPECIES) (PSI) s FACTOR I SUPPORTED BY OTHER TRANSVERSE REINFORCEMENT. (PSI) =1.0 WATER- DOUGLAS FIR LARCH V iiiME THERMAL FACTOR C f ENTRAINED 17. ALL CORNERS AND INTERSECTIONS OF WALLS AND FOOTINGS SHALL HAVE BENT REBAR WITH T&G DECKING COMMERCIAL DEX 1450 24F-V4(DF/DF) SIMPLE SPAN 1,800,000 2,400 265 0 N DESCRIPTION f c(PSI) CEMENT RATIO OTHER 2'-6"x2'-6"LEGS THAT MATCH THE SIZE AND SPACING OF THE HORIZONTAL WALL REINFORCING CANTILEVERED O N CO WIND CRITERIA BY WEIGHT AIR AND LONGITUDINAL FOOTING REINFORCING. MAIN WIND FORCE RESISTING 130 MPH BASIC WIND SPEED(3-SECOND GUST) 3. ALL DIMENSIONAL LUMBER AND TIMBERS SHALL BE KILN DRIED AND CERTIFIED IN 24F-V8(DF/DF) OR 1,800,000 2,400 265 • 0) SYSTEM FOOTINGS, STEMWALLS 3,000 0.53 WRITING BY THE SUPPLIER TO BE LESS THAN 19% MOISTURE CONTENT. CONTINUOUS COMPONENTS AND CLADDING 130 MPH BASIC WIND SPEED(3-SECOND GUST) RETAINING WALLS 3,000 0.50 4%+/- 1.5% 0 CONCRETE ACCESSORIES: 4. ALL LUMBER IN CONTACT WITH CONCRETE OR CMU SHALL BE PRESERVATIVE TREATED RS 0 0 EXPOSURE CATEGORY B EXTERIOR SLAB-ON-GRADE 3,000 0.48 6%+/- 1.5% 1. DEFORMED BAR ANCHORS(D.B.A.)SHALL BE NELSON TYPE D2L(ICC ESR-2907) OR APPROVED (PT)PER THE AMERICAN WOOD PRESERVERS BUREAU(AWPB) UNLESS AN APPROVED 7. GLULAM MEMBERS SHALL BE OF THE FOLLOWING APPEARANCE GRADE(S), '4•WN GUST/INTERNAL PRESSURE GC p; =+/-0.18 INTERIOR SLAB-ON-GRADE 4,000 0.42 EQUAL. MOISTURE BARRIER IS PROVIDED. ALL PT LUMBER SHALL BEAR THE AWPB QUALITY UNLESS OTHERWISE NOTED ON PLANS: EXPOSED- PREMIUM. COVERED- INDUSTRIAL O MARK SEISMIC CRITERIA WEIGHT NOT 2. HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS(ICC 8. GLULAM MEMBERS NOTED AS"FRR"(FIRE RESISTANCE RATED)SHALL BE LAVED a IMPORTANCE FACTOR I , 1.25 CENETIOUS TOPPING SLAB 2,500 N/A TO EXCEED ESR-2856)OR APPROVED EQUAL. 5. CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO IBC SECTIONS UP WITH ADDITIONAL TENSION LAMINATION(S)AS REQUIRED TO MEET 1 HOUR = - SITE CLASS D 120 PCF 3. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END-WELDED 2308.8.2,2308.9.10,2308.10.4.2 AND THE LIMITATIONS AS NOTED ON THE STRUCTURAL FIRE RESISTANCE RATING PER IBC 722.6.3.4. THE QUALITY STAMP ON"FRR" J • WITH THE MANUFACTURER'S STANDARD EQUIPMENT AND IN ACCORDANCE WITH THE DRAWINGS. BEAMS SHALL INDICATE THAT THE MANUFACTURER HAS MADE THE REQUIRED CD cx, py SEISMIC DESIGN CATEGORY D 6. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITION WALLS. LAYUP MODIFICATIONS. MCE SPECTRAL ACCELERATIONS NOTES: ASSOCIATED ICC REPORTS. S =0.967 S =0.430 4. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT DIPPED GALVANIZED 7. PROVIDE SOLID LINES OF BLOCKING,SAME DEPTH OF FRAMING MEMBER,AT ALL 9. GLUED LAMINATED TIMBER COLUMNS SHALL BE VISUALLY GRADED WESTERN 1.11 -'- s f A. VERIFY WATER/CEMENT RATIO WITH FLOOR COVERING MANUFACTURER FOR BEARING POINTS. SPECIES, DOUGLAS FIR,ID#5, E=2000 KSI,Fb=2400 PSI AND Fc(perp)=650 PSI $ITE COEFFICIENTS F =1.13 F =1.65 CONCRETE FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS. AFTER FABRICATION. EMBEDDED ITEMS SHALL NOT BE LOADED, NOR SHALL WELDS BE APPLIED, a) g vFOR A MINIMUM OF 7-DAYS AFTER CASTING OF CONCRETE. 8. JOIST BRIDGING SHALL BE REQUIRED WHERE JOISTS HAVE A DEPTH-TO THICKNESS Y DESIGN SPECTRALB. CONCRETE MIXES SHALL BE NORMAL WEIGHT AND CONTAIN PORTLAND CEMENT RATIO GREATER THAN 5-TO-1 AND WHERE ONE EDGE IS UNSUPPORTED. JOIST 0 E i- .0 ACCELERATIONS S DS =0.72 S Dl =0.44 CONFORMING TO ASTM C150 FOR TYPE I,OR TYPE II. 5. APPROVED POST-INSTALLED ANCHORS ARE AS FOLLOWS: BRIDGING SHALL BE SPACED AT 8'-O"ON CENTER MAXIMUM. . , - C. AIR ENTRAINING AGENT SHALL CONFORM TO ASTM C260. ENGINEERED COMPOSITE LUMBER: ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PER ASCE 7-10 SECTION 12.8 1. ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS LAMINATED VENEER LUMBER D. COLUMNS THAT ARE AN INTEGRAL PART OF A WALL SHALL HAVE CONCRETE APPROVED POST-INSTALLED CONCRETE ANCHORS WOOD STRUCTURAL PANEL SHEATHING: (MICROLAM),INEEREPARALLEL STRAND LUMBER(PARALAM),AND LAMINATED STRAND a) SECTORS A&B SECTORS C&D STRENGTH AS REQUIRED FOR COLUMNS. 1. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE"U.S. LUMBER(TIMBERSTRAND)SHALL BE OF THE SIZE AND TYPE SHOWN ON THE CU LIMN LOAD RESISTING LIGHT FRAMED WOOD SHEAR LIGHT FRAMED WOOD TYPE ANCHOR ICC REPORT PRODUCT STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD," THE DRAWINGS, MANUFACTURED BY TAUS-JOIST OR AN APPROVED EQUAL. SYSTEM WALLS SHEAR WALLS 3. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS: CONCRETE SIMPSON TITEN HD ICC ESR-2713 "U.S.PRODUCT STANDARD PS 2 PERFORMANCE STANDARD FOR WOOD-BASED 2. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: E • CO RESPONSE MODIFICATION SCREW HILTI KWIK HUS-EZ ICC ESR-3027 STRUCTURAL USE PANELS,"OR THE"APA PRP-108 PERFORMANCE STANDARDS." 0) O FACTOR R =6.5 R =6.5 EPDXY SIMPSON SET-XP ICC ESR-2508 2. UNLESS NOTED OTHERWISE ON THE DRAWINGS,ALL PANELS SHALL BE APA RATED SEISMIC RESPONSE MINIMUM CEMENT CONTENT ADHESIVE HILTI HIT-RE 500SD ICC ESR-2322 SHEATHING, EXPOSURE 1,OF THE THICKNESS AND SPAN RATING AS FOLLOWS: ENGINEERED COMPOSITE LUMBER IX 0) C =0.138 C =0.138 COEFFICIENT SIMPSON STRONG-BOLT II ICC ESR-3037 s s f c{PSI} MINIMUM CEMENT CONTENT PER CUBIC EXPANSION MODULUS OF ALLOWABLE FLEXURAL REDUNDANCY FACTOR 0 =1.0 0 =1.0 YARD # HILTI KWIK BOLT TZ ICC ESR-1917 COMPOSITE LUMBER TYPE ELASTICITY(PSI) STRESS(PSI) • DESIGN INELASTIC STORY DRIFT 3,000 470 LBS. WOOD STRUCTURAL PANEL SHEATHING LSL 1,500,000 2,350 A =1 INCHES A =1 INCHES 4,000 550 LBS. NOTES: USE 1 THICKNESS/RATING(UNO) LVL 1,900,000 2,600 A. ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE TO THE APPLICABLE ICC ROOF SHEATHING 3/4"-INDEX 48/2 PSL 2,000,000 2,900 NOTES: REPORT. FLOOR SHEATHING 1 1/8"-INDEX 60/32 STRUCTURAL OBSERVATION: A. FLYASH CONFORMING TO ASTM C618"TYPE F,"OR"TYPE C"MAY BE USED TO B. REINFORCEMENT SHALL NOT BE CUT IN NEW,OR EXISTING CONCRETE DURING WALL SHEATHING 1/2"-INDEX 32/16 1. THE STRUCTURAL ENGINEER OF RECORD(SER)WILL PERFORM STRUCTURAL REPLACE UP TO 20%OF THE CEMENT CONTENT, PROVIDED THAT THE MIX INSTALLATION OF POST-INSTALLED ANCHORS. NOTE: , OBSERVATIONS BASED ON THE REQUIREMENTS OF THE IBC AT THE STAGES OF STRENGTH IS SUBSTANTIATED BY TEST DATA. C. ANCHORS THAT ARE LEFT EXPOSED TO WEATHER SHALL BE STAINLESS STEEL,ORFLEXURAL STRESSES NOTED ABOVE ARE FOR 12"DEEP MEMBERS. DEEPER MEMBERS I CONSTRUCTION LISTED BELOW.THE CONTRACTOR SHALL PROVIDE SUFFICIENT HOT-DIPPED GALVANIZED. 3. ALL FLOOR AND ROOF SHEATHING SHALL BE INSTALLED WITH FACE CRAW SHALL BE DESIGNED FOR REDUCED STRESSES PER THE MANUFACTURER'S "` I '-` PERPENDICULAR TO SUPPORTS AND END JOINTS SHALL BE STAGGERED. REQUIREMENTS. NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS: 4. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS,ALONG WITH TEST DATA 4. ROOF SHEATHING SHALL BE BLOCKED, OR HAVE EDGES SUPPORTED BY PLYCLIPS. COMPLIANT WITH ACI-318 CHAPTER 5,A MINIMUM OF TWO WEEKS PRIOR TO PLACING C__ A ' CONCRETE. 5. FLOOR SHEATHING PANELS SHALL BE FIELD GLUED TO THE FRAMING USING STRUCTURAL OBSERVATIONS 5. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS IT CONFORMS TO THE ADHESIVES MEETING THE APA SPECIFICATION AFG-01 OR ASTM D3498. TONGUE AND FLOOR AND ROOF DECKING: OBSERVATION APPROVED MIX DESIGN AND IS SPECIFICALLY APPROVED IN WRITING BY THE GROOVE PANELS SHALL ALSO BE GLUED AT THE T&G JOINT. 1. ALL DECKING SHALL BE DOUGLAS FIR LARCH SELECTED GRADE CONFORMING TO 1975 �_ CONSTRUCTION PHASE COMMENTS 6. SHEAR WALL SHEATHING SHALL BE PLYWOOD OR OSB PANELS CONFORMING TO THE I BY SER CONCRETE SUPPLIER. GRADING RULE#16 FOR WEST COAST LUMBER. 0 PRIOR TO FIRST CONCRETE POUR X REF. FOOTNOTE A, B, C 6. A WATER REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT REQUIREMENTS FOR ITS TYPE SPECIFIED IN DOC PS1 OR PS2. CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS SHALL BE 7. SHEAR WALL SHEATHING SHALL BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY 2. DECKING SHALL BE 2 INCH OR 3 INCH NOMINAL THICKNESS AS NOTED ON THE B COMPLETION OF LATERAL RESISTING X REF. FOOTNOTE A, B,C AND BE BLOCKED AT ALL PANEL EDGES. SHEET SIZES SHALL BE 4'X8' UNLESS AT DRAWINGS AND SHALL BE SIDE MATCHED. D CU SYSTEMS(PRIOR TO COVERING) INCORPORATED INTO CONCRETE MIX DESIGNS. A HIGH RANGE WATER REDUCING BOUNDARIES OR FRAMING CHANGES. REFERENCE PLANS FOR ADDITIONAL cU ADMIXTURE CONFORMING TO ASTM C494"TYPE F, OR TYPE"G"MAY BE USED IN = COMPLETION OF STRUCTURE(PRIOR TO X REF. FOOTNOTE A, B CONCRETE MIXES PROVIDED THAT THE SLUMP DOES NOT EXCEED 10-INCHES. REQUIREMENTS. 3. DECKING SHALL BE INSTALLED IN A CONTROLLED RANDOM LAY UP PATTERN. •0) COVERING) N AS REQUIRED TO ADDRESS STRUCTURAL 7. CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION WHEREVER 4. FOR 2"NOMINAL DECKING:AT EACH SUPPORT DECKING SHALL BE TOENAILED -� ISSUES X REF. FOOTNOTE A, B PRACTICAL. CONSTRUCTION JOINTS IN BEAMS,JOISTS,AND SLABS SHALL BE THROUGH THE TONGUE AND FACE NAILED WITH ONE NAIL, USING 0.162"DIAMETER x 3 0 LOCATED AT MID-SPAN WITH REINFORCING CONTINUING THROUGH AS IF THE JOINT 1/2"NAILS.COURSE NAILING NOT REQUIRED. DID NOT OCCUR. VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE LOCATED 2 A. STRUCTURAL OBSERVATIONS ARE INTENDED TO VERIFY GENERAL 5. FOR 3"NOMINAL DECKING:AT EACH SUPPORT DECKING SHALL BE TOENAILED WITH �_ MIDWAY BETWEEN COLUMNS OR PILASTERS. ONE 0.225"DIAMETER x 5"NAIL AND FACE NAILED WITH ONE 0.263"DIAMETER x 6"NAIL. 0 CONFORMANCE WITH THE STRUCTURAL DRAWINGS.SPECIAL INSPECTIONS AND COURSES SHALL BE SPIKED TO EACH OTHER WITH 8"SPIKES AT INTERVALS NOT TO l wfi TESTING ARE STILL REQUIRED. 9. SLEEVES,OPENING, CONDUITS,AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE EB. STRUCTURAL OBSERVATION TO OCCUR AFTER THE REINFORCING STEEL HAS STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR EXCEED 30"THROUGH PREDRILLED EDGE HOLES WITH ONE SPIKE AT A DISTANCE NOT BEEN INSTALLED TO PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN EXCEEDING 10"FROM THE END OF EACH PIECE. E, phase l BID AND OUTSIDE DIMENSION THAN ONE-THIRD THE THICKNESS OF THE SLAB AND SHALL NOT O CI BE SPACED CLOSER THAN THREE DIAMETERS ON-CENTER. PERMIT SET j SPECIAL INSPECTION AND TESTING: I 1. SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE 10. THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE LAYOUT OF 12 REQUIREMENTS OF THE IBC AS SUMMARIZED IN THE SPECIAL INSPECTION AND CONSTRUCTION AND CONTROL JOINTS FOR CONCRETE SLABS-ON-GRADE. THE date ( 12/01/2017 .= TESTING PROGRAM ON SHEET S0.03&S0.04.THE CONTRACTOR SHALL PROVIDE JOINTS SHALL BE LOCATED AT MAXIMUM 12'-0"ON-CENTER EACH WAY FORMING VSUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE RECTANGLES WITH A LENGTH TO WIDTH RATIO NOT EXCEEDING 1.5 IN ANY DIRECTION. INSPECTIONS. CONTROL JOINTS SHALL INTERSECT AT COLUMN BLOCKOUTS,AT ENDS OF BEARING revisions 1' WALLS,AND AT ALL RE-ENTRANT CORNERS IN THE SLAB. �f G 11. ALL BOLTS AND/OR ANCHOR RODS EMBEDDED INTO CONCRETE SHALL CONFORM TO ASTM SPECIFICATION F1554 GRADE 36 UNLESS NOTED OTHERWISE ON THE p„ STRUCTURAL DRAWINGS. E12. ANCHOR RODS ARE TO BE LOCATED BY MEANS OF TEMPLATE. ANCHOR RODS SHALL E I- r. NOT BE HAND SET,OR WET SET. 13. ANCHOR RODS AND EMBEDDED ITEMS SHALL BE SET IN ACCORDANCE WITH THE AISC - G7 CODE OF STANDARD PRACTICE SECTION 7.5. cD 14. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING N CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. 15. PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTEDE project# 16054 0 EPDXY REPAIR ADHESIVE: GENERAL STRUCTURAL 0 1. EPDXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A NOTES m TWO-COMPONENT, LIQUID EPDXY WITH NON-SAG CONSISTENCY AND LONG POT LIFE. a.. aj THE EPDXY ADHESIVE SHALL BE SUITABLE FOR USE ON DRY OR DAMP SURFACES. '.--'0 2. ADHESIVE SHALL HAVE A MINIMUM SLANT SHEAR STRENGTH OF 5,000 PSI AND A d;e MINIMUM TENSILE STRENGTH OF 4,000 PSI. c:'?�� 3. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE o�OU MANUFACTURER'S RECOMMENDATIONS AND THE REQUIREMENTS SET FORTH IN THE SO 11 01 APPROVED ICC EVALUATION REPORT. N 4. REINFORCEMENT SHALL NOT BE CUT OR DAMAGED IN EITHER NEW OR EXISTING CONCRETE DURING INSTALLATION. PREMANUFACTURED WOOD JOISTS: 1. DESIGN OF THE PREMANUFACTURED JOIST SYSTEM SHALL BE THE CONTRACTORS LIGHT GAGE STEEL FRAMING: RESPONSIBILITY. 1• ALL LIGHT GAGE STEEL FRAMING TO BE: 2. PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE AND TYPE AS SHOWN ON ASTM A-446 GRADE D(Fy=50 KSI)FOR 16 GAGE AND HEAVIER THE STRUCTURAL DRAWINGS. JOISTS SHALL BE MANUFACTURED BY REDBUILT,OR AN APPROVED EQUAL. ASTM A-446 GRADE A(Fy=33 KSI) FOR 18 GAGE AND LIGHTER ri.i 3. ALTERNATE JOIST PRODUCTS WILL BE CONSIDERED PROVIDED THEY ARE ICC 2. ALL FABRICATION, ERECTION,AND IDENTIFICATION OF LIGHT GAGE STEEL APPROVED,ARE COMPATIBLE WITH THE LOAD CAPACITY, DIMENSIONAL,AND FIRE FRAMING SHALL CONFORM TO AISI-NASPEC SPECIFICATIONS. - = RATING REQUIREMENTS OF THE PROJECT,AND HAVE LVL FLANGES. 3. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR _, f_-_,--_,--- -_., 4. IF ANOTHER I-JOIST PRODUCT IS TO BE SUBSTITUTED,THE SUBSTITUTED PRODUCT FASTENING OF COMPONENTS SHALL BE WITH WELDING. ' MUST BE EQUAL OR GREATER IN MOMENT,SHEAR, REACTION, El,AND PERFORMANCE A. ALL WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH - AS THE PRODUCT SPECIFIED FOR THIS PROJECT.THE SUPPLIER SHALL BE -7z-F:,,;'___:_=:,=_=_ RESPONSIBLE FOR THE COST OF ANY RE-ENGINEERING AND MODIFICATIONS TO THE OF THE CONNECTION. _:4-_ _ :,_ STRUCTURAL PLANS OR DETAILS DUE TO THE SUBSTITUTION OF THEIR PRODUCT. B. ALL WELDING SHALL CONFORM TO AWS SPECIFICATIONS. 5. ALTERNATIVE PRODUCTS AND DESIGNS MUST BE APPROVED BY THE STRUCTURAL C. ALL WELDERS SHALL BE CERTIFIED FOR LIGHT GAGE STEEL UNDER .-: -......4i;- ENGINEER OF RECORD PRIOR TO BID. 6. ALTERNATIVE PRODUCTS MUST BE OF THE SAME DEPTH AND SAME ON-CENTER AWS SPECIFICATIONS. SPACING AS THE SPECIFIED PRODUCT. 4• STEEL STUDS AND JOISTS SHALL BE OF THE TYPE AND GAGE SHOWN ON THE 7. ALTERNATIVE PRODUCTS MUST HAVE A CURRENT ICC REPORT BASED ON THE DOCUMENTS AS MANUFACTURED BY ANGELES METAL SYSTEMS,KNORR APPLICABLE IBC CODE. STEEL FRAMING SYSTEMS, STUDCO,OR OTHER APPROVED MANUFACTURER. 8. CALCULATIONS OF THE PROPOSED ALTERNATE PRODUCTS MUST BE SEALED BY THE 5• PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO,TRACKS,CLIPS, r.--� - �-A, PRODUCT ENGINEER AND SUBMITTED FOR REVIEW BY THE ARCHITECT AND ENGINEER WEB STIFFENERS,ANCHORS, FASTENING DEVICES AND OTHER ACCESSORIES OF RECORD. REQUIRED FOR A COMPLETE AND PROPER INSTALLATION. 9. JOIST SUPPLIER SHALL PROVIDE JOISTS, BRIDGING, HANGERS, BLOCKING,AND OTHER 6. END BLOCKING SHALL BE PROVIDED WHERE STUD AND JOIST ENDS ARE NOT IftliC tipt ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND PERFORMANCE OF OTHERWISE RESTRAINED FROM ROTATION. J n � THEIR PRODUCT.THESE SHALL BE CLEARLY CALLED OUT AND DETAILED ON THE SHOP G fi, DRAWINGS. 7 SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED. iLt1NQ` %rte 10. JOIST SUPPLIER SHALL INSPECT ALL JOISTS, BEAMS, BRIDGING, HANGERS, BLOCKING, 8. STUDS SHALL BE SECURELY ATTACHED TO FLANGES OF BOTH UPPER AND Bf ,� AND OTHER ACCESSORIES AFTER INSTALLATION AND PROVIDE WRITTEN VERIFICATION LOWER RUNNERS. I .1 / OF PROPER INSTALLATION OF THEIR PRODUCT TO THE ARCHITECT AND STRUCTURAL 9. STUDS AND JOISTS TO BE BRACED WITH BRIDGING PER MANUFACTURER'S a�Eaor� ENGINEER OF RECORD. SPECIFICATIONS. t 11. LAMINATE MULTIPLE JOISTS WHERE INDICATED ON DRAWINGS PER THE / •4 MANUFACTURER'S RECOMMENDATIONS. FIRE-RETARDANT-TREATED(FRT)PLYWOOD: 49, 14 ' 12. CAMBER ALL JOISTS AS PER MANUFACTURER'S RECOMMENDATIONS. 13. DO NOT NOTCH OR DRILL PRODUCTS, EXCEPT AS ALLOWED PER THE 1• ALL FRT PLYWOOD SHALL BE PROPERLY LABELED WITH THE IDENTIFYING MANUFACTURER'S SPECIFICATIONS.ANY PROPOSED NOTCHING OR DRILLING OF MARK OF AN APPROVED TESTING AGENCY, IDENTIFICATION OF THE TREATING EXPIRES:0 3t - 01 PRODUCTS REQUIRES PRIOR APPROVAL BY THE MANUFACTURER. MANUFACTURER, NAME OF FIRE-RETARDANT TREATMENT,WOOD SPECIES, 14. THE CONTRACTOR SHALL COORDINATE WITH THE JOIST MANUFACTURER TO PROVIDE FLAME SPREAD INDEX AND SMOKE DEVELOPED INDEX, DRYING METHOD USED ADDITIONAL JOISTS AND/OR ADJUST JOIST LAYOUT TO AVOID CONFLICTS WITH AFTER TREATMENT,AND CONFORMANCE WITH APPROPRIATE STANDARDS AS COLUMNS, COLUMN CONNECTIONS, CONNECTION HARDWARE, ETC. REQUIRED BY SECTIONS 2303.2.2 THROUGH 2303.2.5 OF THE IBC 15. THE PREMANUFACTURED WOOD JOIST SYSTEM SHALL BE DESIGNED TO RESIST THE 2. THE TREATING PROCESS SHALL BE CONDUCTED BYA QUALIFIED TREATING . ,., ,._,.gib._, ----=-7-7=--_-:77:7771 FOLLOWING MINIMUM LOADS. MANUFACTURER,THE PLYWOOD MANUFACTURER IS NOT RESPONSIBLE FOR THE TREATED PRODUCT OR ITS PERFORMANCE. 3• ALL FASTENERS SHALL CONFORM WITH SECTION 2304.9.5 OF THE IBC WHICH FREMANUFACTURED WOOD JOIST LOADING REQUIRE HOT-DIP ZINC-COATED STEEL,STAINLESS STEEL,SILICON BRONZE, LOADING TYPE 1 UNIFORMLY DISTRIBUTED LOAD(PSF) OR COPPER FASTENERS IN ACCORDANCE WITH ASTM A 153 OR ASTM B 695, s ROOF LIVE LOAD 20 CLASS 55 MINIMUM. _ - _ ,�=�'�: . ROOF SNOW LOAD 25 MASONRY/STONE VENEER: ROOF DEAD LOAD 20 1. MASONRY VENEER SHALL NOT EXCEED 5"IN THICKNESS. NET WIND UPLIFT 7 2. PROVIDE 1-INCH MINIMUM(4-1/2"MAXIMUM)AIR SPACE BETWEEN VENEER AND STUD ••; •,,• ► • $ k I ; : WALL SHEATHING.WALL SHEATHING SHALL BE COVERED WITH AN APPROVED ��FLOOR DEAD LOAD ��r�� 28 .� 1 . .r., WEATHER RESISTANT BARRIER. F R O E L I C H E7 3. VENEER ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 530-11 SECTION 6.2. 16. CONTRACTOR TO VERIFY ALL WEIGHTS AND LOCATIONS OF CONCENTRATED LOADS 4. ANCHORS SHALL MEET THE REQUIREMENTS OF THE SEISMIC DESIGN CATEGORY ENGINEERS 1 DUE TO ROOF TOP MECHANICAL UNITS, MECHANICAL PIPING, ELECTRICAL UNITS, LISTED IN"DESIGN CRITERIA." FOLDING PARTITIONS AND OTHER CONCENTRATED LOADS PRIOR TO JOIST 5. PROVIDE CONTINUOUS SINGLE WIRE JOINT REINFORCEMENT OF WIRE SIZE W1.7 AT A FAB17. THEJICATION.O ST MANUFACTURER SHALL SUBMIT DESIGNS, SHOP DRAWINGS AND MAXIMUM SPACING OF 18"OC VERTICALLY. MECHANICALLY ATTACH ANCHORS TO THE 17700 SW Upper Boones Ferry Rd CALCULATIONS BEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER JOINT REINFORCEMENT WITH CLIPS OR HOOKS. LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED FOR REVIEW. 6. VENEER SHALL BE ANCHORED DIRECTLY TO WALL STUDS,COLUMNS,CONCRETE Suite#115 WALLS,CMU WALLS,OR OTHER STRUCTURAL ELEMENTS.ANCHORS SHALL BE SPACED Portland, Oregon 97224 18. DEFLECTION OF MEMBERS DUE TO DESIGN LOADS SHALL NOT EXCEED THE NO MORE THAN 16-INCHES ON CENTER HORIZONTALLY AND 18-INCHES ON CENTER Job#: 17-T051 FOLLOWING(UNLESS NOTED OTHERWISE): VERTICALLY. IN NO CASE SHALL THE AREA OF VENEER SUPPORTED BYA SINGLE FLOORS: LIVE LOAD- 1/600 OF SPAN, TOTAL LOAD-1/360 OF SPAN ANCHOR EXCEED 2.0 SQUARE-FEET. ROOFS: LIVE LOAD- 1/240 OF SPAN, TOTAL LOAD-1/240 OF SPAN 7. PROVIDE ADDITIONAL ANCHORS AROUND OPENINGS LARGER THAN 16"IN EITHER 19. DESIGNS, SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE THE FOLLOWING DIMENSION. SPACE ANCHORS AROUND PERIMETER OF OPENING AT A MAXIMUM OF 18" INFORMATION: OC. PLACE ANCHORS WITHIN 12"OF OPENINGS. A. DEFLECTION DESIGN CRITERIA 8. ISOLATE THE SIDES AND TOP OF ANCHORED VENEER FROM THE STRUCTURE SO THAT B. LIVE,SNOW, DEAD,WIND,SEISMIC AND MECHANICAL DESIGN LOADS THE VERTICAL AND LATERAL FORCES RESISTED BY THE STRUCTURE ARE NOT IMPARTED TO THE VENEER. C. ERECTION AND PLACEMENT CRITERIA 9. EMBED ANCHORS INTO THE MORTAR JOINT A MINIMUM DISTANCE OF 1-1/2"WITH AT D. DETAILS OF ALL BRIDGING, BRACING, STIFFENERS, BLOCKING,CONNECTIONS& LEAST 5/8"MORTAR COVER TO THE OUTSIDE FACE. HANGERS 10. PREPARATION, CONSTRUCTION,AND PROTECTION OF MASONRY DURING COLD E. LOCATION AND FRAMING FOR ALL EQUIPMENT LOADS OVER 500 LBS WEATHER(TEMPERATURE BELOW 40°F(4.4°C))OR HOT WEATHER(TEMPERATURE F. LOCATION AND FRAMING FOR ALL SUSPENDED WALLS AND EQUIPMENT ABOVE 90°F(32.2°C))SHALL CONFORM TO ACI 530.1 ARTICLE 1.8 C AND 1.8 D. METAL-WEB WOOD TRUSSES: "�"� 1. METAL-WEB TRUSSES(STEEL WEBS, PIN CONNECTIONS AND STRUCTURAL WOOD C� CHORDS)SHALL BE DESIGNED, FABRICATED AND INSTALLED IN ACCORDANCE WITH 1t. THE INTERNATIONAL BUILDING CODE AND APPLICABLE STANDARDS. Cl) 2. PROVIDE METAL-WEB WOOD TRUSSES OF SIZE AND AT SPACES SHOWN ON THE 0 C ) DRAWINGS.TRUSSES SHALL BE DESIGNED FOR THE LOADS SHOWN ON PLANS AND, "�' IN ADDITION, FOR DRIFT LOADING AND OTHER LOADS SHOWN ON THE PLANS: ROOF- DEAD LOAD 20 PSF SNOW LOAD 25 PSF M N TOTAL LOAD 53 PSF CO NET PIT IND 1 P LIN 3`.- C3) FLOOR DEAD LOAD 28 PSF C LIVE LOAD(CLASSROOM) 40 PSF 7 Alia LIVE t/''"� C LIVE LOAD(CORRIDORS 100 PSF . `/) L- AND HALL WAYS) O 3. METAL-WEB WOOD TRUSS MANUFACTURER SHALL SUPPLY TRUSSES, BRIDGING, 113) = p HARDWARE, BLOCKING AND OTHER ACCESSORIES NECESSARY FOR THE PROPER .�. ERECTION AND PERFORMANCE OF THEIR PRODUCT.THESE SHALL BE CLEARLY CO O CALLED OUT AND DETAILED ON THE SHOP DRAWINGS. 4. TRUSS SUPPLIER SHALL INSPECT ALL TRUSSES, BRIDGING, HARDWARE, BLOCKINGLLJ AND OTHER ACCESSORIES AFTER INSTALLATION AND PROVIDE WRITTEN _ CO .n VERIFICATION OF PROPER INSTALLATION OF THEIR PRODUCT TO THE ARCHITECT a AND STRUCTURAL ENGINEER OF RECORD. /C = V 5. TRUSS PRODUCTS SHALL BE ERECTED AND BRIDGED IN STRICT ACCORDANCE WITH *✓ E 1--- 0 MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. • 0) 1 6. CONTRACTOR TO VERIFY ALL WEIGHTS AND LOCATIONS OF CONCENTRATED LOADS DUE TO MECHANICAL UNITS, MECHANICAL PIPING, ELECTRICAL UNITS, FOLDING 5..= PARTITIONS AND OTHER CONCENTRATED LOADS PRIOR TO TRUSS FABRICATION. COa 7. DEFLECTION OF MEMBERS DUE TO DESIGN LOADS SHALL NOT EXCEED THE E CO FOLLOWING(UNLESS NOTED OTHERWISE): O 4) Nib, is orrass f=1 ROOFS: LIVE LOAD-1/240 OF SPAN,TOTAL LOAD-1/240 OF SPAN Ce ROOFS: LIVE LOAD-1/480 OF SPAN,TOTAL LOAD-1/360 OF SPAN 8. CAMBER ALL TRUSSES ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. 9. THE METAL-WEB WOOD TRUSS MANUFACTURER SHALL SUBMIT DESIGNS, SHOP DRAWINGS AND CALCULATIONS BEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED FOR REVIEW. 10. DESIGNS, SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE THE FOLLOWING INFORMATION: A. DEFLECTION DESIGN CRITERIA B. LIVE, SNOW, DEAD,WIND, SEISMIC AND OTHER DESIGN AC. ERECTION AND PLACEMENT CRITERIA �D. DETAILS OF ALL BRIDGING, BRACING,STIFFENERS, t -S BLOCKING AND CONNECTIONS E. LOCATION AND FRAMING FOR ALL EQUIPMENT LOADS � UE OVER 500 LBS . ,= D B 12 j F. LOCATION AND FRAMING FOR ALL SUSPENDED WALLS N AND EQUIPMENT . 10. STRUCTURAL WOOD CHORDS SHALL BE STRESS GRADED LUMBER. ALL CHORD = MEMBERS SHALL BE KILN DRIED TO AN AVERAGE MOISTURE CONTENT OF 15%BUT 43 NOT MORE THAN 19%.ALL END JOINTS SHALL BE FINGERED,GLUED JOINTS -= CONFORMING TO DETAILS APPROVED BY THE APPROPRIATE BUILDING CODE v AUTHORITY. U). 2 11. STRUCTURAL STEEL WEBS SHALL BE ACCURATELY DIE STAMPED FROM COLD ROLLED STEEL TUBING.ALL MEMBERS SHALL BE OF DIAMETER AND WALL O THICKNESS REQUIRED. 1=1......:::::__.-,,--=====.] E 12. ANCHOR TRUSSES SECURELY AT BEARING POINTS,USING METAL HARDWARE INTEGRAL TO THE TRUSS. INSTALL FASTENERS IN THE HARDWARE IN ACCORDANCE phase BID AND CDI WITH MANUFACTURER'S WRITTEN INSTRUCTION. ( PERMIT SET 13. DO NOT ALTER TRUSSES IN FIELD. DO NOT CUT, DRILL, NOTCH,OR REMOVE TRUSS TO MEMBERS WITHOUT PRIOR APPROVAL FROM THE TRUSS MANUFACTURER. date 12/01/2017 14. DO NOT RELEASE JOISTS FOR FABRICATION UNTIL ALL IMPOSED LOADS ARE v DOCUMENTED ON SHOP DRAWINGS AND DELEGATED DESIGN SUBMITTAL. L 15. TRUSSES WITH CLEAR SPANS GREATER THAN 65 FEET SHALL BE INSTALLED IN RIGID revisions MODULES AT LEAST 8FT IN WIDTH,ACCURATELY ASSEMBED IN A JIG WITH FINAL -65 MODULES SHEATHING PERMANTELY ATTACHED WHILE ON THE GROUND. SPECIFIED BRIDGING ASI-01 15116/2018 AND BRACING SHALL BE INSTALLED IN EACH MODULE AS DETAILED IN THE MANUFACTURER'S DRAWINGS. 0 N I- - 1- LO O CO A- ....-- C E project# 16054 o GENERAL STRUCTURAL 0_ 0 NOTES �o v 1 S 0 MI 0 2 I , ,, ,..,... , _ . .. 174.30 . . - r TABLE 1 TABLE 2-CONTINUED TABLE 5 REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION INSPECTION REQUIRED TESTING FOR SPECIAL INSPECTIONS SYSTEM or MATERIAL IBC CODE I CODE or STANDARDI FREQUENCY CONTINUOUS I PERIODIC REMARKS SYSTEM or MATERIAL IBC CODE I REFERENCE NCE CODE REFERENCEor ARD FREQUENCY REMARKS SYSTEM or MATERIAL IBC CODE CODE or STANDARD TESTING FREQUENCY REMARKS REFERENCE REFERENCECONTINUOUS I PERIODIC SOILS STEEL REFERENCE I CONTINUOUS I PERIODIC 1.11*) --()- zGEOTECHNICAL --- - GEOTECHNICAL INVESTIGATION SHALL TABLE REFER TO INSPECTION OF FABRICATOR INCLUDE ITEMS OF SPECIAL INSPECTION REQUIREMENTS GEOTECHNICAL ENGINEER TO GEOTECHNICAL INVESTIGATIONS 1705.6 AND TESTING AS NOTED IN TABLE 5 OF FABRICATION OF STRUCTURAL 1704.2.5.2 AISC 360 N2 X PERFORM TESTING OF COMPACTED FILL 1803 TESTING PER GEOTECHNICAL REPORT j':,.:::::-T-7;::-:7--- REFERENCE 1803 THE GUIDELINES ELEMENTS APPROVAL BASED ON NATIONALLY MATERIALS VERIFY MATERIALS BELOW SHALLOW RECOGNIZED ACCREDITING AUTHORITY FILL IN-PLACE DENSITY OR PREPARED X(a} BY THE GEOTECHNICAL ENGINEER FOUNDATIONS ARE ADEQUATE TO TABLE SUBGRADE DENSITY ACHIEVE THE DESIGN BEARING 1705.6 X(a) BY THE GEOTECHNICAL ENGINEER AISC 360 A3.3 CAPACITY AISC 360 N 3.2 VARIES; _....iii-' MATERIAL VERIFICATION OF ASTM STANDARDS 1705.6 CLASSIFICATION AND VERIFY EXCAVATIONS ARE EXTENDED HIGH-STRENGTH BOLTS, NUTS,AND SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST MATERIAL VERIFICATION TESTING OF X(a) BY THE GEOTECHNICAL ENGINEER TO PROPER DEPTH AND HAVE REACHED TABLE X WASHERS CONSTRUCTION REPORTS CONTROLLED FILL PROPER MATERIAL 1705'6 DOCUMENTS MATERIALS PERFORM CLASSIFICATION AND TABLE RCSC 2.1 TESTING OF COMPACTED FILL 1705.6 X TESTING OF COMPACTED FILL MATERIALS CONCRETE SNUG-TIGHT JOINT HIGH-STRENGTH ALL CONNECTIONS INSPECTED AND MATERIALS 1803.5.1 (SEE TABLE 5) BOLT INSTALLATION 1705.2.1.1 X VERIFIED SNUG FABRICATE SPECIMENS AT TIME FRESH VERIFY USE OF PROPER MATERIALS, PRETENSIONED AND SLIP-CRITICAL AT THE TIME FRESH CONCRETE IS CONCRETE IS PLACED DENSITIES AND LIFT THICKNESSES TABLE JOINT HIGH-STRENGTH BOLT RCSC SPECIFICATION ALL CONNECTIONS INSPECTED. SAMPLED TO FABRICATE SPECIMENS , rjcrii,� PERFORM TABLE ASTM C 172 ONCE EACH DAY FOR A GIVEN CLASS OF 5I A( FOR STRENGTH TESTS, DURING PLACEMENT AND COMPACTION 1705.6 INSTALLATION USING TURN-OF-THE-NUT 1705.2.1.1 JOINTS USING ASTM X INDICATORS,ALL BOLTS SHALL BE ASTM C 31 X c+s,0 PROP OF COMPACTED FILL METHOD WITH MATCH MARKING, SLUMP AND AIR CONTENT TESTS,AND 1705.3 CONCRETE,OR LESS THAN ONCE FOR .e`' taiNek. sS' A325 OR A490 BOLTS INSPECTED AFTER SNUGGING AND AFTER ACI 318:5.6, 5.8 PRIOR TO PLACEMENT OF COMPACTED TWIST-OFF BOLT OR DIRECT TENSION DETERMINE THE TEMPERATURE OF THE EACH 150 YDS OF CONCRETE,OR LESS C5 INDICATOR METHOD SECTION 9 PRETENSIONING CONCRETE THAN ONCE FOR EACH 5,000 FT2 OF Si {; FILL,OBSERVE SUBGRADE AND VERIFY TABLE X SURFACE AREA FOR SLABS/WALLS.ONCE IA '",i. THAT SITE HAS BEEN PREPARED 1705.6 PRETENSIONED AND SLIP-CRITICAL AISC 360, SECTION EACH SHIFT FROM IN-PLACE WORK OR PROPERLY. JOINT HIGH-STRENGTH BOLT M2.5 FROM TEST PANEL AND MINIMUM ONE la..- OREGON INSTALLATION USING TURN-OF-THE-NUT 1705.2.1.1 X ALL CONNECTIONS INSPECTED TABLE SPECIMEN FOR EACH 50 CUBIC YARDS. -I► METHOD WITHOUT MATCH MARKING OR CONCRETE STRENGTH ASTM C39 X + 1705.3 CALIBRATED WRENCH METHOD "PRECOPER THE BUILDING OFFIC ALQUIRED "' YFt. � ASTM A6 TABLE 2CONCRETE SLUMP ASTM C143 X ASTM STANDARDS TABLE I EXPIRES:06-30-2011 I SPECIFIED IN CONCRETE AIR CONTENT 1705.3 ASTM C231 X REQUIRED STRUCTURAL SPECIAL INSPECTIONS 1705.2.1 CONSTRUCTION CONCRETE TEMPERATURE ASTM C1064 X INSPECTION MATERIAL VERIFICATION OF 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS SYSTEM or MATERIAL IBC CODE I CODE or STANDARD FREQUENCY REMARKS STRUCTURAL STEEL TABLE 1705.2 STEEL REFERENCE REFERENCE I CONTINUOUS I PERIODIC AISC 360 N3.2 AISC 360 A3.1 MAGNETIC PARTICLE(MT)AND MT-AWS D1.1 6.14.4 r::::==_:::::______,,_ ::777,17:7:17,71-7:71 FABRICATORS AISC 360 M5.5 ULTRASONIC(UT)TESTING OF WELDS 1705.2.2 UT-AWS D1.1 6.13& PER DRAWINGS 6.14.3 SPECIAL INSPECTION IS REQUIRED FOR FOR OTHER STEEL, IDENTIFICATION THIS TESTING PERFORMED BY 1704,2.5 X MANUFACTURER STRUCTURAL LOAD-BEARING MEMBERS MARKINGS TO CONFORM TO ASTM APPLICABLE ASTM PRE-CONSTRUCTION TESTING OF EACH SIZE AND TYPE OF STUDS CERTIFIED TEST CONTRACTOR AND CONFIRMED BY 1705.2.2 AWS D1.1 7.7.1' AND ASSEMBLIES FABRICATED ON THE STANDARDS SPECIFIED IN THE TABLE 1705.2 MATERIAL X WELDING STUDS EACH SHIFT - - PREMISES OF A FABRICATOR'S SHOP. APPROVED CONSTRUCTION STANDARDS REPORTS SPECIAL INSPECTOR. DOCUMENTS NON-PREQUALIFIED THIS TESTING PERFORMED BY . "111111 THE SPECIAL INSPECTOR SHALL VERIFY STUD APPLICATION QUALIFICATION 170522 AWS D1.1 7.6 APPLICATIONS CONTRACTOR AND CONFIRMED BY THAT THE FABRICATOR MAINTAINS AISC 360 N3.2 SPECIAL INSPECTOR. '` DETAILED FABRICATION AND QUALITY MATERIAL VERIFICATION OF WELD AISC 360 A3.5 MANUFACTURER'S CERTIFICATE OF TABLE 1705.2 X 1704.2.5.1 CONTROL PROCEDURES AND SHALL FILLER METALS APPLICABLE AWS A5 COMPLIANCE RCSC SPECIFICATION EACH COMBINATION OF REVIEW FOR COMPLETENESS AND DOCUMENTS FOR STRUCTURAL _ -_-_- ADEQUACY RELATIVE TO THE CODE PRE-INSTALLATION VERIFICATION OF 1705.2.2 JOINTS USING ASTM DIAMETER, LENGTH,GRADE, -- COMPLETE PARTIAL JOINT TABLE 1705.2 AWS D1.1 X OR A490 BOLTS ALL WELDS VISUALLY INSPECTED PER AWS PRETENSIONED HIGH STRENGTH BOLTS A325 AND LOT TO BE USED IN THE REQUIREMENT. PENETRATION GROOVE WELDS SECTION 6 D1.1 6.9 SECTION 7 WORK F I { ► E L I C H SPECIAL INSPECTIONS REQUIRED BY MULTIPASS FILLET WELDS TABLE 1705.2 AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS SECTION 1705 ARE NOT REQUIRED WHERE SECTION 6 D1.1 6.9 ENGINEERSI THE WORK IS DONE ON THE PREMISES OF SINGLE PASS FILLET WELDS GREATER AWS D1.1 ALL WELDS VISUALLY INSPECTED PER AWS FABRICATORS A FABRICATOR REGISTERED AND THAN 5/16" TABLE 1705.2 SECTION 6 X D1.1 6.9 APPROVED TO PERFORM SUCH WORK AWS D1.1 ALL WELDS VISUALLY INSPECTED PER AWS TABLE 6 PLUG AND SLOT WELDS TABLE 1705.2 X 17700 SW Upper Boones Ferry Rd WITHOUT SPECIAL INSPECTION.APPROVAL SECTION 6 D1.1 6.9 REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE(SEISMIC CATEGORIES C,D,E,F) SHALL BE BASED UPON REVIEW OF THE Suite#115 SINGLE PASS FILLET WELDS LESS THAN AWS D1.1 ALL WELDS VISUALLY INSPECTED PER AWS INSPECTION FABRICATOR'S WRITTEN PROCEDURAL OR EQUAL TO 5/16" TABLE 1705.2 SECTION 6 X D1.16.9 Portland, Oregon 97224 AND QUALITY CONTROL MANUALS AND SYSTEM or MATERIAL IBC CODE I CODE or STANDARD I FREQUENCY REMARKS 1704.2.5.2 PERIODIC AUDITING OF FABRICATION FLOOR AND ROOF DECK WELDS TABLE 1705.2 AWS D1.3 X ALL WELDS INSPECTED PER AWS D1.3 7.1 REFERENCE I REFERENCE CONTINUOUS I PERIODIC Job#: 17-T051 PRACTICES BY A NATIONALLY SECTION 7 RECOGNIZED ACCREDITING AUTHORITY.AT MATERIAL VERIFICATION OF TABLE 1705.2 ACI 318: 3.5.2 STRUCTURAL WOOD COMPLETION OF FABRICATION, THE REINFORCING STEEL FOR WELDING 1705.2.2.1.2 AWS D1.4 X CERTIFIED MILL TEST REPORTS APPROVED FABRICATOR SHALL SUBMIT A FIELD GLUING OF DIAPHRAGM AND .- CERTIFICATE OF COMPLIANCE TO THE TABLE 1705.2 ACI 318:3.5.2 ALL WELDS VISUALLY INSPECTED PER AWS SHEAR WALL ELEMENTS FOR SEISMIC X WELDING SHEAR REINFORCEMENT 1705.2.2.1.2 AWS D1.4 X D1.4.7.5 BUILDING OFFICIAL STATING THAT THE FORCE-RESISTING-SYSTEMS WORK WAS PERFORMED IN ACCORDANCE WELDING REINFORCING EXCEPT AS TABLE 1705.2 ACI 318:3,5.2 X CONNECTIONS FOR DIAPHRAGM WITH THE APPROVED CONSTRUCTION NOTED OTHERWISE 1705.2.2.1.2 AWS D1.4 CHORDS,COLLECTORS, BRACING,AND DOCUMENTS. VERIFICATION OF FRAME JOINT DETAILS SHEAR WALL ANCHORAGE AND X ALL CONNECTIONS VISUALLY INSPECTED INCLUDING MEMBER AND COMPONENT TABLE 1705.2 AISC 360 N5.7 X(a) HOLDOWNS 1705.11.2 CONCRETE LOCATIONS, BRACING,AND STIFFENERS SPECIAL INSPECTION IS NOT REQUIRED AISC 360 N3.2 FASTENING OF DIAPHRAGM AND SHEAR WHEN FASTENER SPACING IS GREATER AISC 360 A3.4 THAN 4"ON CENTER FOR WOOD SHEAR SPECIAL INSPECTIONS APPLY TO ANCHOR WALL SHEATHING WITH EDGE NAILING X WALLS, DIAPHRAGMS, NAILING, BUILDING PRODUCT NAME,TYPE,AND DIMENSIONS, MATERIAL VERIFICATION OF ANCHOR ASTM STANDARDS X MANUFACTURER'S CERTIFIED TEST 54" AND OTHER COMPONENTS IN THE SEISMIC HOLE DIMENSIONS,COMPLIANCE WITH BOLTS AND THREADED RODS SPECIFIED IN REPORTS INSPECTION OF ANCHORS INSTALLED IN 1909.1 ACI 318: DRILL BIT REQUIREMENTS, CLEANLINESS CONSTRUCTION FORCE-RESISTING SYSTEM. HARDENED CONCRETE TABLE 1705.3 3.8.6,8.1.3,21.1.8 X OF THE HOLE AND ANCHOR,ADHESIVE DOCUMENTS ARCHITECTURAL COMPONENTS }, EXPIRATION DATE,ANCHOR/ADHESIVEVERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE 0 INSTALLATION,ANCHOR EMBEDMENT,AND SPECIFICATIONS INSTALLATION OF ANCHORAGE OF .. � TIGHTENING TORQUE VERIFYING WELDER AND WELDING CLADDING AND INTERIOR/EXTERIOR �� 141"aINSPECTOR QUALIFICATIONS 1705.2.2.1 X COPY OF QUALIFICATION CARDS VENEER WEIGHING MORE THAN 5 PSF N 1705.11.5 X(a) TOLERANCES AND REINFORCING BUILDINGS MORE THAN 30 FEET IN 0 U) 1705.3 PLACEMENT PER ACI 7.5; SPACING LIMITS SPECIAL INSPECTIONS APPLY TO DECKING HEIGHT 'V ACI 318: 3.5 TYPE, DEPTH AND GAGE, POWER REINFORCING STEEL 1910.4 X FOR REINFORCING ACI 7.6 Lam., ACI 318:7.1-7.7 INSTALLATION OF ROOF AND FLOOR ICC EVALUATION ACTUATED FASTENERS, SCREWS, INSTALLATION AND ANCHORAGE OF ASCE 7-10 1901.3.2 PROTECTION OF REINFORCEMENT PER 1705.1.1 X 1705.11 X(a) ACI 7.7 DECKING REPORT PROPRIETARY SIDE SEAM ATTACHMENTS, SUSPENDED CEILING SYSTEMS Section 13.5.6 _ REFER TO STEEL FOR WELDING BUTTON PUNCHES AND SHEAR INSTALLATION OF OTHER SEISMIC O N 170522.1.2 ACI 318: 3.5.2 CONNECTORS SUPPORTS FOR DESIGNATED co WELDING REINFORCING STEELX REQUIREMENTS 1705.11.5 X(a) OCNI 1903.1 AWS D1.4 CONTINUOUS INSPECTION IS NOT TABLE 1705.2.2, ITEM 2b ARCHITECTURAL SYSTEMSAND THEIR 1)VERIFICATION OF WELDABILITY OF AWS D1.4 X REQUIRED WHEN WELDS INSTALLED WITH COMPONENTS �.0 0) TABLE AN AUTOMATICALLY TIMED STUD WELDING C REINFORCING STEEL OTHER THAN ASTM ACI 318: SECTION XELECTRICAL COMPONENTS A 706 1705.2.2 3.5.2 WELDING STUDS EXCEPT AS NOTED A1SC 360 N6 MACHINE PER SECTION 7 OF AWS D1.1 CCS U O° OTHERWISE AWS D1.1 SECTION 7 (ONLY PERIODIC), 1705.2(3) INSTALLATION OF ANCHORAGE OF '4100 A-)- 2) SHEAR REINFORCEMENT TABLE ACI 318:SSECTION X X ALL WELDS VISUALLY INSPECTED PER AWS ELECTRICAL EQUIPMDENT FOR 1705.11.6 X(a) ��/ 1705.2.2 3 5 2 D1.1 7.8.1 EMERGENCY OR STAN BY POWER ): SYSTEMS = -t7 TABLE AWS D1.4 ALL WELDS VISUALLY INSPECTED PER AWS INSTALLATION OF VIBRATION ISOLATION 3)OTHER REINFORCING STEEL ACI 318: SECTION X WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5) AWS D1.1 SECTION 6 X .;.•J co... :,E, 1705.2.2 D1.1 6.9 SYSTEMS IN STRUCTURES ASSIGNED TO i�j 3.5,2 PROPRIETARY MOMENT RESISTING SDC C, D,E OR F WHERE THE �� , PLACEMENT OF BOLTS INSTALLED IN TABLE ACI 318: 1.3.2.0 FRAME CONNECTION SYSTEMS 1705.1.1 REFER TO WELDING AND HIGH STRENGTH BOLTING REQUIREMENTS(b) CONSTRUCTION DOCUMENTS REQUIRE 1705.11.6 X(a) CONCRETE WHERE ALLOWABLE LOADS 1705.3 ACI 318:8.1.3 A NOMINAL CLEARANCE OF 0.25 INCHES W c CO uf HAVE BEEN INCREASED OR WHERE 1908.5 ACI 318:21.1.8 X ALL BOLTS VISUALLY INSPECTED WOOD OR LESS BETWEEN THE EQUIPMENT STRENGTH DESIGN IS USED 1909.1 ACI 318-APPENDIX D SUPPORT FRAME AND RESTRAINT „r TABLE FABRICATION OF PREFABRICATED 1705.5 X REFER TO INSPECTION OF FABRICATOR o E i i- '0 :1):D 4(: ), 1705.3 STRUCTURAL ELEMENTS REQUIREMENTS PROCESS MECHANICAL COMPONENTS VERIFYING USE OF REQUIRED MIX 1904 ACI 318:CHAPTER 4 1. FABRICATION OF HIGH-LOAD ,.,� X INSTALLATION OF OTHER SEISMIC ill 0 DESIGN(S) 0 m 1904.2 ACI 318:5.2-5.4 DIAPHRAGMS: SUPPORTS FOR DESIGNATED 1910.2 1705.5.11705.11.6 X(a) 0- 1910.3 A.VERIFY STRUCTURAL PANEL GRADE MECHANICAL SYSTEMSONAND THEIR , a3 TABLE ACI 318: 1.3.2.D AND THICKNESS TABLE X COMPONENTS CONCRETE PLACEMENT 1705.3 ACI 318:5.9-5.10 X 2306.2(2) 0) O CONCRETE PLACEMENT AT COMPOSITE ASCE 9,CHAPTER 3 X 1705.5.1 SLABS B.VERIFY NOMINAL SIZE OF FRAMING (� PINSPECTIONSAPPLY T P MEMBERS AT ADJOINING PANEL EDGES TABLE X TABLE SPECIAL TO E, 2306.2(2) VERIFICATION OF FORMWORK 1705 3 ACI 318:6.1.1 X LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED C.VERIFY NAIL OR STAPLE DIAMETER 1705.5.1 AND LENGTH, NUMBER OF FASTENER LINES AND SPACING BETWEEN TABLE X FASTENERS IN EACH LINE AND AT EDGE 2306.2(2) MARGINS ` METAL-WEB-CONNECTED WOOD VERIFY THAT TEMPORARY AND TRUSSES SPANNING 60 FEET OR 1705.5.2 PERMANENT RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE WITH ,, GREATER APPROVED TRUSS SUBMITTAL 11 , ._.. CA _ ., ,, - - -f'. 1 -- -. i _ .0 0 Lii j.,,Lj.1 , D [ B (T.) _c c 0 0 phase BID AND COI PERMIT SET ea date 1210112017 2 revisions to... 0 eL E o co c a) E project# 16054 o SPECIAL INSPECTION 0_ O lz a) in 0� o cc),- SO mO3 ,c_ cn 45 a LO SHEAR WALL SCHEDULE I-JOIST/OPEN WEB TRUSS SCHEDULE FRAMING STRUCTURAL KEYED NOTES SCHEDULE 0.-- TYPE APA RATED WOOD PANEL PT SILL PLATE SIMPSON MIN FLEXURAL MIN SHEAR MIN EI EQUIVALENT_ WALL THICKNESS AT SOLE PLATE FASTENING REFERENCE STRUCTURAL EDGE CONNECTION TO ADJOINING (UNO ON DETAILS) SHEAR CLIPS AS DETAILS MARK DEPTH Z REDBUILT JOIST HANGER PANEL SHEATHING NAILING FOUNDATION NOTED IN DETAILS CAPACITY(ft-lbs) CAPACITY(Ibs) (lbs-in ) PRODUCT 1 LOOSE BRICK LEDGER ANGLE REFERENCE ELEVATION SHEETS(S3.10-S3.13)AND DETAIL 40/S6.02 PANEL EDGES SIMPSON ITS{LBV AT 2 BRICK LEDGER ANGLE L4x4x1/4 SUPPORTED BY FERO FAST BRACKETS.THE FERO FAST BRACKETS SHALL BE SPACED AT 4'-O" 2x SILL PLATE WITH 518" J1 14" 8030 2540 666 RED-165 ON CENTER AND WITHIN 12"OF THE ENDS OF THE LEDGER ANGLE. REFERENCE DETAILS 41,42 AND 43/S6.02 0.148"DIA 0.148"DIA x 4-1/2" SIMPSON A35 AT 24"OC. 5/S8.00 SLOPED CONDITION) " 2x AT 6"OC OG AT 6"OC (MIN(1)PER BAY) 8/S8.00 3 3/4"APA RATED PLYWOOD SHEATHING OVER 2x6 DF SELECT STRUCTURAL T&G DECKING, DOUBLE SPAN MINIMUM. FASTEN a� ----4- SIMPSON ITS(LBV AT _ _=__ ___= J2 11 7/8" 6750 2255 450 RED-I65 SHEATHING TO DECKING WITH 0.148" DIA x 1 1/2"NAILS 6"OC EDGES AND 12"OC FIELD _ --_-__,- SLOPED CONDITION) - 2x SILL PLATE WITH 5/8" 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AND STRUCTURAL NOTES FOR SIZE 0.148"DIA 0.148"DIA x 4-112 SIMPSON A35 AT 18"0C. 5JS8.00 J3 32" REDBUILT RED-L OWT B 112" DIA ANCHOR ROD AT 32" 3xjc Ja' AT 4"OG OG AT 4"OC (MIN(1)PER BAY) 8/S8.00 6 1 112 METAL DECKING. REF STRUCTURAL NOTES. ._-___-1-S-*J4 24" REDBUILT RED-W OWT 9 SIMPSON CCQ COLUMN CAP - ---= 2x SILL PLATE WITH 5/8" J5 30" REDBUILT RED-L OWT 10 NON-BEARING FULL HEIGHT POST TO SUPPORT SOFFIT. REF DETAIL 45/S6.02 FOR MORE INFORMATION C 1/2" 0.148"DIA DIA ANCHOR ROD AT 24" 3x 1/4"DIA x 5"SIMPSON SOS SIMPSON A35 AT 12"OC. 5/S8.00 __ AT 3"OC .00 J6 28" REDBUILT RED-L OWT 12 EXPOSED GLULAM COLUMN. REF STRUCTURAL NOTES ON S0.01 AND ARCH FOR MORE INFORMATION 3X SILL PLATE WITH 5/8" (2)ROWS 1/4"DIA x 5" J7 5 112x12 GL 13 EXPOSED GLUCAN BEAM. REF ARCH FOR FINISH -Iii 1/2"BOTH SIDES OF 0.148" DIA 6/S8.00 REDBUILT RED-L OWT 14 DBL JOIST TO SUPPORT DIAPHRAGM OPENING. REF 29/S7.01 " 3x SIMPSON SOS SCREWS AT 6" REF DETAIL J8 22" WALL AT 4"OC OC OC STAGGERED 7/58.00 15 4x12 DF#2(4'-0"MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON HU412TF TOP FLANGE HANGER. REF 29/S7.01. J9 52" REDBUILT RED-H OWT 16 ROOF SCREEN POSTS TO 4"STD STEEL PIPE 6'-0"MAX. PLACE THEM CENTERED BETWEEN GL BEAMS. REF DETAIL 23/S7.01 3X SILL PLATE WITH 5/8" {2)ROWS 1/4"DIA x 5" �� @ 1/2"BOTH SIDES OF 0.148"DIA6/S8.00 J10 1$ REDBUILT RED-L OWT E DIA ANCHOR ROD AT 12" 3x SIMPSON SOS SCREWS AT 6" REF DETAIL 17 GL BEAM TO SUPPORT ROOF SCREEN POSTS TO BE PLACED A MAXIMUM OF 7-8"APART WALL AT 3"OC OC OC STAGGERED 7S/8.00 JOIST S�HEDULE NG'IES. 19 5 112x12 GL(6'-0"MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON GLT TOP FLANGE HANGER NOTES: 1.AT WOOD BEAM CONDITIONS, HANGERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 11/S6.00 20 2x PONY WALL TO SUPPORT STAIR LANDINGr-7-,:----I-,- 1 ANCHOR RODS SHALL BE GALVANIZED ASTM F1554 GRADE 36 AND SHALL HAVE A f4°x3"x3"GALVANIZED PLATE WASHER BETWEEN THE SILL PLATE AND 2.WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. 22 PT 4x POST WITH SIMPSON EPC POST CAP THE NUT. 3.SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS(THICKNESS, DIMENSIONS, FASTENING). 23 STAIR STRINGERS PER 15/S4.10 2 PROVIDE GALVANIZED NAILS INTO ALL PRESERVATIVE TREATED MEMBERS. 4. USE HANGER SPECIFIED UNO ON PLANS. 24 PT 4x TO BE ATTACHED TO SLAB ON GRADE WITH (2)SIMPSON RPBZ. V ICTI SI 3 ALL SHEAR WALL PANEL NAILS SHALL HAVE A MINIMUM 1-1/2"PENETRATION INTO EACH CONNECTING FRAMING MEMBER. 5.WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. 25 ROOF TOP UNIT SCREEN BY OTHERS.REF ARCH PLAN FOR LOCATION AND DIMENSIONS 0,a PROF? 26 6x6 DF#1 COLUMN ALIGN WITH ELEVATOR HOIST BEAM. REF DETAIL 39/S7.02. FOR ALIGNMENT AND ADDITIONAL INFORMATION 4 tt►tlwi ''> 4 NAIL HEADS SHALL BE DRIVEN FLUSH WITH THE FACE OF PANEL. OVERDRIVEN OR UNDERDRIVEN NAILS ARE NOT ACCEPTABLE. 6.WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE,MATERIAL,AND CONNECTIONS. 0 REF ELEVATOR MANUFACTURER 6t ; 5 NAILS SHALL BE LOCATED AT LEAST 3/8"FROM PANEL EDGES. 27 PRE-MANUFACTURE ROOF OPEN WEB TRUSSES TO BE DESIGNED TO HAVE ROOM FOR 28"DIA DUCTING An; 6 PENETRATIONS IN THE WALL SHEATHING GREATER THAN 4"IN DIMENSION(ANY DIRECTION)ARE NOT ACCEPTABLE UNLESS SPECIFICALLY 28 HSS 4x4x1/4 POST TO SUPPORT CANOPY BEAM REF DETAIL 3/S9.20 APPROVED BY THE ENGINEER OF RECORD. PENETRATIONS LESS THAN 4"IN DIMENSION SHALL BE BLOCKED ABOVE AND BELOW(STUD-TO-STUD) 29 METAL CANOPY REF DETAIL 2159.20 1011 x11 OREGON AND EDGE NAILED. 30 4x4x1/4 COLUMN TO SUPPORT CANOPY. REF DETAIL 2/S9.20 Af"1 FOOTING SCHEDULE 31 51/2 x7 1/2 GL COLUMN. FULL HEIGHT TO SUPPORT WINDOW HDR'S AT BALLOON FRAME WALL.TO BE ATTACHED TO DBL TOP �'vOCIFIYa.‘' 1 SIZE REINFORCING NOTES PL&SILL PL WITH(2)SIMPSON HG A10 AT EACH END „ LONG:(3)#4 EQ SP-BOTTOMI �� 32 6x8 DF#1 HDR TO BE ATTACHED TO GL POST W/SIMPSON HUCQ HANGER&SIMPSON HGA10 AT TOP&BOTTOM EXPIRES: BEAM SCHEDULE WOOD BEARING WALL SCHEDULE 1 2-0 WIDE x 10"DEEP x CONT TRANS:#4 @ 16"OC-BOTTOM 33 5112 x9"GL TO BE ATTACHED TO GL POST WI SIMPSON HUCQ&(2)SIMPSON HGA10 AT TOP&BOTTOM 34 HDR REF PLAN TO BE ATTACHED TO HSS COLUMN REF 44/56.02 MARK BEAM SIZE MATERIAL LEVEL 1 WALL 2 2'-6"WIDE x 12"DEEP x CONT LONG:(3)#4 EQ SP-BOTTOM 35 CONTRACTOR TO COORDINATE THE FINAL SIZE AND WEIGHT OF THE MECH UNIT WITH THE ENGINEER OF RECORD MARK TRANS:#4 @ 12"OC-BOTTOM 36 GUARDIAN CB18 FALL PROTECTION(NOT BY FE)CENTERED BETWEEN TRUSSES. REF DETAIL 30/37.01 FOR STRUCTURAL B1 3 1/2 18 GL STUD SIZE AND GRADE NOTES 3 3'-0"x 3'-0"x 12" I (4)#4 EQ SP EACH WAY-BOTTOM I FRAMING BELOW _rte.. B2 5 1/2 12 GL 4 3'-6"x 3'-6"x 12" (4)#5 EQ SP EACH WAY-BOTTOM I 37 RUN THE DEEPER BEAM COMPLETELY OVER THE COLUMN W/SIMPSON CCQ COLUMN CAP. HANG THE SHALLOWER BEAM W/ 2x8 1.5E LSL OR LVL @ 12" B3 5 1/2 18 GL W1 OC 5 4`-0"X 4'-0"x 15" (5)#5 EQ SP EACH WAY-BOTTOM I SIMPSON GLT OFF OF THE DEEPER BEAM 38 ALIGN THE BEAM UNDER BEARING WALL ABOVE i k B4 6 3/4 22 1/2 GL 2x8 1.5E LSL OR LVL @ 16" 6 ( 4'-6"x 4'-6"x 15" (5)#5 EQ SP EACH WAY-BOTTOM I / 65 6 3/4 30 GL W2 OC39 SIMPSON GLT HANGER 7 5'-6"x 5'-6"x 15" (7)#5 EQ SP EACH WAY-BOTTOM his - (2)2x8 1.5E LSL OR LVL @ FASTEN STUDS TOGETHER 40 51/2 x 18"GLULAM BRAG STRUT ALIGNED WITH SHEAR WALL _; B6 5 1/2 21 GL W3 16"OC PER 3/S6.00 " LONG:(4)#5 EQ SP-TOP&BOTTOM 41 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT AND SHEAR WALL _ = _ 8 3-0 WIDE x 16"DEEP x CONT TRANS:#5 16"OC-TOP ` B7 5 1!2 24 GL @ 42 HATCHED REGION INDICATES BLOCKED DIAPHRAGM WITH ALL SHEATHING EDGES BLOCKED WITH 3x4 FLAT BLOCKING IN"Z" _ 2x10 1.5E LSL OR LVL @ 16" PROVIDE DBL STUDS BELOW B8 5 1/2 30 GL W4 OC EACH ROOF JOISTS „ LONG: (7)#5 EQ SP-TOP&BOTTOM CLIPS AND NAILED WITH 0.148x3"NAILS AT 4"OC ALL EDGES AND 0.148x3"NAILS AT 12"OC FIELD 9 4-0 WIDE x24' DEEPxCONT -� t „ TRANS:#5 @ 16"OC-TOP&BOTTOM 43 PROVIDE(2)6x8 DF#1 AT BASKETBALL HOOPS(ALIGN POSTS WITH EACH HOOP BRACKET).6x8 POSTS TO BE ATTACHED TO B9 8 3/4 36 GL W5 (2)2x6 OF#2 @ 16"CC FASTEN STUDS TOGETHER DOUBLE TOP PLATE WITH 610 10 3/4 24 GL PER 3/S6.00 10 I 6-0 x 6-6 x 18"DEEP (8)#5 EQ SP EACH WAY-BOTTOM I (2)SIMPSON HGA10 CLIPS(1)EACH SIDE(4)TOTAL _ FASTEN STUDS TOGETHER LONG:(4)#4 EQ SP-BOTTOM 44 DOUBLE WALL STUDS UNDER EACH TRUSS. REF DETAIL 13/S5.00 FOR CONNECTION TO CONCRETE STEM WALL B11 WT 6 x 15 STEEL BEAM. REF 36/S7.02 W6 (2)2x6 OF#2 @ 12"OC PER 3/S6.00 11 3'-0"WIDE x 12"DEEP x CONT TRANS:#4 @ 16"OC-BOTTOM 45 31/2"x 16"GL DRAG STRUT ATTACHED TO DBL TOP PL WITH SIMPSON HUC416TF CONCEALED TOP FLANGE HANGER(10"MAX F R O E L I C H 812 3 1/2 14 GLLONG: (3)#4 EQ SP-TOP&BOTTOM HOLES ALLOWED IN GL DRAG STRUT). MST37 CENTERED BETWEEN DRAG STRUT AND DBL TOP PL 12 2-0"WIDE x 12"DEEP x CONT 46 SIMPSON MST66 CENTERED BETWEEN BEAM AND DBL TOP PL ENGINEERS ; B13 3 1 J2 16 GL TRANS:#4 @ 16"OC-TOP&BOTTOM 13 2'-0"x 2'-0"x 10" (3)#4 EQ SP EACH WAY-BOTTOM 47 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT OR BEAM AND DBL TOP PL REF DETAIL 37/S6.02 B14 WT 12 x 31 STEEL BEAM COLUMN SCHEDULE I 48 4x12 DRAG STRUT TO RECEIVE 0.148x3"NAILS AT 6"OC FROM SHEATHING TO BE ALIGNED WITH SHEAR WALL-USE SIMPSON 14 5'-6"WIDE x 16"DEEP x CONT LONG: (8)#6 EQ�SP-BOTTOM HU412TF HANGER IF REQUIRED 17700 SW U er Boones Rd B15 WT 6 x 15 STEEL BEAM. REF 36/S7.02 MARK SIZE COMMENT TRANS:#6 @ 15 OC-BOTTOM I3p Ferry 49 (2)SIMPSON HDU2 BETWEEN BEAMS OR DRAG STRUTS REF DETAIL 57/S7.03 Suite#115 B16 51/2 10 1/2 GL B 6x6 DF#1 6x6 DF#1 50 SIMPSON MST37 CENTERED BETWEEN BEAMS OR DRAG STRUTS Portland, Oregon 97224 B17 8 3/4 24 GL-BAL 51 SIMPSON MSTA30 CENTERED AT DBL TOP PL SPLICE C 5 1/2"x 6"GL Job #: 17-T051 B18 6 3/4 18 I GLD 51/2"x 7112"GL 52 SIMPSON MST37 CENTERED BETWEEN WIDE FLANGE BEAM NAILER AND DBL TOP PL 819 6 3/4 25 1/2 I GL E 6 3J4"x 7 1/2"GL 53 SIMPSON CS14 x 8'-0",3'-O"OVER THE DBL TOP PLATE AND 5'-0"OVER THE 2X FLAT BLK'G BETWEEN FLOOR OR ROOF TRUSSES "x 9"GL 54 ATTACH THE COLUMN TO THE FOOTING WITH SIMPSON CB COLUMN BASE F 6 314 B20 8 3/4 30 I GL 55 LOOSE BRICK LEDGER ANGLE AT INTERIOR WALL REF DETAIL 40/S6.02 FOR ATTACHMENT - EXPOSED GLULAM COLUMN REF ARCH 56 VOLLEYBALL SLEEVE.REF DETAIL 28/S5.01.REF ARCH FOR LOCATION G 8 314"x 18"GL FOR FINISH. REF 40/S5A1 FOR FOUNDATION CONNECTION 57 SIMPSON CMST12 COIL STRAP x 10'-0"CENTERED OVER EACH DBL TOP PL SPLICE WITHIN THIS REGION 58 8-3/4 x 9"GL POST TO SUPPORT CANOPY BEAM. PROVIDE BEAM POCKET WITH(2)2x LVL STUDS AT EACH SIDE REF 3/6.00 FOR H 8x12 DF#1 BUILT-UP POST NAILING.ATTACH EACH(2)2x LVL TO GL POST WITH (2)ROWS OF 1/4"X5"SDWS SCREWS AT 12"OC I HSS 6x6x1/2 STAGGERED.ALSO ATTACH EACH(2)2X TO DBL TOP PLATE AND SILL PLATE WITH (2)SIMPSON HGA10 BRACKETS-(4)TOTAL J HSS 10"STD PIPE 59 1/2"PLYWOOD OVER 6x6 OF SELECT STRUCTURAL DECKING(12'6"MAX SPAN) K 51/2"x 6"GL EXPOSED GL COLUMN. 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Ci) , C CD , E project# 16054 = 0 0 ROOF PLAN OVERALL a Q.. 0 m ti) CL a) r,cl IIIPIF LO--- ROOF PLAN - OVERALL ct)0 '4<, 1/4-1 S 1 1111 03 SCALE: 1/16" = 1'-0" c, „,— (N.1 ir) to.0 � � ,� FOUNDATION PLAN NOTES 0 4 6 10 8 `8.6/ 0321 10 O.5) A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. �/ / B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT 1 ENGINEER FOR CLARIFICATION IN A I I I 1-•7 I I I I I I 1 TIMELY MANNER PRIOR TO BID OPENING. C ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOILS OR ENGINEERED FILL PREPARED IN ACCORDANCE (.... --1;141)°) ill 5 WITH THE RECOMMENDATIONS IN THE PROJECT GEOTECHNICAL REPORT. El D UNDERSLAB VAPOR BARRIER AND PERIMETER FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE PROJECT GEOTECHNICAL REPORT. I I I I I I I I I I I I E STEP FOOTINGS, WHERE REQUIRED, FROM ELEVATION TO ELEVATION IN ACCORDIATE WITH THE CRITERIA IN 6/S5.00. F THE CONTRACTOR SHALL LAYOUT CONCRETE SLAB CONTROL JOINTS PER THE CRITERIA IN THE"CONCRETE" 1-- -7 SECTION OF THE GENERAL STRUCTURAL NOTES AND DETAIL 4/55.00. L _...., S G REFERENCE THE ARCHITECTURAL DRAWNGS FOR TOP OF SLAB ELEVATIONS AND LOCATIONS WHERE CHANGES I I 1El -1 € I I I I I I I I IN SLAB ELEVATION OCCUR. H ANCHOR BOLTS AND PLATE WASHERS AT SHEAR WALLS SHALL BE PLACED IN ACCORDANCE WITH THE 2 REQUIREMENTS INDICATED IN DETAIL 9/8.00- 11/S8.00. 53.10 C I I WHERE A SHEAR WALL HOEDOWN OCCURS ADJACENT TO AN OPENING, PROVIDE THE GREATER OF THE KING liiIiiiiiiiiiiiiiiiiiiiiiiialiMilliiiiiiiiiiii 2 19 STUD OR HOEDOWN POST AT THE KING STUD LOCATION. I I p -11 I I - _ 1 I _ I I _ _I J REFERENCE DETAILS 18156.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, - I - I I - - n TYPICAL UNLESS NOTED OTHERWISE. �•��4UC+TU 4 - -AJ EI © - t Ll'-- 1 _ - ! __ K ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGHN WITH A MULTI-PLY STUD OR POST OF AT PROFE+sJI L� J LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL '� 1N4 4�� / LL UNLESS NOTED OTHERWISE. �y�. $11 I I I I I ' I 8 I I 1 I . L REFERENCE DETAIL 2/56.00 FOR ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING. 16.1 Ike ; T.\ I 55.00 8 M REFERENCE DETAIL 4/S6.00 FOR WALL FRAMING AT CORNERS AND INTERSECTIONS, TYPICAL UNLESS NOTED I TYP OTHERWISE. �� OREGON .'. I I S5.00 I C 1 55.00 N REFERENCE DETAIL 3/S6.00 FOR NAIL LAMINATING REQUIREMENTS FOR BUILT-UP WOOD POSTS. W `" , 14 5 TYP I ; Lig] 0 ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 OF#2 STUDS @ F Yf. 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B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE /eoom.ft,, ,.... $) APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. C ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOILS OR ENGINEERED FILL PREPARED IN ACCORDANCE V WITH THE RECOMMENDATIONS IN THE PROJECT GEOTECHNICAL REPORT. IN D UNDERSLAB VAPOR BARRIER AND PERIMETER FOUNDATION DRAINAGE SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE PROJECT GEOTECHNICAL REPORT. E STEP FOOTINGS, WHERE REQUIRED, FROM ELEVATION TO ELEVATION IN ACCORDIATE WITH THE CRITERIA IN 6/S5.00. F THE CONTRACTOR SHALL LAYOUT CONCRETE SLAB CONTROL JOINTS PER THE CRITERIA IN THE"CONCRETE' SECTION OF THE GENERAL STRUCTURAL NOTES AND DETAIL 4/S5.00. L _,..„J G REFERENCE THE ARCHITECTURAL DRAWINGS FOR TOP OF SLAB ELEVATIONS AND LOCATIONS WHERE CHANGES IN SLAB ELEVATION OCCUR. H ANCHOR BOLTS AND PLATE WASHERS AT SHEAR WALLS SHALL BE PLACED IN ACCORDANCE WITH THE REQUIREMENTS INDICATED IN DETAIL 9/8.00- 11/S8.00. I WHERE A SHEAR WALL HOLDOWN OCCURS ADJACENT TO AN OPENING, PROVIDE THE GREATER OF THE KING STUD OR HOLDOWN POST AT THE KING STUD LOCATION. J REFERENCE DETAILS 18/56.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, TYPICAL UNLESS NOTED OTHERWISE. iRG'�- K ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGHN WITH A MULTI-PLY STUD OR POST OF AT 10 l�ROF�94 LEAST SSTS THE SAME ED OTHERWISE.IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL ' GINE.UNLES 61 {. �- L REFERENCE DETAIL 2/S6.00 FOR ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING. 1 �'Th 1 .4 2 C3) 4 M REFERENCE DETAIL 4/S6.00 FOR WALL FRAMING AT CORNERS AND INTERSECTIONS, TYPICAL UNLESS NOTED OTHERWISE,la% / �X1p Viir 53. 20 53.20 OREGON N REFERENCE DETAIL 3/56.00 FOR NAIL LAMINATING REQUIREMENTS FOR BUILT-UP WOOD POSTS. AV/ r, i4 \ , \ , , r- 4" CONCRETE RAMP 0 ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF#2 STUDS @DRY �� I/ $ 1 W ®ITH #3 AT 6"OC EA WAY 16" OC TYP UNO 55.00 P ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 STUDS © I EXPIRES: 06»30-21)1 1 - I S5A0 I I 16" OC TYP UNO I - - .�.�,,.�^ - I - -- - - - V%- ,,,,,,,,,,,,,,,,,,,, , ,.,u 1III - I _ - - - I d . . II I I / 2 - - "30 --_, I -- ,A., Structural Keyed Notes i -! 55.01 - 1140 43 PROVIDE (2)6x8 DF#1 AT BASKETBALL HOOPS (ALIGN POSTS WITH EACH HOOP BRACKET). 6x8 POSTS TO BE 2 h IIT I I I I 2 I ATTACHED TO DOUBLE TOP PLATE WITH (2) SIMPSON HGA10 CLIPS(1) EACH SIDE (4)TOTAL r I I I 44 DOUBLE WALL STUDS UNDER EACH TRUSS. REF DETAIL 13/S5.00 FOR CONNECTION TO CONCRETE STEM WALL 53.22 1 I_ I I I OCI - _ 17 I I I I L - - - I 8 56 VOLLEYBALL SLEEVE, REF DETAIL 28/S5.01. REF ARCH FOR LOCATION �1 ' P II -1 59 1/2" PLYWOOD OVER 6x6 DF SELECT STRUCTURAL DECKING (126" MAX SPAN) I i-I L - �� -\ 1 - ( I - ��..� - -�: i I I I III .I I =.--- I1 . [--- K) . .1_ - - 17 D 0 0 � '4} s3,20 �MM �� FOOTING SCHEDULE/ * A.L. ' INCY Il © I , `e I 30 I e I I I S5.00 SIZE REINFORCING NOTES j I ASI 03 ASI 03 ASI 03 \ LONG: (3)#4 EQ SP - BOTTOM F R O E L I C H [ I - NASI-03 SLAB I 55.01 I I 1 2'-0"WIDE x 10" DEEP x CONT TRANS: #4 @ 16"OC- BOTTOM ON GRADE W/#3 @ I I 4 I LONG: (3)#4 EQ SP- BOTTOM ENGINEER 5 1 I 16"OC EA WAY gh © -I 1 2 2'-6"WIDE x 12" DEEP x CONT TRANS: #4 @ 12"OC- BOTTOM S5.01 SIM II l 3 3'-0"x 3`-0"x 12" (4)#4 EQ SP EACH WAY- BOTTOM 1 I - I 4 3'-6"x 3'-6"x 12" (4)#5 EQ SP EACH WAY- BOTTOM 17700 SW Upper Boones Ferry Rd 24 I 1 46 �' ,i , k 5 4'-0"X 4'-0"x 15" (5)#5 EQ SP EACH WAY BOTTOM Suite #115 � 13 5.0/ I © 55.02 8 I i I I I I 6 4'-6"x 4'-6"x 15" (5)#5 EQ SP EACH WAY- BOTTOM Portland, Oregon 97224 I I 11 , I I I Job #: 17-T051 t : I1 If' I 7 5'-6"x 5'-6"x 15" (7)#5 EQ SP EACH WAY BOTTOM LONG: (4)#5 EQ SP-TOP & BOTTOM 1 8 3'-0" WIDE x 16" DEEP x CONT 7 • _ _ 2� - - - _41) :•-, I © TRANS:#5 @ 16" OC -TOP 1 / 4 II- _ LONG: (7)#5 EQ SP-TOP & BOTTOM - - _ 9 4'-0"WIDE x 24" DEEP x NT REF DETAIL 244S5.01 $ Q1 I I 1 H - H CO @ FOR FOOTING SIZE TRANS:#5 16"OC-TOP & BOTTOM AND IhEINF I I 1 I I I 10 6'-0"x 6'-6"x 18" DEEP (8)#05N EQ SP EACH WAY BOTTOM 19 O LG: (4)#4 EQ SP- BOTTOM I I I 11 3'-0"WIDE x 12" DEEP x CONT TRANS: #4 @ 16"OC- BOTTOM 12 2'-0"WIDE x12" DEEP xCONT I© 81 1 8 I LONG: (3)#4 EQ SP-TOP & BOTTOM • I � -{ S I 1 5" RECESSED 1 r0� TRANS: #4 @ 16" OC-TOP& BOTTOM J ! CONCRETE SLAB ON 3 I I I 13 2' 0"x 2' 0"x 10" (3)#4 EQ SP EACH WAY- BOTTOM I I I GRADE IN GYM W/#4 @ I I I I LONG: (8)#6 EQ SP- BOTTOM 1 16"OC EA WAY 14 5'-6"WIDEx16" DEEP xCONT 1 I I 1 TRANS:#6 @ 15"OC- BOTTOM - ©� 1 - Q0 al 1 OA) I L_1- © 4"CONCRETE SLAB I- , 9 T /� I 1 1 COLUMN SCHEDULE }0 1 I ON GRADE WI#3 @ 1 - - a . - - f • - - I 16"OC EA WAY I i l I I 1 ® 1 1 `- J �� 1 MARK SIZE COMMENT S.- I- I- I } I 1 (4) to S5.01 0 _9 A 6x6 DF#1 Cl)'�1 I I 1 i Li l 11 - LB 6x8DF#1 O v,)- I C 5 112"x 6"GL 0L IIli I I I 4 �` D 5 1/2"x 7 112"GL 0 �.P - 1 2 I I : 1 E 6 314"x 7 112"GL 1 I 012 - - 1 1 El I 36 53.22 : F 6 314"x 9"GL �� M i 3 11_,:*..,_, I Cr) 0 L - - 1 _ - - - 9 I 4 S5 01 YP r l < EXPOSED GLULAM COLUMN REF ARCH N SI-03 I 1 - L G 8 3/4"x 18" GL FOR FINISH. REF 40/S5.01 FOR O rs- - -- - -- -- - ss.00 I I ` pp \ - - J.O FOUNDATION CONNECTION 1 1 I `"`�" 1 H 8x12 DF#1 U p 1 J : r-ie I I HSS 6x6x1/2 Am./ - - - 4 K ` x 1 J HSS 10"STD PIPE C 37 I 1 I I © I I 1 C . K 5 112"x 6"GL EXPOSED GL COLUMN. REF ARCH FOR a O 0 FINSIH •s5.a1 - - - - I _ ` L HSS 6" STD PIPE E }I 11 • [ a L M 83/4"x9" GL 0p co < : 1 N HSS4x4x114 - �- I I 12 l O HSS 8 x 4 x 3/8 S5.00 I 1 ICSLAB ON GRADE ` P 5 112"x 9"GL I I - CI I REF 1/2.13 U ITYP 46 WOOD BEARING WALL SCHEDULEE �© © © © @E49-___ 5.021 4 1 S\ 5 2 c D. 1 72 �� - - _ I - - - - - - - - ii LEVEL1WALL( iIel- _ _ _ ©r �, N I MARK I 1 - W4 7 18 0, STUD SIZE AND GRADE NOTES - co CDI E U) 8 I WI 2x8 DF#2 @ 12" OC O S500 I-- r 4 - - - I I I I I I I I I 4 0 W2 2x8 OF #2 @ 16" OC 47 0 0 0I El I I 5 1 5 5 1 I F - W3 (2) 2x8 DF#2 @ 16" OC L.----- FASTENPER STUDS 00 TOGETHER �� 6 r r - -- I �- - - - - -� - - - - I 2x10 1.5E LSL OR LVL @ 16" PROVIDE DBL STUDS BELOW P - I I I - I I • I _ �_ _ __ _ II P 5 El W4 OC EACH ROOF JOISTS L - _I L - _I L - _1 L ` ..N W4 r v I r T FASTEN STUDS TOGETHER II I B 5 I 1 n I W5 (2)2x6 DF#2 @ 16" OC 6 6 6 I M 49 © © 1 © FASTEN STUDS TOGETHER 1 I L 6 W6 (2) 2x6 DF#2 @ 12" OC TYP l� GL 511' ` PER 3/S6.00 44 I S5.02 1 ��/ �� \� Aili. MMI S5.02 1 I 1 _ 4 L J I 1 _ �.: 53.13 - -- --- - - � 1 I I 1 - c)0 - - I - I - - - - - - - - - - - - - I ® GI5112 DI Q Q . I i PLi �� , 56.03 r u) I 0) I I I a) . U O37 Ir `~- I I I I - S5.01 a) I I SIMGL 5 1/2 x 9 •L ' phase BID AND 0 a PERMIT SET cel I I I ! 53 = -_ - �I 1 I - �s.o/ ,� date 02.09.18 17-,.., -46 p 6 p 6 p 6 p 6 , p 1 6 1 revisions _ _ _ _ - _ - _ I I _ I I - I _ I _ _ I 1 _I I _ vvVv ,v VVVvv„s 7,, .1 1 r ADD Q2 _13/7/2018 �I R I TYP I I I I I I I I J 10 ADD-05 13121/2018 O L - - J (;) 5. L ____ _ _1 L - - J L - - J L - J i ASI-01 151161201$ 0 I I I I /ASI-02 15/3112018 I I E ASI-03 16/15/2018 LO �1 1 .4 E29 --1 c _ 0 1 .4 2� 2.5 (3_, C) II MIIIII 4 a) project # 16054 E FOUNDATION & SECOND U O o FLOOR PLAN - SECTOR D r.--. j '' �,z 40 �w FOUNDATION PLAN SECTOR D 0 SECOND FLOOR PLAN SECTOR D S2 . 13 col-1- 0 SCALE: 118" = 1'-0" SCALE: 1/8" = 1'-0" N (53 C37 D CVS COU �4) 6 8.6 C9.D 10 /10.5 0 Co}0 FLOOR FRAMING PLAN NOTES IA VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. 41Y v") - - -- - - - B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR I I ' I I I I I THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE - SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS I I REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR THE CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. (4‘stdill'imin'...'.-.-1 n • I C FLOOR SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE"SHEATHING" iff I • I I I I I J SECTION OF THE GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET 50.02, TYPICAL UNLESS NOTED OTHERWISE. I f I - - - - - I - D FLOOR SHEATHING SHALL BE NAILED TO FLOOR FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6" OC PANEL EDGES, 6"OC DIAPHRAGM BOUNDARIES, 12" OC FIELD , TYPICAL UNLESS NOTED r OTHERWISE. I INDICATES SHEAR WALL E A 1 112" CEMENTITIOUS TOPPING SLAB WITH UNDERLAYMENT(REF ARCH) SHALL OCCUR OVER THE I I • I I I I I FROM 2ND FLOOR TO I FLOOR SHEATHING. UNLESS NOTED OR DETAILED OTHERWISE. L _.....,, TYP ROOF & HOEDOWN 17 ACROSS 2ND FLOOR- I F REFERENCE DETAIL 18/S6.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, TYPICAL UNLESS NOTED OTHERWISE. �6 ee .0� (TYP)9 I G REFERENCE DETAIL 3156.00 FOR NAIL LAMINATING REQUIREMENTS FOR BUILT-UP WOOD POSTS.W I' I I H HERE A SHEAR WALL HOLDOWN OCCURS ADJACENT TO AN OPENING, PROVIDE THE GREATER OF II I I I I I 9I I THE KING STUD OR HOLDOWN POST AT THE KING STUD LOCATION. A _, ■ _ 2 - I �' ' Nwv ' ' ' . - I ALL MULTI PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGHN WITH A MULTI PLY STUD OR POST S9 12 *It I i I I I II B I �� OF AT LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER - r I 1 BEAM. TYPICAL UNLESS NOTED OTHERWISE. �rl}(��'�f� �� E - - �"-�� 5 I J THE JOIST MANUFACTURER SHALL PROVIDE A DOUBLE JOIST BENEATH PARALLEL PARTITION WALLS, PROFS WHERE PARALLEL PARTITION WALL EQUALS OR EXCEEDS 1/3 OF THE JOIST SPAN. DOUBLE JOISTS SC S' I I 16 I I I -- I I I MAY BE OFFSET RELATIVE TO PARALLEL PARTITION WALL IN ACCORDANCE WITH DETAIL 16/S6.00. .- iyaiNezq `rte TYP p I K REFERENCE DETAIL8/S6.00 FOR THE CONNECTION OF NON-LOAD BEARING PARTITION WALLS TO THE 61 ' : 56.00 S6.0� -.d. - UNDERSIDE OF FLOOR FRAMING STRUCTURE. L REFERENCE DETAIL 2/S6.00 FOR ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING. ,# Pr ' M REFERENCE DETAIL 4/S6.00 FOR WALL FRAMING AT CORNERS AND INTERSECTIONS, TYPICAL UNLESS l!9 OREGON I 1 ------ I I a/ C\ I J4. 2' 0"OC I I NOTED OTHERWISE. #� 'F�1 A `o� \B j I N ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF GQ�RYR.` AJ4 @ 2'- Y'OC I #2 STUDS @ 16" OC TYP UNO EXPIRES: 06-30-2011 © I 9I 0 ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 STUDS @ 16" OC TYP UNO I I I I I...').= I I P USE 4x12 DF#2 HEADERS AT ALL EXTERIOR WINDOWS UNO. REF DETAIL 18156.01 FOR MORE INFORMATION AL 9 K7-716-N\ I a REF DETAIL 48/56.02 AND 49/56.02 FOR SOFFIT CONSTRUCTIONMr --- 1 56.00 /TYP I R REF DETAIL 54/56.03 FOR HDR AT GYM CONSTRUCTUION r 47 �136 L6 °� Structural Keyed Notes II Iak . . I ' - I I 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AND STRUCTURAL NOTES FOR SIZE S4.01 N 19 9 SIMPSON CCQ COLUMN CAF' i__ __ _ __ __ __ _ _ _ IN _ - _- _ J2 @{2 -0' fl C- - - - - - - 10 NON-BEARING FULL HEIGHT POST TO SUPPORT SOFFIT. REF DETAIL 45/56.02 FOR MORE INFORMATION = 56.01 r I © B I m J2 @ 2' 0" OC B I 12 EXPOSED GLULAM COLUMN. REF STRUCTURAL NOTES ON S0.01 AND ARCH FOR MORE INFORMATION > K 0 13 EXPOSED GLULAM BEAM. REF ARCH FOR FINISHrP=' I 1 I a` Id F _' I �►� I III ��_-0 I I 1►41 I 14 DBL JOIST TO SUPPORT DIAPHRAGM OPENING. REF 29/57.01 ,., � I �� ` _ N - �- �- I 15 4x12 DF#2(4-0' MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON HU412TF TOP FLANGE HANGER. ,;,, © Ak% �11'�1 I 47 47Y 'i B3 m - �i= 91 --- I REF 29157.01. 53.20 53.20 IN; - �' N �/ p 37 RUN THE DEEPER BEAM COMPLETELY OVER THE COLUMN W/SIMPSON CCQ COLUMN CAP. HANG THE ym 47 25 I m I SHALLOWER BEAM W/SIMPSON GLT OFF OF THE DEEPER BEAM F R O E L I C H { ._-„, r J2 i2' 0"00 • i 38 ALIGN THE BEAM UNDER BEARING WALL ABOVE { I I I /� `S6.01 .-. 1 `\S6.00 1 11 �` I 45 3 1/2"x 16" GL DRAG STRUT ATTACHED TO DBL TOP PL WITH SIMPSON HUC416TF CONCEALED TOP FLANGE ENGINEER 5 A B - - - - - - - - - - - _ , - i-(45) - 62 I - _ - I B6- I - _ _ I HANGER (10" MAX HOLES ALLOWED IN GL DRAG STRUT). MST37 CENTERED BETWEEN DRAG STRUT AND DBL 7.,...._^,^.^. B A - B I (47, © i7 TOP PL B - 48 K J 9 111 47 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT OR BEAM AND DBL TOP PL REF DETAIL 37156.02 17700 SW Upper Boones Ferry Rd I diI © 5 - - I - - - - =- _ 1 I I I 48 4x12 DRAG STRUT TO RECEIVE 0.148x3" NAILS AT 6"OC FROM SHEATIHING TO BE ALIGNED WITH SHEAR WALL- Suite #115 59.10 S9.10 �I 56.00 USE SIMPSON HU412TF HANGER IF REQUIRED re� I Portland, Oregon 97224 (• ii 49 (2) SIMPSON HDU2 BETWEEN BEAMS OR DRAG STRUTS REF DETAIL 57157.03 r i II S6.00 �47� I 10 $ 55 I 51 SIMPSON MSTA30 CENTERED AT DBL TOP PL SPLICE Job #: 17-T051 ! � _� 4 - 21 I S6.03 I 55 LOOSE BRICK LEDGER ANGLE AT INTERIOR WALL REF DETAIL 40/56.02 FOR ATTACHMENT I I EC I Tr.„, I n_ I 56.01 ) I I /c I J4 2'-0"OC • �� _ � D p s I --i[ 1 BEAM SCHEDULE Imp mI m I m� o - - - - o \a \ �9 _ _ _- - - - '_ -. 4 - - J 0 o D ��B - 10 MARK BEAM SIZE MATERIAL I 1 I I L cv cv I � _� g I T S6.01 5 B 1 3 112 18 G L 11311 _ _ �I -0 0 0 0 0 - - - L �� ©. 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REF 36/S7.02 O^ lc: 1 1� r - I S6.00 TYP B16 5112 10112 GL O N- 1 I I PO ++ 48 47 - 0) CO - - - - - - I� - - - �- ' Lv7E- J - - L vii -� 9- - - B17 8 314 24 GL BAaim%L n II 5600 ® J2@2' 0"OC B18 6314 18 GL V O I I �- - - - '-" --L l I J1 @ 4' 0" OC SIM �� ,7M E 619 6 314 25 1/2 GL }i Ci)56.01 I = V / i 1 I c > • `� / 1 r \ B20 8 3/4 30 + GL Ocu - - - _IL_ - - J I 6 > ) @2'-0"OC I , . I - S6.40 B I O 756 TYP I COLUMN SCHEDULE }fCla s� I I I 3� _ B12 S6 03 g � I ',� { a� H7EADERS �� J2 @ 2'-°„OC 5 'I o e MARK SIZE COMMENT � �� I : - • B -� �, � �.-..�-,- _ASI-03 A 6x6 DF#1 � c LI � - ' I I B 5 I D - 17 B 6x8 DF#1 a) aiiiiit 0 " �^^� ''^% �^' ""�^' B2 ��E 56.00 I C 5 1/2"x 6"GL O U CsJ - - ly - I- - - , 'VW: 4 I At. r, - - - D 5 1/2"x 7 112" GL D A I i �.� E 6 314"x 7 112" GL �i �. - 16 CZ° 0 V , � ©` 1 ® © L 47 r- e F 6 3/4"x 9"GL 0) VSIM ■�` i 55 .J� IIIDI ASI-03 - - EXPOSED GLULAM COLUMN REF ARCH CU 56.00 1 1 1 1 - 1 ' i 1h1 I ! 56 P I I -I G 8 3/4"x 18"GL FOR FINISH. REF 40/S5.01 FORCICS _---- I� TYP FOUNDATION CONNECTIONE cLook A. m� n S6.03 I I 0) O 1 I I 16 H 8x12 DF#1 a) .. _ O S3.22 \ I 0 9 I . S6.00 J HSS 10"STD PIPE 37 �` ) G - _ _ - - -- - _ I y EXPOSED GL COLUMN REF ARCH FOR / iii - ' _ - - r - _ j - - - GL 5 1/2 x 9 I I / - - - - - _ _ K 5 112"x 6" GL FINSIH- ` ; - - --- - -- - - - - - �''N'm E L HSS6" STD PIPE IILa __ DJ` ► s I A I CO A M 8314"x9' GL II 47 II IA N HSS4x4x1/4 • 0 HSS8x4x318 56.02 II I I• --'' © N J2@2'-0"OC: I 2� II I 1g I I P 5112"x9" GL L - - _ 54.02 _ I 1 S6 01 ss.olI � r ' K Fo /A� I I-JOIST/ OPEN WEB TRUSS SCHEDULE 0 I 0 -' - ��5 °p I EQUIVALENT I .0 , N II I I I MIN FLEXURAL MIN SHEAR MIN El A © B13 Ua MARK DEPTH CAPACITY (ft-lbs) CAPACITY (lbs) REDBUILT JOIST HANGER II I I ( ) ( ) (Ibs-int) PRODUCT �- �^ • SS J1 14" 8030 2540 666 RED 165 SIMPSON ITS(EBV AT "I „ N J2 @ 2' 0"OC:, J2 @ ' 0"OC 9 I SLOPED CONDITION) - L-1 �i S6.03 E • y ,, I I I I 14 I :1 K I J2 11 718" 6750 2255 450 RED-165 SLOPED CONDITION) ' I El © SIMPSON ITS{EBV AT > 15 �' - I - - - - J3 32" REDBUILT RED-L OWT I cv ,111 1II �� `-moi _- -= I ® B13 37 I L I J4 24" REDBUILT RED-W OWT 1 '. > I . , �14 I 15 u I A J5 30" REDBUILT RED-L OWT > N J2 2'-0"OC N )' J6 28" N ry • > I I I I J t @ I U 0 5 REDBUILT RED-L OWT U 1 I I , ' ` , °0 F mI O _ - J7 5 112x12 GL o I I I D D lorl K I �� J8 22" REDBUILT RED-L OWT ....,-,4,4F.,-..,,,--,,,,,,,,,,,,, `~ (7,„ -\ > _ _ I k Hj L _ I - - - I B3 f „„-....w..... 1:1 61 �® 6131 I C _ J9 52" REDBUILT RED-H OWT - - - 'NIIIIIIIIIIIIIIMIIIIPr RIP' - - - - - - - ,� ,�� 37 O ''�1 - _� CO J10 18" REDBUILT RED-L OWT CD •_ - ! I I I A I CND_ JOIST 5 .HEDULE NOTES: haSer� ;� J-) iSIM El rT DI N IM N IT R F DET 111 6.00 BID AND o I ; # I 1 46 © 1. A WOOD BEAM CONDITIONS,S, HANGERS ARE TO BE SIMPSON SHANGERS, UNO. E AIL S I I IN I 1 S6.02 , II I 2. WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. PERMIT SET C�1 > I S6.00I - ___ ___ - Cp I. LTD Im1 I 47� I 3. SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS (THICKNESS, DIMENSIONS, FASTENING). >I f I I II i R 9) I date 02.09.18 k ASI-039 I I 10 14. USE HANGER SPECIFIE=D UNO ON PLANS.03 '> S �, I M I A © I 5. WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. } 11 I 7 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE, MATERIAL,AND CONNECTIONS. revisions 5 ii I I \) @21 7110C - - -- A IN I� D I \5 4 I • I ° I ° I I L ) I00 I I I �i I ADD 04 3/17/2018 cl 0 , I - I L - - - - - - - 0--� ® U © - I - - ADD 05 3/21/2018 1 r--- 16 + I - S6.01 E m 0 ASI-03 61151201$ E 6.00 I . - - - - - --- -' - - - Ud , LO s6.00 I - IN 56.Dd CD 2 CO T 37 1'- ' K ` D if _ S3.22 I B6 I i m= 1 I I J9/ .,: 2 @ 2'-0"OC I� I A ro ect # 16054 a.) rp !v .,1.8� \ - - LI- A - m �6.�� A 'CIM 9 o �- �1 ,m 64Y ,,, , ,,,�,, Y J.8 SECOND FLOOR FRAMING - t _ _ - _ _ _ _ _ I 13 I : - _ _ _ PLAN - SECTOR A � CO I I 1 ill s6.00 II / 1 'r ! I - I op z f 1;, N Lo 2 0 ..__ „.,„ I MLI_� �� 8 i 18.6 C.9) 10 10 50 ■N � SECOND FLOOR FRAMING PLAN SECTOR A 0 N= SCALE: 1/8" = 1'-0" ` oU FLOOR FRAMING PLAN NOTES A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. )°- B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE (eerimift ,, ,, m) SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR THE CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. - EP - 2 r C FLOOR SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE"SHEATHING" 6 7 8 8.6 9 1 10.5) 11 ) 12 13 C,14-../ SECTION OF THE GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET 50.02, TYPICAL UNLESS � �� / „..___y53.21 __-1NOTED OTHERWISE. D FLOOR SHEATHING SHALL BE NAILED TO FLOOR FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6"OC PANEL EDGES, 6" OC DIAPHRAGM BOUNDARIES, 12" OC FIELD , TYPICAL UNLESS NOTED OTHERWISE. E A 1 112" CEMENTITIOUS TOPPING SLAB WITH UNDERLAYMENT(REF ARCH) SHALL OCCUR OVER THE L _... 1 I 1 1 I I I I I FLOOR SHEATHING. UNLESS NOTED OR DETAILED OTHERWISE. F REFERENCE DETAIL 18136.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR �- f ----16- OPENINGS, TYPICAL UNLESS NOTED OTHERWISE. f J - �J [` 16- G REFERENCE DETAIL 3/S6.00 FOR NAIL LAMINATING REQUIREMENTS FOR BUILT-UP WOOD POSTS. I` . iiMililh 11 1H WHERE A SHEAR WALL HOLDOWN OCCURS ADJACENT TO AN OPENING, PROVIDE THE GREATER OF I D (6.00) I I I I I 9 9 THE KING STUD OR HOLDOWN POST AT THE KING STUD LOCATION. IIIIY I ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGHN WITH A MULTI-PLY STUD OR POST OF AT LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER N ,' B13 BEAM. TYPICAL UNLESS NOTED OTHERWISE. =------ -"i - - - - - - ' r , • - g- - -1 t - - - - - 0 J THE JOIST MANUFACTURER SHALL PROVIDE A DOUBLE JOIST BENEATH PARALLEL PARTITION WALLS, SI ucTu11'4 � 0 ' 0 S 1r I"- -- WHERE PARALLEL PARTITION WALL EQUALS OR EXCEEDS 113 OF THE JOIST SPAN. DOUBLE JOISTS �+ � �RQ�� \\.. I '' I D '-I E I 1 ! I 1 I r, I I MAY BE OFFSET RELATIVE TO PARALLEL PARTITION WALL IN ACCORDANCE WITH DETAIL 16156.00. 't 0,y( 1N ,I. t+ f 1 z- INDICATES SHEAR WALL FROM 2ND FLOOR TO K REFERENCE DETAIL8/56.00 FOR THE CONNECTION OF NON-LOAD BEARING PARTITION WALLS TO THE 69 { ROOF &HOEDOWN UNDERSIDE OF FLOOR FRAMING STRUCTURE. �� , J2 2'-0"OC • J ACROSS 2ND FLOOR (TYP) L REFERENCE DETAIL 2/S6.00 FOR ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING. °p 8 /I 1 M REFERENCE DETAIL 4/56.00 FOR WALL FRAMING AT CORNERS AND INTERSECTIONS, TYPICAL UNLESS �� it QhlCI 1 © ; I, rK o __ - _ C I UO �- { 4 I 1 NOTED OTHERWISE. I ,, ROH14 20�, ® t _�_ N ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF GO'RYR.' + B131 / 6 m 41 0 #2 STUDS @ 16"OC TYP UNO \ 17 , 5 J N O ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 � • Qa" 1� \. II. _ I I 46 'ADD-05 0 STUDS @16"OC TYP UNO 36.00 - ; P USE 4x12 DF#2 HEADERS AT ALL EXTERIOR WINDOWS UNO. REF DETAIL 18/S6.01 FOR MORE INFORMATION I I � �, I 1 s ! 56.02 I SIM J2 �2' a'OC c.i - > C Q REF DETAIL 48156.02 AND 49136.02 FOR SOFFIT CONSTRUCTION ? R REF DETAIL 54/56.03 FOR HDR AT GYM CONSTRUCTUION E; c ® j 14 -r 15 t © 6 Structural Keyed Notes © B13 I r v _ , / - 1/ I ►. 47 i` 9 OTYP 1I 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AD STRUCTURAL NOTES T. --r-(7-14 / U ILII FOR SIZE / 9 SIMPSON CCQ COLUMN CAP J2 @ 2'-0" OC U J O m 0 10 NON-BEARING FULL HEIGHT POST TO SUPPORT SOFFIT. REF DETAIL 45/S6.02 FOR MORE111 16 SIM r I� J2 @ 2'-0"OC b 6 m mhsir07 --t-K w INFORMATION I 56.00 4011. I Cil D _ I ...".......„*„.....,n_ I I 12 EXPOSED GLULAM COLUMN. REF STRUCTURAL NOTES ON S0.01 AND ARCH FOR MORE INFORMATION \� /- m @} ` , : �� Ir--� 14 DBL JOIST TO SUPPORT DIAPHRAGM OPENING. REF 29/S7.01 - -� -• �� B1 \' �- B131 / 1-2-0-N1CI 15 4x12 DF#2 (4'-0" MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON HU412TF TOP FLANGE 50 y (,,- 7.,,- 446 N 49 4 S6.01) HANGER. REF 29/S7.01. 0 _ P {{ 37 RUN THE DEEPER BEAM COMPLETELY OVER THE COLUMN W/SIMPSON CCQ COLUMN CAP. HANG THE F R O E I ` C H I I 1 I I S6.02 m I I I SHALLOWER BEAM WI SIMPSON GLT OFF OF THE DEEPER BEAM r I[ C LI n I� - - - - 1 - - - -. - 39 SIMPSON GLT HANGER EN G I N EERSA m 4 N `� ' C 45 3 1/2"x 16" GL DRAG STRUT ATTACHED TO DBL TOP PL WITH SIMPSON HUC416TF CONCEALED TOP _ - - _ J - - _ _ _ - _ - - - AO- - - - _ 9 © FLANGE HANGER (10" MAX HOLES ALLOWED IN GL DRAG STRUT). MST37 CENTERED BETWEEN DRAG ADD-04^ - 0 6 STRUT AND DBI_TOP Pt B I' B q 1 1 I ti) I I 0 47 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT OR BEAM AND DBL TOP PL REF DETAIL 37/S6.02 17700 SW Upper Boones Ferry Rd 5 II G- - = -Z I ( 21 m'I I I I 48 4x12 DRAG STRUT TO RECEIVE 0.148x3" NAILS AT 6" OC FROM SHEATIHING TO BE ALIGNED WITH Suite #115 I J4 2'-0"OC 5 I � 36.01 N SHEAR WALL- USE SIMPSON HU412TF HANGER IF REQUIRED ITIr Portland, Oregon 97224 L I o mh I t1 C Nit 49 (2) SIMPSON HDU2 BETWEEN BEAMS OR DRAG STRUTS REF DETAIL 57157.03 Job #: 17-T051 �� - - - - - _ - - - - - - - - - - - - - 50 SIMPSON MST37 CENTERED BETWEEN BEAMS OR DRAG STRUTS \ Iit \5 .t I- Q' 0 51 SIMPSON MSTA30 CENTERED AT DBL TOP PL SPLICE �.6 DO I D I I\ it_ � rt I I m I INW419 I I 53 SIMPSON CS14 x 8'-0" , 3'-0" OVER THE DBL TOP PLATE AND 5'-0" OVER THE 2X FLAT BLK'G BETWEEN - - - I - _ - - - L - - - I FLOOR OR ROOF TRUSSES _ _ i - - - - - \ � � - - -- 55 ) �I I 9 II # 1 .,r. 47 - - �7.0� prillI 5600 - - j s6� r K r , 111 2 i I 37 p �'" I 1 I I I r B6 45 1 1 L 53.22 ! � . � �� I � r- ' _ . . , , A i ---716- - - - - - - --I / , \ m _ I, I -- 17 - © I I A I \\ I ® J 16 ADD 04 �S6.00 J 8� - '', •-. , im - ADD-02 - - \\- I r 1I - - -i-. - - - 1 4-7)- 47 _ S6.00 8 I JOISTI OPEN WEB TRUSS SCHEDULE 9 L ,,--vti4 Q m r 1 I I I --,,,,,,,,,,,,,,,,,,,,, - ,.,. , ,,.,,,.,� • _ • - @ - - - ; - EQUIVALENT ® �"' v I I I - ..- I 1 MARK DEPTH MIN FLEXURAL MIN SHEAR MIN El REDBUILT JOIST HANGER L.- 1---1 A, __ N �_� • _ a I \\ 4111 CAPACITY(ft-lbs) CAPACITY(lbs) (Ibs-in ) V_ 20 ADD o4 I m. J2 2' 0"OG I I zI I PRODUCT SIMPSON ITS LBV AT • w @ 1 �� ' 21� II 1 J1 14" 8030 2540 666 RED-165 i. 0 36.0€ �� "' I` / I i SLOPED CONDITION) O r^ N I OC 1N \ S6.0� j 1 SIMPSON ITS(LBV AT B� B , ® ' ID CS6.0) `\ /ir a III I J2 11 718" 6750 2255 450 RED 165 SLOPED CODITION) 0 ) BBI 3-J77 D...i K �_ U- �X, A tr7 BIJ3 32" REDBUILT RED-L OWTK 1 . L..- - = c� 11 5A 6L- ® III 9 _o-" II IOImO J4 24" REDBUILT RED-W OWT A �� of l 6� b -L I J5 30" REDBUILT RED-L OWT I C 0 N I �S6.00 - • 1 D -- I N I N 1 J6 28" REDBUILT RED-L OWT I O 1 err '- . I / I �� 36.02 - @� 1 J7 5 112x12 GL CD < I oo J8 22" REDBUILT RED-L OWT 0 I 91I I• : - 5 I I 1' Iy- 16 I II I B 1 V CD .4 C 2' 0" OC \,/I J4 @ 2'- 0" UC - I 1.5)-\ © 6 J9 52" REDBUILT RED H OWT r n O t I I i S6.00 I I �- 1 © �� 1 J10 18" REDBUILT RED L OWT I v J Q 1 25 �- 1 .ti' r - L - - - - i-- -r- - - - } -- - _ I JOIST S DHEDULE NOTES: < kfb 1 56.01 \`- 1 47 © IA© © .I r. ' 7 1 i 1. AT WOOD BEAM CONDITIONS, HANGERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 11/S6.00 E . . < i ■i 1 I B3 II 45 I L I U I ,( 14� 2. WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. 7/ c co - NF c I 1 41CO 0 • O 48 '� Oo I f -Ni: IL N �1J2 @ 7-0"OL. 0 m 9 6� I 3. SEE JOIST MANUFACTURER FOR WEB STIFFENED SIZE AND REQUIREMENTS (THICKNESS, DIMENSIONS, FASTENING), �0 I- t s..oi - C4� 1 b I o I 47 o __ 1 4. USE HANGER SPECIFIED UNO ON PLANS < J I t' N m -' m I I N '�, r N "0I Q J I 5. WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. CD I I �-__= D I = 1 - " f N r I��- @� I @1 @� �- \T-5-2 .5_..„b„,‘4m I I -A I 17 0 I N _ ev C D i tYP 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE, MATERIAL, AND CONNECTIONS. o E 1- o �. I , - • "Ill � 1�4�I ' 36.00 I - 1 - 1 �-^ - �I . I - _ .J . . I . �A . . . t 55 r 48 1 N 49 45 20 A; 0 : . CD 1 ".".,-...1 ^^ i 51 { 47� 49 m S6.01 I I 0 COLUMN SCHEDULEii ICJ 773 B B B I I 16 ✓, 4 (S6.0y - - - - I 1 i I 1 9 , 6 1 61 6 I C17.) S600 -�� 14� MARKSIZECOMMENT E C� cnI ADD-02 Iv K I • A 6x6 DF#1 O i J Q� _ L I TYP J ADD-02 �, 1 1 o (-) B _6x8 DF#1 O C 5112"x6"GL 1 I o I I D 51/2"x 71/2"G L N E 6314"x7112"GL I I i T I I I JL- -J4-62:70"--0C- 4 c( 2 -0 OC 1 11 B\) © I I I - I 1_ F 6314 x9" GL - 1 1 / I 10 - I 7A� I I EXPOSED GLULAM COLUMN REF ARCH 1 (AD-- - E m 2 , `�� M 10 \ I ` 5 II •DD-0 I # DD-02 I I 1 I G 8 3/4"x 18" GL F FOUNDATION CONNECTION R 1 1 I _ I I 11 I I ' `� I H 5x12 DF#1 J i . I • ICI 9. 1 53 I I I HSS 6x6x1/2,F./---A 1 e ■ N I IN X53 49• 3___/S6.00 � V I } 1 h 1 I J HSS 10"STD PIPE 1 � r r� ADD-04 r- a -, 1 1 EXPOSED GL COLUMN. REF ARCH FOR -- ----- '' - - - - - I I gw I !, K I B' I IIIII - - 45 � - 49 - ` '� - - -- DD04= - - - = -_I 1 h_ _ I I K 5112"x6" GL FINSIH I I I � �I-1, = - - --Ir ,Y _� ` � 1 1 L HS56' STD PIPE I 16 �' J2 @ 2 -0 OC - - +•. m��... .�.�n.►Tr M 8 3/4"x 9" GL I PPP 56.00 ' :4:3:: •"' ��i�411 � I q� likty 1 I NHSS 4 x 4 x 114 96: 1 Q /A 0 MM O HSS8x4x3/8 E U l © _ © 1 5 .-0 . /(_) 1 1 _ _ I 1 ri� 1�2 1 f �� ' rL ! -N u ■■�....„, ,AS iw-••A _ ' _ _ _. r I BEAM SCHEDULEc I / 1 -_ �� EN o I47 ADD-02I `� MARK BEAM SIZE MATERIALII J 36.01m J2 'r► 2' DO - J I B1 3 1/2 18 GL CD - I I - - 1 - - - - - - --I J2 @ 2'-0"OC - m ,D - _ r rte: Ali - - - - - - 0 B2 5 112 12 GL . - - ----- 1 0 //q441, t':', I B6 - �r ii 11 _71 1 KI� 68 m I B3 5 1/2 18 GL o I I �I, m I B3 3© B4 6 3/4 22 1/2 GL '� 37 37 B5 6 314 30 GL 0 I I 1� I 1 1 I © I 47 9 I 1 1 B6 5 1/2 Z 1 G L ------- o 39.12 S _. +37 .0 B7 5 1/2 24 GL phase BID AND �I I 5 I C..1� Bs 5 1/2 3o GL PERMIT SET - - - - - �� - - - - - - - - - - - i A - - - - - P B9 8 314 36 GL Pb - _ - 1 -_-1_ - _ _ -_ . I cal 1 16 I f I B I 1 B10 10314 24 GL date 02.09.2018 B11 WT 6 x 15 STEEL BEAM. REF 36/S7.02 56.00ti / LI J4@2'-0" �C CI) ✓ J4 2'-0"QC B13 3 112 16 GL revisions T - B14 WT 12 x 31 STEEL BEAM ADD 02 307/2018 I B15 WT 6 x 15 STEEL BEAM. REF 36/S7.02 o I I I I j 16 TYP B15 13/17/2018 - - \S6.0o B16 5112 10112 GL ADD-05 13/21/2018 E 1- /No- ;� ` -__r 617 8314 24 __ GL-BAL I I 1 B18 6 314 18 GL 691 - - - - B19 6 314 25 112 GL I I I I /, - I_ 1 =� r N 1= c Q - Q cU - - - - - - - - - - - -� ,..^.., ..... B20 8 3/4 30 GL in B B a) E I I I I 1 1 I 17 6 6 I I project# 16054 U 56.00 o - - A SECOND FLOOR FRAMING 0 �� A°D-04 PLAN - SECTOR B 0_ w6 7 8 8.6 9 C1-0 IE ' �0.5 11 12 13 614) N_CD _ © SECOND FLOOR FRAMING PLAN SECTOR B 0 co,. S 2 ■ 2 1 o U' SCALE: 1/8" = 1-0" CV a) cn LOD Irn U FLOOR FRAMING PLAN NOTES A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. II '• P)-- B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE n I-..--....lrit. - SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR THE CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. C FLOOR SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE"SHEATHING" WP SECTION OF THE GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET S0.02, TYPICAL UNLESS NOTED OTHERWISE. D FLOOR SHEATHING SHALL BE NAILED TO FLOOR FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6" OC PANEL EDGES, 6" OC DIAPHRAGM BOUNDARIES, 12" OC FIELD , TYPICAL UNLESS NOTED OTHERWISE. E A 1 112" CEMENTITIOUS TOPPING SLAB WITH UNDERLAYMENT(REF ARCH) SHALL OCCUR OVER THE FLOOR SHEATHING. UNLESS NOTED OR DETAILED OTHERWISE. ilh...._ _... F REFERENCE DETAIL 18156.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, TYPICAL UNLESS NOTED OTHERWISE. G REFERENCE DETAIL 3/56.00 FOR NAIL LAMINATING REQUIREMENTS FOR BUILT-UP WOOD POSTS. H WHERE A SHEAR WALL HOLDOWN OCCURS ADJACENT TO AN OPENING, PROVIDE THE GREATER OF THE KING STUD OR HOLDOWN POST AT THE KING STUD LOCATION. . I ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGHN WITH A MULTI-PLY STUD OR POST - • OF AT LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL UNLESS NOTED OTHERWISE. J THE JOIST MANUFACTURER SHALL PROVIDE A DOUBLE JOIST BENEATH PARALLEL PARTITION WALLS, S'illtiCTUN.4C WHERE PARALLEL PARTITION WALL EQUALS OR EXCEEDS 1/3 OF THE JOIST SPAN. DOUBLE JOISTS o PR Opt A:,, MAY BE OFFSET RELATIVE TO PARALLEL PARTITION WALL IN ACCORDANCE WITH DETAIL 16156.00. GINE. ,,,0 E___1O K REFERENCE DETAIL81S6.00 FOR THE CONNECTION OF NON-LOAD BEARING PARTITION WALLS TO THE 61 .4 E2.5� 0 4 UNDERSIDE OF FLOOR FRAMING STRUCTURE. rti , L REFERENCE DETAIL 2/56.00 FOR ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING. / r' M REFERENCE DETAIL 4/S6.00 FOR WALL FRAMING AT CORNERS AND INTERSECTIONS. TYPICAL UNLESS • ► 4 OREGON NOTED OTHERWISE. Ag/ lR �`!1 r 4r , I I I I I N ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF �� RYR 4l #2 STUDS @ 16" QC TYP UNO O ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 I EXPIRES: 06-30-20)1 1 STUDS @ 16" OC TYP UNO P USE 4x12 DF#2 HEADERS AT ALL EXTERIOR WINDOWS UNO. REF DETAIL 181S6.01 FOR MORE INFORMATION Q REF DETAIL 48156.02 AND 49156.02 FOR SOFFIT CONSTRUCTION Ahl1 © I I I ► R REF DETAIL 54/56.03 FOR HDR AT GYM CONSTRUCTUION 53.20 S3.20 ' - ir Structural Keyed Notes 13 EXPOSED GLULAM BEAM. REF ARCH FOR FINISH I il. 1 I 1 I 1 ��- - - - - - - GL 5 112 x 7 112 GL 5 112 x 7 1I2 GL 51/2 x 7 112 GL 5 112 x 7 112 GL 5 112 x i 3rz I - - COLUMN SCHEDULE ' *- REF S2.12 FOR SHEAR WALL COMARK SIZE COMMENT t. AND HOLDOWN CALLOUTS I\\ I 40 A 6x6 DF#1 '' mom ._ B 6x8 DF#1 :D) , _ �, " C 5112"x6"GL - - - - - - - - - - - - -- - _ „, - -1 i'l .,_ D D 5112"x7112"GL • F � OELICH •`� E 6314"x71!2" GL I L _ _ _ , ENGINEERS F _ _ F 6314"x9" GL Ir Y # EXPOSED GLULAM COLUMN REF ARCH G 8 314"x 18" GL FOR FINISH. REF 40155.01 FOR Il FOUNDATION CONNECTION 17700 SW Upper Boones Ferry Rd €r ,€ - S (\ /> H 8x12 DF-#1 Suite #115 I I HSS 6x6x112 Portland, Oregon 97224 J HSS 10" STD PIPE Job #: 17-T051 _ _ 1 K 5 112"x 6" GL EXPOSED GL COLUMN. REF ARCH FOR —_ ' _ - FIN51H I 1 L HSS 6" STD PIPE 36 M 8314' x9" GL CO [ - 0 N HSS 4x4x114 I 57 02 11 - - - - - - - - - -- - -- - m - - - 0 HSS8x4x3/8 ii II , BEAM SCHEDULE °- III I a— €' MARK BEAM SIZE MATERIAL I I — — B1 3 112 18 GL - LJ B2 5112 12 GL I .= I B3 5112 18 GL i. B4 6 3/4 22 1/2 GL - - - - - - - __ E - . • - B5 6 314 30 GL 0 (Fi T - f0 B6 5 112 21 GL -L ;06) : - B7 5112 24 GL ■ i rr//��TI I f I B8 5 112 30 GL• 0 V J 09 8 3/4 36 GL 0 p I - 0 0 B10 10 314 24 GL B11 WT 6 x 15 STEEL BEAM. REF 36157.02 1 _ co I I f I M B12 3112 14 GL CO 0 N S3.22 _ O N - .I ...._. .._....... 0 54 „ _ B13 3 112 16 GL [ ISIM aN a S7.03. _..._. .- �' - - - - - - - - (---5-,-i--\ 7A - - - -- - - �- - B14 WT 12 x 31 STEEL BEAM ♦ , 0 34 1 B15 WT 6 x 15 STEEL BEAM. REF 36157.02 U N I I J �` _ B16 51/2 10112 GL C !- B10 (. 6.0) I B17 8 314 24 GL BAL 1 E B18 6 314 18 GL = -6 - - ,, CO _ ,_ 1 I L _ = B19 6 3/4 25 1/2 GL CD _� j B20 8 3/4 30 GL f, `�._ - 1FW I [n i-- 0 I 1 1H WI O E If: II R 4 l , 4� . . cp L 0) . - - 3fi � 07 G _ I > 57.02 o I > 1-.- 13 > I If co r 1 I 0CO : > y TI I II 6' I I I 4--- I 1. 1 ` " ` i A C I I I i 1 , .iiiL 1 i 11 o i I E 1 _ _ II ! ' 0 k- US 0 I I I I I I I II r\-- l l r a. ._ CD .tl 1-11-1—ffil fl a II I I f l 4401 I 0 If II 1 I ,46 I II : If J.8 , ..._�-. J.8l � o — I — — — k I I IN. li _ phase BID AND COI - - IHI';.: I — — l ' -- — — — — — — A-- 0 PERMIT SET i (I date 02.09.18 I I I I I I L revisions i 0 El_._4� 2.� 0 0 0 4 E1- 1 0 cn CD E project # 16054 ca 0 INTERSTORY FRAMING o PLAN - SECTOR C a_ ccf3 471.) oo cno INTERSTORY FRAMING PLAN SECTOR C 0S2 • 22 °-° SCALE: 1/8" = 1 '-0" N LO D i 100 i4� 0 ,.4_)� 6 (8) 8.6 (-9D 10 L ROOF FRAMING PLAN NOTES - A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. I B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO n) n THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE I I I I I O I I APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT I ENGINEER FOR THE CLARIFICATION IN S7.00 A TIMELY MANNER PRIOR TO BID OPENING. 2 C ROOF SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE "SHEATHING"SECTION OF THE .0 IIII 53.10 IGENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET S0.03, TYPICAL UNLESS NOTED OTHERWISE. 0 ROOF SHEATHING SHALL BE NAILED TO ROOF FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6" OC - - - - - 1 - I - - - 1- ?, _ l I I - I I - PANEL EDGES, 6"OC DIAPHRAGM BOUNDARIES, 12"OC FIELD , UNLESS NOTED OTHERWISE. A L\ A E USS R REVIEW L PLANS AND LS TO ACCOUNT R SPECIFIC NS. /I I n \ I� f I I` II 1I ,, H ARL MULTI PLY STUDS EAND OPOSTS IN ULPPER WALLS SHALLI ALIGN WITH A MULTI-PLY STUD OR POSTOFAT LEAST -IL - - - L J % •• ' 7 I[ THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL UNLESS - - - I 1- a , b I ' / 41 PSF- NOTED OTHERWISE_ �� ' J I I I I 3 A I I `o ,' I ♦f1 . I I REFERENCE DETAIL 18/S6.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, ,�♦♦.. TYPICAL UNLESS NOTED OTHERWISE. 57.00 O 10'_0,.- J REFERENCE DETAIL 27/S6.01 FOR THE CONNECTION OF NON LOAD BEARING PARTITION WALLS TO THE • UNDERSIDE OF ROOF STRUCTURE. 0 K ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 STUDS @ 4 36 l I I 16"OC TYP LINO1 1 l II 4 m r.--"I L ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF#2 STUDS @ - 16"OC TYP UNO C '(1 * 1 .,Si_.." M REF DETAILS 48/S6_02 AND 49/56.02 FOR SOFFIT CONSTRUCTION S11; PROPen` 0 © 0 0 ii II o .� %'4' '�s% 1 1 �® 53,20 I S3.20 • S3.21 1 I �I - II I I Structural Keyed Notes 61 �= �j II @ 3 3/4"APA RATED PLYWOOD SHEATHING OVER 2x6 OF SELECT STRUCTURAL T&G DECKING, DOUBLE SPAN MINIMUM. V 9/OREGON i; �/- 11 FASTEN SHEATHING TO DECKING WITH 0.148" DIA x 1 112" NAILS 6"OC EDGES AND 12"OC FIELD A / I 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AND STRUCTURAL NOTES FOR SIZE �R.M1�► -. I 11 I 46 I 1 *� �- 1 I 9 SIMPSON CCQ COLUMN CAP 'CRY R• ' • 17.00 C 57.02 I �N 12 EXPOSED GLULAM COLUMN. REF STRUCTURAL NOTES ON 50.01 AND ARCH FOR MORE INFORMATION 1 EXPIRES: 0&3`;?-2Q i 19 I S7 01 `I' I 13 EXPOSED GLULAM BEAM. REF ARCH FOR FINISH ff.- S7.01 I g 19 5 112x12 GL(6'-0" MAX SPAN) TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON GLT TOP FLANGE HANGER I o)� to a, 11D. - - - - - -I- - - - - _ - 48 I I I -I 26 6x6 DF#1 COLUMN ALIGN WITH ELEVATOR HOIST BEAM. REF DETAIL 391S7.02. FOR ALIGNMENT AND ADDITIONAL ��r II INFORMATION REF ELEVATOR MANUFACTURER - - - - l i 1 - - - -- - - - -,r_4e_ - 35 CONTRACTOR TO COORDINATE THE FINAL SIZE AND WEIGHT OF THE MECH UNIT WITH THE ENGINEER OF RECORD 1 I 47 472 I 47 36 GUARDIAN CB18 FALL PROTECTION (NOT BY FE)CENTERED BETWEEN TRUSSES. REF DETAIL 30157.01 FOR 1 J8 4'-0"OC (--,_01, I I I I STRUCTURAL FRAMING BELOW 1 59 10 I 1 ' I 48 I 13 v I v v m 59.00/ H I I 37 RUN THE DEEPER BEAM COMPLETELY OVER THE COLUMN W/SIMPSON CCQ COLUMN CAP. HANG THE SHALLOWER . - - -I - - ' I BEAM W/SIMPSON GLT OFF OF THE DEEPER BEAM • -7,- �' - L -�' 39 SIMPSON GLT HANGER B M - - - - - -- i - - - - - - _ B 45 3 1/2"x 16" GL DRAG STRUT ATTACHED TO DSL TOP PL WITH SIMPSON HUC416TF CONCEALED TOP FLANGE HANGER j . J8 @ 4'-0"OC (10" MAX HOLES ALLOWED IN GL DRAG STRUT). MST37 CENTERED BETWEEN DRAG STRUT AND DBL TOP PL 1101w- _,,' _ - ___-- -_- -- _-_- _ - _ - _ - _ -, _ - _ - _ - _ - _ - _ - _ - _ - _ - _ - _ - _ - _ - _- _ _ _ _ _ _ _ _ _ _ _ 47 r Thi/ - - eS - �4 '"• . -� - F 0 47 SIMP50NMST48CENTEREDBETWEENDRAGSTRUTORBEAMANDDBLTOPPLREFDETAIL37/S6.02 • T1 - 1 45 r sa '�.. �, 0 B7 1 i 48 4x12 DRAG STRUT TO RECFIVI 0 148x3" NAILS AT 6"OC FROM SHFATIHING TO BE ALIGNED WITH SHEAR WALT- USE • --(C\I''' 44\ - 47 SIMPSON HU412TF HANGER IF REQUIRED • i J I I I I 00 I 49 (2) SIMPSON HDU2 BETWEEN BEAMS OR DRAG STRUTS REF DETAIL 57/S7.03 11 1 46 o FR0ELI H �. RTU W=15,50['lbs 28 50 SIMPSON MST37 CENTERED BETWEEN BEAMS OR DRAG STRUTS 1� S7.02 51 SIMPSON MSTA30 CENTERED AT DBL TOP PL SPLICE • 1 1• III I 1 I 9 o�0 678 35 lik S7.01 I 52 SIMPSON MST37 CENTERED BETWEEN WIDE FLANGE BEAM NAILER AND DBL TOP PL ENGINEERS • J6[�2'-8"OCI 57 SIMPSON CMST12 COIL STRAP x 10'-0"CENTERED OVER EACH DBL TOP PL SPLICE WITHIN THIS REGION 1 (45 m _ - • I I. I J8 @ 4'-0" DC 60 ATTACH THE GLULAM HEADER TO (3)2x KING STUDS W/SIMPSON HGA10 CLIPS AT EACH END. USE (1)AT BEAM, (2)AT ,i !1 ABOVE '' I B5 I II DBL TOP PLATE (3)TOTAL. REF DETAIL 56/S6.03 FOR MORE INFORMATION. 17700 SW Upper BOOneS Ferry Rd 1. Li if I it �2� I I , \ , I I Suite #115 - _ - - I ( I _ _ I_ - - - - I - I �� - Portland Oregon 97224 0 - --- _, ----Q / � 7.p� I 9 I �-} 0 -� -� I C I BEAM SCHEDULE 9 - -- - --- - -- --- 1 _J II z �- Job #: 17-T051 I ( 7.00J --� ��- L- 2PSFr '-7 42 m ©SIM S700 I MARK BEAM SIZE MATERIAL • I 5 I� - - 592 - - 7,00 I I B1 3 1/2 18 GL T - - - I - LI (S7,00 55 II .,:♦ - - - - --- I 1 I, B2 5 112 12 GL I I- - -L- -- - D 57.03 ' 1 D B3 5112 18 GL I _ ,r : Li* ♦ 1I I I -A --�- 47 A' 32PSFIll O I B4 6314 22112 GL cav #�� 11 I 2 1 I- - - - �.`! ; - I I B5 6 314 30 GL • � I I S7.00 ,=-I1-- �- �1 -=- 1 VI �I II a 0 48 �:�:�,�� 1 I I I B6 5 112 21 GL I � 1 _ R J8 cLD 4'-0"OC 9 36 Li 1 ' 1 I I B7 5 112 24 GL 36 I I I (3 I I d . _ . 10,-0" I I I I J8 9±4,'-0"OC - . �_- B8 5112 30 GL 1 I S7�02 1 ! - .I I L-- q47 B3 0� nai co `�� co _girl 11 I I I I - 4 B9 8 314 36 GL • I I� r- rz 1 y ! =� - - - - � ' - - - - - __ _ � I 1 1 I 1 B10 10314 24 GL J I I I �_ ` J I S7 00 6 x 1 STEEL BEAM. REF 36/57.02 ILI 11 B11 WT 5 __ �� 1 - r r - J5 @ 2 -8"OCI- J I I' - _ 1 ,I r I ._ ....... y ... I I 0 37 A AL; . _ I ` - - - J - - -- J II _ al 1 J B12 3 112 14 GL U _ _ ____ �� - 1 - I - - - 0 - _ _ _ _,,, ,,..1. ! 0 1 B13 3112 16 GL �L. GI _ _ _ I 1 IiI m 1 �I - 1 I I B14 W7 12 x 31 STEEL BEAM U CO - I j2PSF 1 J1 @4'-0"OC A ( , _(-) ' 6 9 0yJ • B15 WT 6 x 15 STEEL BEAM. REF 36/S7.02 O Q •�♦�♦� ` O 1 16 Im I�♦I r� 46 -Q 63 2B) T ASI-03 3 NI B16 5112 10112 GL = --� I ��i �� o - 1 57.0011 B17 8 3/4 24 GL-BAL 1 : 1 10'-0" I S7.00 IM.��* f I 57.02 I 00 I - I 618 6 3/4 18 GL M (15-NN\ I BELOW I B12 ( ROOF i !I 5 W10x1556O 36 _ _E8 „„D, HOIST BEAM S6.03 I B19 6 314 25 112 GLOS7.02 iI I I 57.00 S7.00 r IL 1 B20 8 3/4 30 GLZill ...0 CY) ]I fl i \ I �� - - _ _ 26 Q _A 5618W U 0 I - to I 0 COLUMN SCHEDULE 65 1 II -\-,� i' g ' c7 0 1 I 7 - S7 S7.0o I • f r It ; • b ,m - MARK SIZE COMMENT CD J8 @ 4' 0„OC I 11 II 1 1 = cic;ti l A 6x6 DF#1 I 1 1I I 1 B 6x8 DF#1 I �0 Ca • I 32 PSF+ - '-'32 PSr cr x I I I I I I , I I I I ~ 56 I I I C 5 1/2"x 6" GL lip CO / / 1i/// 1 ��•� co ,�� c�,� ✓27� 14 S6.03 2 (:• v57.011I 00 I F 6 314"x 7 112"GL # LLIa CO S3 22 1 10'-0" 1 TYP I S7.0J0 57.00 1 F 6 3/4"x 9" GL Ia) = I 10-0' = - - EXPOSED GLULAM COLUMN REF ARCH U , _ - r., - - - - - - GL a 1/2 x 9 1 I I B3lig WIFI I I G 8 3/4"x 18" GL FOR FINISH. REF 40/S5.01 FOR O E O CI 1 - - I - � ,k - - I I - - - - FOUNDATION CONNECTION ' L- I L LOWER 07J L l A 1 / L, , „ .♦. . I H 8x12 DF#1 ' V 41 I 26 v , ® 47 a- '�♦� p I HSS 6x6xI/2 S. S7.02 • - I S7.010 0 8 I A M v I J HSS 10" STD PIPEC1C3 U) 11 ( Lin . nrczI . I b I I ® 1 I I K 5 112" x 6" GL EXPOSED GL COLUMN.INSIH REF ARCH FOR. E _ Q J8 @ 4' 0"OC ' _Ia 1 :� bI iD 1 ) r- - @} @) I �� I IN S7.00 •� I I L HSS 6" STD PIPE 1 O) O -i '�♦� c1 - N. m [� m 1 Im 8 I 1 M 8 314" x 9"GL 1 0, II II - - - �� 20 U ' ,_ Ib N HSS 4x4x1/4 _ I I0 1 "� 0 O� I O HSS 8x4x318 I I ® • 57.01 • •' 36 1 • b IISI S©SIM 1 I 11 I • TYPP 5 112"x 9"GL I 1 II I I I 13 1 U ; Es-5---7.23) - � II I r � N _ I II. 32 Sr I .r i I I I SIM 1 - 1 I �� II \ \� - - 1.11 - - - I 1 I ■■■ L I 41.0 - - ! �_ { I I i JOISTI OPEN WEB TRUSS SCHEDULE � ��.�. 11 „ X\ 11 32 PS-F7'. 1 1 - - r: r MIN FLEXURAL MIN SHEAR MIN EI EQUIVALENT � S . . .4 1L \ \ 11 ♦ _ I�J - - - - - - I MARK DEPTH REDBUILT JOIST HANGER \\\ P leo i-i- CAPACITY (ftlbs) CAPACITY (lbs) (lbs inz) _ 11 35 II I �' - �� o 11 - PRODUCT li I .� 46 1 SIMPSON ITS (LBV AT IL7A-1 1 11I I _ 11 `0'-0" 1 15 - �� IY • , I m .��.a II J1 14" 8030 2540 666 RED 165SLOPED CONDITION) RTU W 3, .00 lbs 1 7.00 • A tt� �-• (S6.02TYP 1 1 b. Ho_ - - -e_ - - _ - - II S 1 LII I ' I ,TI ■ m ,- - . - - I T I I �' I I m1 I J2 11 718" 6750 2255 450 RED 165 SIMPSON ITS (LSV AT 1 I 22 ,,, ,,., ,.,, I . �� SLOPED CONDITION) II I l a •�:� o ti) I I I I 57.01 g I J3 32" REDBUILT RED-L OWT 1111 0 ,��, - . _. I _ 1 - , T I _- - - - - = „�. !I _ �I B9 ■ I ■■■ - J4 24" RED-Wr I - . - - - - I REDBUILT OWT -- I - ___ 1631 I I - - i- - @ L_ - •=--" . ! .. .... - . ..r �--- -- r -(7 1-- "..�H' I ■■ 1 REDBUILT RED-L OWT 6 4' 0"OC a ♦ I 1 I I - �_ ��,`1 I - �II •p II I 11111 ,i .. - I •, 11�• I I 11111 1,-1 1■ I J6 28" REDBUILT RED-L OWT c \ 1 10 I I ■1111 I ■ C7� © 1 32 PSF - - - - - -J - - - - - J7 1/2x12 GL • J1 @ 4'-0"OC 1 57.00 I- .,'.�w - 1-■ c . REDBUILT RED L OWT I' I J8 22"‘ k[ UI - 59.00 I � :,`.. I l I_ 111 1�■ 52 I I J9 52" REDBUILT RED-H OWT I ..r 1 �6J �- I I r J10 18" REDBUILT RED-L OWT ©46_ - . 0 I 10'-0" I I I I JOIST S�'HEDULE Ne ES: �� 1_ __ _ I- 32 PSF a �•�• ¢ B3 Thi ` J5 @ 2'-8"O; I I ■ ■■I . 1./ i 1.AT WOOD BEAM CONDITIONS, WANDERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 111S6.00 �� I - - - - .�. ♦♦ 2. WEB STIFFENERS SHALL BE REQUIRED A5 INDICATED ON THE PLANS. -�' I c ��• b - _ I I I I I- I I /I I I phase - I i I 9� - - .� \....., 3. SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS (THICKNESS, DIMENSIONS, FASTENING). p BID AND J 4. USE HANGER SPECIFIED UNO ON PLANS �I �0 ��' 1 - I �- �.�� ; 5 �; PERMIT SET �_ 50 I r4 =- \S7 po�i' 5. WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. �. / 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE, MATERIAL, AND CONNECTIONS. date 02.09.18 c.or) 57.03 _CBI I (S-7; I 3�PSF © I I +,P I -0 I I �� - `� _. revisions 2 �.��♦. ` S7.02 - S I M y--� S3.22 �� _ _ __ I t �� ADD-04 13/17/2018 cn =10-0 - - - - - - - �I I C--) - 19 I I N I I ASI 03 16115!2018 QJ.8 a) 0 - - - - 0)� - - 57.00 - - S7.01 / I - - - - _ J.8 _ 3B0 - - - ...o.rm N 7'1 I I 2x6 @ 2' 0"OC I it I I I I I I I 'ir I I I 35 rn II S7.02 3 a) project # 16054 E I I I I I I I I 0 U ROOF FRAMING PLAN - O o '-r,- , SECTOR A ,-- ---, 0 12_�6 0 4 0 �6� ;\7 ; 8 $.6 9 X1010.5 LOW Co 1 &SO ROOF FRAMING PLAN - SECTOR 0S2 . 30 co L SCALE: 1/8" = 1'-0" 27), 6-5D 1 CV 'cab (6) 4 i8 8.6 i9 10 10.50 0 (1) 14 ROOF FRAMING PLAN NOTES A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. T 1 T I B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE I I I I I I I I I APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR THE CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. C ROOF SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE"SHEATHING"SECTION OF THENI 111 - GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET 50.03,TYPICAL UNLESS NOTED OTHERWISE. 0 ' ak D ROOF SHEATHING SHALL BE NAILED TO ROOF FRAMING AND BLOCKING WITH 0.148" DIA x 3"NAILS AT 6"OC I I I I I I PANEL EDGES, 6"OC DIAPHRAGM BOUNDARIES, 12"OC FIELD , UNLESS NOTED OTHERWISE. S3.21 E TRUSS MANUFACTURER TO REVIEW ALL PLANS AND DETAILS TO ACCOUNT FOR SPECIFIC CONDITIONS. A A I H ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGN WITH A MULTI-PLY STUD OR POST OF AT LEAST �\ 1 I THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL UNLESS 1 Ak NOTED OTHERWISE. J S3.22 - ! - „ I „ , j I S7.00 I I I I I REFERENCE DETAIL 18/56.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, • TYPICAL UNLESS NOTED OTHERWISE. It0 • 1 83 0 A - j'-; 1-I i - / - - - -- J REFERENCE DETAIL 27/S6.01 FOR THE CONNECTION OF NON LOAD BEARING PARTITION WALLS TO THE - _ UNDERSIDE OF ROOF STRUCTURE. II- " GI K ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 OF#2 STUDS @ lealinkielanigitiNOWNWI II - 16"OCTYPUNO o I i i I I I I I L ALL16" PERIMETER UE RIM RO WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF#2 STUDS @ tiG7'U o o I I i M REF DETAILS 48/S6.02 AND 49/56.02 FOR SOFFIT CONSTRUCTION _ GD PROp�f - -- I - I @r Q I I I f ` 4 aiNee. `5% m El- 1 Im 1 „ i_P_� I I I [Lii I Structural Keyed Notes A. CD © dU 0 O a �_ 36 I 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AND STRUCTURAL NOTES FOR SIZE 9 SIMPSON CCQ COLUMN CAP - - __03_ _ _ folatonl U J5 @ 2'-8"OC I 12 EXPOSED GLULAM COLUMN. REF STRUCTURAL NOTES ON S0.01 AND ARCH FOR MORE INFORMATION r t �I -111 3.11 13 EXPOSED GLULAM BEAM. REF ARCH FOR FINISH 14 "�@\ I W I W l I oo 36 GUARDIAN CB18 FALL PROTECTION (NOT BY FE) CENTERED BETWEEN TRUSSES. REF DETAIL 301S7.01 FORf+;Yf1-� I 2 STRUCTURAL_ FRAMING BELOW 11 i 3 _ 1 I I,,,� I - _ _ _ I 1 / �2� I I S7A0 45 3 112"x 16"GL DRAG STRUT ATTACHED TO DBL TOP PL WITH SIMPSON HUC416TF CONCEALED TOP FLANGE PIKE. os O-2O S9.00tfiir I f - - - - - - HANGER (10"MAX HOLES ALLOWED IN GL DRAG STRUT). MST37 CENTERED BETWEEN DRAG STRUT AND DBL -- -tILL-_1_7 -I -r TOP PL I I -IT _ - ■ a ,�:� - -�- - I I I I 46 SIMPSON MST66 CENTERED BETWEEN BEAM AND DBL TOP PL • I - ■ ■■■ ■ n 47 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT OR BEAM AND DBL TOP PL REF DETAIL 37/S6.02 I i I N '_�_ p r �f- I I Imo_ �' 1 I , I �� ' I ' '' •♦ t- I 48 4x12 DRAG STRUT TO RECEIVE 0.148x3"NAILS AT 6"OC FROM SHEATIHING TO BE ALIGNED WITH SHEAR WALL- smivanommalliMmummlifilliminw I I 1 �- I_ o • L o ,E ( - - - - '---- USE SIMPSON HU412TF HANGER IF REQUIRED 0I I I I +__ 63 183 I I I��I V - --- - l‘ilirm 49 (2)SIMPSON HDU2 BETWEEN BEAMS OR DRAG STRUTS REF DETAIL 57/S7.03 _ , I I It - - 'g _ _ ■��,: I IQ --_ �-_ 51 SIMPSON MSTA30 CENTERED AT DBL TOP PL SPLICE41 Li fl1 _ 11 I i _. B9 S7.03 ill I i! ru I I I 52 SIMPSON MST37 CENTERED BETWEEN WIDE FLANGE BEAM NAILER AND DBL TOP PL 0 _ 11 *- E1III _- I a■�■■ Ir�yl I 5 i ;1■ ■ lc A / 3s BEAM SCHEDULE I■1.1■■ � �1 ' PEE �1DI�� J5 2._$.IOCiI I I �� - - - 35� @ S7.00 1■ 32 PSF i 1 ■1!!.E MARK BEAM SIZE MATERIAL I � I IIRTU V126.000 bsI f _ -- - I I1 ♦�� .- ...-_-. i _, _I-_ , B1 3 112 18 GL I1 �� - � ■I_ - - �� ■■ rz'� '2 'I B2 5 112 12 GL __ ,1 --d o I '0_0,. 47 ■■�• lb - - _ ■■■ - - - _ - I 53 'DD-02 J _ B3 5 1/2 18 GL F f� C� E L I C H r B4 6 314 22 112 GL �� ENGINEERSA B3 \ J5@2'-8"OC E ' - ■■■! - - =A - - N S7.03 I m @c 8 OC r I . ■ ■�■ ■I■ -�- r 13/\./`----x. I I _ B5 6 3/4 30 GL - - A =■.LL . - 1 I / :67 5 1/2 21 GL �� - - - + - - - ! - - - - - - - - - 0 17700 SW Upper Boones Ferry Rd I' o I "-N �� o I • L. ifi' I DBL S JOISTS '� DOUBLE J3 JOISTS @ 5 112 24 GL M •� \ I - -- ^`"� ' DOW/Zx6 JOISTSB8 5 112 30 GL Suite #115 . -- _ . - _ - L I , I OC I I Portland, Oregon 97224 �. I I @ 24"OC BETWEEN B9 8 314 36 GL Job #: 17-T051 AL 10(4947 ^ 2z4 @ 12"OC 583IB10 10 3/4 24 GL �+ - ilr, S7.03 I © 2B11 WT 6 x 15 STEEL BEAM. REF 36/S7.02 2NSF �� I _ n s J \ l S3.11 I B12 3 112 14 GL 53.22 I _ _-- - - - - 4 I DOUBLE J3 JOIST I IP I Imo' '7 s I I p ' B13 3 112 16 GL ) '' �� I / �` B14 WT 12 x 31 STEEL BEAM I 2x6 I 2' OC ® I I gh S7.00 - �� I B15 WT 6 x 15 STEEL BEAM. REF 36/57.02 `- 0 • 49 - N - -2x6 02'-0 OC AG -o - - - - - S7.03 - - - - - 0 I I I I 21/ _ I I B16 5112 10112 GL - _ -'= gs - / ti b - - - - - - - 1 - - B17 8 314 24 - GL-BAL I �`T '---1-- I I I f � -- jot I 0III 1 45 � N LI 2x62 -0I +gyp36 II COVO J64 -0OC I $ A25112I IJ \ / 11 I I I If 1 V'°1 ❑ I I I 1! I B20 8 314 30 GL I 4� I - \U - - - 36 - - 36 I I Nri rd i I 45 ' Lp FI ,S7.03 47 j , r 9 eZ nI �o \ I II - COLUMN SCHEDULE V I II iy --- 58 _U - - 15 MARK SIZE COMMENT }� II I © 11 h I I �� ® I o 1 A 6x6 DF#1 Cr)J5 @ 2'-8"OC 11 i I ADD-02 S6.02 I 57.03 I DD-02 � c_,) I 57.00 B 6x8 DF#1 O .V s i 1 C 5 112"x 6"GL Q O LA I ao 46M 0 D 5 112 x 7 112 GL mC I 11 O I I II oo �* I Pm I N E 6 314"x 7 112"GL II II U a - - I S6.02 I `� _ O - .c� J8 o4'-0"UCL F 6314"x9"GL M I1,-"---13N'\ II II II I I II I I I I @) i 4 ' CO 0 N -� I n, I - EXPOSED GLULAM COLUMN REF ARCH N S7.001 I I I II iv I I I `\ - - - _I 47 X47 I _ G 8 314"x 18"GL FOR FINISH. REF 401S5.01 FOR 0 II 36 II 4 - A]D-02 - - - - 1I• - - -- FOUNDATION CONNECTIONLIN ..0 (3) Ci) iru_ a, I I 11 L� _ -+� - I I_I 19 C'� I H 8x12 DF#1 I U Q 57.00 ( 0A ; I I I I II -0 x I S7.02 I 8X35 \t I S7.03 46 I I HSS 6x6x112CJI13Y•fli6 3 l I x "� �I ' �' ' �1 � I - S7.01 I S7.02 I J HSS 10"STD PIPE Ioc., 413D II I I I (7. 1 7.00 NIII I 35 A /�' _ EXPOSED GI_COLUMN. REF ARCH FOR - I eU I I I - I I ^, 2x8 DF#2 @ 2'-0"OC I �. -J � _ rf-- ---- - - _� K 5 112"x 6"GL = -C3 I II II O I I�N ! (S....' 6.02 - - - - FIN51H I I Pa 1 L HSS 6"STD PIPE 1 E L I L Ii - - 51 "� Y i I ! U - _ - - I co M 8314"x9"GLr --- \� I C1 II i = O m I I r 47 3 fit I 1 N HSS 4 x 4 x 114 i21= _ _ = _ I I Il I Y / CI I I L, - •, ,A.:-, - /� I I I III I I \ ( CV I - J I \Ob.,wAZ57.02 0 _ I 11 - - _ I CI O HSS 8 x4 x 318 I W }% I1 58 a) all I 36 to 1 -J�-- - 13 57A� U 1 ` + I-JOIST/OPEN WEB TRUSS SCHEDULE I I I 0 E 1- � 2 i I I II I � s7.o3 47 �� I e s7.00 I � �57.00 I I I = • \ ° MIN FLEXURAL MIN SHEAR MIN EI EQUIVALENT Q� -o MARK DEPTH z REDBUILT JOIST HANGER Si.03 �--'1-1 (4) 1J5@2,_ 01 �� 5 I -, ) (lbs) (lbs-in 2) I 42 CAPACITY(ft lbs CAPACITY lbs ) PRODUCT CL �� -_ 57.00 I 2 CU I I I 14 i_ - I 87.02 - - - S7.00 SIMPSON ITS (LBV AT 1 S6 02 _ J1 14" 8030 2540 666 REQ 165 SLOPED CONDITION) CD %kr w c) O P ITSAT 1 - J2 11 7/8" 6750 2255 450 RED-I65 SIMPSON (LBV X1) �� SLOPED CONDITION) Et #"m -- 9 B5 � I � � � J6 @ 4'-0"OC J3 32" REDBUILT RED-L OWT I I I I I I A©2 I 47) ` L y I I J4 24" REDBUILT RED-W OWT I I - I 45 5 I J5 30" REDBUILT RED-L OWT I ,. \ m 57.02 S7.00 i I J6 28" REDBUILT RED-L OWT 1 C��, A I I J7 5 112x12 GL _ - - - � 44 �1 H - c I I I I I I I I S7.02 I I I G i I J8 22" REDBUILT RED-L OWT \ II '� mil u - I J9 52" REDBUILT RED-H OWT © S7.00 I 7-1, 1 @ I CO I J10 18" REDBUILT RED-L OWT 3fi - I_ I}- - '�- - J8 @4'-0"0C 3 JOISTS;HEDULE NOTES: MIFF `-' o l J 48 47 I I S7 00 1.AT WOOD BEAM CONDITIONS, HANGERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 11156.00 I I 2. WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. I I I I I I it I I .z - I m 7 \� 3. SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS(THICKNESS, DIMENSIONS, FASTENING). �' - 4 � 4 N„z,, f I I 47 48 Its L I I I 4. USE HANGER SPECIFIED UNO ON PLANS. - <^ � O A - I - �7 - S7.00 5. WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. _ } Y. L 4fi 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE, MATERIAL,AND CONNECTIONS. r;, - � CI I I I - J6@4'-0' OC /11L_- I -- II I I I -� 4`" s -=mum! ,'I I I d S7.02 2 I I ® WYCdF E N S7.00 �� 47 UO - 57.03 I I I I I I II I I I o II c CP Lia I co - - - - - - - - - - - _ - - I� - - - - - _ 0 P 38 I P ., . . . o I I I I I I S7.02 ® I I I phase BID AND col S7 00 52 PERMIT SET �I -r ` i 5 - S7.03 P 0 II s7.0o date 02.09.2018 r.sI I I I a I I I 36 36 I L I I - revisions u5l 1 - 'I I G = ADD-02 1317/2018 o s7.00 T - - .-_ // � II y I� `v-----T I // I II I \\ I . ADD-05 1 3/21/2018 ® Ec_ I I 1 - -- I I - - I - % - - ' - I I - I -I -I - - I I CL E 3 I - 63.12 glik -ILO I I I I I I I S7.00 II I CIDi a) E project# 16054 0I I I I I I I I I I CI ROOF FRAMING PLAN - CL 0SECTOR B 60 8 8.6 9 (1-0 '10.50 GO GO El 4C..) coo ROOF FRAMING PLAN - SECTOR B O _ °�°, SCALE: 118" = 1'-0" S2 • 31 ROOF FRAMING PLAN NOTES A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS .,..--•'Th B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE, CONNECTIONS. DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT! ENGINEER FOR THE CLARIFICATION INruilml.....--- 1 A TIMELY MANNER PRIOR TO BID OPENING. C ROOF SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE "SHEATHING"SECTION OF THE 11. GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET S0.03, TYPICAL UNLESS NOTED OTHERWISE. D ROOF SHEATHING SHALL BE NAILED TO ROOF FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6"OC PANEL EDGES, 6"OC DIAPHRAGM BOUNDARIES, 12"OC FIELD , UNLESS NOTED OTHERWISE. E TRUSS MANUFACTURER TO REVIEW ALL PLANS AND DETAILS TO ACCOUNT FOR SPECIFIC CONDITIONS. H ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGN WITH A MULTI-PLY STUD OR POST OF AT LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL UNLESS NOTED OTHERWISE. LE I REFERENCE DETAIL 18/S6.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, TYPICAL UNLESS NOTED OTHERWISE. J REFERENCE DETAIL 27/S6.01 FOR THE CONNECTION OF NON LOAD BEARING PARTITION WALLS TO THE UNDERSIDE OF ROOF STRUCTURE. K ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 STUDS @ 16"DC TYP UNO L ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF#2 STUDS© 16"OC TYP UNO .c1{UCT[j/gq M REF DETAILS 48/56.02 AND 49/S6.02 FOR SOFFIT CONSTRUCTIONS Pilo �4 61 {= 0 I- .4-) 0 i2.5 D �4D Structural Keyed Notes # 4 PLYWOOD SHEATHING ORIENTED PERPENDICULAR TO JOISTS REF PLAN AND STRUCTURAL NOTES FOR SIZE / �P - - - - - - - - - 13 EXPOSED GLULAM BEAM. REF ARCH FOR FINISH r ©REGONOp B 1 � 35 CONTRACTOR TO COORDINATE THE FINAL SIZE AND WEIGHT OF THE MECH UNIT WITH THE ENGINEER OF RECORD �5 ' '# 11� 0_0 -Hi 36 GUARDIAN CB18 FALL PROTECTION (NOT BY FE) CENTERED BETWEEN TRUSSES. REF DETAIL 30157.01 FOR [?f3YR,k I '116 STRUCTURAL FRAMING BELOW S3.20 I S3.20 Ak% I I 40 5 1/2 x 18'GLULAM DRAG STRUT ALIGNED WITH SHEAR WALL I EXPIRES: 06-30-2011 I 41 SIMPSON MST48 CENTERED BETWEEN DRAG STRUT AND SHEAR WALL 2 42 HATCHED REGION INDICATES BLOCKED DIAPHRAGM WITH ALL SHEATHING EDGES BLOCKED WITH 3x4 FLAT BLOCKING IN "Z" CLIPS AND NAILED WITH 0.148x3" NAILS AT 4"OC ALL EDGES AND 0.148x3" NAILS AT 12"OC FIELD S3.13 "v, I I I II • COLUMN SCHEDULE m '- m MARK SIZE COMMENT S7.01 A 6x6 DF#1 F#1 GL 51/2 x71/7 GL51/2x71/2 w GL51/2x71/2 B 6x8D6" G' - - - 2 -. - _ - .---- "P - -7- -P t - 1- `c - - C I C 5 1"x 7 1/2"GL •. J / I . / D 61/2 x71/2 GL INC / S7 00 / / u- �� .o ,Y o E 6 3/4"x 7 1/2" GL > • / a,_�� o �c8 DF#2 32"OC W/.- F 6 3/4"x 9"GL �'/ /"� •�♦!• r - / �� / �° EXPOSED GLULAM COLUMN REF ARCH / r �• SIMPSON HU28TF TOP FLAN��",E HANGER , •- 1----- ^^^^^^^^^^� / �� / / / / / % - 0 1�_____ - - G 8 314"x 18" GL FOR FINISH REF 40/S5.01 FOR ' K.1:I) - . - 36 /DBL JOISTS 3fi / / / DBL JOISTS D FOUNDATION CONNECTION �__ __ ; HSS66F#�2 FROELICH /5\ A /� I / J HSS 10" STD PIPE I ENGINEERS A ADD-05 / /� /- 32 PSF ; K 5 112"x 6" GL EXPOSED GL COLUMN. REF ARCH FOR I - ,� _ _ FINSIH ->r -- L HSS 6" STD PIPE 17700 SW Upper Boones FerryRd 1 �� pP :8_,,,i1 � . M8314"x9" GLSuite #115 s7oo 0„TYp/ I // �� I N HSS 4 x 4 x 114 Portland, Oregon 97224 / / 10'-0" I g �� 0 HSS 8 x 4 x 3J8 I _, _ _ Job #: 17-T051 - J ' /6D I I �2 - _ _ 0 BELOW I WOOD BEARING WALL SCHEDULE BEAM SCHEDULE 0 S9.01 - - ., S7.03� n , "' �� ADD-05.n�\ - - / i< CE LEVEL 1 WALL MARK BEAM SIZE MATERIAL - - � --- -} is �� 0 I //m - - MARK B1 3 112 18 GL - - -- ♦�� _' --- ---- - - � :„....----- 03I y I I`'' � - - ! I / a I / STUD SIZE AND GRADE NOTES B2 5 1/2 12 GL `- - - I 1 °p I / W1 2x8 1.5E LSL OR LVL @ 12" B3 5 1/2 18 GL _ �'_ _ OC B4 63/4 22112 GL (� UI 35 L)-(4) �36JI < I T� 2x8 1.5E LSL OR LVL @ 16"1 C� 3 i ` W2 OC I B5 6 314 30 GL RTU W-2,000 lbs cV / (2)2x8 1.5E L51 OR LVL @ FASTEN STUDS TOGETHER ! B6 5 112 21 GL cO I 12 / W3 16" OC PER 31S6.00 B7 5 1/2 24 GL 11 ✓ 57.00 - 1 - < W4 2x10 1.5E LSL OR LVL @ 16" PROVIDE DBL STUDS BELOW B8 5 1/2 30 GL 0 __ - II I I _ / / / = v OC EACH ROOF JOISTS B9 8 314 36 GL }� - - + /2 ` i - -- (F) W5 (2)2x6DF#2@16"OC FASTEN STUDSTOGETHER r ,32P5F26 PER 3/S6 00 B10 10 3/4 24 GL . ��+ 32 PSF f I / P FASTEN STUDS TOGETHER 811 WT 6 x 15 STEEL BEAM. REF 36/S7.02 ,♦�. I S6.01 E W6 (2)2x6 DF #2 @ 12"OC PER 31S6 00 +�� }0 r '�.�♦` I .... j / 13 B12 3112 14 GL 0 6 I I' TI I 10'-0" �/ I L I Lnl I B13 3112 16 GL 0 11 10'-0• III l oB14 WT 12 x 31 STEEL BEAM 0 • 1Q -- A I ABOVE I B15 WT 6 x 15 STEEL BEAM. REF 36/S7.02 S3.22 ii I S7.00 - - - - - - - - - - - - -- - - _ - -- M + 54 - - - - -- / / 54 < -4.42 / B16 51/2 101/2 GL CO 0 N I 0 . �11 - ! - v v► - - - - - r� 57.03 /S11\11 - - I� S7.03- T - - ( 817 8 314 24 GL-BAL O O~7 V B18 6314 18 GL .� Ill) ! I I B19 6 314 25 1/2 GL U O ... ..". - 4.0 Ib ! N '- - � 3fi J , '-L- - ��i 8 I B20 8 314 30 GL N I ! \� -- >-z CD O LII - 1�� I N / �� ' ! I • s I-JOIST/ OPEN WEB TRUSS SCHEDULE 1111---- p ! 03 . I x 36 I / � _ - . � +: o I v v !� �I •K I MIN FLEXURAL MIN SHEAR MIN El EQUIVALENT }� • _ `-'"_ -_-_ • d , b_ _ _„ ------ - - "�} II *- 13 ��I� MARK DEPTH CAPACITY(ft-lbs) CAPACITY (lbs) (lbs-in2) REDBUILT JOIST HANGER �� }� M ��: fO 1 i M L, - 1.1.1 C CZ PRODUCT °O 1/ l o I . SIMPSON ITS(LBV AT i (/� I r J1 14" 8030 2540 666 RED-I65 Z\, i ,/- m- SLOPED CONDITION) = W U _ • /.f_/ '- - - - �` J2 11 718" 6750 2255 450 RED-165 O O SIMPSON ITS (LBV AT wE i-ii I1101, ___ / I 1 I SLOPED CONDITION) �'� o ` -to / j • ///1 I • J3 32" REDBUILT RED-L OWT }� . V �CL as _ / �' �T X / �: I I� I I J4 24" REDBUILT RED-W OWT 2 ° 2 Lr_ �I j / / �� 41 /� / I i J5 30" REDBUILT RED-L OWT - coU) / L�. J6 28" REDBUILT RED-L OWT E O # I ° s7oo I I F ,-_ li I I 1 1 , iii -- ' I 1 I I • y O J7 5 112x12 GL . I 0/ a • I of4 I J8 22" REDBUILT RED-L OWT W o J J9 52" REDBUILT RED-H OWT RTU W=7,0001bs I • • 5 A 19 I I m" I < J10 18" REDBUILT RED L OWT ° (S7.01)SIM I I • r---H JOISTS.'HEDULE NOTES: • H - f i - Cm ' � 1 I I 1. AT WOOD BEAM CONDITIONS, HANGERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 11/S6.00 36 1 - I I 1 < 2. WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. ° ADD 05 �--- ` + ' 3. SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS(THICKNESS, DIMENSIONS, FASTENING). 20 4. USE HANGER SPECIFIED LINO ON PLANS. 1 \S9 01 I I O 1 : i 5. WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. �, L 3 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MANUF FOR WEB STIFFNER SIZE, MATERIAL, AND CONNECTIONS. N C 53.13 I -- © I } - < Ng I 0° - i I - - I- 2 - I I- - - - - - I - - - - - - - 7 ! O U I I I � F C 1 1 .1 '' U� - I I ` / 1 1 I \-6-6) I 1"I i! TL A ii '�(�36� DBL JOISTC I 36 DBL JOISTS g Il �7 + m iv c.) S3.22 - T Ii - .� . - - _. - _ - 1 __ ._. _,. � . -1 - �- mow' - 1 o o �-p .- r 2x8 DF#2 32" 46 J.O s �'" " © SIMPSON HU28TF TOP FLANGEI 3 ► 1 O � �1 HANGER: I,O aJ O _ _ -ii- -%° I I , I 1 1 I I g! ' 4 - -� f _ - _ - - - - - ll 1 i - - � phase BID AND �1 0 - - - I / I n -ET111_ ' - PERMIT SET 25 ToI S7.01 date 02.09.18 To I I i I revisions 65 1 ADD-05 3/21/2018 o MN a, � 1 �.4 �2� 2.5 0 C4) 0 CDU) E project # 16054 U o ROOF FRAMING PLAN - CL ,_4) E ' SECTOR C 4, cop N- ROOF FRAMING PLAN - SECTOR C 0S 2 • 3 2 co,___ SCALE: 1/8" = 1-0" N a, uc?J 5O ROOF FRAMING PLAN NOTES A VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. °- B DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO rm . n I THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ ENGINEER FOR THE CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. \ 1. C ROOF SHEATHING SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS IN THE"SHEATHING" SECTION OF THE GENERAL STRUCTURAL STRUCTURAL NOTES ON SHEET S0.03, TYPICAL UNLESS NOTED OTHERWISE. D ROOF SHEATHING SHALL BE NAILED TO ROOF FRAMING AND BLOCKING WITH 0.148" DIA x 3" NAILS AT 6"OC PANEL EDGES, 6"OC DIAPHRAGM BOUNDARIES, 12" OC FIELD , UNLESS NOTED OTHERWISE. 0 ,� © `� (4) E TRUSS MANUFACTURER TO REVIEW ALL PLANS AND DETAILS TO ACCOUNT FOR SPECIFIC CONDITIONS. 0 1 '4� 3.20 S3.20 �2'5) 0 H ALL MULTI-PLY STUDS AND POSTS IN UPPER WALLS SHALL ALIGN WITH A MULTI-PLY STUD OR POST OF AT LEAST THE SAME SIZE IN LOWER WALLS ALL THE WAY TO THE FOUNDATION OR TRANSFER BEAM. TYPICAL UNLESS L _-dil ' NOTED OTHERWISE. • I REFERENCE DETAIL 18/S6.01 FOR TYPICAL HEADER CONSTRUCTION AT ALL WINDOW AND DOOR OPENINGS, I TYPICAL UNLESS NOTED OTHERWISE. 1 I I I I I J REFERENCE DETAIL 27/S6.01 FOR THE CONNECTION OF NON LOAD BEARING PARTITION WALLS TO THE UNDERSIDE OF ROOF STRUCTURE. I 1 d K ALL INTERIOR WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x6 DF#2 STUDS @ I1 4'_� 16"OC TYP UNO I L ALL PERIMETER WOOD BEARING WALLS AND SHEAR WALLS ARE TO BE CONSTRUCTED WITH 2x8 DF#2 STUDS r 1 ! I 1 16"OC TYP UNO @ UGTt1 R< '' I I • I • M REF DETAILS481 6. AND491 6.02 FOR SOFFITCONSTRUCTION c` � PRO,�e A. III • S a2 S O CONS RUCTIO 'tpolW ;Pi I 2 2 I - Ir . Structural Keyed Notes 61 `53.22 --- 0 I 57.00 U1 I6 1 112" METAL DECKING. REF STRUCTURAL NOTES. oc ° II • r 7 °. I I J.8 27 PRE MANUFACTURE ROOF OPEN WEB TRUSSES TO BE DESIGNED TO HAVE ROOM FOR 28 DIA DUCTING � GREGONOry J.8 . _ N 28 HSS 4x4x114 POST TO SUPPORT CANOPY BEAM REF DETAIL 3/S9.20 2� i - � ' - I � I I I I I I II , i Q t 1 • I 1 _4 �/W - - - 1--. 35 CONTRACTOR TO COORDINATE THE FINAL SIZE AND WEIGHT OF THE MECH UNIT WITH THE ENGINEER OF RECORD eeORYF g I 1 - 36 GUARDIAN CR18 FALL PROTECTION (NOT BY FE) CENTERED BETWEEN TRUSSES. REF DETAIL 30/S7.01 FOR 1I I,` ;� 1 / .4. 2x10 32"OC WI SIMPSON HU210 TOP FLANGE HANGER 4.:.,,,, -. '_ STRUCTURAL FRAMING BELOW 0EXPIRES: �6�3C?- I c;\-1 42 HATCHED REGION INDICATES BLOCKED DIAPHRAGM WITH ALL SHEATHING EDGES BLOCKED WITH 3x4 FLAT 2019 I / / N , `- 42 I 28 1 BLOCKING IN "Z" CLIPS AND NAILED WITH 0.148x3" NAILS AT 4"OC ALL EDGES AND 0.148x3" NAILS AT 12"OC FIELD a - . 4 Y �� , 25 58 8-3/4 x 9" GL POST TO SUPPORT CANOPY BEAM, PROVIDE BEAM POCKET WITH (2) 2x LVL STUDS AT EACH SIDE REF 3 -- ,_ _ _ _N^*� _o _ -_ - _ -_, _ _ _ �� A. / DBL J/GISTS 316.00 FOR BUILT-UP POST NAILING. ATTACH EACH (2)2x LVL TO GL POST WITH (2) ROWS OF 114"X5" SDWS SCREWS M , .- / . ' / 57.01 / / +/ iV / / / / ` AT 12"OC STAGGERED. ALSO ATTACH EACH (2)2X TO DBL TOP PLATE AND SILL PLATE WITH (2)SIMPSON HGA10 ' 9.11 - - - - - - � - L- - BRACKETS-(4)TOTAL ' > I III P �%�I I I1).---'1-- ','.:l_ 6 I > \I . I A- > �. [ i 1 28 ' I 1 BEAM SCHEDULE i I S9.11 MARK BEAM SIZE MATERIAL Li I I I 3 T I /I I I ' 61 31/2 18 GL �; I I I I I 1 i i S9.20 .- +-- 28 �17I I � j /I B2 5 1/2 12 GL 2 PSF-I al 1- / / I I 1, w iI // I� �I 28 B3 5112 18 GL Ip ) 4•-:, --1,,,,,,,,---:04,,, I I i . � B4 6 314 22 112 GL , FROELICH II4 } I B5 6 314 30 GL 10-0 I l,� S9.11 ' - : B6 5112 21 GL ' II RT W=5001 I � ENGINEERS ; RTU Ips IP >----- B7 51/2 24 GL-° II 35 I I '`-l3- 1 / 1-1i I �� B8 5 112 30 GL . I II � - I 1 `� m I B9 8 3/4 36 GL 17700 SW Upper Boones Ferry Rd L . . L = - - � - - � r i - B10 10314 24 GL Suite #115 0 . _ -E-----,,_W - - - - { _ /111,.... I I I B11 WT 6 x15 STEEL BEAM. REF 361S7.02Portland, Qregon 97224 0- 3 '�� =-' I Job #: 17-T051 - 59.01 - - .---)- _ ICI 812 3 112 14 GL ' 11".41 Nall I i- I I /�i I I M� B13 3 1/2 16 GL � 'l�lllllll�� I 1,•=1.)..__..__. . . . .....� (,• -- - - I I I 'ADD-05 I I ,( ; I 814 WT 12 x 31 STEEL BEAM 28 I i i s ii / L. I f B15 WT 6 x 15 STEEL BEAM. REF 36/57.02 / I ico m{ 1 B16 5 112 10 112 GL / 42 i t II I :61' B17 8 314 24 GL-BAL i t � ' I I s rn ' B18 6 314 ' 18 GL 1- ' U_ I .------" B19 6314 25112 GL I---- ABOVE 28 _ : I3' PSF B20 8 314 30 GL l °° I r 57.00 I i / -. i � �� ! COLUMN SCHEDULE - i / 0 �% r *♦ i [ @ I / - m 110'-0" I MARK SIZE COMMENT }� 27 27 27 -----1- 0- _________;.-- r I A 6x6 DF#1 ♦ , 31 PSF // / �I /- B 6x8 DF#1 . . - •� C 5 112"x 6"GL L coo r- - - - - -' .f ♦ - i- - i I 21 � , �-111 _ D 5112"x7112"GL Cl GL � 1;� ; o .�� v.. - __ Ea or L t__ E 6314"x 7112" GL O VJ i tv-o" - �-' : I F 6 3/4"x 9" GL 0 . - / I A I 0 I l' ro : I EXPOSED GLULAM COLUMN REF ARCH S DD-05 G 8 314"x 18" GL FOR FINISH. REF 40/S5.01 FOR 60 BELOW TYP @ H55 TO® ,, [(6) FOUNDATION CONNECTION 2 I / S7.03 I DBL TOP PL S6.0.. I H 8x12 DF#1 -..._ N 0 N 57 00 G/ I HSS 6x6x1/2Lill = a) 0 0 U V -(2-8." I 28 I I J HSS 10" STD PIPE �.I - - - - - -- / I - - -I ,� - I - CI EXPOSED GL COLUMN. REF ARCH FOR 1 -*" -p'_ K 5 112"x 6" GL V O _gt .. =_{ - _ w O FINSIH V/] �/ 4 / I ,,�28r I L HSS 6" STD PIPE N ADD 04 / 36 , 4 M 8314"x9" GL 1 I I I ° I T / I ° - - - - ° - - ADD-04 I I N H55 4 x 4 x 114 . , : . - I / 'y � / O HSS 8 x 4 x318 �� DBL JOISTS- �� x 143.1 co I �J CO - 1 I � t. r I-JOIST/ OPEN WEB TRUSS SCHEDULE W �+ E'-" 2 I I �� . �, �, I 59.11 C-'- CD 2x101@ 32"OC W/SIMPSON HU210 TOP FLANGE HANGER - ' ,,i MIN FLEXURAL MIN SHEAR MIN El EQUIVALENT en' _- _ MARK DEPTH REDBUILT JOIST HANGER EPI;) - - �} - - - - - �-- P CAPACITY (ft-lbs) CAPACITY (lips) (Ibs-ir�z) PRODUCT U ,..._r - - - _ _ _ -- - - --- �. 58) I 581 (5g (58 I '� - 0 E O j / I ;) J1 14" 8030 2540 666 RED 165 SIMPSON ITS(LBV AT -2 I 5 - o -� N I A SLOPED CONDITION) • = I I I ADD-)5 -. 1 0_ .�.� J2 11 71$" 6750 2255 450 RED 165 SIMPSON ITS(LBV AT 1IBELOW ABOVEISLOPED CONDITION) Om CaI 57.00I C-2:1--NN .01 I J3 32" REDBUILT RED-L OWT CICS (f} Ak L4 - - - J4 24" REDBUILT RED-W OWT _ mmi - - - - - - - - - - - - - - - - - - iE . o S3.13 - J5 30" REDBUILT RED-L OWT OC I- LOW I I I I J6 28" REDBUILT RED-L OT O J7 5 1/2x12 GL /� - - - - - -- - - - - - - - - - J8 22" REDBUILT RED-L OWT ( ) - Q J9 52" REDBUILT RED-H OWT I �O I UO UO 0 J10 18" REDBUILT RED-L OWT JOISTS HEDULE NOTES: to 0o to to 1 1. AT WOOD BEAM CONDITIONS, HANGERS ARE TO BE SIMPSON ITS HANGERS, UNO. REF DETAIL 11/S6.00 N NN N in I� 0 I� 2. WEB STIFFENERS SHALL BE REQUIRED AS INDICATED ON THE PLANS. m m� @1 0I ca m up m m I 3. SEE JOIST MANUFACTURER FOR WEB STIFFENER SIZE AND REQUIREMENTS (THICKNESS, DIMENSIONS, FASTENING). 1 I I 4. USE HANGER SPECIFIED UNO ON PLANS. I I 5, WEB STIFFNERS NOT REQUIRED EXCEPT WHERE NOTED ON PLANS. I 6. WHERE WEB STIFFNERS ARE REQUIRED, REF JOIST MAN UF FOR WEB STIFFNER SIZE, MATERIAL,AND CONNECTIONS. 1 E I I I I I o I I O - I - I �H c I �' a) - - - _r_ _o � V r - I \ Tu-- ---.7L)---- CR - z 'o oI (-6-2--- Typ phase j BID AND �I I PERMIT SET 1 I i L7.0>� /2\ I I I I I ADD-02 date 02.09.18 L L revisions (7.3I 00 1 .40 2.5 0 ADD-02 3R/2018 a) ADD-04 13/1712018 E ADD-05 3/21/2018 C -k- --- Cf)Cf) -E a) E project # 16054 C.) o ROOF FRAMING PLAN - ci 0 SECTOR D � 3 a„ 00 CO co 0 T ROOF FRAMING PLAN - SECTOR D � U SCALE: 1/8" = 1'-0" 4� S2 . 33 u ,,_ sc../2 CV � L-- i U Structural Keyed Notes0 1 LOOSE BRICK LEDGER ANGLE REFERENCE ELEVATION SHEETS(S3.10 --.°111.1) - S3.13)AND DETAIL 40/S6.02 2 BRICK LEDGER ANGLE L4x4x1/4 SUPPORTED BY FERO FAST BRACKETS. THE FERO FAST BRACKETS SHALL BE SPACED AT 4'-0"ON CENTER AND -_- -_ - WITHIN 12"OF THE ENDS OF THE LEDGER ANGLE. REFERENCE DETAILS =- `_,-%•_ j , _ ---==` -.. : te-_ 41,42 AND 43/S6.02 --~=4-` ` ____.`7,-,.:_:--:4----__-:"-_-,_ 29 METAL CANOPY REF DETAIL 2/S9.20 30 4x4x1/4 COLUMN TO SUPPORT CANOPY. REF DETAIL 2/89.20 IRA 31 5 1/2 x 71/2 GL COLUMN. FULL HEIGHT TO SUPPORT WINDOW HDR'S AT - __ BALLOON FRAME WALL.TO BE ATTACHED TO DBL TOP PL&SILL PL WITH __ _ (2)SIMPSON HG A10 AT EACH END ___ '=" -iiii 32 6x8 DF#1 HDR TO BE ATTACHED TO GL POST W/SIMPSON HUCQ HANGER&SIMPSON HGA10 AT TOP&BOTTOM 33 5 1/2 x9"GL TO BE ATTACHED TO GL POST W/SIMPSON HUCQ&(2) SIMPSON HGA10 AT TOP&BOTTOM 34 HDR REF PLAN TO BE ATTACHED TO HSS COLUMN REF 44/S6.02 SIfkUCTUN a PROP. ' ► OREGON*, '14.QotYlk.k I EXPIRES:OS-30-201' 1 0 10.5 10 11\,_9) 8.6 8 0 60 CO _„ ,_ __ 44,11 10010,... _ ....: ------ .-, _,.,--v,... .. _.4_,- ___„,:,..,....„.,, ,.,_-,.,,,,,,,,..__,,,_.,., __ _ _______,, 1 1 I I I - ---,._ ,,,,,. ____.....__ 1 1 I 1 I 1 _, ...,,,,,,,,o,,,,,_„,,,„..„4„,„ FROELICH 1 I 1 1 , ENGINEERS1 I I � I .- ,--- . H • 2 a_1� - < < 17700 SW Upper Boones Ferry Rd ��: t \ I 1 1 I o 'b ”. •< Suite#115 u. 4 b ' 'F . \ • •• Portland, Oregon 97224 iiimo , -- _ - � '-„� ,\ Job#. 17-T051 } 1� .!C v . n I i. . :tie I . ��[- . < .\ ••< < / 11 , • \'- • \ > •3. •• y.oft '17 ,-1/I • < \ < ' < \ \ 1 \ .1• .ate i �/ N. lI : I .> i . �� \ ll / f 1 1 /. -'n, i - A 34 33 • 7 1 v' v v• , . / • i 2_v If. v i '. . I. `I 1 < < II• ! �,fi,l' rl ) / l '� li 11 ' )-\./---- 'IG\! i V''V. , i1- "r' I .1 ,I .r./ .i.,�• ! � v l) '1 , ., _• -, , i /, , d- - , �:' I I< __ _-,__-----.44,-'1 W”, =0 I > IZI _ 6/ � xx tt , — 31 I I ( i 1 1 c I v • v l' > • v �:I � • .z• l :A 7I v <ri s I I I ( L <. l i. .N ,` ,N ,' 1 H Aiiii ' AI 111111111111111111,111 �r=�w�sa�� ow�ww s ti° ( I .- 1 i > \ \ \ I I ' 1 II . ;(I L'4.` • , < \ . I \ l .1 1 .• .1 . \ \ 1 '1 \ .\ 'V ! / 1 C --t5 Ilb i v •. v - ( < 1 . V I� 1 .v : I / 1. i. - : y : 1 1. / I I �' ' I / / - / 1 .I NS • Il Am / T • - ` J' \ -� I ! // // I 1 /� .min 11 ll ift: � x % ' xe . .' 7k " .,e':�"� . ',�, �:- i Aa�YYwm!l] `d2/�1;I "�: � .� + r - � ?�.-.1,-;. `•16 . F^.._ ,', _ ,K► � u.r _.. _ , U v xa .�I,• � .- . - ,y '• /I / h '. \ - - 't114 Or I` �1 . . / i i .1 i -"'x"`.410' _-.5 "-1�e4 .. .:124W cn' = CO) MIIMIIIIIINI - • - . . i .. � . . / .u / 'I .1 .i ,, .1 ' . I / v v �. . p. � � � CO - iv \ I :'V N '. N N < :I 1 ,pC/ _1-rMO\III.r. '. �;- - . : Ai �t < \IIA : < 1 ' C)�� K - I /'. I 1 < 1V V11 , / / . A !. \ . A A NNN • A Zilliih MI= CI) C . 0 o Cn Cf) E ._ .4.• s._ 03 2 EXTERIOR ELEVATION NORTH - SECTOR A Q) 53.10 1/8" - 1 -a LJ.1 = i_ CO mi C o E F-- o — ah 1:2. ng LIM CCS � co 0) w --CY) G F E C1:31 G Ti I I I I I if i . < S CD a) I I :l .c _ < < \ . . ,�'; _ - I I I "I \ , I 'I '/" ,2 . a \ IIS ; > , . . CD • < L 1 �`�� . --.7-)1 / 1 \ . = 2'L1_Z 1 I 1.:C1111 1 1 ',)'< \ < \ . \ z. < \ . 1 - = * w """ 121 V+d691111R I v' 1 O. . ' i / / 1. ' _ / J v i i • d ' i > > i < (v�- ,lia _ I '-r 3 ST 4� _ yam— .. V�• 1 1 1'_� ��• _ �\ � I ( • , . - ; , ' phase BID AND0 _ ,1I . iv > . ; v . : ; I> > v:;XI, PERMIT SET n---- t� 'et, c, • I .1 5 < 5 < •• :�\ 1 S < 5 i _ = date 02.09.18 Y �� t� ^R �,Y= 41011 29 , ti*L1 I'` > > v e- 1 r j . < \ N N •••: < V A . . 1. S.. �' < C I 17 1 1 i 1 I - v >.c--- I —- I ' ! 1 ; , > > revisions N -�-� �a � 1 v . r :< > . N 1 / / , ti 1 • .• / • . • • - . COI ��- QA s�War* au ' ( l I ( I ,. , O 1 1 Akkt e 1Y�t /H7 n� -v .i.-r I - r % r. _• v v v 1. 1 _ I 1 1 ' v 1 r'' -i•; . v .. , 1. A �. . v .v v • ? • • a) 1 I-` _ �" `FYI r ,: C • v •• : � 5 \ v -v , • ( < . v . v 2 > j 2 • • l 1 1 A ' ,' ' .� : ' I ' I 1 1 'C ' _ _ "...r. `w ,113P, ai.�f'1i aaac�.>< I --------rt- h)dV - , , ,I , m \ I \ I I CsD __ . I I I I I I c a) E project# 16054 0 o EXTERIOR ELEVATIONS - 0 SECTOR A °- °' 1 EXTERIOR ELEVATION NORTH - SECTOR A ra S3.10 1/8" = 1'-0" M0S3 �U I■ 1 0 N cin ,. • Structural Keyed Notes Ci 1 LOOSE BRICK LEDGER ANGLE REFERENCE ELEVATION SHEETS(S3.10-S3.13)AND DETAIL ... 401S6.02 2 BRICK LEDGER ANGLE L4x4x1/4 SUPPORTED BY FERO FAST BRACKETS.THE FERO FAST BRACKETS SHALL BE SPACED AT 4.-0"ON CENTER AND WITHIN 12"OF THE ENDS OF THE LEDGER ANGLE. REFERENCE DETAILS 41,42 AND 43/S6.02 .4.---_,,--------_- _____ 29 METAL CANOPY REF DETAIL 2/S9.20 t;----1•4•-1'-= ----,Te-',1--. 30 4x4x1/4 COLUMN TO SUPPORT CANOPY. REF DETAIL 2/S9.20 31 5 1/2 x 71/2 GL COLUMN. FULL HEIGHT TO SUPPORT WINDOW HDR'S AT BALLOON FRAME --- WALL TO TO BE ATTACHED TO DBL TOP PL&SILL PL WITH(2)SIMPSON HG A10 AT EACH END _--:-_-_---,---.---„,,, 32 6x8 DF#1 HDR TO BE ATTACHED TO GL POST W/SIMPSON HUCQ HANGER&SIMPSON ..__ HGA10 AT TOP&BOTTOM „,_„-_ -----1---- 34 HDR REF PLAN TO BE ATTACHED TO HSS COLUMN REF 44/S6.02 • -.====.1271-27-.1:7==.,,,•., 72.,,=.7.,:::::1 114,0Cifipzi• S.,_.0,071 PROjet 4 ikx?4,01-Ntetp'S' 61 :- ,At/ r ' vp,, OREGoN 194, 14 ..,. . OORYP.A‘‘r • • • 1 EXPIRES:06302011 1 / 14 13 ® 10.51 (1._9_ I 1 ..- i ‘4,--, I I ,--. -...,......„=_-.: ,s. :4.c :• . , .. • . i , . -,,..1:- --,...,......., __. 1 ti. .. . , . . . „, , • , --„, , ........_ -. .. , .,,.: , .; .. .. .: ..,.. .. ,, „.:, .5 „ . .._ , _.... ._.,_ - . : :. :. :- :' :• ' .. ' r( I : . i i / / !• ) .' I-:I:' / .. • i I •• > •2 ) ' •: •'I I ' I r T 1 \ ' / •• .• .I / / ) • :• :' .• P I •• .• • • :• . 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N 1 STAIR 1� FOUNDATION PLAN in s4.01 1/4" = 1 -0 8.6 03) I I Ivi,UCTUN, D PROPS 61 ,c.,- g 54.10 54.10 I ` ttt� /t .1. 1 � iiii I y oh IRIIII ►,fir 0REGON4op .111‘4%4 .042RY94.N1\ Illrtt� -- III tt11�) tt�t - ' t 1 ! EXPIRES:O&30-2011 1 • t-. --- 11111 f f I I I I I I i: 1 tt -'..^- 444%1471q1� III it _us� . 11 Ili 11T1 ; Sita \� 'il III thorn m... similibi. Ikqllik4% A10111 6 AIM gl i III% high,14144ik !. . . ___I 11111%.... %Igo-ill 4 _„_,, . I 'NI ,r_. .... .. . ii,. -- ______ , . FROELICH -- ' -'- - ENBINEERSI -- 1 • -- - - - - - 54.10 .' 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I 11 H H H H 1 HI 1 H H H 0 HH H H H H H H H H H 1 U H H II I 11 I I H H H II it H 11 H H H H H II H i LI 54.10 I I � II H II H I H 1 R1 II 11 H II H H II II II II H H H II 11 To II .I H I .I date 02.09.2018 \H H H H 1 H I I H H H H 11 H H H H H H H H H 1 �I v ,r H ) II II H H H IL _II I_JI__IL_IL_I__11_A L I - I _ I revisions .� u I , . I I Io E S3.22 - - -..1- -1 I I - -�CO - - = - - - - - - - - - I I CD GI _ - - - - - - I� I I I I I T n- 1 t I I I E project# 16054 U o STAIR PLANS J 0 8 C8-.- 6�,I cid i `'r'0 1 STAIR 2 FOUNDATION PLAN S 4 . 0 2 (....., S4.02 1/4" = 1'-0" oz- nU 0 Structural Keyed Notes 13 22 PT 4x POST WITH SIMPSON EPC POST CAP 23 STAIR STRINGERS PER 15/S4.10 %_`_ _=� 24 PT 4x TO BE ATTACHED TO SLAB ON GRADE WITH(2)SIMPSON RPBZ. = -- —I- m 1 II 11 " 11 II I II " II 11 11 I " 1 / Y V - I II II II H II H II II 11 H I II it II II I i I II II II H II II II H II IIII 10 II I I 1 1 11 II II H II H II H II H q i 1 I H H H H H H 11 H II II S5.00 H H H H II H II II II II I II p H I I r �,II_jl 11 II II I n II II II II 11 q II H I_I _r J 1 I if H II H II II II H II II I H II H I1 II I i I — _ orJ1._JI JI JI II II IL IL IL I —L—J" 11 n II 11 \ 1 ( ; 1 I I 1 1 I I 1 t I I II I I 0 slc't,�CT{1�t r -- -- L.I__ f fa pt 14 I 1 I E 1 1 I I — I S4.10 I � � Q I I ( 1 I i f I 1 I ►sem i I I I E I 1 1 1 I d 61 i, 3i 1 E i t "t-- E 1 i I � !lj - �� i II {4( G Q 1O i ( i OREGON IA V4. I I i r �' Ryiksit FriPIRES: j1 I 13L-5:___:-.... _,-..._:_---,_______-_-,-_____-__7- 1./4 A 1 STAIR 3 FOUNDATION PLAN -- 54.03 1/4" = 1'-O" FROELICH ENGINEER 5 1 17700 SW Upper Boones Ferry Rd # i i Suite#115 Portland, Oregon 97224 ,S ' 444 Job#: 17-T051 i I c 1 t I 1 I i 1 18 i A rf 17 1 I ! 1 ! 1 i I E I 1 I ' U i i I i i i i i i I 1 $\ 4,10_i 54.10 1( 1 t ( 1 1 I I 1 1 1 1 1 1 -- TYP 1 %2_32) i 1i1— 1 I I i 1 I 1 1 1 I I I 1 I 1 1 0 I t I 1ii i I I I 1 1 I I I I 1 1 1 N I I I I I I i I I mp I I I I I I I cv 1 I 1 I ul,l I I I I I I I I 1 I I� �/ �! MIH 1 I Y I I 941 1' '' I) 11 )I )I 11 A 0 .11111110 ow= 0 M 2 STAIR 3 SECOND FLOOR PLAN O N 54.03 1/4" = 1'-0" O rn CU r0 0 V) 0) 23 cUo E = -4:5 = as 01) co >:23 1 13 0, Y o E ii- o u ► a) i E 0- CO CO I I CD Q.) -- _c:1-- ft 1— L "' i 54.10 ,r .) ____ 1 ; II i i ' ____ —1 i4x10 DF#1 _ H --- . I o ,.I cOi AI E 54.10 1� i phase BID AND co i I S5.00 L- PERMIT SET 51 1 . .1 . - date 02.09.2018 T-5 I L__J I i revisions ""i c O 410H 0 3 STAIR 3 STAIR SECTION cQ S4.03 1/4" = 1 -0 r c G E project# 16054 0 o STAIR PLANS 0_ 0 a_ 0 Mo �U S4 . 03 C) ar N Cl) LO sy ROOF SHEATHING, .141' n •• ••• -• ••• •. � STAGE FLOOR REF PLAN SHEATHING REF PLAN .� NOTE- - NOTE. //---- 2x6 DF#1 W/(2) 1 I HSS STAIR STRINGER, �m REFER TO ARCH FOR: HANGERS SHALL BE: ROWS OF 0.148"DIA REF PLAN 1. STAIR DIMENSIONS • HU210-3 AT CENTER STRINGERSx 3"NAIL @ 12"OC "' "' "' "' "' "' "' "' "' "' "' '" T&G DECKING,REF PLAN 2"RET EA\ 11 2. NOSING REQUIREMENTS • HUC210-2 AT OUTER STRINGERS TO STRINGERS ROOF BEAM, REF PLAN �` END/ 3/16 • HUC412 AT GUARDRAIL BEAM, 3. STAIR FINISHESPULL STRINGER BACK 3" o - 4. RISER&TREAD DIMENSIONS ." ••• 2x12 STRINGER WI 0.148" �► 7,-- SIMPSON HUC28-3TF TOP pP\ -- DIA x 3"NAIL @ 6"OC 0 • FLANGE HANGER AT tee, / \ EACH STAIR STRINGER SIDE PL 3/8x9x1'-9"W/ 6 \ BEAM,REF PLAN FLOOR SHEATHING, o o ' SID3/4" PLIA 3/8 7 BOLTS ( ) CONC SLAB i S REF PLAN SECTION A-A o \ HSS STAIR LANDING L3x3x1/4x0'-8"W/(2) r ° WALL AND 5/16 \ / :yr^ 3/4"DIA x 8"SIMPSON JOISTS,REF o ` FP \ CONNECTION, REF `�� TITEN HD ANCHORS } /-/- PIAN DETAILII / 54.10 \ v (6"GAGE) NIVZI „ 4, „ „ „ „ /, ,/ /, „ // /, „ „ ,/ „i 1/4"CAP PL I' ,---' SIMPSON FACE MOUNTED j i CONC SLAB ON HANGER AT EACH STRINGER , ji 2x6 DF#z, REF ( METAL DECK REF PLAN --- GRADE, REF PLANtCrU SECTION A-A (a 16/02"�7OxREQUIRED:/\,,, (SIM CONDITION OCCURS a IN OPPOSITE DIRECTION) OA. L21i2x21i2x1/4 3/16 3 12 = - v_jr �b GIN '�' /rr // /r a a / PL 3/4"xREQUIRED 21/2"CLEVIS W/1"DIA PIN @ a z • • .. • • � C !� i. PLYWOOD \ @ Q 1 v STAIR TREADS \ } I 3/16 3 12 HANGER BY ., FOOTING, REF PLAN STEEL THREADED ROD, C� 2 •• JOIST MANUF �i� 1___ REF P[.AN 1 ' ' OREGON,,. m a z CENTERED ON o ,�q120 BACK PL&SHEWED (3}#4x CONT 6 aRY •�'° 2x12 STAIR STRINGER •• • • co 2" 4 \TO ALIGN W/ROD 2'-0"WIDEEXPIRES:06-30-2011 SLAB-ON-GRADE,REF PLAN 1 E ANGLE #4 @ 12"OC 1 cS` e 1 1 ek 17 STAIR STRINGER TO LANDING 13 STAIR AT STAGE 9 ROD CONNECTION TO ROOF BEAM 5 LANDING DECK CONNECTION TO FRAMING - 1 STAIR STRINGER AT FOUNDATION S4.10 1" = 1-0" S4.10 1" = 1-0" 54.10 1" = 1'-0" S4.10 1" _ 1'-O" 54.10 1 1/2" = 1'-0" NOTE: . i = REFER TO ARCH FOR: AIR GAP 1. STAIR DIMENSIONS Tey 2. NOSING REQUIREMENTS (REF ARCH BRICK VENEER REF ARCH 3. STAIR FINISHES / / °_ 4. RISER&TREAD DIMENSIONS , /y - �' PLYWOOD SHTG REF PLAN - PL 3/4"x REQ'D CENTERED ON HSS AND - -////////, NOTE: SKEWED TO ALIGN W/ROD ANGLE NOTE: AS1-03 REFER TO ARCH. FOR: WOOD WALL ,• FROELICH HANGERS SHALL BE: 1. STAIR DIMENSIONS REF PLAN • (2)HU26-2 AT CENTER STRINGERS f--, 2. NOSING REQUIREMENTS ' 3. STAIR FINISHES /TYP CAP PL, ENGINEERS a 1"STEEL - ° `-_ /i//// /r//// r 4. RESER AND TREAD PL 3/8"x 8"x A/ 1 1/2" 1/4 \ GRIND ROD REF 111•11.11111 r FLUSH • HUC412 AT GUARDRAIL BEAM, DIMENSIONS AS SHOWN PLAN PULL STRINGER BACK 3" PLYWOOD "" OSB STAIR TREADS, PRECAST STAIR " 2 vz°CLEVIS W/1 .� 17700 SW Upper Boones Ferry Rd STAIR TREADS ,r ° REF ARCH 3 1/2 CONC TREAD A _ . //////ri rr rrr �2 j?. � ( f 1/4"DIA PIN(TYP) N. Suite#115 ( HSS4x3x5116"x0'-7" 1"CL',? 1/4 STAIR STRINGER REF PLAN 1 ' S W/1/4"CAP PL TOP �rj TYP \ N. \``� Job#'�17-T051on 97224 AND BOTTOM. r / 114 \ • <r • 2x6 BLOCKING !'� CONCTRACTOR TO • r rr/r ri rr rr// ° 17 --�'' ' COORDINATE THE 2" 4 \ - N.\y -�'- LOCATION WITH _ N. 2x12 STAIR STRINGER a 2x8 PT PL SLAB ON GRADE N. 1/4 , STEEL PANEL RISER STAIR GUARDRAIL _ - - - - V -� - - ^� FLOOR SHEATHING REF PLAN - 1 PER PLAN N. 2N. x12 STAIR "' ' N. � �c I ° STRINGER STAIR STEEL HSS STAIR LANDING JOIST /r rr rr/r rr r� COLUMN REF PLAN PER PLAN • +' zAI _ BEAM REF PLAN STEEL ANGLE --7 2x6 EACH SIDE OF STAIR S4.10 REF 1fl/S4.14 /FULL PEN ALL STRINGER W/(2)ROWS OF b 114"x8"x8"SIDE PL W/ • 0.148"DIA x 3" NAILS @ 12"OC • • -112 l (4)5/8"DIA BOLTS\` W \ TO STRINGER 5/8"DIA WEDGE ANCHOR 2 -• 1 \1 1/2" \SIDES 6"EMBED©12"OC w Op Op 1 `3"CLL- REF PLAN FOR �� - 1`' 2'-0" FOOTING SIZE ANDv. .- SIMPSON FACE MOUNTED / REINFORCEMENT A•1•11/ I - HANGER AT EA STRINGER MIN CI C 0 HANGER BY JOIST ----------- FLOOR O PLAN M' � �rl MANUF 18 STAIR STRINGER TO LANDING 14 STRINGER CONNECTION TO SLAB 10 STAIR BEAM CONNECTION TO COLUMN IN WALL 6 STRINGER CONNECTION TO COLUMN 2 STAIR STRINGER JOINT a S4.10 1" = 1'-0" S4.10 1" = 1'-0" S4.10 1 1/2" = 1'-0" 54.10 1" = 1-0" 1" = 1'-O" ..s4.10 0 M ) ,, , 2 TYP 48" ', tV 8„ 1, L5x3x1/4 'I, REF DETAIL 15 / S4.10 NOTE: REFER ARCH FOR: N- FOR MORE INFO 1. STAIRR DIMENSIONS ail " ° • 1 • 1 • 1 • 1 • ' 2. NOSING REQUIREMENTS - O STAIR SHEATHING, ~` 3. STAIR FINISHES .fir a) REF ARCH N. 4. RISER AND TREAD DIMENSIONS {.r r/ N \-- (8) 1/4"x 3-1 /2"SDS (9) 1/4"x 3-1/2"SDS 1/4"x 3-1/2"SOS 2"x3/8"STEEL \ N. a SCREWS AT 4"OC SCREWS AT 4"OC, SCREW CENTERED VERTS `� ( N = -� CENTERED AT VERT BETWEEN VERTS ---J�- .. 1/- STAIR LANDING N. STRINGER REF PLAN L f JOIST, REF PLANco N. N. 12ga FORMED STEEL PAN AND RISER ) Z37 SECTION A - A ( ~ (RISER TO BE PERFORATED REF ARCH) }J �- �+ N. LU c .,; TOP RAILING, �/ (2)3"TOE'NAIILS -� • + 1/4" TYP AT\ N. - ° CD REF ARCH + ` 3 1/2" CAP PL RISER/ 1/8/1 1/2 1 N PRECAST = - 13 n' CONCRETE TREAD 0 E I-- O 12 A A te- SIMPSON A34 @ EVERY OTHER STUD 3/4"DIA A307BENT PL. 'BOLTS(5"AGE-xl x0.-8"W/ ) CAP PL,GRIND #� ) /-\. CD = -'-nt---- SMOOTH \ ` t) 1 3/4 4x4 TOP PL EXTERIOR WALL,REF 16" I r ` \ TYP AT PAN, 1/8/ 1 1/2 \ N. I .',- DETAIL 8 / S5.00 �- 2x4 STUDS @ OC " CO • 3/4" i _ TYP N. \ E A II �.rf� 0) O L 5x3x1/4 CONT W/SDS .► • N /1 1/2 @ - SCREWS AS SHOWN ABOVE STAIR SHG (2)2x12 DF#1 STAIR 1/8/ CI) O ::. .: /7 PER ARCH STRINGERS W/2x6 PT 2x4 SILL PL W/1/2"DIA =.�� v N. 9' OC (2)SIMPSON H8 DF#1 AT EA SIDE WEDGE BOLTS @ 32"OC y : ..., <, AT EACH STUD • _- IMF SECTION A-A imm. re Him `3' 2x STUD t ...� WALL At -,,, 2x4 STUDSAT12"OC -. V / Iiir `� r - __� 1/4 r I-7 /� �l�( 'T1 /lllf r ~` CONCRETE STEM WALL CONCRETE �. • m A I &SLAB ON GRADE, REF 8 / S5A0 TREAD STRINGER REF PLAN BEAM REF PLAN E• 1 'lc • 2x12 STAIR REF DETAIL - - _ - - - ' STRINGER W/2x6 16/S4.10 FOR STAIR �v . � DF#1 @ EA END STRINGER TO WALL STEEL PAN AND RISER CONNECTION A • 2x STUD WALL A 0 E ASI-03 L V 15 '.TAIL STRINGER FRAMING 11 WOOD STAR AT LANDING 7 STAIR STRINGER CONNECTION TO FLOOR BEAM 3 CONCRETE/METAL TREAD CONNECTION TO ER STRING y r S4.10 1" = 1'-0" S4.10 1 = 1'-0" S4.10 1" = 1-0" 54.10 1" = 1'-0" `s (U -u - ---N - -- 7.STAIR TREAD NOTE: a REFER TO ARCH FOR: N 1, STAIR DIMENSIONS NOTE: NOTE: , I 2. NOSING REQUIREMENTS • (2)HU26-2 AT CENTER STRINGERS REFER TO ARCH FOR: 2x STUD --ry T. 3. STAIR FINISHES • HUC26-2 AT OUTER STRINGERS 1. STAIR DIMENSIONS WALL 2x6 ONE SIDE OF STAIR STRINGER 4. RISER&TREAD DIMENSIONS ASI-03 - _ '-: 2. NOSING REQUIREMENTS :g.).0RocvyrososTFRoiNi4G8E"RDIA x 3"NAILSTHAI-2 W/4 1/2"WIDTH SEAT AT 3. STAIR FINISHES TCENTER STRINGERS 4. RISER&TREAD DIMENSIONS• THAC422 AT OUTER STRINGERS f__ "- "'` ,,,..,-,,,,-,,,,_1,-....,,,m,-: -i STAIR STRINGER (PROVIDE SHIM FOR WIDTH) . 0 rr/ r rrr r� BENT PL 2 1/2x2 1/2x1/4xCONT phase BID AND �I SECTION A-A ANGLE TO\ PERMIT SET PRECAST CONCRETE STRINGER 3/16 1 ,f date l 02.09.18 Le TREAD NOTE: A� / ra ' 1 CONCRETE DECK STAIR STRINGER GOES UP AT f ////rr'J ° STRINGER BEYOND REF PLAN SIM CONDITION. revisions 1 LI ° ° ' N REF PLAN ~-' I.X. PRECAST CONCRETE TREAD ASI-01 15116/2018 cl r ar Iy ° \-,.. STEEL PAN AND / N. STRINGER BEYOND ASI-03 16/15!2018 p . / /////rrr// , 1 PLYWOOD a % I ( STAIR TREADS j ° RISER REF 3 / S4.10 -I N.\ - � IREF PLAN .� 2x12 STAIR STRINGER �� `�'_; • 2x12 STAIR STRINGER �' flu 12ga FORMED STEEL PAN _ N. AND RISER(RISER TO BE E 1, LOWER HANGER AT EACH ra r / • ' PERFORATED REF ARCH) I� A r rr rr rr/r rr i! • STRINGER PER NOTE ' I 1, . ° �' "\ RISER TO\ \N. 4,, 1 �� _ a PLYWOOD • a- .r ai rI CD 1 � ANGLE 1 1/2 @ N N. iv ( 1 < UPPER HANGER AT EACH 1/8 12 \ N. i STAIR TREADS - r/r rrr rrr I STRINGER PER NOTE FLOOR JOIST REF PLAN TYP AT ' N. N. N \ / s% e / - • 118/9" 11/2© / 1/8/1 1/2 1. project# 16054 _ N. = � 3 1/2"x11 7/8"LSL SUPPORT RIM . .,, RISER 'LI •'' i rir OC \ ,1 Q e1 1, 1 e 0.148"DIA NLS@6"OC TYP AT PAN/ v8/1 1/2 ��,, i STAIR FRAMING DETAILS �, I L3x3x1/4xCONT W/1/4 DIA !� 1 ( ° --�- 2x PONY WALL x 3"LAG SCREWS @ 9"OC L__ (AND 2"FROM EA END) TYP/ 1/8/9.1".10/2C© 0�0t ° / �Z i � A BEAM REF PLAN SOW 1`y 2x6 EACH SIDE OF STAIR 0 W i- 6'5 . STRINGER W/(2)ROWS OF 10d LO 6600 / i NAILS @ 12"OC TO STRINGER ■ to N n 16 STAIR STRINGER TO WALL 12 R STRINGER TO MIDDLE BEAM 8 STAIR CONNECTION TO FLOOR 4 STAIR CONNECTION TO LANDING - S--------.----41-, - - N . . S4.10 1" 1 O" 54.10 1 I oil e 0" 54.10 1" = 1'-0" 54.10 1" = 1-0" (7-6 - UU = - ASI 4.� , ''N...,,,,.."1 `�-,,,.. J (----r n t 0.148x3"NAILS AT 6"OC 3/4"PLYWOOD SHEATHING W/0.131 ..�- 2 1/2"NAILS AT 6"OC EDGE NAILING FINISH REF ARCH --\\ ---_, ,„__, 2x STUDS AT 16"OC TYP it, • •.• • . • ♦ t• • •' vl 1 / * ~r CONT DBL TOP PL 2x6 RIM W/0.148x3"TOE NAILS AT6"OCTOHDRTOPPL _. �_: �.•- ••♦ •• ••t•� ••• t..„ • • 1 2x6 JOISTS AT 24"OC W/ 'tikU`CTUN.q 1\ It SIMPSON LUS HANGER la + !�FlO� 4 imp SINN 15 61 --4, � PT2xSILLPLW/1/2" ' sw „449.01.1 � .� �j; �� x 2 1/2"WEDGE BOLT ' . +► �� AT 32"OC(TYP) • 1 EXPIRES:O&30-2011 1 • -r I �_� •• a a LI t • • • •l %. irAr„-- • - ' ''."----77. -/ I 2x8 LEDGER W/(2)0.148x3" -- NAILS AT EACH STUD 4,40e. l- - ' ... :_, . _________,______ , _ _ FROELICH ENGINEERS I FOOTING SIZE AND REINFORCEMENT REF PLAN L / 4 17700 SW Upper Boones Ferry Rd Suite#115 LIBRARY STEPS Portland, Oregon 97224 sa•11 1" = 1'-0" Job#: 17-T051 3/4"PLYWOOD SHEATHING W/0.131 2 1/2"NAILS AT 6"OC EDGE NAILING -- 2x6 JOISTS AT 24"OC W/ SIMPSON LUS HANGER CONT DBL TOP PL(TYP) I o 2x6 RIM W/0.148x3"TOE NAILS0 ;/� AT 6"OC TO HDR TOP PL ,� 410k , Tli �•r� - 4.1►z z 0 C/) • • • •, • • >9S, , • •! •Vie- 0, ••••• •• ), ( 10 0 CD /\ .4 \ • I 1 , /, V 2x6 JOISTS AT 24"OC W/ V '� M �H ♦ SIMPSON LUS HANGER to 0 c ZS 0 N 4 • 1 •• ♦♦ PT 2x SILL PL W/1/2" ti i , x 21/2"WEDGE BOLT O • AT 32"OC• {TYP) � o L CB O • I. T ''''‘Wir A ■ -.'11:4°-1: 75■ ■ i 1 • • • • •1 -L- � _ — i= 2x8 LEDGER W/(2)0.148x3" W = as it- NAILS AT EACH STUD r1) U 0 E I— O 2 STAIR SECTION - CENTER RAIL CDc.) -oI S4.11 1" = 1'-0" — E = � (1)0) cu .mo o i— fit F- a) 7_,,_._ 2x STUD WALL REF PLAN c c c 3/4"PLYWOOD SHEATHING W/0.131x2 1/2"AT 6"OC EDGE NAILING FINISH REF ARCH A (2)0.148x3"NAILS AT EACH STUD t. mol / t*........ •' _ U I L PT 2x SILL PL W/1/2"x 21/2" i WEDGE BOLTS AT 32"OC(TYP) �_ "T2:-."7:7. Tis o phase BID AND I 3 LIBRARY STEPS PERMIT SET 54.11 1" = 1'-O" mi date 02.09.2018 L revisions cnl 0 I e EH LOO CO c _ E project# 16054 B v a STAIR FRAMING DETAILS O 2x cLa) cO r �¢ S4 �U O O a) N RECOMMENDED END HOOKS �A #4 x CONT ALL GRADES OF STEEL SLAB ON GRADE, O D=FINISHED BEND DIAMETER _ ..._ REF PLAN �- BARS TO MATCH SLAB .r,...-••••••114\ DBL STUD UNDER = L.............REINFORCING,TYPICAL + _ EACH ROOF TRUSS i • i - DETAILING HOOK - 1 f I1. DIMENSION A OR G SIMPSON HDU2 -- Ii;av T. HOLDOWN W/SSTB24 GRID , � QU = }1 1 - _ =z' _- 6 td "� 180° ANCHOR BOLT TO o PT SILL PL REF PLAN 40 • CONCRETE AND(6) AND DETAIL X/SX.XX SDS 1/4"x2 1/2" _ _ SCREWS CL OF WALL AND FTG WALL BEYOND BARS TO MATCH SLAB 4d OR w<w;w: it ► / REINFORCING,TYPICAL 2 1/2"MIN f �.� y O�s DETAILING 4,1 CONCRETE SLAB / �! - EXTERIOR GRADE SIDEWALK ON GRADE ` • , ' t.-��. ,�• r DIMENSION NOTE: CONCRETE STEM \ REF DETAIL 3/S8.00 FOR WOOD WALL TO 4,' �-- BRICK VENEER WALL AND REINF REF #4 DOWELS @ 24"OC � _ 1 di ° CONCRETE STEM WALL CONNECTION • • REF ARCH 1 - PLAN \ • (ALT HOOKS INTO FT{G)(_ • k • 1 90° O SLAB THICKNESS SLAB-ON-GRADE REF PLAN + + I I i-1 , \ . Z ' 180°HOOKS, 90° HOOKS S 411 g -� I I ' I I- z BAR FT-IN. FT•IN. ( - to _ -I ( SIZE D, IN. 74_0,..____ _____ _ A ORG J A OR GU -I I `V J • • • • at •--'_ \ • ! • S o #32 1/40-50-30-6\ :\ 1\\* co - N13 DB -1 ' /\ • Y ��- #4 3 o-s o-4 0-$ `�. L STUD CONNECTION TO CONCRETE AT GYM �� 3„ ( o F� #5 3 314 a-7 a5 o-1a 0101 / �. 4"CLR " ; ' CLR-;1 _ _J o #7 5 1/4 0-0 0-7 12 HORIZ REINF S5 00 1 1 -0 DRAIN BY OTHTERS / M U A SEE PLAN AND SCHEDULE #8 6 0-11 0-8 1-4,..--Th VERT REINF / ( BARS TO MATCH SLABEOO- FOR SIZE AND REINF f REINFORCING,TYPICAL #99 1121-3 0-11 3141-7FREE DRAINING SLAB-ON-GRADE i w_ C.2 #10 10 3/4 1-5 1-1 1/4 1-10 I 1I GRANULAR MTLCONTROL JOINT �i `�� a #11 12 1-7 1-2 3/4 2-0 • 112"PRE-MOLDED JOINT , 8„ / #12 18 1/4 2-3 1-9 3/4 2-7 Tw -" DOWEL FILLER,TYPICAL AT/ / KNIFE PLATE W/ PERIMETER ,.COUNTERSUNKBOLTS 9 EXTERIOR OPENING TO FOUNDATION 5 SLAB STEPS 1 REBAR END HOOK DETAIL 3" 5.00 1" = 1'-0" s5.00 1" = 1'-0" s5.00 1/2" = 1'-0" /____ • / - GRADETMP�` CONTRACTOR'S OPTION: HEEL REINF „� AT REPLACE CAST-IN-PLACE ANCHOR BOLT WITH EITHER: lo ROUGHEN _ 1.518"DIA WEDGE BOLT, EMBED 5"MINIMUM(SIMPSON i _ JOINT -..1 .-....„ STRONG-BOLT OR HILT1 KWIK BOLT TZ) .-: _-_---7-_ tv -I • ,��.�� zI OR, REINF LAP 1'-6"MIN 2x"H" - ., �, ,\///\., EMBED PLATE 2.5/8"DIA A307 THREADED ROD, EPDXY EMBED 5" / / / ,' 90°AND 135°STIRRUP AND TIE , \> to MINIMUM(SIMPSON SET-XP OR HILTI RE 500 SD) PER PLAN LONG HOOKS __ "±- • • )c-_-_-_7 \4\\i ' WOOD COLUMN,REF PLAN BARS REF _ ,� :l, I PLAN 12d FOR#6,7,8 _ _ Y O q ! .��,� TYP WALL 6d FOR#3,4,5 O F R 0 E L I C H ci...)„: LONG REINF f /1 ( --I FTG 0 O I I „ �^ QO ' _4'. + ENS, INEERSI (1)#4 CONT v / I A117-1 = 3"CLR / Lh Tw to �z HF I t7 z+ D O z+ - A. / 3"CLR c)Q • H z o z O , 17700 SW Upper Boones Ferry Rd I Lf ---titi--._ mi Cl) AORG .� in a SECTI N A-A ONE LAYER GYP BOARD EACH SIDE ¢ z111 z Suite#115 OF WALL; REF ARCH FOR ADDITIONAL H \ w -.. -,...-.-d w �_ Portland, Oregon 97224 FOUNDATION DRAIN BY OTHERS _ INFORMATION o rf \ , a 5 Job#: 17-T051 H 1 90° I 135° A 1 A KNIFE PLATE 3/s"x5"x12" 2x STUD WALL, REF PLAN \ \ I �j! WOOD COLUMN, REF PLAN, I WITH(2)3/4"DIA A307 PROVIDE FULL BEARING ON COUNTERSUNK BOLTS = SLAB-ON-GRADE, c.)13- H .-->-\ HF STIRRUP(TIES SIMILAR)STIRRUP AND TIE HOOK 1 F-z _ 2x PT SILL PL W/5/8 DIA ANCHOR ,� DIMENSIONS `- EMBED PLATE a REF PLAN 'v BOLT(T'EMBED)@ 48"OC(SILL PL IN "' a 0- CONTACT W/CONCRETE TO BE PT) �_ TYP + \ ALL GRADES OF STEEL EMBED PL 1"x(COLUMN WIDTH m IL SLAB REINF, RETAINING WALL SCHEDULE + 1")x(COLUMN DEPTH+1")W/ 1_' i- #3 x TIES AT 4"OC REF PLAN WALLC7 (4)3/4"DIAx10"HDD STUDS . - `. "H" REINF LAP 90° HOOK 135°HOOK IN. DIMENSIONS WALL REINFORCING FOOTING REINF in CONC SLAB-ON-GRADE, IN. REF PLAN • . • • / / LONG BARS TO / BAR D, IN. Hw Hf Tw Lh Lf VERT HORIZ DOWELS HEEL LONG PP \ iv\ O\ NOTE: MATCH LONG PER PLAN SIZE A OR G A OR G H / �\ ROUGHENED JOINT z 2 FOOTING BARS (APPROX.) i-- La DO NOT SLOPE FOOTINGS �u'� UNDER ANY CONDITIONS. 4'-0" 12" 8" 2'-5" 3'-9" #4 @ 12" #4 @ 12" #4 @ 12" 36" #4 @ 18" (4)#4 r • O 1 • • j �� _ #3 1 1/2 0-4 4 2112 • • fl. ' • • LL /s. \ #4 2 0-4 1/2 4 1/2 3 6'-0" 12" 8" 3'-5" 4'-9" #4 @ 12" #4 @ 12" #4 @ 12" 36" #4 @ 12" (5)#4 rt U #5 2 1/2 0-6 5 1/2 3 3/4 ,•1.10 L\ \ , -- f FOOTING SIZE 3" CLR `' U j &REINF, •L-. (4)#4 VERTS W/ -- , 2„TYP REF PLAN 0 ♦v�1 STD HOOK INTO FOOTING _ 0 16 RETAINING WALL W/BRICK VENEER " 10 INTERIOR BEARING WALL TO THICKENED SALB 6 STEPPED FOOTING 2 REBAR STIRRUP & TIE HOOK DETAILS ..0n 55.00 1" = 1'-0" /'� �__ 55.00 1" = 1'-0" 1 1/2" 1 1/2" 4x6 DF NAILER. REF 32 / S5.01 S5.00 1" = 1'-0" S5.00 1/2" = 1'-0" CONCRETE --'71FOOTING, TYP TYP WHEN COLUMN OCCURS AT 2 REF PLAN 3"CLR - END OF SHEAR WALL TO O ti / ,� 1 112"TYP :_p ! RECEIVE EDGE NAILING NOTES: O7 °� '!►. ©° 1. BLOCK OUTS SHALL NOT BE PLACED CLOSER THAN 24" BASE PLATE a3 1 1/2"TY- 2. REF MEP FOR PLUMBING N WALL FINISH BY OTHERS PENETRATION LOCATIONS L.. L -"� ANCHOR BOLT SPACING PERCD 0 14 INTERIOR EXPOSED GLULAM COLUMN TO FOUNDATION O O v PLAN&SHEAR WALL SCHED 1 1/2"t NON-GROUT \1/4 is an MEI \ L 2x FLAT BLK'G BETWEEN S5.00 1 - 1 -0 1/4 LI w _W///// /7.(/l/) �I 6"MIN STUDS TO RECEIVE NAILING - - �v THREADED � /. 1//.". SLAB-ON-GRADE REF PLAN SECTION A-A 10 0 0 24"MIN 6"MAX BLOCKOUT(12" \` 1 \ PROJECTION-TYP ,� GUARDRAIL POST AND .-'+ TYP MAX IF MULTIPLE w w W = as ,,.,; - M V CONNECTION BY OTHERS ¢ PIPES ARE GROUPED) TOP OF m 0 m 0 m 0 • (2)#4 x CONT AT TOP 4" HSS COLUMN,REF PLAN I MUD SILL PL CONCRETE w w w w w w / 3/4"BASE PLATE AS 12" FROM (4)PLACES0 E O • '� '� AND .� TACK WELD V ��2 CLR 1/2Fx6'x6 BASE PL W!(2) SHOWN ON SECTION W/ / 6"MIN ANCHORAGE TOTAL 'Z3 2x WOOD WALL / (4)3/4"DIA BOLTS ` 3t4 x10 NELSON STUDS REF PLAN AND - #J i • ..` (2)BARS AT TOP " 112"ISOLATION I END TYP SHEAR WALL CONCRETE I._ l I. al Q� = 2x PT SILL PL W/518" - 3/4"CHAMFER ROUND OR SQUARE JOINT W/ SCHEDULE - DIA WEDGE BOLT @ #4 AT 12"OC HORIZ 2"\ l�" - -t _ BLOCK OUT FAN /� FLLEROTMP�JOINT I I + ��24"OC(3"EMBED) \ /'1 CO �3,�„MAX #4 HORIZ AT 12"OC 8"CONCRETE STEM WALL 2"+1-NON SHRINK GROUT \ E 9-, cm wc,, SLAB-ON-GRADE REF PLAN / CONCRETE SLAB, 6"MIN THREADED `-"-_ •- Q ;� • #4 DOWELS AT 16" ,- RAMP .--I 1 � HEADED JAMB SINGLE REF PLANS PROJECTION,TYP ,o► T8► xL-r '` 3"MIN CLR TO 6n ,t )% "' `' OC.ALT HOOKS "'�� NUTTED NUTTED BOTTOM OF A /---- 8" , #4 DOWELS x W/ALT I • `�-J \ CONCRETE-TYP I • \ • • • ROUGHEN JOINT HOOKS AT 12"OC "_;,,r' STEM BASE PLATE SCHEDULE NOTES: _ WALL 1. ANCHOR RODS TO BE ASTM F1554 GRADE 36. - `'`c'`••'-` j AND 2. NUTS FOR ANCHOR RODS SHALL BE STANDARD HEX NUTS TYPE ASTM A563-A. Z /-- RAMP -.4;.+'''• ;,'' REINF 3. WASHER FOR ANCHOR RODS SHALL BE ASTM F436. PROVIDE WASHER BETWEEN ALL NUTS 1 11 1 \ `• .... �. ,,.. 8"EMBED REF PLAN AND BASE PL's - � EC EQ 4. ALL ANCHOR ROD EMBEDDED ENDS SHALL BE ONE OF THE FOLLOWING(REF ANCHOR ROD _ • • w 4' EMBEDMENT DETAIL): • / LEVELING NUT MIN a HEADED ) AS REQUIRED, I \ ' J,2O"WIDE x 10"DEEP x CONTA -- TYP \ . b. JAMB NUTTED(DOUBLE NUTTED) - L �- CONC FTG REF PLAN I 1 c. SINGLE NUTTED(TACK WELD IN(4)LOCATIONS TO SECURE NUT IN PLACE) • DOWELS FROM STEMWALL DOWEL EA SIDE OF FOOTING AND REINF „ ` W/(3)#4 CONT - - MI 8.1 FOR SIZE AND REINF 3" CLR 5. ALL HOLES IN BASE PLATES SHALL BE ANCHOR TO FTG REF PLAN STEMWALL BLOCK OUT REF PLAN 6. ANCHOR RODS, UTS AND WASHERS PERMANENTLY DF_XPOSED TOIAMETER+ /WEAT ER SHALL BE HOT C • • • ll 3„ DIPPED GALVANIZED. __.:,_,6- - . / ; / REF PLAN FOR FOOTING SIZE&REINFORCING 'LR q. 17 STAGE FLOOR CONNECTION AT PERIMETER WALLS 11 INTERIOR HSS COLUMN TO FOOTING 7 STEMWALL BLOCKOUT AT PLUMBING PENTRATIONS 3 ANCHOR ROD EMBEDMENT DETAIL 55.00 1" = 1'-0" S5.00 1" = 1'-0" S5.00 1" = 1'-0" 'v, 15 GUARDRAIL CONNECTION TO CONC STEM WALL .O DOWEL SLAB REINF INTO STUD WALL W/ i 0 a PL WASHER REF SHEAR FINISHES REF I z WALL SCHED AND DETAIL STEM WALL I ARCH I v CUT EVERY OTHER BAR 9/S8.00 CL PERP TO JOINT PRIOR TO _ O I •'� - I _- - i SHEAR HEAWALRSGEDREFE Ii ,�,•�i " CONTROL CONCRETE PLACEMENT (2}#4 CONT @ TOP 1/8 x 1 112 SAW JOINT. SAW AS JOINT SOON AS CONC WILL SUPPORT phase l BID AND �1 -11-1.11\--L yz L-I I \4- r .1CONC WEIGHT OF MACHINE WITHOUT CONC SLAB ON GRADE REF PLANS • 1 AlR GAP AND VENEER REF ARCH I `PLANS FORADDITIONAL REF O 4 .❖ INFORMATION MARRING THE SURFACE. FILL JOINT REF PLAN FOR REII�FFOR ADDITIONAL ORMATION I PERMIT SET �,� .❖ I WITH JOINT FILLER APPLY I 2 • ,U • ' `! ACCORDING TO MANUFACTURER'S CLR J� O KEYED(OR ROUGHED} I -REINF REF PLAN RECOMMENDATIONS. INFORMATION date l 02.09.18 :- / z CL OF WALL PT SILL PL,ANCHOR BOLT SIZE AND SPACING ` o.: / co JOINT AND FTG REF PLAN AND SHEAR WALL SCHEDULE(SILL •', I TOP OF SLAB MAY (2)#5 CONT @ TOP-/ v SHEAR WALL-REF SHEAR WALL PL IN CONTACT W/CONCRETE TO BE PT) SCHEDULE FOR MORE INFO ' `;;if I NOT BE FLUSH WITH I �` -65 • revisions EQ EQ 1"GALVANIZED .. STAGGERED EDGE NAILING-REF SHEAR ,�% REF PLANS FOR TOP `-� '-'TOP OF STEM WALL. 1- �` *ae UNDER SLABS/201$ c1 / ,/ / GRATING @ SUMP 1 WALL SCHEDULE. I� -.6= p (150 PSF RATED) PL WASHER REF SHEAR O -,;--= PT SILL PL,ANCHOR BOLT SIZE AND _ WALL SCHEDULE AND �j ,��,� =� OF SLAB LOCATION CONTROL JOINT - SUBGRADE REF ASI-01 5/16/2818 a e .;a SPACING REF PLAN AND SHEAR WALL DETAIL 9/S8.00 , ;y.� S ' CL `SPECIFICATION / GALV L1 1/2"x 1 1/2"x CONT -L+- • SCHEDULE(SILL PL IN CONTACT W/ :;: r I I 1 CONSTRUCTION SECTION 31 20 00 E - 1'-6" CONCRETE TO BEP I N. I • > CONCRETE SLAB ON GRADE REF JOINT H 8„ AROUND SUMP W1112"DIAx 4" o z , - I I$" \ PLANS FOR ADDITIONAL INFO I „H.C.A.(2)EA SIDE @ 9"OC in Q / SLAB ON GRADE - i•!_� lir:, _, #5 @ 12°OC f #g I REF PLAN `. • Ca, - I I - I 1 ��- 1/2"DIA x 36"SMOOTH DOWEL @ 24"OC WAY(1 YP) 1 1/2 EDGE NAILING-REF SHEAR �r 1 O CLR WALL SCHEDULE I IF STEM WALL HEIGHT IS // ;o rc REF SLAB FOR REINF INFO I DOWEL OR WRAP ONE END OF EACH C.0 \ • '•' '�-1 REINF REF PLAN GREATER THAN 2'-6"ADD z ADDITIONAL#4 HORIZ @ I ..„ 6" \ I 12"OCI 'O' 1L C rest I • F-z • - ` #4xL DOWELS @ 16"OC /1 \CLR { y SUMP PIT(VERIFY a • • t i • • <? I (ALT E • X • / • SIZE AND LOCATION W/ c,� + , + + , I T - . HOOKS) 11 I + + + + M ---______,___L" \ protect# 16054 = it / ELEVATOR MANUF a ' Ii t I I �� O „ `� PRIOR TO CASTING a 2 + ' " • - i 1 � • „� • ` ROUGHENED JOINT 1L\ C1 CONCRETE) - 4 1 FOUNDATION DETAILS ,,.� 1 -6 �, (3)#5 EA WAY \ CO ) • • . 6„ 6„ p / #5 @ 12"OC v 6" 6„ 3" 3„ , 1' / ,; �� DOWEL VERT REINF EW TANDG - o CLR CLR 3'CLR CL INTO BOT REINF MAT r • • •' I SEE PLAN FOR FOUNDATION DRAIN BY OTHERS / / CONTRACTOR MAY USE CONSTRUCTION JOINT o~� FTG SIZE&REINF / REF PLAN FOR EITHER CONTROL JOINTS co© 6„ ��Q 0}� SIZE AND REINF JOINTS AT LOCATIONS OR CONSTRUCTION �fiQ / _� FOOTING SUBGRADE REF INDICATED ON PLANS. co,- SPECIFICATION SECTION 31 20 00 S5 . 00 O L R. 18 ELEVATOR PIT SECTION 12 INTERIOR SHEAR WALL TO THICKENED SLAB 8 EXTERIOR WALL AT FOUNDATION -WITH VENEER 4 SLAB JOINTS 65.00 1" = 1'-0" 55.00 1" = 1'-0" s5.00 1" = 1'-0" l , NOTE: SLAB-O REFPLAN NN-GRADE, 24„ REF DETAIL 8/S5.00 FOR >i 2x WOOD WALL �� - 2x WOOD WALL #4 24"DOWELS @ 48"OC POST, REF PLAN MORE INFORMATION J I �;'I i n REF PLAN REF PLAN -�,--- • 10"SEISMIC JOINT -- v-- 2x WALL, REF PLANr (--- )° _ , ,MPSON 1- REF PLAN / / • BASE W/()1 i2DIACOLUMN x 4 8t4" FOOTING REINF, , '�: • 4"MIN GRAVEL WALL SHTG SMOOTH DOWELS TO POST / • (N)FOOTING, AND 2 1/2"DIA CIP ANCHOR REF PLAN REF STRUCTURAL NOTES WALL (2)#4 DOWELS x 16 LONG REF PLAN O FINISH • (AS SHOWN) BOLTS W/6"EMBED INTO _� J PIPE BY OTHERS a v 11- CONCRETE � � PT WOOD SILL PL • REF ARCH • PT SILL PL REF SHEAR WALL REF PLAN&SHEAR SLAB-ON-GRADE - - I III SAW CUT(E} WALL SCHEDULE REF PLAN #3 NOSE • - SLAB ON GRADE CONCRETE SLAB ON GRADE SCHEDULET.-Ali d (2)#4'S • BAR TYPICAL • _ TO REMAIN WHERE FINISHED SLAB-ON-GRADE, 1 .L..... AT TOP r'.- (2)#4 CONT FLOOR IS EXPOSED REF PLAN • • - #4 BARS @ 12"oc .. 19 PIPE UNDER FOOTING ` EACH WAY II. (TYP} I tT k ' ,I / I 1 - - = S5,01 1" = 1 -0" .----.----7--_,---7,7--- /7- _ CONC STEM WALL • 1 -1 I_I 11''. . . . ..I- W/ 3 ROWS OF3 -I \ � #4 DOWELS AT 16"OC • • #4'S AT EQ SPACING SLAB-ON-GRADE _`� 12 �� /\ w CONCRETE , REF PLAN - PROVIDE#3 x 3'-0"REBAR \ SLAB-ON-GRADE ,��,'(F{ CONCRETE @ 16"OC EACH DIRECTION I-� , P+' Op • • FOOTING AND EPDXY INTO SLAB 4"W/ • • #4 HORIZONTAL @ 12"OC -� �`` j (, t i .,,_Z IVRETAINING WALL • SIMPSON AT-XP ADHESIVE �, �, • • • • •• ; #4 AT • 7 O "'- REF PLAN .� _ 61 6:ic,„1: 7 16 OC70z \ FTG WIDTH, REF PLAN " " r/. • • 3"CLR 4 -6 T N. .'-'-%...., i,fri Air 1- ,! r w MAX BLOCKOL�-► O r t/I QRIiGUN ROUGHEN7.77 • P \\` AS SHOWN \ /j �• ♦ JOINT l 1 I 29 WOOD POST TO THICKENED SLAB FOUNDATION REF DETAIL 8/55.00 a. 'f-----\ _ FOR STEM WALL AND s. r- • • •�. • �•. �� 55.01 1" = 1'-0" •- REINF INFORMATION FFOOPINAGNREINF, EXPIRES, ) PIPE BY OTHERSN FTG REF PLAN FOR SIZE&REINF / SIZE&REINF / \ \ 8"DEEP x 2'-0"LONG / /i 1'-0" REF PLAN THICKENED FOOTING 1,' CENTERED ON PIPE REF 8/S5.00 FOR 0 38 SEISMIC JOINT WALL AT FOUNDATION 34 CONCRETE STAIR MORE INFO N 25 STEM WALL AT STEPS 20 PIPE THROUGH FOOTING , C SLAB-O s5,o1 1" = 1'-0" .... s5.o1 1" = 1'-0" N GRADE REF PLAN 1 2 CLR-N- s5.o1 1" = 1 -0" 55.01 1" = 1 -0 " 3" 3" A (2)BARS AT TOP„1( t t 1/ jIt-r - As 2 1/2"TYP- HORIZ REINF AT END OF WALL CONDITION �� o „ �, r-�''� CONCRETE STEM , '- POST, REF PLAN PL 1x18 x18" -I ( I WALL, REF PLAN _x-_ 61/2,. �,\ _ _ _---- 1"TYP PT SILL PL, REF PLAN � \ 1 MAX _ ,�j � r� IIII I II I VERT REINF FREE DRAINING 8 IAT 1l2"��, \ PIPE BY OTHERS n - • 6 1/2" �. -) ! (- SIM) 1 ('1 1/2 8' MAX BLOCKOUT I I (6"MAX). 4. 1.411 . 1 • J r� GRANULAR MAIL REF Tw DOWEL / ) ,' I I 1� IL SOIL ENG REPORT71 • / N 8" AS SHOWN F I E L I C H '� I = CONC SLAB-ON-GRADE �� (3)#5 AS -\ f / #3 HOOPS @ -1"MAX ENGINEERS 1 (2)SIMPSON SDS1/4x1IL ' �2 1/2 TYP(NOT AT END CONDITION) I I r SHOWN AT ,. 8"OC WI 135 SECTION A-A I 1 -I-` REF PLAN , N ° 1/2 GALV SCREWS TO 4" DIA PERF FND DRAIN SET IN M CENTER OF • HOOK EA END „ SECTION A-A FREE DRAINING GRAVEL FILL SILL PLATE, EACH SIDE i • • - � WALL FOOTING REINF, -t �c • �, o a N7 REF PLAN 17700 SW Upper Boones Ferry Rd LONG REINF ,�, • / . zv N Suite #115 AallA STEEL COLUMN REF PLAN 1 v( J Portland, Oregon 97224 ?u (� • 1 N Q T- 1I J i 1, / r,, : • . . :- co 2"/---)'3 1/2" �2 1/2" 1/4/ Job #: 17-T051 - SIDE PL1/4x5x0-51/2 W/ 1/4/ TYP ,F / - --�� • • • (4)SIMPSON SQs1/4x2" 3" 1!2/ +`� _ SECTION A-A GRID SECTION B-B POST, REF PLAN ,q A SCREWS TO POST 1"DIA NELSON STUDS Wl 12" \3"CLR EMBED IN THE FOOTING GALV BASE PL3/8x5 1/2"W/ (6)#6 DOWELS x L J 3"CLR / � 1 1l2" • NP\ (4)SIMPSON SDS1/4x1 1/2" #3 HOOPS AT COLUMN ALIGN WITH HEEL REINF "I 21 PIPE THROUGH STEM WALL / 3/16/ GALV SCREWS TO SILL PL TOP AND 6N OC ATC CENTER `i r / / , / �� EACH BOLT 8 Tw Lt \_3"CLR s5.a1 111 = 1'-0„ 1 1/2" ,, ', ROUGHENED SURFACE - SOIL Lf (1)#4 CONT ANCHOR ROD, - PT SILL PL, REF PLAN k J` '� I BLOCKOUT REF REF PLAN iv I I _ ---,DETAIL 7/S.500 -\\P- - / - - -� i I-III i RETAINING WALL SCHEDULE A "Al r ' 1 / i I I�_I I I ! I I-I 2"CLR 1 `` DIMENSIONS WALL REINFORCING FOOTING REINF I HSS COL REF PLAN • • • • • z I iv 1'-6" z Hw Hf Tw Lt 1 Lf VERT HORIZ DOWELS HEEL LONG EMBED PL 3/4"AS SHOWN -- CONCRETE STEM '♦ '� .� g °D W/(4)3/4"DIA x 8"NELSON 7** T* a WALL, REF PLAN u_ 4'-0" 12" 8" 1'-0" 2'-3" #4 @ 16" #4 @ 12" #4 @ 12" 36" #4 @ 12" (3)#4 BRICK VENEER REF ARCH STUDS / TOR OF SLAB L� \ • Y• - • -' • • 6'-0" 12" 8" 1'-3" 2'-9" #4 @ 12" #4 @ 12" #4 @ 12" 36" #4 @ 12" (4)#4 ` ,� •� }� AT END OF WALL CONDITION STOP CONCRETE FOUNDATION, 3"CLR `"`� • ' 0 CO THE PLATE AT END OF WALL REF PLAN �, 8'-0" 12" 8" 1'-3" 3'-9" #5 @ 12" #4 @ 12" #5 @ 12" 48,, #5 @ 12" (5)#4 ar:-.`` 1 0 • ' PIPE BY S "CLR REF PLAN • `' r'� STEM WALL REF8 / S5.00 -11 `'.'.;. OTHERS \ :.,..� AT SIM CONDITION REF 9 WOOD COLUMN BASE WITHIN WALL FRAMING 35 OUTDOOR CLASSROOM CANOPY-COLUMN TO FOOTING 30 RETAINING WALL ;° : FOOTING REINF, C.? -^- M rd. ~�' B REF PLAN CO fir/ RI S5.01 1" = 1'-0" S5.01 1" = 1'-O' 55.01 1" = 1'-0" .:4.,..,-.; 'CO Ia ~- Z '.L COLUMN CC 0 o - - -- 1•W HSS COLUMN \ '\ C 3' O STEEL COLUMN REF PLAN 4x6 DF NAILER W/ -- ,,,,,,,:---- r- REF PLAN 3/4"DIA THREADED 1 FOUNDATION \ �r'"� STUDS @ 12"OC = -rt.. DRAIN BY OTHERS REF PLAN FOR SIZE&REINF '�' COUNTERSUNK,TYP ,, d a) CO -2) 1/4 \ TYP(UNO) 1 ommoil -.6•10\ F- 1/4 / 3/4x7x(COL WW cIDTH+6") _ "' (3)#3 HOOPS AS 1/q/ BASE PL W/(4)3/4"DIA x 26 CORNER COLUMN CONNECTION TO FOUNDATION 22 FOOTING BLOCKOUT AT PLUMBING PENETRATION a) = .� 8"EMBED A307 ANCHOR1" = # +i „ = �� UO SHOWN, 1 1/2"O.C. 1"x14"x14"BEARING PL W/(4) , 1 112' TYP BOLTS 55.01 1 -f0 S5.01 11 -0 o E � -0 3/4"DIA.x 10"NELSON STUDS 1"±NON-SHRINK 1 J d/ .4-li i GROUT 1 2"CONC STEM WALL 2 C.) m REF ARCH (3)#3 TIES 1 1 - 1 1/2' �. SLAB ON AS SHOWN „\ C10x15.3 CHANNEL GRADE 14 ir s 1 , ROUGHEN JOINT ��„��: 1 1/2 \ BLOCKOUT REF CZ DETAIL 7/S.500 E ,. cr) (1) . /1 / .„ „ „., ., ,, , _ ,, ---„ , 4 a i 1 'i:' w a) iv CONCRETE STEM 1" �` 1" C5) -- 7 1/4/ WALL REF PLAN .I�! ,=�i' TRENCH WALL AND SLAB-ON-GRADE 114 ill III C I III ( {III Ili { -.. ..n. -I - 112x4x1'-4"EMBEDDED ROOFING EF ARCH CONTROL JOINT I I -I I I I l I I 7 I III III-I Il BASE PL I I , 1 1 1 III I , ,� 1 I 1 1 I I _ SECTION A-A _ 1/2"PRE-MOLDED JOINT 12" _ FILLER,TYPICAL AT z PIPE BY OTHERS KNIFE PLATE -'cry PERIMETER 1'-6" - (4„MAX) ,' / #3 TIES @�"Oc� (2)#6 DOWELS L6" A /1 C10x15.3 CHANNEL I 3"~ ` N • •• • W/135° HOOKS, DOOR FRAME _ T TYP of TYP _ _ __ . -,,._ REF ARCH A ---' „. _ . _ . FOUNDATION,REF PLAN 32 HSS COLUMN TO STEMWALL AT CENTER 1/7'EMBEDDED PL {IL _ _ S5.01 E . A _ 36 FRONT ENTRANCE CANOPY FOUNDATION NELSON STUDS _ B - . 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PLATE ABOVE _-rrs _� � .:'vim9 �� 27 FIRE DOOR STEEL FRAME TO FOUNDATION 23 PIPE THROUGH STEM WALL AND TRENCH WALL - I ♦ `� �- STEM WALL 55.o1 1" = 1'-0" s5.o1 1" = 1'-0" phase BID AND va I 2"--\ BRICK VENEER PERMIT SET BY OTHERS WOOD COLUMN, REF PLAN, A I 711I+ KNIFE PLATE 3t8"x14"x12" •-•"-.... _- #4 AT 12"OC SECTION A-A \ PROVIDE FULL BEARING ON WITH(4)3/4"DIA A307 HORfZ REINF / date 02.09.18 >I EMBED PLATE I COUNTERSUNK BOLTS 6"MINA N FREE DRAINING 4x6 W/NAILER AT EACH FACE OF -1 3/4" EMBED PL 3i4"x 10"x 1`-7" Wt GRANULAR MAIL REF .1\/ COLUMN W/5/8"DIA A36 THREADED HSS COLUMN, (4)#3 HOOKS(1)AT VOLLEYBALL SLEEVE EXTERfOR,301L #4 AT 12"OC HORIZ = (4)3/4"DIAx10"HDD STUDS � ,s�--' #3 x TO TIES AT 4"OC SOIL ENG REPORT VERT REINF FLUXED STUDS WELDED TO REF PLAN _ �i� revisions _ EACH SIDE OF SLEEVE I , #4 AT 12"VERT aX COLUMN AT 24 OC, FOR ENTIRE ti ,�, NON-SHRINK GROUT, in CONC SLAB-ON-GRADE, HEIGHT OF COLUMN-TYP, EDGE 3/4"BASE PL,W/(2)3/4"DIA � REF MANUFACTURER ' 13RI201$ REF PLAN Zm A307 ANCHOR BOLTS I ASI-01 15/16/2018 p \ -= \ #5 AT 6"OC NAIL WALL SHEATHING PANELS TOI r A Al #4 x 36" DOWELS AT 12"OG ) PP/ ROUGHENED JOINT 1 1/2"CLR-�i VERT REINF EACH STUD ATCOLUMN -� • ''9 ; r BACKFILL jj ASI-03 6/15/2018 < N \ "' 54" I I 2.. MATERIAL ' • 4/4 E r , #6 x LDOWELS AT 6"OC _ Z, �„ �� PER SOILS a) • • •-- -� • • 10" g° TOP OF I 3/16 ,/��c moo 2 c.� �- �..._ _� z % STEM WALL = / /��( ! �1 v REPORT , EXTERIOR SLAB N RADE PERF FND DRAIN SET 1N SLAB-ON-GRAQE N, i.._, ,., i "4.NON-SHRINK II 1 O G Cli r- -+ --� FREE DRAINING GRAVEL FILL. , J REF PLAN �• / '� GROUT '11, + J NREF CIVIL FOR MORE INFO /r �' `'c� I, in C 4 #4 VERTS W/ -� a #6 AT 12"OC CONT REINF �i • I _ ,. SURFACE ,� fi • 7 ROUGHENED /. ( ) STD HOOK 1 1!2"TYP f/ wQ L •I / A I rir 'R (2)#4 BARS, EACH WAY 3 1 / I ♦ a o • 1 #3 TIES 1 112 OC AT TOP CLR , t I project# �I 6�}rJ4 `�\ ` - AND 8"OC ELSEWHERE 18" z O INTO FOOTING LI -1 Ny � �'-` �' FOUNDATION DETAILS D • • • iy { / SQUARE FOOTING / 2� CONCRETE �� 3"CL' `---__, 1� 4 AT 16"OC CL FOOTING, iii (3)#5 DOWELS [12" , • Oz REF PLAN 3 CLR j lel-3" l L1.! / �� 3"CLR 8`-0"WIDTH / 2'-6" CLR y t 7 LiJ '' '� 2'-5" 8" 8" ch LU e� (9)#5 LONG REINF (1)#5 CONT J / cow. ASI 03 S5 . 01 - ,t-- !fr.); (4)#4 LONG BARS AT EQ SPACING N 40 INTERIOR EXPOSED GLULAM COLUMN TO FOUNDATION 37 RETAINING WALL AT GYM 33 CORNER HSS COLUMN TO STEM WALL 28 VOLLEYBALL SLEEVE THICKENED SLAB 24 EXTERIOR CONCRETE RETAINING WALL AT GYM C I S5.011" = 1_ " S5.01 3/4" = 1'-0" S5.01 1" = 1'-0" S5.011" = , 1" 1'-0" - 1 0 1 -0 s5.o1 = coc) 6 f r STEM WALL , 4" , GL COLUMN REF PLAN i STEEL PIPE EQ EQ i t � 0 ,7 REF PLAN � --- X tX 114"x4"x10"KNIFE PL W/(2)5/8" ii 1 ii, 1 1/2"� r®7 DIA COUNTERSUNK BOLTS _ EDGE OF BASE PLATE ABOVE 2" 5 1/2" 3/4"x8"X8"EMBED PL W/(2)3/4"NELSON - SLAB-ON-GRADE, REF PLANSTUDS-8"EMBED IN THE STEM —411 3" ° SECTION A-A •• (2)#4 CONT J 1- - • I = Eca i l.; �i �-, ti a STEEL PIPE, -44\s\ 2 ¢ EQ REF PLAN ��\s// L, _v CONCRETE '\� , `"' tr I SLAB-ON-GRADE 3/16 3/8"KNIFE PL „ „ �, - '_-" j [ I I 3/4 x 14 x 8 PL W/(2) �� 8"CONCRETE_______-----v z 314"ANCHOR BOLTS • \'' STEMWALL - TOP OF STEM WALL cUGTU 1 44 S ` �.��\ _ .•� 2"+/-NON-SHRINK �,© PROFen GROUT � #4 HORIZONTAL @ 12"OC ' I-- ,>44k ` '- REF DETAIL 8/S5.00 0 QI �- FOR STEM WALL AND try A 8" EMBED . A j1 '.4 • •_— —• REINF INFORMATION a #3 TIES @ 1112"OC AT TOP _ .c • L AND 8 OC ELSEWHERE UREfi�QN SIZE&REINF 1 A / 1-. . / GORYON REF PLAN -4,-____________ (3)#5 DOWELS 6" I EXPIRES:{ 30-2011 — A 47 GLULAM COLUMN TO STEM WALL AT STEPS 44 CORNER HSS COLUMN TO STEM WALL 41 NOT USEDr...-z-________!.1__ ______. == - °-v- - =-_= 55.02 1" = 1-0" S5.02 1" = 1-0" s5.02 1" = 1'-0" 1 1/2" 1 1/2" _ _ s— i� is ,n SHEAR WALL-REF SHEAR WALL CL OF WALL \ 3„ ______/\,___ SCHEDULE FOR MORE INFO AND FTG fi 4, AIR GAP __ PT SILL PL,ANCHOR BOLT SIZE AND REF ARCI- F I� O E L I H NON-BEARING EXPOSED h' PL WASHER REF SHEAR 5/8"x 51/2"x6"PL W/ GL COLUMN REF ARCH SPACING REF PLAN AND SHEAR WALL NELSON STUDS AS SHOWN SCHEDULE(SILL PL IN CONTACT W/ / ', WALL SCHEDULE AND CONCRETE TO BE PT) DETAIL 9/S8.00 ENGINEERS A z SLAB-ON-GRADE, ; n ; 1 1/2" 1//4x4x0'-10"KNIFE PL W/ 4"BRICK VENEER, , I a z REF PLAN (2)3/4"DIA COUNTER SLAB ON GRADE 17700 SWUpper Boones o g I SUNK BOLTS REF ARCH /; , REF PLAN SLAB REINF, tI _ oo es Ferry Rd op Fc REF PLAN EDGE NAILING-REF SHEAR A Suite#115 -"•�I�=.. REINF REF PLAN Portland, Oregon 97224 cr��: j ,` WALL SCHEDULE , �_` \ • = . a _, t '` Job#: 17-T051 / . a� F_te , II . • 2� �, Q —III II 't I=11 , r •I 0 3" FOOTING SIZE 3"CLR " CLR SLAB-ON-GRADE &REINF, CONTROL JOINT REF PLAN 1/2"PRE-MOLDED JOINT FILLER,TYPICAL AT KNIFE PLATE I PERIMETER 3�" I TYP + -1--+ 48 NON-BEARING EXPOSED GLULAM COLUMN TO THICKENED SLAB 45 INTERIOR BRICK VENEER AT MAKER SPACE \'1/4i 1 1/2„1, ._ �. \ s5.02 1,. = 1'-0” s5.02 1" = 1'-0" 5.... 4 1/4" ■n.ue • .11.11 It 1 1/2")\- 0 Cr) EMBED PLATE // t 0 WOOD COLUMN, REF PLAN CO O N LIN 0 N-- ..,,C tz Ca V 0 p w PL WASHER REF SHEAR SECTION A-A O CD F--z WALL SCHED AND DETAIL U cn Q 9/S8.00 `L7 SHEAR WALL,REF / •`•' r �_ ;:;. . {2)#4 CONT @ TOP A I A a) 2) SHEAR WALL SCHEDULE .I`/% .� WOOD COLUMN, REF PLAN, 1 I 1'1 KNIFE PLATE 3/8"x7 1/4"x12" F" /% —.CONC SLAB-ON-GRADE, REF PROVIDE FULL BEARING ON WITH (4)3/4"DIAA307 W c C' -'-r • AIR GAP AND VENEER REF ARCH - " PLANS FOR ADDITIONAL EMBED PLATE I COUNTERSUNK BOLTS ""� �'� ( INFORMATION Ncu Al I — REINF REF PLAN EMBED PL 3/4"x 7 3/4"x 11 3/4" 0 PT SILL PL,ANCHOR BOLT SIZE AND SPACING / Wl(4)314"DIAx10"HDD STUDS �� #3 x TIES AT 4"OC o E I-- REF PLAN AND SHEAR WALL SCHEDULE(SILL �!. TOP OF SLAB MAY - = PL IN CONTACT W/CONCRETE TO BE PT) NOT BE FLUSH WITH III �n` CONC SLAB-ON-GRADE, .o• REF PLAN �■ y.: TOP OF STEM WALL. --; _ S. STAGGERED EDGE NAILING-REF SHEAR : REF PLANS FOR TOP .:a PP/ WAIL SCHEDULE. :; .�•� OF SERB LOCATION N /- ROUGHENED JOINT �■ COCU ,r) E C2- 0) c) . icp ._ ,=> !.... , , $1: 1 i 1 • r .GG / 7 . ii. „ r . ii. ce F— 2 ♦.. • II \ . ,.=1 N . . ' il: ,-, AI -1- n v SHEAR WALL REF PLAN& 3x10 RIP TO FIT PT SILL PL („_� / IF STEM WALL HEIGHT IS / IN i0” i___\____, \ SHEAR WALL SCHEDULE ` GREATER THAN 2-6 ADD r- ..•- �/C �' FLOOR TOPPING REF PLAN (4)#4\/EKYs WI �, /// z ADDITIONAL#4 HORIZ @ �' SHEAR WALL EDGE NAILING 1 1/2 TY g g 12"OC -1 Lb / �`" STD HOOK 6 //1 FLOOR SHEATHING AND CONT INTO FOOTING - tr —#4x L DOWELS @ 16"OC w o I �' DECKING REF PLAN ` �,, -' (ALT HOOKS) U i*) -I,ar_ 0 8 EXTERIOR SLAB-ON-GRADE ;AK pi# • „+ • ``-— KEYED(OR (NO SLAB AT SIM) , • _ • • Lt-44,,P4-#4. ;l ,,,,�� : ROUGHENED)JOINT CONCRETE , I :!!*� .. FOOTING, --1____,-- 3" -�,-- 3"CLR , %, ; REF PLAN 3"CLR / j, , , A FOUNDATION DRAIN BY OTHERS REF PLAN FOR / SIZE AND REINF / / _ •- E Mit SIMPSON A35 AT 4=0"OC = R PT 4x6 W/5/8"DIA V vi 49 EXTERIOR WALL AT FOUNDATION -WITH VENEER #4 AT 12„ 'OC 6”MIN BOLTS AT 12"OC 42 INTERIOR EXPOSED GLULAM COLUMN TO FOUNDATION D S5.02 1" = 1'-0'" EMBED S5.02 1" _ 1'-0" HORIZ REINF _ 'cm FREE DRAINING GRANULAR MAT'L REF SOIL ENG REPORT • ERT REINF Tu o 46 #5 AT R IN � � �a VERT REINF _co L1 1/2"CLRsa ---__ phase BID AND • o 54 r coI 6x10 FULL HEIGHT POST #6 x DOWELS AT 6"OC I PERMIT SET 10" 8" date 02.09.2018 I SHEAR WALL SHEATHING REF PLAN73 - -' PERF FND DRAIN SET IN FREE SLAB-ON-GRADE DRAINING GRAVEL FILL. REF • REF PLAN revisions CIVIL FOR MORE INFO �/<2-\' ' \\\/��/ ADD-05 13/21/2018 1 ' ., ' CD • . • ASI-02 15/31/2018 o 1311 #6 AT 12"OC CONT REINF \/,\!t.}? a) C / 1 / \O r • • i • • • • co HDR TRIMMER 2x WOOD WALL REF PLAN / �• 2 1/2"CLR cn 8'-0"WIDTH project# 16054 E ti (2)SIMPSON HDUI4 HOEDOWN 3"CER-- 2 -6 �� „ 00 (1'-0"EMBED INTO FTC) 3 CLR FOUNDATION DETAILS (9)#5 LONG REINF (1)#5 CONT 1 oz w tOiLiS5 02 0.u_ 50 _ EXTERIOR WALL AT FOUNDATION -WITH VENEER 46 CORNER HSS COLUMN TO STEM WALL 43 NOT USED o oerj a S5.02 1 1/2" = 1'-0"" S5.02 1" = 1'-0" 55.02 1" = 1'-0" 0) N-r: s° calif"(13A = SIMPSON LSTA30 STRAP AT / 1/4> EACH JOIST,STRAP TZ ©@ 3"OC, USE EVERY OTHER HOLE NOTE: USE EDGE NAILING AT ALL INTERIOR SHEAR WALLS AND DRAG STRUTS, UNO ..- • BEAM, REF PLAN 41i- 2x SOLID BLOCKING - BETWEEN JOIST 11111110-** 11/2/ CONC TOPPING SLAB REF PLAN 'kr WEB STIFFENER BY JOIST (2)0.148"DIA x 3" -......- PLYVVOOD SHEATHING,REF PLAN - MANUF IF REQ'D ..,. ........_ ,...r,. 44'" NAILS,TYP oTop .,...f. ...--• -_ -_,-,,-..----c ,.- ----------- „_----- - ---, --_-- ,,_ .....„ FOR DETAILS 00" DBL TOP PL/DRAG FRAMING MEMBERS EDGE NAILING TO AND COLUMN I i ,7"."''''''...../ STRUT AT EXTERIOR BLOCKING/DRAG STRUT ----- _,---,, CriNK ,:.1,r,...--.0,:„.t.4:.w.,-;,;-..,.-.,..,-,..,,,-,--,,,,,,,,,7...-,_.::4.x./..,,,iI 7 J( k...... PERPENDICULAR . . COLUMN BELOW -./.....7_,>-f SIMPSON ECCL COLUMN " -.,„.. •,) WALL,TYP 7 I ---r 1 71 4:1 C CAP W/SIDE BUCKET ,0"- , EDGE NAILING TO CL OF BEAM BLOCKING/DRAG --\ 11 I I \II I AND COLUMN SECTION A-A t -,&-z-4--". STRUT I I I I I I I I I • FIELD NAILING 1 I I I I I III 11 P, Ir..,:141,36:17 fr 71 \ / N I-JOIST REF PLAN HANGER AND WEB STIFFENER (IF REQUIRED), REF PLAN AND (4)0.14TDIA,TYP =.-_7_,.-.1.:. I I I I • 1141 1.1 I I II 1,11 I I sI IP-------'11 . EDGE NAILING t4 I BLOCKING WHERE ti JOIST SCHEDULE 14111060.1.1 ',-; a--, .....-, 0.148"DIA x 3"NAILS REQUIRED,REF 10 Pe.s. I' A. octiN II © \ . OPEN WEB TRUSS -if =/1 STAGGERED II * 4op 41(7 / 1/4 > -7---- - ri p II _ 0.148"DIA x 3"NAILS EDGE NAILING TO 4111% I I 11 1.i , 11I a di 4 BEAM , @ 6"OC, BLOCKED EDGES -• 1 WIDTH GL REF PLAN , : STAGGERED 2x PLATE WHERE REQUIRED ON • i• / 14\t : BEAM,REF PLAN +1 1/8" ,, BELOW,TYP PLANS AND DETAILS 11 I; viirdrAREGO , 1/4"SIDE PL'S W/3/4"DIA 1 /- 00 I I l'' # / lf• I EXPIRES7:0-2011 1/4/ THRU BOLTS AS SHOWN 9 OPEN-WEB TRUSS AND I-JOIST TO BEAM . -.ay.- 1 <jj4r* ROOF OR FLOOR SHEATHING, REF PLAN II . I ---------„..t1 BEARING PL X"x AS SHOWN S6.00 1" = 1,-0" ii,.., HSS COLUMN REF PLAN ' STAGGER HORIZONTAL PANEL JOINTS --........._ SHEATHING EDGE NAILING \-WALL SHEATHING, REF PLAN 0.148"DIA x 3"@ 9"OC,TYP _L. 1_1_ 1 1/2"LSL CONT BLICG W/0.148"x 3" TOENAILS @ 8"OC&SIMPSON A35 @ 24" 14 CORNER COLUMN CAP AT HSS COLUMN FLOOR SHEATHING -1 OC UNO, REF SHEAR WALL SCHEDULE 4 WALLFRAMING AT CORNERS AND INTERSECTIONS 1 PLYWOOD FLOOR OR ROOF DIAPHRAGM PER PLAN 1 ...---••••_ S6.00 1" = 1 s-.0" S6.00 1" = 1'-0" 6.00 318" = I-0" .-- - /- FFLEOROFR TOPPINGN ir able----"- ip, -----.4 -_-. , 4'-0"MINIMUM v NOTES: ,,:, 1 I / ' WI(12)0.14Er DIA x 3"NAILS AS SHOWN(EQ SPACED) ' 1. W INDICATES WIDTH OR DEPTH OF MEMBER • - - _ _,..., 2. ALL HOLES SHALL BE DRILLED,NOT SAWN -_ - _-....,........-- <-, I -a-, I L 3. ALL NOTCHES TO HAWE CORNERS PRE-DR1LLED. _,,,,.._• -- .... _;;; • I I -1 OVERCUTS WILL NOT BE ALLOWED NOTES: 1. PURLINS NOT SHOWN FOR CLARITY, REF PLANS . OVERSIZED -- FROELICH 2. CONTRACTOR'S OPTION TO SUBSTITUTE BUILT-UP _..1 / \ NOTCH OR HOLE I I COLUMN CAP W/SIMPSON ECCQ COLUMN CAP EDGE NAIL ____,---- \._ CONTINUOUS IN SILL PLATE ENGINEERSE WEB STIFF BY DBL TOP PL __..------- JOIST MFR AS 4" 4" 5 1/2" 9" 1'-0" 6" CONT DBL TOP PL, REF REQ'D -/-44\N- STUD WALL X / / ' /I / / / FLOOR OR ROOF SHEATHING, REF PLAN BEAM, REF PLAN ,i 7 1 5 / S6.00 FOR SPLICE CONNECTION ' WALL SHEATHING,REF PLAN ---- I-JOIST PER PLAN -/- NOTE: -/- jr ce...N ii'D I ji 1 3/8" . ..-1 1 MAX 1 I MIN 0 MIN MIN , 0 W 17700 SW Upper Boones Ferry Rd MAX Suite#115 Portland, Oregon 97224 Job#: 17-T051 WHERE 4'LAP IS NOT ACHIEVED USE ADDITIONAL ANCHOR REF SCHEDULE .,--''---w: STRAP CONDITION SHOWN IN6 / S6.00 ROD EACH SIDE OF BELOW ..ii... 2x STUD WALL, REF PLAN NOTCH OR HOLE 1 1/Z' ',... 1 <-> SILL OR SOLE PLATE-PLAN VIEW 1/4> \ © \-' 0 ... CO) FLOOR JOIST TO BEARING WALL S6.00 1" = 1'-0" 5 DBL TOP PL SPLICED - NAILED S6.00 1" = 11-0" SIMPSON RPS28, EACH PLATE 3" 2' )( 1'-4" ,' 1'-0" / ,..„.. Iv I Nv 'N\\\\" NOTE: AT SIM CONDITION MAX MIN MIN PL 1/4"x9"x0'-9" EACH SIDE OF 1 I 1/4\ BEAM W/(2)3/4"DIA BOLTS JOISTS ON ONE SIDE RUN i , / NN.._ BEARING PL 3/8"x9"xBEAM WIDTH+1 1/8" PARALLEL W/BEAM SHEATHING,REF PLAN SIMPSON MSTA30 STRAP 1 3/8"MAX-- • jr L-J 0 0 jr 1 \ A•••01 (3)SIDES / / STEEL COLUMN, REF PLAN / BEAM, REF PLAN FOR SIZE CENTERED ON ALL DBL TOP 4 / 1/4 FLOOR TOPPING, REF PLAN \ REF SCHEDULE ....... PL SPLICES(TOP&BOTTOM BELOW 5111=1111 I PLATES) DOUBLE TOP PLATE-PLAN VIEW '',.;)"-V.T" ';;;c:';'2',:";;;" '';;;-'' ',;: ;;;-:,'-',;:',5,"'',;,-';;;'';','',,--2-•,',2"„';'i,;-,-,1 W 6" 0 Cl) _t__,,,__L__ I TOP PLATE SPLICE 0.148"DIA x 3"NAILS /1/ t / MIN I / 0 LESS THAN 4'-0" /i' @8"OC STAGGERED SIMPSON SS1.5 AT ALL NIC (TYP) --V- •••••,. •a--, NOTCHES UP TO 23/8" \ I J I Co) ...... 15 ECCENTRIC COLUMN CAP AT HSS COLUMN 2 L. . • CO 0 RI S6.00 1" = 1,-0" z cq 0 A; f.0 --- r I , , s I • -2 3/8"MAX II411 a''C -L I I . 0 s•\ REF SCHEDULE I-JOIST, REF PLAN IL I-JOIST,REF PLAN °-.\"--- STUD WALL CO 0 0 z 1" BELOW "to /,----------- CLR *NJ CY) HANGER AND WEB STIFFENER C (f) A2 (IF REQUIRED),REF PLAN AND \ _ SOLID SAWN JOIST ELEVATION %...i STUD WALL REF PLAN&WALL JOIST SCHEDULE (REF MANUFACTURER'S REQUIREMENTS FOR I-JOIST) 01) SCHEDULE -Vs*--- -V' -/- --/-- = -6 z E ... CO WALL SHEATHING&NAILING ilo -- - SIMPSON RPS28 Lu REF PLAN&SHEAR WALL -. -----Ae---- 2x CONT BLKG BETVVEEN ALLOWABLE SIZES OF DRILLED HOLES CCS --c2) > SCHEDULE BLKG W/0.148"x3"NAILS @ 6" 11FLOOR JOIST TO GL BEAM 6 DBL TOP PL SPLICED - STRAP , }-- o o . _ z m OC TO DBL TOP PL UNO S6.00 1" = I-0" S6.00 1" = V-0" MAXIMUM HOLE /---/-----W/3 MAX MEMBER Ill c DBL SOLE SOLE PL WI 1/4"x 8" DIAMETER SIMPSON SDS SCREWS @ (11) = _Y 'A 12"OC UNO, REF SHEAR 0.148"x2 1/2"NAILS @ 4"OC TOP PLATE 0 = WALL SCHEDULE TO BLKG 2x KING STUDS EACH SIDE OF POST W/(8) SILL PLATE W/3 0 E I- 0 LL,0 ---v\-- SOLE PLATE 1:3 1- 0.148"DIA x 3"NAILS TO BEAM AND 0.148"DIA milia CD I _.1< SHEAR WALL EDGE NAILING FLOOR TOPPING REF PLAN STUD ELEVATION ILI x 3"NAILS @ 6"OC STAGGERED TO POST z JOIST W/8 2. c.) 73 <0 FLOOR SHEATHING REF PLAN ---...-- ,--- SIMPSON MST48 STRAP CENTERED Li_ WALL SHEATHING SIMPSON A35 FROM TOP PL TO -\ ON BEAM W/(50)0.148"DIA x 3"NAILS POST OR DBL STUD ABOVE 1 CO co ' SPLICE LOCATION ibli -..•i..... I KING STUD EACH SIDE 2 ALLOWABLE HOLES AND NOTCHES IN WOOD FRAMING E _ A 0 0.) 0 C.D J S6.00 1" = 1 t-o" 0,) .4,, ...... <=, z 0 ... .. I 1 It i i\ \' II I I i I I I VERTICAL GRAINED SOLID FIELD 7(161-13 I r CUT BLOCK TO FACE OF WALL 1.... IX 1--- 0, ZNOTE: (MATCH WIDTH OF POST ABOVE) -1 CONT DBL 2x TOP PL WI \-- DBL TOP PL w-i 444-444 - TYPICAL HEADER BEARING 0< SPLICE REF 5 / S6.00 I 2 ...._ i CONDITION W/(1)CRIPPLE MAX -....•-•- _ . _ . . / = / -. &(1)KING STUD NEED NOT -J 2x FLAT BLKG @ 48"OC 1110 COMPLY WITH THIS DETAIL. 1- (FIRST BAY ONLY) z< i 0 -----, -7_----!--- I- WALL SHEATHING&NAILING - "7 K \ EDGE REF PLAN &SHEAR WALL ____ 7 I \ • \EDGE ''- - - SCHEDULE BEAM REF CONT RIM JOIST o\ c, \ DIST EDGE DIST . . 0\-- DIST STUD WALL REF PLAN / •,444,4 PLAN '‘I *"' \__ _ FLOOR JOIST BEYOND z r) < ,k^EDGE DIST < . - r---- - -ri , • "" ------ - °112)-i•-_- _ _ ___ _ _ „.I _ __ - &WALL SHEDULE E71 - ,,,_ 6x SOLID - POST RIPPED a C,) -`•-, a . . a_ u) •. , _ , _ - - -Jir-- OPEN WEB TRUSS TO MATCH N''''' ''--- POST OR DBL STUD BELOW 0 z 0 z • .. _ - _ / 3/4xTRUSS SPACING MIN REF PLAN - BEAM WIDTH _ (MATCH SIZE UNO)ALIGNED 5 Z.3 . < E / W/POST ABOVE a_ a 6. [3 c. a< co ,,.__ - _ L.;.• - - - --- e 16 OPEN-WEB TRUSS TO EXTERIOR WALL- PARALLEL BEAM POCKET IN WALL 7 CONTINUOUS POST LOAD PATH --v\--- ---,P--- -__ _ , -, cl) S6.00 1" = 11-O" S6.00 C) 1" = 1'-O" S6.00 1" = I' 0" ---VA--- c ._ cr) c , 11) . .NOTE: 0 s' .. DO NOT INSTALL NON-BEARING z 0 0 - PARTITIONS UNTIL FLOOR DEAD < CD LOAD IS IN PLACE. a. 2 Cl) s.._. 4-6 1/‘-- __\/\__.... ..„1: T1 a ____, SIMPSON 0 0 - __.+77- STUD WALL REF PLAN&WALL TOP PL 3/8"x 8"x5"W(2) SIMPSON DEFLECTION GYPCRETE WITH DEFLECTION CLIP, EDGE DIST---, 0 E SCHEDULE 5/8"x 41/2"LAG SCREWS CLIP, REF SCHEDULE CEMENTITIOUS REF SCHEDULE ,1/ < 0 BELOW(MAY OCCUR UNDERLAYMENT AS BELOW(MAY OCCUR a. u) co phase 1 BID AND wBOTH SIDES OF JOIST/ OCCURS, REF ARCH IBOTH SIDES OF JOIST EDGE\ ° '. a I > ,TYP-EASE BLOCKING) /BLOCKING) \--DIST PERMIT SET WALL SHEATHING& 3/16 /GLULAM DIST \ = = ------ NAILING REF PLAN& DBL SOLE PL W/1/4"x 8"SIMPSON SOS , 1 1/2" 3 112" \MEMBER AT ; 1 ,„ , ,i,,, _ i SHEAR WALL SCHEDULE SCREWS @ 12"OC UNO, REF SHEAR 3/16 SINGLE ROW DOUBLE ROW "I <--' WELD - 1 --. -1 ;-,1- - IA - - t 1 (2x4) (2x6&LARGER) date 1 02.09.18 -Ts z.-:-. WALL SCHEDULE i = ui W/0.148"x3" / 2 W - BEAM, REF PLAN 2x BLKG BETWEEN TRUSSES 0 NAILS @ 6OC" ,\ •-I. .a-,. i- /- 0.131"DIA NAIL revisions (7). ill at2 TO TOP PL UNO ON SHEAR FLOOR TOPPING REF PLAN 3" , .! f jr ._ - EACH END c1 z <0 WALL SCHED FLOOR SHEATHING REF PLAN =•--, i mu 3" 111111/ In 1 rh,,___ Ft rli FASTENER FASTENER FASTENER ROWS OF ct.1--F BUILT-UP MEMBER FASTENER SIZE (--3 • , , ', SPACING END DIST EDGE DIST FASTENERS ja- WALL SHEATHING 1 1/Z' V.. ....,.... PLACE NAIL NO --'r" L112„mAxNN.„,,_ Yil 11\- 2x4 BLOCK @ 24"OC, 0_ \-. SPLICE LOCATION ..11 Y ,/ 1-. LOWER THAN MID FLOOR JOIST, (2)2x4 0.148"x 3"NAIL 8" 2.5" 1"-1.5" 1 -STAGGER E o v.:- SLOT,LEAVE 1/16" 1/4"MIN REF PLAN 1/2"MAX NOTCH AT BOTTOM W Z 0 14 -4 ---^,-1 -‘j V,1 ,- -",-. -> CHORD OF JOIST BETWEEN CLIP 1/4"MIN (3)2x4 0148"x 4 1/2"NAIL 8" 2.5" 1"-1.5" 1 -STAGGER I a Nr• AND NAIL HEAD, LC) z , I-\-- TYP (4)OR MORE 2x4 1/2"DIA BOLT 9" 4" 1.5" 1 -STAGGER A © , „ NIN__ NON-BEARING PARTITION WALL,TYP -/.9 CD 0< / ---+- ---/--- (2)2x6 0.148"x 3"NAIL 8" 2.5" 1"-1.5" 2 DOUBLE 2x TOP PL W/ 1 0 1-* If) = _10 SPLICE REF 5 / S6.00 a--, in c Lill- N BACK PL 3/8"x(5 1/4"&7")W/ ' , (3)2x6 0.148"x 4 1/2"NAIL 8" 2.5" 1"-1.5" 2 3/4"THRU BOLTS AT 3"GAGE " I WALL HEIGHT DEFLECTION CLIP(S) a r-ir 6 ,,,,___ 1 (4)OR MORE 2x6 1/2"DIA BOLT 9" 4" 1.25" 2 project# 16054 = 0 WALL SHEATHING& .,_ KNIFE PL 3/8"x AS SHOWN WI(3)3/4"DIA THRU BOLTS 14'MAX (1)SIMPSON DTC @ 24"OC 0 1-- o NAILING REF PLAN& ST (2)SIMPSON DSC @ 32"OC((1)EACH SIDE OF FRAMING) NOTES: 0 SHEAR WALL SCHEDULE ALIGN UD FLOOR FRAMING DETAILS 1. PLYVVOOD SHEATHING OR GYP BOARD FASTENERS SHALL BE STAGGERED TO EA STUD IN BUILT- 0- UNDER EACH OPEN BEARING PL 3/8"x 20'IVIAX (2)SIMPSON DTC @ 32"OC((I)EA0CmcHIN:E OF FRAMING) (((21))SDI MT CP(2)SIMPSON CD TEACHC&(2)SIDE STC OF@4F8R'A' UP MEMBER. o WEB TRUSS BEAM WIDTH M-1Ce. 2. NAILS&SCREWS SHALL STAGGERED EACH SIDE OF BUITL-UP MEMBER. ci. ffir3 STUD WALL, REF PLAN& / o 3. BOLTS SHALL HAVE STANDARD PLATE WASHERS BETWEEN WOOD AND BOLT HEAD AND NUT HEAD. .1-Cli WALL SHEDULE N_ 34'MAX (2)SIMPSON DTC&(2)STC @ 32"OC 4. NUTS TO BE TIGHTENED TO INSURE ALL WOOD LAMS ARE IN CONTACT. -4-- ,,,..._...--- - OPEN WEB TRUSS ((1)DTC&STC EACH SIDE OF FRAMING) 5. 1/4"DIA SDS SCREWS OF SAME LENGTH MAY BE SUBSTITUTED FOR NAILS W/9"SPACING&4"END 0) I DIST. MD REF PLAN 4 ..,‹ cx S611100 is- in cv 'i,13 17) OPEN-WEB TRUSS TO EXTERIOR WALL - PERPENDICULAR 13 BEAM CONNECTION TO BEAM 8 NON-BEARING PARTITION WALLS AT I-JOISTS 3 BU1LT-UP POST NAILING Lop S6.00 1" = 1'-0" S6.00 1" = 11-0" S6.00 1" = 1'-0" S6.00 1" = 1'.-0" r-7-,---,----------7:- ---7--------17 _,---:-: LoC) J J r f> 1 A i'2•°Y REF ARC 6Rx1pSpOELDI DT oP 0 S T.T c H FIRE WALL BY OTHERS 9 STUD WALL REF PLAN [44 .,---'-, (lawill**)Q.."") DOUBLE --____ FILLER STUDS BEAM WIDTH ,,-,. TOP PL ,- STUD WALL - , --------------„,i / .90 :2 2x SOLE PL WITH STUD WALL REF PLAN&WALL •62120M..• AS REQ'D REF PLAN i '/////- " " If -. HEADER ONS11110.0111.11 SIMPSON MSTC48BC STUD WALL REF PLAN 0.148 x 3 NAILS AT SCHEDULE - • -4,, 2x STUD TO POST W/0.148"x3" N4` BENT STRAP 6"OC TO HEADER :• !_ _"-t-- r 1 .'"---, (8)0.148"DIA x 3" NAILS©6"OC STAGGERED - , FLOOR TOPPING _ DBL SOLE PL W/1/4"x 8"SIMPSON NAILS TO 2x SOLE PL VVITH ----_____ •• :- :,,,,,,_--- WALL SHEATHING NAILING REF PLAN& 0.148"x 3"NAILS AT . ---..„0„.... --; REF ARCH ,• . REF PLAN SHEAR WALL SCHEDULE SDS SCREWS @ 12"OC UNO, REF KING OPENING WIDTH HEADER-TYP DOUBLE 6"OC TO HEADER . , e; SHEAR WALL SCHEDULE STUDS / ‹. EACH SIDE BOTTOM PLATE FLOOR SHEATHING - _ - • REF PLAN -,,-' ,, WALL SHEATHING _ : _ ' . •: - -- LA 4------ HEADER REF PN 2x BLKG BETVVEEN TRUSSES W/ 0.1485(3"NAILS @ 6"QC TO BEAM \ ,- , k CRIPPLE 4rixL1T2EDDREFiRo#S,2RAuTNA0L L "."‘? :,;:i;:.:'s:? : ';ff ,'::;,'•: ;!-•',-',::.:: ;'!; :: :::-.!'iL REF PLAN , ..--•. 1.7 , i-\ 0 , STUDS :N FLOOR TOPPING REF PLAN .,==.• , Ce r- FLOOR SHEATHING REF PLAN HEADER REF PLAN - LL LAYUP BY OTHERS -•••=m,- // SILL PL's - WI -.77779 --e ARCH T -- --------r----- I ' • ,---- (2)0.148"DIA x • -AIM 3"FACE NAILS )( 1REF ARCH :41101111/11111.1i; •::1 GLULAM BEAM, REF 2x BLOCKING BETWEEN PLAN FOR SIZE -\\ @16"OC-TYP I-----j------'"i•-•._.-'1:7.:1:-_-"-- -:------- --7:7----.---,----: SIMPSON A35 • AT BUILT UP TRUSSES BELOW WALL , - AS SHOWN(NOT - / ‘1\ STUDS AT OPENING SILL PL --\1/4 REQ'D FOR SIMPSON A35 EACH ,-,..,. .-.r.-:, _.'ri, OPENING SIDE OF POST TO BEAM -..,r\_ BEAM GYPSUM, REF ARCH _ '' SHIM AS REQ'D 1 N__ HSS BEAM REF PLAN --. , ____.,L_____J. ....e_ r. g WIDTHS LESS THAN 61-0")TYP lOiiO4tR• '1/4X•I' el Ne4.% REF PLAN AND DETAIL 34/S6.02 SHEAR WALL I i•VA 4' 17 EDGE NAILING d 61 . A ,..4 LAkI1 ml......44 ._....., 3/4 x TRUSS 3/4 x TRUSS OPEN WEB , 26 INTERIOR FIRE WALL OVER DOORS INTERIOR BEARING WALLS(UNO) rip.A 7 OREGON.,- idloire• itgt,„ , cs -04/414 SPACING MIN / SPACING MIN - TRUSS REF PLAN S6.01 1 = 1'-.0" TRUSS REF PLAN /OPEN VVEB ----„,..) OPENING WIDTH HEADER SILL CRIPPLE KING STUD -1440ORY R.IV , • 0,-0"TO 4'-0" 4x8 (2)2x (1)2x (1)2x I EXPIRES:08-30-2011 1 4'-1"TO 6'-0" 4x8 (2)2x (1)2x (1)2x 30 HOLDOWN STRAP AT FLOOR BEAM @ 48"OC MAX 722) OPEN-WEB TRUSS TO BEAM 6'-1"TO 8'-0" 1 4x10 (2)2x (1)2x (1)2x S6.01 1" = 1*-0" jr SHEATHING ! 1 1" = 1'-0" J 8'-1"TO 1Z-0" I 4x12 (2)2x (1)2x (2)2x I //A: 2x4 DF BRACE. ,Li 1Z-1"AND LARGER I REF PLAN SIMPSON A34 N CLIP TO TRUSS ..• - WHERE SHEAR WALL SHEATHING IS REQUIRED ON BOTH SIDES OF WALL: TOP CHORD 18 TYPICAL HEADER CONSTRUCTION QINSTALL UPPER 24"OF SHEATHING PRIOR TO TOP FLANGE HANGER AND JOIST. OPEN WEB --, S6.01 1" = I-0" '7 ._41111,0 _ ,,, 2I PROVIDE BLOCKING, REF SHEAR WALL SCHEDULE AT TRUSS _441' \•=1 SHEATHING SPLICE ----1,.. A STUD WALL REF PLAN&WALL _ -- WALL SHEATHING& (-3.) INSTALL REMAINING SHEATHING AFTER WALL IS \ [A 1/2"MAX = 1/4"MIN • • d NAILING REF PLAN& SHEAR WALL SCHEDULE SCHEDULE -I-nt---7-- HSS COLUMN, REF PLAN r _ -;------- --,-7.7 . -•" .--11 ---=_= _- ._.:•..,'-----7...4,__-P r-• `-../ COMPLETED. (ELECTRICAL, PLUMBING,INSULATION, ETC.). \,7 En \ FROELICH WALL SHEATHING,REF SOLE PL,W/SIMPSON ), 131_ ° J-.›. FLOOR TOPPING REF PLAN PLAN &SHEAR WALL SDS 1/4"x6"SCREW @ ENGINEERSZ SCHEDULE 16"OC STAGGERED UNO 1/2"MAX/ ,,80.- __ SIMPSON DEFLECTION CLIP, ••••,-- 11\_. (3)0.148"x 3"NAILS (REF SHEAR WALL 1/4"MIN NAIL FLOOR SHEATHING TO REF SCHEDULE BELOW(MAY BEAM REF PLAN SHEAR WALL EDGE SCHEDULE FOR SOLE i OCCUR BOTH SIDES 0:,,,,,._____,.,,,.,•••- 2x6 BLOCKING REF SOLE PL -\\1/4 FLOOR TOPPING REF PLAN PLACE NAIL NO NAILING _.__v‘___._ PL SIZE&ATTACHMENT) TRUSS/BLOCKING SCHEDULE FOR SPACING, FLOOR SHEATHING REF 17700 SW Upper Boones Ferry Rd LOWER THAN MID FLOOR SHEATHING REF PLAN Suite#115 SLOT,LEAVE 1/16" NOTCH AT BOTTOM PLAN • ems i FLOOR EDGE NAILING FLOOR SHEATHING, REF PLAN BETVVEEN CLIP AND ---,C- NON-BEARING CHORD OF TRUSS AND Portland, Oregon 97224 TO DBL TOP PL NAIL HEAD,TYP PARTITION -----VL---- ATTACH WITH SIMPSON •,-._ , , ,,, , , ,,c , ,,, , , , ,,, , , ,4, -ii I „ izt 1, , , 1,4). L.,,,,,,r.„.....,,,,,.„,--,,,,,,,,,,-„,,,,,..„.,,..:,„.T6:''':1! "Will' L ' ,* ":,-- :- " '"''"• '"'" * " • '''' =-.:.--s- i FLOOR TOPPING, REF PLAN WALL,TYP A34 CLIP AT EACH END I' 0* • ' 0* ' 0 0 •j 10 k) 0' I I lig_ Job#: 17-T051 I DBL TOP PL _r-"*Av • \ <> I PROVIDE SIMPSON MSTA30 t - -- 7 WALL HEIGHT DEFLECTION CLIP(S) REF5 / S6.00 DETAIL / ._ -'-- EQ , EQ / SIMPSON STRAP REF PLAN OPTION TO\ SHOP WELD/ 5/16 •<-> \ CENTERED AT SILL PL AND DBL TOP PL SPLICE I ' 1 I !.7 14'MAX (1)SIMPSON DTC @ 24"OC STUD WALL TO BEAM AND DBL TOP PL __ jr / 3/8"x4"x7"PL EACH SIDE ------------- I-JOIST,REF PLAN " (2)SIMPSON DTC @ 32"OC((1)EACH SIDE OF FRAMING) REF PLAN DOUBLE 2x TOP OF HSS COLUMN W/(2) HANGER AND WEB 20'MAX (2)SIMPSON DTC @ 32"QC((1)EACH SIDE OF FRAMING) BEAM ALIGN W/FACE OF PL W/SPLICE 1/2"x4"LAG SCREWS STIFFENER(IF REQUIRED), (2)SIMPSON DTC&(2)STC @ 48"OC REF PLAN REF 5 / S6.00 CONT DBL TOP PL REF ' 0 REF PLAN&JOIST ((1)DTC&STC EACH SIDE OF FRAMING) i ,_ WALL, EQ \ I z I 5 I S6.00 Iso SCHEDULE 34'MAX (2)SIMPSON DTC&(2)STC @32"OC N r EQ\ HANGER REF BEAM • I i 0 I "z ((1)DTC&STC EACH SIDE OF FRAMING) SCHEDULE I 2x STUD WALL,REF PLAN -----------C7;- 7 -,\,--[-- / 1 1/2" 4" 1 1/2" •••••••0 STUD WALL,REF PLAN E _ G POST REF PLAN &WALL SHEDULE OPEN WEB ..•••••• (HOLDOWN SCHEDULE) TRUSS REF PLAN Sm. MEM "...... 0 Cin 0 ...... 3 FLOOR JOIST TO INTERIOR WALL- PERPENDICULAR 27 DEFLECTION CLIPS 23 BEAM TO DOUBLE TOP CONNECTION 9 .PEN-WEB TRUSS TO INTERIOR WALL- PERPENDICULAR ...0 a . , S6.0 1" = 1'-O" S6.0 1" = 1'.-0" 56.01 1" = 1'-O" S6.0 1" = 1'-O" CI> 11111111.1111111111111 A (1) 0 RI C•1 r-- ADD-05 STUD WALL REF PLAN&WALL 0 SCHEDULE ••••C a) C WALL SHEATHING&NAILING WALL SHEATHING, REF PLAN REF PLAN&SHEAR WALL -\,-- ----4,--- 2x CONT 13I_KG BETWEEN FIAT CY) &SHEAR WALL SCHEDULE _ __\/\___ NOTE:FLOOR FRAMING NOT SHOWN FOR SCHEDULE BLKG W/0.148"x3"NAILS @ 6" 11.1••• FLOOR EDGE NAILING CLARITY, REF 10 / S6.00 FOR MORE INFO. OC TO DBL TOP PL UNO ON C (1) WALL SHEATHING,REF PLAN& TO DBL.TOP PL SHEAR WALL SCHEDULE CIL) 0 SHEAR WALL SCHEDULE DBL SOLE PL W/1/4"x 8"SIMPSON : DBL SOLE PL W/1/4"x 8" SIMPSON SDS SCREWS @ = -6 SDS SCREWS g 12"OC UNO,REF -\ 2x BLK'G @ 48"OC W/10d FLOOR SHEATHING E mi.= ct SHEAR WALL SCHEDULE NAILS @ 4"OC REF PLAN 12"OC UNO, REF SHEAR -\. TO.(14B8L.52(G1/2"NAILS @ 4"OC DBL SOLE PL W/1/4"x 8" FLOOR EDGE NAILING TO , FLOOR SHEATHING,REF WALL SCHEDULE Gii) SIMPSON SDS SCREWS @ DBL TOP PL . / PLAN SIMPSON STRAP FLOOR TOPPING REF PLAN 12"OC UNO, REF SHEAR . REF PLAN LIU c CES C (1 WALL SCHEDULE FLOOR SHEATHING,REF PCo LAN .• /- FLOOR TOPPING,REF PLAN / FLOOR SHEATHING REF PLAN SHEAR WALL EDGE NAILING -...„.,.. , i „ I ,.....--,, = ,-Y SHEAR WALL EDGE NAILING -NN k FLOOR TOPPING,REF SPLICE WALL SHEATHING - / PLAN @ FLOOR SHEATHING t L4r (I I I/ i ic Mt I 1 h0 o E i---- . SPLICE WALL SHEATHING ---,,;ii - -= ,..... .., L. _ _ _ _ _ _ :1411%.: _sia_ = AT FLOOR SHEATHING ,0i,"- _ SHEAR WALL EDGE NAILING . . .,_ - ' (STAGGER BETWEEN TOP PL's) EDGESHEANAILING SHEAR 2x FLAT BLKG @ _/ SHEAR WALL EDGE NAILING <> / -- I-JOIST, REF PLAN I .1.- --I.• I ! / w .......a. cal 'Tyco,. (STAGGER BETWEEN TOP PL's) CONT TRIPLE TOP PL REF Ye - - IIIII 48"OC(FIRST BAY ONLY) CONT DBL 2x TOP PL W/ SPLICE, REF E 52- k 5 / S6.00 . CD %do .•••••••• cp , 16" / BEAM EQ EQ 5 / S6.00 Lt, CONT DBL TOP PL,REF --7 ' MIN REF PLAN / / / \- CONT DOUBLE __ 1 1 -, ix ---- 0-) WALL -;1. 5 / S6.00 il I-JOIST MAY • TOP PLATE SHEATHING& 1 \\\ I-JOIST,REF PLAN HANGER&WEB STIFFENER STUD WALL, -/V-: . 2x DOUBLE END ___77f \\- WALL STUD REPLACE OPEN- WEB TRUSS, REF PLAN NAILING REF PLAN&SHEAR / REF PLAN STUD TYP REF PLAN WALL SCHEDULE 2x STUD WALL, REF PLAN (IF REQUIRED), REF PLAN & ' JOIST SCHEDULE : ___ i I:*1 STUD WALL --, _:__\/‘_____ REF PLAN& WALL SHEDULE I v OPEN WEB TRUSS : • :-, - - ,_ -:___vk______ 3/4 TRUSS SPACING 3/4 TRUSS SPACING REF PLAN -•-:.''-, '. / MIN _: '- , MIN .!•:,,,-,:__, __ : 32 FLOOR JOIST TO WALL 28 FLOOR JOIST PARALLEL TO WALL 24 BEAM TO DOUBLE TOP PLATE CONNECTION 20 OPEN-WEB TRUSS TO INTERIOR WALL - PARALLEL . -:---- - t '. S6 0-i 1" = 1'-0" S6.01 1" = 1,-0" S6 01 1" = 1'-0" S6.01 1" = 1-0" '''''----D =B---r--- Q , - _ , s_--- „„ _ STUD WALL REF PLAN&WALL cn STUD WALL REF PLAN& SCHEDULE WALL SCHEDULE WALL SHEATHING& __A=7' WALL FRAMING REF t_.) DBL SOLE PL W/1/4"x 8"SIMPSON PLAN,TYP WALL SHEATHING&NAILING REF DBL SOLE PL W/1/4"x 8"SIMPSON 71)-- DBL SOLE PL W/1/4"x 8"SIMPSON SDS SCREWS @ 12"OC UNO, REF ----\ -,C-----,-- PLAN&SHEAR WALL SCHEDULE SDS SCREWS @ 12"OC UNO, REF 0 ___0_ WALL SHEATHING& SDS SCREWS @ 12"OC UNO,REF SHEAR WALL SCHEDULE EDGE NAILING, SHEAR WALL SCHEDULE •46 --- \_44. _Ilki/////: NAILING REF PLAN& SHEAR WALL SCHEDULE REF SHEAR o NOTE: SHEAR WALL SCHEDULE WALL SCHEDULE 2x BLKG BETWEEN TRUSSES W/ =7-:--- = E REF DETAIL 19 / S6.01 FOR FLOOR TOPPING, REF PLAN - FLOOR SHEATHING, 0.148"x3"NAILS @ 6"OC TO TOP o INFORMATION NOT SHOWN. REF PLAN PL UNO ON SHEAR WALL SCHED FLOOR TOPPING REF PLAN phase ( BID AND 2x BLKG BETWEEN TRUSSES -51.- - I • FLOOR TOPPING REF PLAN I c.0 W/0.1485(3"NAILS @ 6"OC . - -);. - ' -.-';‘ . -;" •';''.' TO TOP PL UNO ON SHEAR r 6**'1 -- •••••iii 0' 5 WALL SCHED /- FLOOR SHEATHING REF PLAN -..-..41___ , ' I EQ EQ / datel 02.09.18 1 iir To / - / / 1 . . ,. <> v.2,..„ ._ = SHEAR WALL EDGE _rnia_ ti SIMPSON STRAP ii _ 2 ... = NAILING revisions I NAIL FLOOR SHEATHING 7 REF PLAN TO BEAMS .. .. TO BEAM REF PLAN I =Z.5-- 1 I .- .. -......_ kijI ' - - 7-7417--- 4-,, ir,,, - At 1 ,..., -r „- - )(7 - 1fi - ff i 1 CONT DBL N-- I-JOIST REF PLAN 3/7/2018 = (n-------),_ 1 SHEAR WALL EDGE -.' TOP PL,REF NAILING ADD-05 3/21/2018 - , t _ii , 5/S6.00 HANGER&WEB STIFFENER •<-> a) . . WALL SHEATHING& --- (IF REQUIRED), REF PLAN& E -, ti7-, JOIST SCHEDULE -JOIST REF PLAN NAILING REF PLAN& -------___ WALL I. ---‘._'L I \ I- SHEAR WALL -1- SCHEDULE SHEATHING& HANGER AND WEB STIFFENER LO i . A2's-CR'MEQINurRAELDL SHEATHING NAILING REF (IF REQUIRED),REF PLAN AND CI / ‘\\_ __ $4:1 PLAN&SHEAR JOIST SCHEDULE CID •L- DOUBLE 2x TOP WALL SCHEDULE ....-- BEAM REF PLAN HANGER REF ,REF SHEAR ‘ (/) PLAN&KEY NOTE "4 PL W/SPLICE OPEN WEB TRUSS, WALL SCHEDULE • I DOUBLE 2x TOP PL W/ REF / a) I-JOIST REF PLAN 7 'N.__ SPLICE REF5 / S6.00 • REF PLAN STUD WALL, REF PLAN& project# 16054 WALL SHEDULE ALIGN STUD UNDER EACH _ __\/\___ \_ (-) - --4--- 2x6 BLKG TO RECEIVE EDGE 0 ALIGN STUD a UNDER EACH OPEN OPEN WEB NAILING FROM SHEAR WALL OPEN WEB TRUSS FLOOR FRAMING DETAILS CI- STUD WALL, REF PLAN TRUSS REF PLAN SHEATHING 0 &WALL SHEDULE 3/4x JOIST SPACING , WEB TRUSS 3/4 x TRUSS SPACING - -VA-- - 2 cY) / -1- 0_ a) MIN MIN c0 0 ,..--- g.3a S6 • 01 0....„ 5 f./2 33 BEAM TO WALL TO BEAM 29 OPEN WEB TRUSS AND I-JOIST TO WALL 25 FLOOR FRAMING CONNECTION TO 2x WALL . 21 OPEN-WEB TRUSS & I-JOIST TO INTERIOR WALL - PERPENDICULAR CV gj 56.01 1" = I-0" S6.01 1" = 1-0" S6.01 1" = 1-0" S6.01 1" = 1',-0" inn ‘-----r: L.----.-iis-:- -:----:--,-.--.:---'-z:::- NOTE: REF ARCHITECTURAL DETAILS FOR REF 55 / S6.03 FOR TWO ,t, ADDITIONAL CONSTRUCTION REQUIREMENTS STORY COLUMN CONNECTION TO MAINTAIN REQUIRED FIRE RATING TO DBL TOP PL 1/4"CAP PLATE(NO CAP IF ,Iti, 0,,, ,,- WALL ABOVE ------ COLUMN RUNS 2 STORIES) ADD-05 I E ) 1 Al S6.01 ir AHTSST010F,x03xF1/D4OFOLARTVVISE FLOOR JOIST --- Ng, PL 5/16"x6 x 1'-2" i I .., .._ KNIFE PL W/(4)3/4" /TYP GUARDRAIL& _____- --*V. -- '--------- ' --_--___--. ---- DIA MACHINE BOLTS 1/4 > CONNECTION \ I I r I -1---: - Tacziv BY 0 /TYP AT( ------ . ---- , I 1 1/2"x9 1/2"LSL if 1/4,/' \POSTS -77- -- 1 1/2"x9 1/2"LSL JFOLOISOTR ',---- -.... 1/2" i ..... 701- I- .... --_---- -_-_-..-- nl 1 1/2" ' i \ - WALL STUDS PLAN VIEW A-A SECTION B-B ... • I , Ctfr'i 0 -64-ri116 ::-":TLitiq.6. -----777-7-7 loior 3'-0"MIN / / 0 3 1/2" It filliAl -11k- 711+ -\---- OPENING&FIRE RATING -\- FLOOR JOIST, -\\ -'\- REQyIREMENTS BY ARCH -'1„---- SIMPSON A35 EACH \ k REF PLAN USE 3/16"x 2"SQUARE \-- GE.BEAM REF PLAN END OF BLOCKING la? /' PLATE WASHERS 5.0.03 PROPi44 SIMPSON HGA1OKT • • A\ TYP .? c. EACH END OF BLOCKING , tairloo-LT 1 N AI A.Z. 61 .‘•: BEARING PL 1/2"x 6"x BEAM WIDTH , a I 61.1 A VA -' ..,..,_ insor-A S5.01 HSS COLUMN REF PLAN VI w-4--------- 4x12 DF BLOCKING . - • • 1 i -77 *----444 AT HOLDOVVN LOCATION,ATTACH 1 1/2"x9-1/2-"L:TO FLOOR --/ ' JOIST W/0.148"DIA x 3"NAILS AT 6"OC,STAGGERED I \ \---- ''''''-- PNL3/8"x9"xREQ'D, REF ARCH DWGS J r - .A-oroptEGoN ,. sb • .... 1k /' AT FERO CLIP 1..g. it I CONCRETE FOUNDATION PER PLAN _ 2"DIA x 3/4"DEEP RECESS / (2)SIMPSON DTT2Z AT 48"OC - BEAM, REF PLAN 44k-- GUARDRAIL& 1 1, FOR BOLT HOLE W/(8)SDS1/4x1 1/2"SCREWS CONNECTION TO - BEAM BY OTHERS 46 TYPICAL GLULAM BEAM/DRA4G4, S. TRUT TO HSS COLUMN 42 BLOCKING FOR BRICK VENEER SUPPORT BRACKET 38 GUARDRAIL ANCHOR TO BEAM PERPENDICULAR TO JOIST 34 FIREWALL DETAIL AT SINGLE DOOR S6.02 1" = 1'-0" S6.02 1" = 1'-0" S6,02 1" = i'-o" S6.02 1/2" = 1'-0" ---... I MARK = WF BEAM BOLTED CONNECTION SCHEDULE ,• APPLICABLE WF (NO)OF 3/4"DIA PLATE THICKNESS PLATE HOLE SIZE CAP PL 3/8" / - ----- I'..-- ---- BEAM SIZES A325 BOLTS LENGTH,"L" /3/8" " I 2 W8,W10 (2) 3/8" 6" STANDARD HOLE 4t) I 1/4/ 3 W12,W14 (3) 3/8" 9" STANDARD HOLE t -----__\ GUARDRAIL&CONNECTION ____!,:i__, A._ - 4 W16,W18 (4) 3/8" I 12' STANDARD HOLE TO BEAM BY OTHERS 0 , it,- FROELICH 5 W21 (5) 3/8" I 15" STANDARD HOLE r4.'.. ...''''- BEAM,REF PLAN '--- I ' I '<-> ENGINEERSi O I :I 0 4x12 BLOCKING --/ I i 'I K "X"(I N) 0 0 9B7o2o2n4e s F e r r y R d K 5 1 1/2" 1 1/2 C42) 1 1/2"< K 5 2" 2 1 1 I NOT TO SCALE I S6.02 Suite1 7()7rt #:1:1, 50 U:gPOerrl WF GIRDER WEB 2"<K5.3" 3 BEAM REF PLAN FOR 7 - PLAN VIEW A-A j' \-- REF 47 / S6.02 FOR Job#: 17-T051 (EMBED PL AT SIM) K>3" K , •• SIZE AND CONNECTION,TYP ____ __,....„...40"! SHEAR TABS .,:.• to :$ GYP BOARD, REF ARCH HSS COL REF PLAN 5/16 > to, ..... I \) I to, ....• ,.- ,,,• BRICK VENEER, REF ARCH 3/8 SHEAR •• ••• # tt filli7 PL 3/8" "' BACK PL,REF DETAIL 41 I S6.02 7,4 • '\*. A- A :.:. ...: . FERO FAST BRACKET JOIST SPACING MIN v ----‘/‘-- ( Efl. *: - / , • , 4x12 DF BLOCKING AT FERO --.,„.. m4A401 (CONCEALED FERO FAST (REF PLAN) 1 7,-- USE STANDARD PL PL"r REF (5/8T) •s# COPE FLANGE AS REQ'D FAST BRACKETS W/2"DIA x 3/4" BRACKET AT SIM CONDITION) ,\_WASHER&NUTS 47 / S6.02 i/r--- REF PLAN AMN •;: 1 SIMPSON HUC HANGER DEEP RECESS FOR BOLT HOLE E-: 1 r t Sagall4 # I N - A 0 non,. CL OF BEAM AND COLUMN I 1/4 > WF BEAM WEB II -,.- AT BLOCKING a ----"--- I KY 1\ 'iiii ..-0 • -.410.2. • J I \ i _ affilieloo- I ..-------------- ). I SIMPSON HGA1OKT TOP AND 4... 1 BRICK LEDGER ANGLE, WEB FILLER ------- •\ . CN,__TiN „ „ , PL"t"x4 1/4x"L"REF 47 / S6.02 -r° ..., ‘41•••40 BOTTOM EACH END OF BLOCKING •• REF KEYNOTE 2 PL3/8 x9 xREQ D, SECTION A - A ci_ „L,. <-, 11 o in -I 0 z-N›._ NOTCH GYP FOR BACK PL DBL JOIST _AM-L.:y ...., REF ARCH DWGS PL"rx(B+1)x"L" •••••• if- '4/.1 c _ ---„,,,,_ "B" 5 6" HSS COLUMN REF PLAN 1•••• I 1 1-. \:\.", .,. s. 4x12 BLOCKING @ 24"OC BEAM, REF PLAN moot .-11........1. '1k- GUARDRAIL&CONNECTION 0 Cf) 3"-- 44-7 ,s,..,_. (2)SIMPSON DTT2Z @ 48"OC TO BEAM BY OTHERS PL"t"REF . 0 a MINIM spw.o.7.1 PL"rx4 1/4"x"L"REF SIMPSON HUC HANGER AT BLOCKING - 47 / S6.02 / 1/4 > .= II SCHED FOR BOLT -••••• WF BEAM REF PLAN REQUIREMENTS CL OF BEAM AND COLUMN .. .... 1/4 > CO 4 TYPICAL BEAM TO BEAM BOLTED CONNECTION 43 BRICK VENEER SUPPORT 39 GUARDRAIL ANCHOR TO BEAM PARALLEL TO JOISTa- - -,..„,_....,,..____ i411 ...0 = S6.02 1" = 11-0" S6.02 1 = 11-0" S6.02 1" = 11-0" PL'T'x4 1/4x"L"REF 47 I S6.02 C{3 C.) 0 F--- FOR T<3/8: visia DI = - PL Tx(B-1 wit." (f) ,2 FOR T>3/8: ,...., "B" > 6" PL"rx(B-1 1/2)x"L" CD C 75. HSS COLUMN REF PLAN .„.1C...1 .0111 att CI) cti -g-) 0.131 x 2 1/2"NAILS @6"OC WALL FRAMING Nows ..... -- I- BRICK VENEER, LLJ c CZ er; 2x BLOCKING BETWEEN TOP i ROOF SHEATHING,REF PLAN REF ARCH i ABOVE HEADER CD CHORDS AT SOFFIT LOCATION ' i i C //X i LII II II II TYPICAL COLUMN CAP PLATE 0 E 1- 8 __AI__ VENEER RELIEF,ANGLE / K 1 I S6.02 1" - 11-0 *WI cp , , , , , 49 ,,$), , , 49 , , /// , Al I% I% 4% 4% 0 0 49 0 Ave(/ .0 A/ /4" , TO ALIGN W/E3OTTOM OF 1- = BRICK COURSE,REF ARCH ..4. NOTE: 1/4"SIDE PL AS SHOWN 44 I 1 I cp C.) -ED LIIIIIIM ' WITH(2)5/8"DIA BOLTS :4% ••• VENEER 1. WHERE JOISTS ARE PERP TO WALL/ CL ci3 v 4v COLUMN. PROVIDE A 4)c8 DF#2 WITH HUC LEDGER I E tlIcLi C° c. ) HDR REF PLAN -,.„,.,,,,,,,, i :1"4:: HANGER EACH END ATTACHING TO HSS \ IN.' \- SIMPSON HGA10////N NOTE: 1 A ANGLE P 1 -... COLUMN AND RIM ON FAR WOOD WALL. cm c, BETWEEN SOFFIT STUD -44„ 1/4/ USE L4x4x1/4 FOR 4'-0" MAX SPAN &L6x4x5/16 1.1 A --7----...4 ....• 11 I NAIL SHEATHING TO 4x VVITH 0.1485:2 1/4" AT 4"OC. l'Imm rot HI' le) / AND TRUSS TOP CHORD \ ,-• ... N 3„ ----© FOR 8'-0"IVIAX SPAN WINDOW 12"TYP EACH SID -----> - WELDED TO HSS COLUMN REF STD FLOOR / 1 1 \ 11 ' 1 SIMPSON HUC HANGER SIMPSON REQUIREMENTS 2. REFERENCE DETAIL32 / S6.01FOR FRAMING CONNECTIONS TO WALL, Ill 1 o 1 \ Z 2 1/2 7 HSS STEEL POST REF"'\--° PLAN AND/OR ELEVATION CONT VENEER LEDGER ANGLE. EXTEND ANGLE 12" REF PHEADER, LAN / j 1 0 BEYOND OPENING AND BEAR i II BRACE BEAM, REF PLAN -TI -1----K 3/8 x 4"x(BEAM WIDTH --/ ON ADJACENT VENEER I I COLUMN IS CONT AT FLOOR +1") BEARING PL SIMPSON DTC CLIP \-- OPEN WEB TRUSSES REF PLAN r . -11\l-k- TYP z 1/4"CAP PL AT ROOF / 1/4/ AT WINDOW AND DOOR LOCATIONS , ! , 1 i /CAP PL - - - , 1\- 2x STUDS AT 24"OC AT I ..... ..lo I h 1/8\ \ - SOFFIT WALL I 4s4---It: 1/2" -- - _ . _ • 0 • L6x4x3/8 x0'-3"(LLH)EACH SIDE OF ' ' D _ _ (--) SIMPSON HDU4 WITH 5/8"DIA _ 1111 COLUMN W/3/4 DIA THRU BOLT IN 1 BOLT(CENTER ON COLUMN)W/ 1/2"VERT SLOTTED HOLE AND(2)5/8" CT) STD PL WASHER ON COLUMN --V\--r- DIA BOLTS EACH ANGLE THRU •,-- ___ - - CD 11! c DOUBLE TOP PLATE(3"GAGE) a 48 SOFFIT WALL PERPENDICULAR TO JOISTS (474) HDR TO HSS COLUMN ,C1a) VENEER LINTEL ANGLE AT OPENING '441 ; '`' a) OPTION TO\ 1( S6.02 1" = 11-0" S6.02 1" = 11-0" S6.02 1" = 11-0" i 1 ''.- PLATE FOR ELEVATOR RAIL ATTACH. C-) SHOP WELD/ 1/4.1 CONTRACTOR SHALL COORD. PLATE ---d)---- SIZE AND LOCATION W/ELEV MANUF 2 1. 2 1/2" @,...) SHEATHING, REF PLAN (2)0.148x3"NAILS AS SHOWN 2 1/2" WALL BEYOND - .----:-V\-:- HSS ELEVATOR RAIL COLUMN REF PLAN )-_ ,-----,- ,•_ :_----- - - --------; 0 FLAT 2x4 AT 24"OC W/(2)#8 6 E SCREWS TO TOP CHORD 1*'''' i MOUNTING PLATE 5/8"x REQ'D W/ 2 JOIST,REF PLAN 5/8"DIA BOLT W/STD (4)0.148x3"TO ROOF SHT'G REF PLAN A / 1/ / // (11)SIMPSON SDS1/4x4"SCREWS phaseBID AND 1 WASHER AND NUTS EACH 2x8 BLK'G AT SPLICE ANGLE CONDITIONS PERMIT SET co i 36 i ELEVATOR RAIL COLUMN CONNECTION TO WOOD FRAMING >1 Jr 4% 4% A% A% Av 4% 4% AV AV AV 4V A% A 6--,5.V/ (% Av Av AV 0 , .02 1 I MIN-4 • 0 • c. r______________----- 5/T DIA x 1 1/2"A307 BOLT S6 1" = 11-0" r-411 - , _ _ _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I • datel 02.09.18 2_3 = - - - - - - - oi. V 1 o 1 .-, NOTE: /, ft / 'IS Ili -It FLOOR FRAMING NOT = -N,‘, • SHOWN FOR CLARITY. revisions // / N -I 1 (75 i /, : :MAX SPLICEY CONT DBL TOP PL --\ if SIMPSON STRAP REF PLAN CENTERED ADD-05 3/21/2018 = N--- BRICK LEDGER,REF PLAN BETVVEEN BEAM&DBL TOP PL 0 BRICK LEDGER 0- SPLICE PLATE rIl LI LI tiFi 1---- -41- .%/ Lr) <> CD 5/8"DIA x 1 1/2"A307 BOLT <ID -t--- 2x4 FLAT AT 24"OC 1" 3" 3" 1" . --- 2x STUD WALL REF PLAN -\,, El) WI(2)0.148x3"DIA ,-Vi( ) )()/ MOUNTING PL 5/8 x REQ'D W/(7) 40 .0 00 c NAILS AT EACH JOIST 2x8 BLKG BETVVEEN ROOF I/ 2 `s'' 1......N. 0 • SIMPSON SDS1/4x4"SCREWS AT - .. CD 2x STUDS AT 24"OC 7 TRUSSES W/(4)0.148x3"NAILS PRE-MANUF ROOF in CONTINUOUS ANGLE CONDITIONS - E AT SOFFIT WALL AT EACH(8 NAILS TOTAL) TRUSS REF PLAN \-- • r • -, ! project# 16054 = z-e, 0 ,\ '111\ -.: BEAM, REF PLAN ;-.1.-s, _ • j';--....________ SHEAR WALL,REF PLAN ----...,_ 1 FLOOR FRAMING DETAILS 0 2 1/2"MIN,5 1/2"MAX ,i.... , 0_ I 0 ,_ ARCH,NON-BEARING COLUMN FERO FAST BRACKET . SIMPSON ECCQ COLUMN CAP -.11'----------- WOOD POST, REF PLAN .--0 STANDARD PLATE CN1--- i a) , cr)CI C.....) S6 . 02 49 .OFFIT WALL PARALLEL TO JOISTS 45 NON-BEAR1NG COLUMN - TOP CONNECTION 4 FERO FAST BRACKET AND MOUNTING PLATE 3 ECCENTRIC COLUMN CAP AT WOOD POST • CNI aj A S6.02 " = V-0" 6.02 1" = 1'-0" 6.02 1" = 1'-O" S6.02 1" = 11-0" Ls)n N-----:. ADD-05 .• _- . ;150 L.,.::,.:.---_-,,,-..;______•-.-.,.-._:.,'-„, 0 ra*****) n 0.148 x 3"NAILS TO \ .` - MATCH SHEAR WALL S 7- EDGE NAILING �� CONT DBL TOP PL 1 1 -1 ..."/ i •O O O O ° O 0 O 4 p O O O O „g o ° 0 0 0 0 °o o 0 0 0 0 0 0 0 �0 O 0 O 0 ° O° O o °o O° ° _ '—'�",�" • • 7 2x STUD W OPENING REF PLAN ALL, SICLUCTU • 2x STUDS WALL SHEATHING, d 61 .4.: yam. �L -r�. 16"OC �, -� REF PLAN ° ° o °O ° 0 ° ° °0 o •a e ° O ° °0 °0 ° �T ,+ III/// O O ° O °O 00 ° O °O °O °O °° ° o O P 0 °O O r +�l!/ � • (2)ROWS OF 114"x6" �� 0.148"DIA x 3" A♦ r SIMPSON SDWS SCREWS NAILS 4"OC ' AT 9"OC STAGGERED X714* —'�'— �— --f\r CORy0v- Val 2x FLAT BLKG BETWEEN I EXPIRES.0630-20/1 1 4x HEADER, ----I ♦ 6x HEADER STUDS AT TOP&BOTTOM OF REF PLAN IV . REF PLAN THE OPENING&ONE BAY —_ EACH SIDE OF OPENING AS SHOWN. USE SIMPSON CS16 TO STRAP BLOCKING INfr•------_ 54 HEADER AT SECTOR C & D 50 HOLE INTO SHEAR WALL 16" DIA& LESS =i 56,03 1" = 1'-0" 56.03 1" = 1'-0" _ _- 4x6 HDR W/SIMPSON FR O E L I C H HUC46 HANGER ENSINEERSI CONT DBL TOP PL FOR BEAM TO COLUMN1/ I, 17700 SW Upper Boones Ferry Rd CONNECTION AT LOWER / Suite #115 FLOORS, REF DETAIL 46 / S6.02 I • / • Portland, Oregon 97224 /` Job#: 17-T051 • 41,,,, .0 .0 0 00 00 00 00 °0 °0 `o •'0\°. 0O °0 0. °o 0. °o 0. 00 •1 AL • o o °o ° 0 0. 0° CONT DBL TOP PL I _zo 1 OPENING 1 11 11 11 11 I CS16 SHOW 4„ I ` ' STRAP AT TOP 2x STUD WALL, /1( 1(/ &BOTTOM OF REF PLAN 1 1/2'- 1 1/2"i I OPENING 1 1/4"x AS SHOWN x 6" WIDTH W/(2)3/8"x 3"LAG • ' 1/4/ SCREWS CENTERED AT PL I{ . QO 00 00 00 00 0 O o O O •00 00 0 0 0 0 0 4 ♦...01 HSS COLUMN, REF PLAN I CONT STRAP 3'-0" 1 --" FROM EACH SIDE Sm. STRAP 3'-0" __ OF OPENING,TYP - - _M -^'^ - SOF OPENINGFROM EACH, IDE 0 .CO 0.148x3"NAILS TO MATCH O SHEAR WALL EDGE = --'�-� NAILING 0 111111111111 M CO O N 55 STEEL COLUMN TO DBL TOP PL CONNECTION 51 HOLES INTO SHEAR WALL (GREATER THAN 16" DIA) O Cs 56.03 1" = 1'-0" S6.03 1" = 1'-0" rn O _.r._/- SIMPSON HGA10 GL BEAM, REF PLANg Wm g...• W as 0 L. W = Co -6 cu = (2)2x KING STUDS TO 7. O E V0 BE ATTACHED TO 2x SILL PL AND DBL TOP }. CD PL W/(2)SIMPSON CD Car) 1.10 HGA10-(4)TOTAL SPLICE CENTER AT WALL SHT'G REF PLAN Om CC L..„ 6x DECKING REF PLANE ci. cn ,,u) . . as L / . - - • \► t ap Li) i— 2 3" \\ - - + y 0.220"DIA x 6"SIMPSON SDWS SCREWS AT 9" EDGE NAILING SIMPSON A35 AT 24"OC OC AS SHOWN --\\ SIMPSON POST CAP, REF PLAN WALL SHT'G REF PLAN ,. ,,�� CONT DBL TOP PL =__— GL POST, REF PLAN --- OC _ _ 9" CA•— 0 . ,-,.-- D_ ,: , _ F L a) 56 A TERAL CONNECTION AT LONG WINDOW HEADER 52 DECKING SPLICE AT WALL - - - j C56.03 " = 1'-0" 56.03 1" = 1'-O" -0) e ASI-03 Ca 715- 0 b... a) - - phase BID AND L a) PERMIT SET (0 date 02.09.2018 1 EDGE NAILING BEAM REF PLAN revisions � ADD-05 13/21/2018 s=1 1Air ASI-03 16/15/2018 0 a .r i ... I _ . _ E �' 1 6x DECKING I F-- 4.-----,A_ 3x4 CONT LEDGER W/0.220 DIA O x 6"SIMPSON SDWS SCREWS I to AT 6"OC. STAGGER SCREWS EACH SIDE OF GL BEAM. I Cl) E project# 16054 0 U FLOOR FRAMING DETAILS a r r N cRW 53 LEDGER CONNECTION TO DECKING u?wS6 • 03 00 '� N N= Co 0 :-:777. __---. WALL SHEATHING& • 2x PARAPET WALL SIMPSON A35, REF SHEAR WALL SCHEDULE NAILING REF PLAN & SIMPSON MSTA30 STRAP SPACED S SHEAR WALL SCHEDULE FOLLOWS EACH SIDE OF STUD: t BEVEL BEARING PL BY TRUSS 0.148 x 3"NAILS AT 6"OC -32"OC WHEN H<42" 4I-0"MAX MANUF W/(2)1/4"DIA x 6"SDS z -16"QC WHEN 47<H<62" / SCREWS @ 6"OC INTO DBL TOP PL ROOF SHrG AND 2x A • DECKIG REF PLAN 12"OC WRIE1F/4;x6H"SRIMWPSAOLLN:CDHSESDCURLEEWS AT 2x4 FLAT BLKG AT 32"OC ROOF EDGE NAILING SIMPSON H2.5A BOTH I A34 CLIP @ 4I-0"OC -- 2)(12 , SIDES&AT EACH TRUSS A ›-. . I . ., ') >- .. 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A --- 0 , 2x WALL REF PLAN aA DOUBLE 2x TOP PL W/ I DBL 2x4 OUTRIGGER SPLICE REF 5 / S6.00 BY TRUSS MANUF, ROOF"r JOIST REF PLAN - ALIGN STUD REF MANUF FOR ---- -.-1 CONT DBL TOP PL REF OPEN WEB WALL SHEATHING& -7 UNDER EACH == --- 2x CONT FASCIA W/ ATTACHMENT 5 / S6.00 FOR SPLICE ROOF TRUSS 6 ROOF PORCH AT EDGE NAILING REF PLAN& OPEN WEB TRUSS - ---.=,--7- 5--'77 Yi\-- LOWER ROOF JOIST REF PLAN (3)0.148"DIA x 3" \\A CONN / ROOF SHEATHING S7.00 1" = I-0" SHEAR WALL SCHEDULE NAILS AT EACH WALL PANEL OUTLOOKER EDGE NAILING, 2x STUD WALL ALIGN STUD i f __7. II:WC/lip REF PLAN UNDER EACH TRUSS " A S PRO .4k 2x6 CONT LEDGER W/0.148x3"NAILS AT 6"OC Ilk STUD WALL, REF PLAN& / OD_ Pe6,_ SIMPSON SP2 STRAP TIES WALL SHEDULE I 1-- -- k 0131141440 dit BETWEEN DBL TOP PL&STUD TOP OF BEVEL PL -)) ROOF SHT'G AND 2x TRUSS TOP CHORD WALL SHEATHING, REF PLAN OUTRIGGERS BY 1'-0"MAX DECKING REF PLAN ,..•-h* 61 . A , 4 TRUSS MANUF / SIMPSON A34 / , / .•••••... 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LAG SCREWS ,--- ,--, ''' 2x SOLE PL W/1/4"DIA x 6"SIMPSON ...._ '\.,--;-7,-- 2x STUDS AT 16"OC SDS SCREWS AT 12"OC UNO, REF --- Itwii /-- ROOF SHEATHING, REF PLAN 41.44- .F-w-..'.;-•---_-_-.--_ -_---- „--' ,----- s- --144 LOWER ROOF SHTG SHEAR WALL SCHEDULE r;•:!-T,Y - . / . 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' FOR SPLICE CONN 5 / S6.00 0 NN OPEN WEB TRUSS REF PLAN *1411111111°'01111111111111 CONT 2x BLKIG W/(2)0.148"DIA x 3"NAILS @ 8"OC EVERY OTHER STUD 2x FLAT BLICG ..-- ,t,, ,N,,,,,_ WALL SHEATHING, REF PLAN 1141 CU ....• ...= a) C.....) c 0 DI CONT BEV BEARING PL BY JOIST MANUF W/ C 03 2 REF PLAN (2)0.148"DIA x 3"NAILS @ 6"OC INTO BEAM Ns_ STUD WALL,REF PLAN 0 - CI) ROOF TRUSS REF PLAN __Asr........_ OPEN WEB ROOF TRUSS = -r 2x6 CONT LEDGER ___,/___ ALIGN STUD UNDER "r" co GL BEAM, REF PLAN W/0.148x3"AT 6"OC EACH OPEN WEB TRUSS 4) CtS 1-'12) c 17 *PEN WEB TRUSS (RED-H) TO EXTERIOR WALL 13 OPEN WEB TRUSS TO BEAM sLoo 1" = V-0" S7.00 1" = I-0" 8 ROOF STEP AT LIBRARY 3 OPEN WEB TRUSS & I-JOIST TO CORRIDOR WALL S7.00 1" = I-0" S7.00 1" = 1'-0" L1J c a) = 0 E 8 - A .4.-• I- ' ROOF SHEATHING, ADD-05 ROOF EDGE NAILING 4)• ,, = _- 0.148"x 21/2"NAILS @ 4"OC • 1 Cs) ames3 -- .....„ Airii Alww'av# .___ ROOF SHEATHING REF PLAN REF PLAN Cli CU •,..or• ------------ i------------ e ROOF DIAPHRAGM 2x FLAT BLOCKING @ 48"OC E I EDGE NAILING (FIRST BAY ONLY) %NJ J c) \f T1 ------ i"------ i (1) may ai mom= C) 11111111. 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NO OVERHANG SIMPSON MSTA36 AT EACH EQ 0.148x3"AT 6"OC EDGE NAILING I JOIST,STRAP NAILING @ 3" To ROOF SHTG AND ROOF 0.148 x 3"AT 6"OC OC, USE EVERY OTHER HOLE datel 02.09.18 ROOF SHTG AND 2x - - - = DECKING REF PLAN 7- ROOF TRUSSES REF PLAN ti ROOF SHEATHING REF PLAN = ___-- jr-Oli OA revisions 1 14 kjji /FULL PEN AT (;\ DECKIG REF PLAN . STRAP SPLICE 1.w..-/i" 3/21/2018 0_ - . ASI-01 5/16/2018 ____J\ SIMPSON H2.5A CLIP a) AT EACH TRUSS I- 10' •,-•x)- 7- 77) 7'') '7' ''' '" " '' ' '/T ''' '' '' '' 7' 7. '.."' 77" ''r /'. ''' ' / \ .\ 1111111 co ROOF GL JOIST N--- --- REF PLAN CONT DBL 2x6 CONT LEDGER W/ , CONT BEVEL BEARING PL BY JOIST MANUF W/(2) GL JOIST -79' 0.148x3"NAILS AT 6"OC REF PLAN TOP PL 0.148"DIA x 3"NAILS @ 6"OC INTO DBL TOP PLATE \-- "I"JOIST REF PLAN E W/SIMPSON HB TOP CONT DBL TOP PL / 0 111111111.11.11111. - project# 16054 = FLANGE HANGER 0 CONT DBL TOP PL, REF 5/S6.00 FOR SPLICE CONN ROOF FRAMING DETAILS CI. SECTION A-A / ---N- - ROOF TRUSS REF PLAN MN WALL SHEATHING&WALL FRAMING,REF PLAN CL a) LC)0 ALIGN STUD UNDER EACH C11---- OPEN WEB TRUSS cf3L-1_, --1:`4- S 7 • 00 co_ 18 TRUSS BLOCKING 15 FRAMING CONNECTION AT CANOPY- MAKER SPACE 10 ROOF LIBRARY CONNECTION TO ROOF OPEN WEB TRUSS 5 OPEN WEB TRUSS TO WALL CN1 2 . LC)D S7.00 1" = 1'-0" S7.00 1" = 1'-0" S7.00 1" = I-0" S7.00 1" = 1'-O" .- 7 Lc-50 CONT DBL TOP PLATE REF DETAIL EN INF 0 FOR 6 NOTE: �� MECH SCREEN INFORMATION WHERE ROOF SLOPES, MECH 1/4/ - UNIT CURB TO BE SLOPED TO MECH UNIT, REF PLAN ff ( BASE PL 1/2"x15"x1'-0"Wl{4}3/4"DIA A307 0.148x3"NAILS AT 4"OC remmi" n ACCOMMODATE SLOPED ROO1d/ BOLTS, USE 114"x3"XO`-3"PL&STD WASHER AND CONCRETE STRUCTURE. CURB BY MANUF 6x12 OF#2 FLAT BELOW ROOF SHEATHING,REF PLAN =r- ��CC MECH SCREEN POST 3 0.148x3 NAILS AT - - EQUIP ANCHORAGE BY OTHERS- <C EDGE NAIL ROOF DIAPHRAGM 2x BLKG BETWEEN { ) THRU SLAB TO BLKG AS SHOWN 2 (2)SIMPSON HGAIOKT 2" BEAM&JOIST EACH BLOCKING ----__T c`i 114"DIA x 4 1I2"SDS SCREWS 6"OC INTO 2x BLKG TIES AT BOTH ENDS TYP 4x8 CONT BLKG BETWEEN LADDER BLKG @i W/SIMP BA HANGER ON EACH END • ••• �.• I Vii. LTJ..ROOF SHEATHING,REF PLAN iii iii iii iii /. i fir ff/ fi iii f '7/ is fig 7/' fir /r a ii ri �// i iii iii 7, iii fis _1 CONC TOPPING, REF PLAN ,l- I / / �- I (2)ROWS OF 0.14$x3" � �/ ,� -Ai 4 it <> • {. 0 NAILS TO EACH BLOCKINGFLOOR SHEATHING,REF PLAN �� -� 2x6 FLAT BLKG .4 . 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CURB BY MANUF g O . .'1 1/2" 18 _ ,/ A EQUIP ANCHORAGE BY OTHERS- 1/4 t EQ - ii - x'}_ / THRU SLAB TO BLKG AS SHOWN r © 3" t SECTION A A 4x8 CONT BLOCKING BETWEEN JOIST EQ �.'� 6" 1 1/2" I CAP PL 3/8"x REQ'D x 1'-0" W/SIMP BA HANGER ON EACH END \ in° '� "" � �1 1/2 O ! ROOF F NAILING - (AT SIM CONDITION USE F O E L I C H ' CONC TOPPING, REF PLAN {2)ROWS OF 0.148x'3" 1/4"PL SIDE ROOF SHEATHING 318"x3"x1'-0") 0.148x3"NAILS AT 6"OC E N C, I N E E R S3 NAILS TO BLOCKING FLOOR SHEATHING, REF PLAN AS SHOWN J BACK PL 1/4"REQ'D, © 1 = _ r REF SECTION A-A _ tl ://.:;• 2. v Z r ROOF SHEATHING AND 17700 SW Upper Boones Ferry Rd . - '•. - • WALL SHTG AND �� 2x DECKING, REF KEYNOTE 11 Suite #115 :.� ,ted', � 0-i .„0„ rir rn rrr rr/�ar a L I` , i rr rir� r0- rir io /v 2 1/2" A EDGE NAILINGjrjr KNIFE PL 1/4"X 5"XO'-9 1/2" u O k /�• W/(2)3/4"DIA BOLTS REF PLAN Portland, Oregon 97224 • 1 1/2"CLRTYP REF PLAN / Job #: 17-T051 / / \ 1 1/2" LAG BOLTS (3)5/8"DIA BOLTSi ►� 114 \ \TYP CONT DBL TOP PL 2x ROOF JOISTS WI 1 ( „sa . II "` i` ,I(--/ "' REF 5 / S6.00 SIMPSON HUTF TOP - FLANGE HANGER 1-1-6-- - - - /TYP 'T - -� 1 1/2- ' 3/8"x BM WIDTH +1 xAS ( °° °° 3/16 \ SHOWN B RING PLATE �.a © n o 71 BM WIDTH + 1" / ;1r i 114. /TAK WELD NUT ,!4Q PL �'/ �INSIDONGLE "" 3 112TRUSS OR JOIST, REINFORCEMENT 2x STUD WALL REF PLAN �� BEARING PL REF PLAN BY JOIST MANUF DBL OPEN WEB TRUSS W/ "" "" "_ ," WHERE0° \-- GLULAM PURLIN, REF PLAN(AT REQUIRED , 0 3/8 x5 x0 5 (3)5/8"DIA BOLTS LOAD TRANSFER BLOCKS SIM CONDITION, PURLIN ONLY f 1. BY OTHERS OCCURS ON(1)SIDE OF BEAM) GLULAM BEAM, REF PLAN I SECTION A - A - `'�-- 0 Q CO 2 MECH UNIT CURB TO JOIST- PERPENDICULAR TO JOIST 28 GLULAM BEAM TO GLUCAN BEAM CONNECTION 24 ROOF TRUSSES (RED-H) PARALLEL TO WALL 20 GLULAM PURLIN TO GLULAM BEAM CONNECTION ...0 a S7.o1 1" = 1-0" S7.o1 1" = 1'-0" S7.01 1" = 1'-0" 57.01 1" = 1'-0" �� CO O co ENGINEER NOTES: -r = �- NOTE: TOP KNIFE PL N 1" N 10/ 3 i 1. VERIFY JOIST HANGER TYPE AND NAILING REF DETAIL 241S7.01 FOR MORE INFORMATION ON UPPER ROOF alimilE • \. REQUIREMENTS FOR BUILT UP MEMBERS. 11 7/8"I-JOIST, REF PLAN(24"MAX OC) BEARING PL O • ° _ ccs CJ 1 Mcm TRUSS BOTTOM 1" 4.0 -MBOTTOM KNIFE PL CON CHORD SIMPSON HANGERS,TYP43) /� �� O -' 5/16\ 4x E 0.148,"x 1/2"NAIL,TYPE SECTION A-AI �, SECTION A A & - CO �' r SIMPSON H8 AT EVERY OTHER ROOF SHEATHING �"'• . .J I- "- I r STUDS TO TOP OF 2x ROOF JOISTS 2x DECKING,REF W �'"� �-% "`� LOWER ROOF SHTG REF PLAN PLAN AND KEYNOTE® `"�✓ C CD • 2----------:_'" .0-G _IIx o J 0 (DE Fem.. AMMAIN E i r q,� i DOUBLE JOIST AT / _ ,I I 14.1110 Ow CO jr II 'i I SIDES OF OPENING �• 117/2:6,, 112„ 6„ 6„ OP " ING \ A �J� _ V W/l(6}3/4"FE PL DIA A307'-311 E CES Cly I \-- ," Zx ROOF JOIST REF PLAN ` �' i-o� - © 0S BOLTS 11:1) O3/16 x 3 1/2 x 3 1/2 STEEL 7'1 TRUSS BOTTOM ._.. 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E Cly 4 ,• �_3„EDGE 1\ �—t O * .NNNN i�� 3/8"BEARING PL AS SHOWN iL ~ DIST MINLO lulm Ce Fa" 1/4x12 x12"SIDE L 4 SIMPSON LUS TOP 24"MIN WIDTH 4,,) mow a sormem cfr) FLANGE HANGER PL W/ BOLTS: REF ARCH GL BEAM REF Pi31 AN 1/4"BENT PL AS SHOWN 44 `- 3/8"x12"x12"BEARING PL 61 -.'/ 7--7-- ----C' :- TYP\ I I • ...� I __ 1/4/ ISHEAR WALL 24"MIN -+�- 1 STEEL PIPE REF PLAN REF PLAN i OPEN WEB ROOF TRUSS ,...i- GL BEAM REF PLAN 0 62 ANOPY BEAM TO STEEL PIPE 58 2x SOLID SAWN JOIST TO WALL 52 LEDGER CONNECTION TO DOUBLE TOP PLATE AT WIDER GUTTERDi- i B -;-- -- S7.03 " = 1'-0" 57.03 1�� = 1'-{j'� 57.03 1�, = 1 - �� L A ,_- _ - e c ADD-02 -0) 3 1/2" 3 1/2" N 1 1/2"�pr f �1 1/2" OO to ® G ® 1 114"X12"X12"SIDE PL OTOP PL 3/8"x 10"LONG 0E 6x COLUMN <> 1 1/2" `> TYP/ 1/4 > HSS COLUMNSe 3/16 / MEMBER AT -�'�- 'r REF PLAN fp,- /� phase I BID AND I - ♦1 PERMIT SET co (3)1/2"DIA x 4 1 1/2" 3/16 \WELD SIMPSON HGA10 AT EACH END 1 1/2"� 1/2"LAG BOLTS 3 1/2" --T-1 I BEAM REF PLAN 3„ 1 date 02.09.2018 = IMP j'' &2GOLUMN AT EACH END EN MDR . O�' O ,� 3" WIDE FLANGE , fL_»J ,;-- .(75 BACK PL 1/4 x BM WIDTH x REQ'D d O BEAM REF PLAN 4 2" revisions l ___I-If 4 1/2" ,,• ;s---° ADD-02 13/7/2018 a — ADD-05 13/21/2018 \,___ I 3I- I1/4/3!8"BEARING PL 41/2" 3 1 1/2" ,-, -r- - 0,u \ •, 'tet O its hl'� Q 3., 2„� Oj � ®� X11/2” o '. ® T ` 0 14" z° 3" (2) 1/4"x5"x12"SIDE , >� PLATES W/(3)3/4" SECTION O N A-A 14 BOLTS AS SHOWN WIDE FLANGE --il v ® I 4,��, HEADER,REF PLAN I 5 ' BEAM REF PLAN /---/V-1- 0 project# 16054 Iti 3/8x5"x13"PL(SKEWED) ROOF FRAMING DETAILS O (4) 0; `-3", W/ 3/4"BOLT TO BEAM x 6" • �` ---�,-- HSS COLUMN REF PLAN Q'- a) 3/16\ KNIFE PL 3/8"x SHOWN W/ �CV�D \ (4)3/4"DIA THRU BOLTS M� 3/16 \ BEARING PL 318"x6"x BM WIDTH •47,-;- U 63 EAM CONNECTION TO BEAM 59 HEADER TO POST CONNECTION 55 ANGLED GLULAM BEAM AT GLULAM COLUMN 53 ROOF BEAM CONNECTION AT CORNER WALL S7 E 0 3 o s7.03 1" . 1-0" s7.03 1" = 1'-0" 57.03 1 1/2" = 1'-O" S7.03 1 1/2" = 1'-0" F-7,77-77----7-7---7 .4---� I ADD-05 .:ti - ,- 0.148"DIA NAILS AT X"QC - ____Ik-- . -, • SILL OR SOLE PL BELOW,TYP • �., • 6 SHEAR WALL SHEATHING, REF ; • PLAN AND SHEAR WALL SCHEDULE • n. - HOLDOWN POST, REF , . ' HOLDOWN SCHEDULE SHEAR WALL EDGE NAILING ."MOW" \�� ' � 411 • �_....- 19 J_' l TOPPING, REF PLAN • • SHEAR WALL EDGE NAILING '�. • / O ' �' SHEAR WALL SHEATHING, - FLOOR SHEATHING, SIMPSON STRAP, _ _ _ �• _ REF PLAN AND SHEAR REF PLAN REF PLAN • \ WALL SCHEDULE - 0.148"DIA NAILS AT X"OC,TYP t til ' HI I I ;.I H �1. ;: = j �� ,sem . . = . �• :ti SHEAR WALL EDGE NAILING SHEAR WALL SHEATHING, i i ... _avggitAk. •• REF PLAN AND SHEAR WALL SCHEDULE �l%r=' � ;_.y _ 3x FLAT BLK'G ON SHEAR WALL SHEATHING, SIMPSON'Z'CLIPS - - - - -' `� '- v I `. - - - • - - f REF PLAN AND SHEAR HDULE 0.148WALL "DIA NAILS AT X"OC - \\ "�-r.,,,,• ~ ilk) UCTt,J1 SI I �.,►- REF PLAN FOR JOIST `` �+ � � l�+� �k �� ,� SIZE&SPACING • �" .� ' :-• 0 fb • `\ . • . • . . 1 .• . . . . ,,�.• . • . . Vil HOLDOWN, REF PLAN • 7: 4FIEOtJN ,, NSHEAR WALL EDGE NAILING,TYP �.. o� GORy HOLDOWN POST, REF we " HOLDOWN SCHEDULE -- Q - I EXPIRES: 1'J 1 . ---- ' -/- • . •�; 7 • • 12 o 6 HOLDOWN AT WALL CORNERS AND INTERSECTIONS 4 DRAG STRAP TO BLOCKING _ --' • ss op 1" = 1'-O" 58.00 1" = 1'-0" \ ' ' . • • • ' :141:: _- °1-1,1_______ i:lo:..•..... . ki 1- [ J _,__ ____- ------- ------ j� STUD WALL REF PLAN&WALL 8 SCHEDULE 1 HOEDOWN SCHEDULE > _, 0 DBL SOLE PL W/1/4"x 8"SIMPSON SDS i i 0 1= SCREWS @ 12 OC UNO, REF SHEAR ANCHOR ROD zi m W ,._,F- I WALL SCHEDULE SHEAR WALL ELEVATION NOTES: F R O E L I C H MARK HOEDOWN HOEDOWN POST HOEDOWN ATTACHMENT TO POST ANCHOR ROD DIAMETER EMBEDMENT •Q-� v 1. TYPICAL WINDOW OR DOOR ROUGH OPENING-REF PLAN FOR LOCATIONS. TYPE z d •- DOUBLE 2x TOP PL W/ ENGINEERS 1 DEPTH, Le W 2. WINDOW OR DOOR HEADER.REF PLAN FOR SIZE&ANY ADDITIONAL INFORMATION. p I SIMPSON HOLDOWN STRAP SPLICE REF 5 / S6.00 3. CRIPPLE STUDS ABOVE&BELOW OPENINGS. 1 SIMPSON HTT5 (2)2x STUDS (26)0.162x2.5"NAILS 5/8" **0'-6"** W? REF HOLDOWN SCHEDULE _ '-' 4. DOUBLE PLATE AT WINDOW SILL, REF WINDOW!DOOR HEADER SCHEDULE. w FLOOR TOPPING REF PLAN 5. TRIMMER STUDS. 17700 SW Upper Boones Ferry Rd 2 SIMPSON HDQB (3)2x STUDS **0'-9"** z 6. 2x6 CONT BLK'G REF 16.S6.o0 AND 17/S6.00 (20)SDS 114 X41/2 7/8 (USE 3/8 x2-1/4"x2-1/4 PL) ¢O FLOOR SHEATHING REF PLAN Suite #115 C-I' ►+ 7. TYPICAL WALL STUDS. Portland, Oregon 97224 1"DIA ASTM A36 THREADED ROD(USE 1/4"x3"x3"PL WASHER < z _„__ ;-' •-•. '": •""'-' "' -•.4`•= 8. WOOD STRUCTURAL PANEL SHEATHING. LAY HORIZONTALLY OR VERTICALLY.REF SHEAR WALL SIMPSON ,. ** . „** W_� ��ii1 WALL SHEATHING d Q_ .■.._ ..:., ......-...:r�,••:,. -•---.-::,..., :-,•.. i. 3 HDUI4 6x6 POST MIN (36)SDS 1/4'X2-1/2 BETWEEN DOUBLE NUT AT BOTTOM OF THREADED ROD). 1-0 v SPLICE LOCATION - SCHEDULE FOR ADDITIONAL REQUIREMENTS. Job #: 17-T051 HEAVY HEX ANCHOR NUT REQ'D AT TOP O U ,: ; -,,.,�- 9. PRESERVATIVE TREATED SILL PLATE. 1 1/4"DIA ASTM A36 THREADED ROD(USE 3/8"x3"x3"PL J O - """` 10. SOLE PLATE. 4 SIMPSON HD19 6x8 POST (5)1"DIA MACHINE BOLT WITH STANDARD WASHER AND NUTS WASHER BETWEEN DOUBLE NUT AT BOTTOM OF THREADED **1'-4"** 4C m 11. DOUBLE TOP PLATE. REF 5 / S6.00 FOR SPLICE DETAIL. ROD). HEAVY HEX ANCHOR NUT REQ'D AT TOP z- 12. HOLDOWN ANCHOR,OR STRAP. REF PLAN. 5 SIMPSON (2)2x STUDS (16)0.162x3.5" NAILS AT TOP&BOTTOM(CENTER STRAP ON o< { 13. WHERE ENDS OF SHEAR WALL OFFSET HOEDOWN POST TO ALIGN&CONTINUE TO FOUNDATION. MST48 FLOOR CAVITY(32)TOTAL NAILS) W +- 14. ANCHOR BOLTS.THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE(A HOLE IN SILL SIMPSON (23)0.162x3.5"NAILS AT TOP&BOTTOM(CENTER STRAP ON w 0 S REMOVING MORE THAN 25%OF CROSS-SECTION SHALL BE CONSIDERED TO BE BREAKING PLATE) 6 MST60 (2)2x STUDS FLOOR CAVITY(46)TOTAL NAILS) 4 j O - WI ONE BOLTS LOCATED NOT MORE THAN 12"OR LESS THAN 4"FROM THE END OF EACH PIECE. 7 (2)SIMPSON 4x POST (16)0.162x3.5"NAILS AT TOP&BOTTOM. ONE STRAP PER SIDE a-o W p 15. FOUNDATION REF PLAN. MST48 OF WALL.(CENTER STRAP ON FLOOR CAVITY(32)TOTAL NAILS) I- En tom- 16. PANEL EDGE NAILING, REF SHEAR WALL SCHEDULE,AND 2 ! S8.00 8 (2)SIMPSON 6x POST (23)0.162x3.5"NAILS AT TOP&BOTTOM(CENTER STRAP ON 17. INTERMEDIATE SUPPORT NAILING AT 12"OC. M$T60 FLOOR CAVITY(46)TOTAL NAILS) _• . UNDER EACH OPEN 18. PROVIDE EDGE NAILING TO EACH HOEDOWN POST.WHERE HOEDOWN POST CONSISTS OF BUILT 9 I (2)HDU14 REF DETAIL 50/S5.02 FOR HOEDOWNWEB TRUSS UP MEMBERS PROVIDE STAGGERED NAILING TO EACH PIECE, REF ATTACHMENT TO POST AND ANCHOR ATTACHMENT TO FOUNDATION / 19. HOEDOWN POST. NOTES: 1. ANCHOR RODS SHALL BE ASTM F1554 GRADE 36. REF 10/S8.00 FOR ANCHOR ROD EMBEDMENT DEPTH, Le. i o - 20. ALL SHEATHING EDGES ARE TO BE BLOCKED. REF SHEAR WALL SCHEDULE FOR FRAMING 2. ALL HOLDOWNS SHALL BE INSTALLED IN STRICT CONFORMANCE TO MANUFACTURER'S REQUIREMENTS. I THICKNESS AT ADJOINING PANEL EDGES. ‘41.....a 3. DOUBLE STUDS SHALL BE LAMINATED TOGETHER WITH TWO VERTICAL ROWS SPACED AT 4"OC,OF 0.148"DIAMETER NAILS SPACED AT 6"OC FULL HEIGHT. - -ti- OPEN WEB TRUSS 21. REF SHEAR WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS AND FOR INFORMATION NOT 0 4. HOLDOWN TO OCCURS EACH END OF SHEAR WALLS. REF PLAN SHOWN. ..i� 9 HOLDOWN SCHEDULE 5 OPEN-WEB TRUSS TO EXTERIOR WALL- PERPENDICULAR 1 TYPICAL SHEAR WALL ELEVATION 0 - s$.oa 12" = 1'-0" 0 S8 00 1" = 1'-0" S8.00 3/8" = 1'-O" a PANEL EDGE NAIL ...0 SPACING,TYP Ca DBL TOP PL ' CO a N Ad' 0 E _ '-- Zit - o 1^o( a o o ° - 0 \,_-3M" 0co 0 � 1 �o i � - 1 �� I°I r 01 I°1 STAGGERED SHEAR C 2 SHEAR WALL SCHEDULE1 I I °1 I I WALL EDGE NAILING, APA RATED WOOD FRAMING HOLDOWN, REF PLAN& I - I. I I REF SHEAR WALL ....... '� PANEL PT SILL PLATE SIMPSON HOEDOWN SCHEDULE SCHEDULE E WALL STRUCTURAL THICKNESS AT SOLE PLATE FASTENING REFERENCE co TYPE PANEL EDGE CONNECTION TO ADJOINING (UNO ON DETAILS} SHEAR CLIPS AS - DETAILS TOP OF WALL. SHEATHING NAILING FOUNDATION PANEL EDGES NOTED IN DETAILS 2x STUD WALL, REF PLAN ,� 0.148" Zx SILL PLATE WITH ADJOINING PANEL EDGES iii CZ C 0.148"DIA x 4-1/2" SIMPSON A35 AT 24"OC. 5/S8.00 3/8" .�C A 1/2" CD AT 6"OC 5/8DIA "DIA ANCHOR ROD 2x AT 6"OC (MIN(1)PER BAY) 8/S8.00 F.- U AT 48 OC �O TMP STAGGER PANEL EDGE NAILING, O 0.148"DIA SILL PLATE WITH 0.148"DIA x 4-1/2" SIMPSON A35 AT 18"OC. 5/S8.00 3x OR 4x STUD AT ADJOINING REF SHEAR WALL SCHEDULE Q E B 1/2 AT 4"OC 5/8 DIA ANCHOR ROD 3x AT 4"OC (MIN(1)PER BAY) 8158.00 I PANEL EDGES, REF SHEAR ima CD AT 32"OC SHEAR WALL SHEATHING, REF WALL SCHEDULE f \ 2x SILL PLATE WITH PLAN&SHEAR WALL SCHEDULE STAGGER SHEAR WALL ° ° \_ E NAI -• Lim 0.148' DIA 1/4"DIA x 5"SIMPSON SDS SIMPSON A35 AT 12"OC. 5/S8.00 PANEL EDGE NAILING - -� I - PANEL EDG L � CO C 1/2" 5/8 DIA ANCHOR ROD 3xa a E ..� AT 3"OC AT 24"OC SCREWS AT 6"OC (MIN(1)PER BAY) 8/S8.00 ' a ,� ° °_ ° SPACING,TYP CO 3X SILL PLATE WITH (2)ROWS 1/4"DIA x 5" 1. I 1/2"BOTH SIDES 0.148"DIA6/S8.00 ■■� D 5/8"DIA ANCHOR ROD 3x SIMPSON SDS SCREWS AT REF DETAIL OF WALL AT 4"OC AT 16"OC 6"OC STAGGERED 7/S8.00 °I :7i:7:1r TRIMMER STUD(S), REF PLAN 3x OR 4x BLKG BETWEEN I I IX F 1/2" BOTH SIDES 0.148"DIA 3X SILL PLATE WITH (2)ROWS 1/4"DIA x 5" 6/58.00 HOLDOWN, REF PLAN& STUDS TYP __I __I L _ 1 =_ , C _ - _ E 5/8"DIA ANCHOR ROD 3x SIMPSON SDS SCREWS AT REF DETAIL HOLDOWN SCHEDULE .jr WALL AT 3"OC AT 12"OC 6"OC STAGGERED 7S/8.00 3/4" 3/4" NOTES: 2x STUD WALL, REF PLAN WINDOW OR DOOR OPENING, 1 1/2" 1 ANCHOR RODS SHALL BE GALVANIZED ASTM F1554 GRADE 36 AND SHALL HAVE A'/4 x3"x3°GALVANIZED PLATE WASHER BETWEEN THE SILL PLATE REF PLAN VERTICAL AND HORIZONTAL PANEL.JOINTS OF WALL AND THE NUT. STAGGERED SHEAR 2 PROVIDE GALVANIZED NAILS INTO ALL PRESERVATIVE TREATED MEMBERS- p I I 1 WALL EDGE NAILING, T 3 ALL SHEAR WALL PANEL NAILS SHALL HAVE A MINIMUM 1-1/2"PENETRATION INTO EACH CONNECTING FRAMING MEMBER. „�, I I I° I I I REF SHEAR WALL I LI I. °I 1.1 SCHEDULE MIN 4 NAIL HEADS SHALL BE DRIVEN FLUSH WITH THE FACE OF PANEL. OVERDRIVEN OR UNDERDRIVEN NAILS ARE NOT ACCEPTABLE. I I I I I I 3/4" 5 NAILS SHALL BE LOCATED AT LEAST 3/8"FROM PANEL EDGES. SHEAR WALL SHEATHING, REF 0.148"DIA AT 6"OC STAGGERED a 6 PENETRATIONS IN THE WALL SHEATHING GREATER THAN 4"IN DIMENSION(ANY DIRECTION)ARE NOT ACCEPTABLE UNLESS SPECIFICALLY PLAN&SHEAR WALL SCHEDULE ',$-____,2 / O O ° a 0 O O AND EDGEE NAILED. ENGINEER OF RECORD. PENETRATIONS LESS THAN 4 IN DIMENSION SHALL BE BLOCKED ABOVE AND BELOW(STUD-TO-STUD) 3 3" 3 ° a O O O O O O �j _ _ STAGGER SHEAR WALL EDGE " 3" "3/4" USE THE GREATER OF THE KING • o STUDS OR THE HOLDOWN POST NAILING TO HOEDOWN POST PROVIDE 1/4"GAP BETWEEN SOLE OR SILL PE �� PANEL EDGE NAIL -` V PLYWOOD AND CONCRETE P TY u) WHERE APPLICABLE SPACING, - D CD _ _.__ _ BASE OF WALL ci) - c 10 SHEAR WALL SCHEDULE 7 HOLDOWN AT END OF WALL OR OPENING 2 SHEAR WALL PANEL EDGE NAILING - TYPES C, D, & E a S8.00 12" = 1'-0" - S8.00 1" = 1'-0" s8.00 1" = 1'-O" 9) 'c SHEAR WALL, REF PLAN AND v "- SHEAR WALL SCHEDULE O b. -�'�---, - PRESERVATIVE SI IVE �.7 _ O HOLDOWN POST, REF 01 I TREATED SILL PLATE ` EHOLDOWN SCHEDULE 0 I°I I°I - . phase I BID AND coII °I I I I REF SHEAR WALL ANCHOR ROD, 1 3/4 3/4" PERMIT SET I ISk , 1 ° I°1 1.1 SCHEDULE PL 1/4"x 3"1 I l 1 SIMPSON BPS 1/2-6 w OR 2 S I I STAGGER PL WASHERS AT --,.__0...__- Cjate ' 02.09.2018 STANDARD CUT WASHER TWO SIDED SHEAR WALLS �.-� a BETWEEN PL WASHER AND NUT - revisions 65 HOLDOWN AND HOLDOWN / =I ___.ANCHOR,REF HOLDOWN ° • SHEAR WALL SHEATHING BOTH 13R/2018 D SCHEDULE SIDES(WHERE OCCURS) a FLAT SIDE OF WASHER 1/2" _ _, MIN-''. GALVANIZED NAILS,REF SHEAR WALL (i) = U • SCHEDULE FOR PANEL EDGE NAILING d" 8"MIN PROJECTION 164. �� \ --,..- tt) THREADED -4F- #4 x CONT EACH SIDE y. • = CD �\ �,,.• 1 OF ANCHOR RODS -------i4'1 _ I f V"'" OVERSIZED HOLE IN WOOD �' 1- ;4 a7 E`MBED c PLATE(OR GALVANIZED '.'LL.t- '`\ cll HOLDOWN ANCHOR) - r ANCHOR ROD, REF SHEAR . .WALL SCHEDULE - - .• project# 16054 '• '. TOP OF FOOTING 0p CONCRETE FOUNDATION, EF PLAN �� , s j`'+� �, � DO NOT OVER DRILL OLES FOR SHEAR WALL DETAILS 0 - ANCHOR RODS PLI/4x3xDOUBL NUTS ~� HOLDOWN ANCHOR EMBEDMENT CONCRETE FOUNDATION, -co r a. 1 DEPTH, REF HOLDOWN SCHEDULE REF PLAN up 0 C`2 ADDITIONAL#4 FOUNDATION _____________.-•-, c.`)"1 DOWEL W/STANDARD HOOK i LAPPED TO ANCHOR ROD S8a00 O N " vi 8 TYPICAL SHEAR WALL HOEDOWN AT FOUNDATION 3 SHEAR WALL PILL PLATE CONNECTION TO FOUNDATIONiBn :-: S8 00 1" = 1i-0" 58.00 1" = 1r-0" u-3 U 8.6 9 , \ 1 { ‘, I 1 1 1 6 ra****) n TYP AT AT MECH ) .L._--- ---- --._---,--- -_-:-_-1-7-7,--:-.* NV SCREEN POST -, - \ \ \ - .,r 0 0 I 0 0 0 i -- -,.- _---. - -.- 11 rAo. 7Th ® — 1— —1 z...... =di --..- - - 6'-0"MAX A 8 6 9 • 1 __. 0 0 16" • . 6 i/4"x 12"GL WITH SIMPSON I I / / /I HGLT HANGER(TYP) II 1*WC itiiit4 TYP S Z ,___ I I ____, ,..4.0 P8044. _ \ atzcvoeliNe,4"115 'Edi 21 211 I Ait-,4 ...le; ...y__,4 / iii19 ,-419 .0(-06 ---1\ 79 7\2_5)j(16) , Al9 - 1 6) 16 Ir --- 16 , )1 ' 0 4:11) ic7) it r40,, OREGOV, U 0 0 \ / ° 0 • I C,-4 c; 1- 4 I 0 A 1 El X et 13 6 32"x 12"GL WITH Ci ADD-05_ '1--H---1 -I SIMPSON HGLT B181 I EkOiRES:06-30-2011 1 HANGER(TYP) SIMPSON HGLT HANGER(TYP) 1 0 \ 0 op 1 4 0 ____ a -H -7---el ' —01 - - ...V 1 1 — _ A --1 — Bi.©2'-8"OC M' Q \o / \ El ----___ ---1-7_, - ----- -1- - •...4*--0,-- --- _ 0 I 0 op c — L ,------- --- 0 . 0 "_®, . 430 o . jitro - 17 0 0 , 0, i _ ( 171\ 0 I 0 ------,.„. IT SIMPSON51/2"x11'H'GGLL WT I T I- L I FE RN 0sI NE EL El I CR S I-idl IV— HANGER(TYP) 1 . (J1) ...0._ 0 — — — I _ — / --- ---- .. _, D — 4 17700 SW Upper Boones Ferry Rd I I 6 3/4"x 12"1 GL WITH Portland, Oregon 97224 1 1 SIMPSON HGLT Job#: 17-T051 m HANGER CYP) 0 — 0 _ - -0— .., - ----- -...,,,S6 , 21-8"MIL • -ai /- n , _ _ • (1 (1) • — al 1 (D _ io 0 c ‘. °D 161TYP -16"TYP I 1 0 lb _ 7 — \ \\ 5 1/2"x 18"GL WITH SIMPSON I I I I V G HGLT HANGER(TYP) p o o o O co \ 1 B3 1 0 I I LI .i ...0 10.5 211114,-,1 L 0 •ii .. Lamm KIId \--mil 5 1/2"x 18' GL WITH SIMPSON orsom A••■,.. I- HGLT HANGER(TYP) 0 Ci) 11---- --' 0 ...... imom - miC CD .:. . to) I CO CD rN) 3 RTU PARTIAL PLAN - SECTOR B 1 RTU PARTIAL PLAN SECTOR A- NORTH Ill 0 6- ...0 = S 9.00 1/4" = I-O" S9.00 1/4" = 1'-0" CO C.) o .11.... cs) CD =E p:..„=.41, C ta) t, RS 'cl) — .4...0 ... I.— Structural Keyed Notes LU c co (7; a) 16 ROOF SCREEN POSTS TO 4"STD STEEL PIPE @ 6'-0"MAX. PLACE THEM CENTERED BETWEEN GL BEAMS. REF DETAIL 23/S7.01 Agik glikk I = = -6 17 GL BEAM TO SUPPORT ROOF SCREEN POSTS TO BE PLACED A MAXIMUM OF 2'-8"APART S3.20 S3.20 0 25 ROOF TOP UNIT SCREEN BY OTHERS.REF ARCH PLAN FOR LOCATION AND DIMENSIONS ID 4-6 cp 1 = Ct. ctl s...... 1 CO mai as I a) ..., ....... c,„ I a) 1 —.1 sci.- 1 _ ,c(C16)FP- ... ,-S - . - - „..1.i _, ' - '---, -- -----' _ --.-,_ -_ --_ -, rsery?D - 5 1/Z'x 18"GL WITH Ekil .. 1 SIMPSON HGLT E._ :-,:-= -., _. 2::;:::---- 0 1 I I J \ I 1 HANGER(TYP) -,-, -.-- x- ,--. =_-_- = ...._ cr) a) „ cif® c) 1 -6— I 2 r-6 I I _____ _I_ I r — I I I I 0I I I I phase I BID AND 1 0 16 ),_ PERMIT SET 1 L cr) ic cr® _cfio. 51 I • c":"...p. datel 02.09.2018 = = revisions 1 „...,,,.. 16"111tAX -16"MAX vjl 6'-O"MAX ADD-05 3/21/2018 = / / o a) I — _ I _ _ _ ___ cx. — - — — - --F-I ili' - : E CO 1-- ...tt Lo a) 07)7 ....CO... .41 Wo a a) E = project# 16054 0 PARTIAL PLANS -6..... 0 2 ,4, 0Q) coto c."--- 2 RTU PATRIAL PLAN SECTOR A-WEST 010 ss.o0 1/4" = 1'-0" co„.0 S9111100 , cr) CD ' a) cv 0) Lon l LC),--.--: -- ::''- -: '- -' 'l',- - :-- - --'i•-:':--: -: ---1:::,'-- --, .1 .0 CI) CI ;\l, 2 sti3pliote.7.14 3HG1/L2T"x 18"GLVVITHp)SIMPSON HANGER I I I .-.__ ....----1 :- _ .. 7._ _ ---_-_,-----.-_--.- ___,......... ...--- _ --___ __ ,_ ------- rfz--(j16 / /I 16 ___ E ---------- .. I ..ga.....)16 A A -4 _ ---: . 16"TYP 16"TYP — - :411i -_--,-.._ -_, — -- .. 1 1 .4 — \-05 ' - —___ I I t_ ..-----,-----,--_---- --7- -.1","-, ,..,. 3 1/2"x 18"GL W SIMPSON I HGLT HANGER(TYP) — I \ 0 421 1 stiCTUpt 4 - - 1 Nil 1 A / _ t--(2.9fr/L I — _ ikx--otattNejoii33,.o 16"TYP . . . I s U 41 16"TYP I I b _. 0111.' i 1414 . Si _. 0I I I 0 I 1 r-------= --ioril r F - il 16 1---- ___ OREGON s6 11 . I I I #4r/ /- 0 14 ‘ OP db — _ I ID _ — 1 I — — %/WO I u) , • 0 - FEMMES:06-112011 I I a_ I ' I I I ED !t`lt Vt 0 z w z I 3 1/2x9 1/2 GL u. a- 0 0 3 1/2x9 1/2 GL Lki laj v-06 (..) I I I I I • 0 0 0°' iii u_ 0 ir = = ce Lu I , 0 1 0-\39 0 , J 16 iN1 @)- I 0< ix I 3 1/2x12 GL \ 3 1/2x 2 GL CCI — ../ -_-- --,--- CV 01 Lil = ...•••-• _ El D in 0 Li- a 0 0 w CO ce < I 01•••••••••• •1. ..... .... ... 411141111_ --. .r--_...._-- -tr.- - ---- --'7"--- '.. ........ .,__ . 16 II ----- .„--. ,r ••• "I- . - Ili ye - ------- -.=_ ,--..-;:-.---- ---- I- I 16 w : • * 0 < • — _- ...,0„4,404'. u) ; I >-< ', . I I I I . .. . _ ._ - _ . . _ co I . . FROELICH 0 - I I _ • _ — ENGINEERS a 90 1 0 mtt.' 44111144#44.***i4 4 4.# ' -- 0 0 - 16 i • /--035 _ < - • . I I co) • • it it RTU WGT=Z000 LBS , • ca I — I0 I I _ — -! 1:::cer® 1. 4.04.##.14 4.41CSSV 17700 SW Upper Boones Ferry Rd Suite#115 4 _&• ... 74 . yr Portland, Oregon 97224 Job #: 17-T051 * 1, 16 z-, -(16) -8 I m I '00 PAA 41 % S %* I — 44. \- 0 N\ I I 4* . " ,‘16 .•® I 16 4 16 •-__, I / / , REF ARCH 16 \ ® ,! y 4" / . 1-1 1 \, — ____ ___. I I/ 6'-0"MAX I REF ARCH / / '44110 0 ....... s.... mom .41. 10 0 Cin 0 .... ..0 a 3 RTU PARTIAL PLAN SECTOR D 1 RTU PARTIAL PLAN SECTOR C -WEST 0 .... cy, S9.01 1/4" = 1'-0" S9.01 1/4" = 1'-0" CO 0 cNi c., ON- C' 0 N- ....0 c 0 41111 0 ca A... C 0 0 ...., Structural Keyed Notes LLJ = CU '473- _ 1 . i 14 DBL JOIST TO SUPPORT DIAPHRAGM OPENING.REF 29/S7.01 Cl) = 15 4x12 DF#2(4'-0"MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON HU412TF TOP FLANGE HANGER. REF 29/S7.01. I II C.) o E iiii— 0 16 ROOF SCREEN POSTS TO 4"STD STEEL PIPE @ 6'-O"MAX. PLACE THEM CENTERED BETWEEN GL BEAMS. REF DETAIL 23/S7.01 lel - — 4440 CD I 73 = 17 GL BEAM TO SUPPORT ROOF SCREEN POSTS TO BE PLACED A MAXIMUM OF 2-8"APART - - - - - - - - - - - - - - - - - --1- -- - ••5•1? (..) "V 19 5 1/2x12 GL(6'-0"MAX SPAN)TO SUPPORT DIAPHRAGM OPENING WITH SIMPSON GLT TOP FLANGE HANGER 25 ROOF TOP UNIT SCREEN BY OTHERS.REF ARCH PLAN FOR LOCATION AND DIMENSIONS 35 CONTRACTOR TO COORDINATE THE FINAL SIZE AND WEIGHT OF THE MECH UNIT WITH THE ENGINEER OF RECORD I I1 E 7:I51.1% Cti co 36 GUARDIAN CB18 FALL PROTECTION(NOT BY FE)CENTERED BETWEEN TRUSSES. REF DETAIL 30/S7.01 FOR STRUCTURAL FRAMING I— —_—LEJ 0 ----1 0) c) (3) Iwo ...... c, BELOW I r._____i_r__ LO 39 SIMPSON GLT HANGER j I I I I I''' IX i-- 0) 1 1 W - ——7 I _LI —I I A REF ARCH cfc® --1 1 ' /1 kI I6'-I r , 0"MAXI 16"TYP i- 19 tay .(--@..!) "QV -Q9 a(-(16) r(...16) 1 IiL 1 1 d 4 0 16"TYP III II 0 • !II ,® 1 _ _ I I I I _ 0 I 16 _ - - lb 0I i• I I --- ---1 II 2 I I III 0 1 i I .2. 1) I I ; D q ,, 1 _ _ __, Ef.2 0 0 zi, I a) N CD II 0 I , —' .— 11 --.. 6 cs) 1 cm Ii.A6) , = gi.' a) r 0 • II I — ------" 0 LI r15 --y1/4 ! I a) ill 2 HI 1 0 o ill E I III A6) I 01 I — • i 0 11P phase 1 lII BID AND (DI i i i PERMIT SET 1 1 I I ,-(19) i( 1 IIir l _ _ i _ To 1 - 11 1 \-6i) I II datel 02.09.2018 Id I 0 I I I = L_ I I, revisions 1 (7), I 11\-(1-)6 4 -®--iv l®(\r"-i --V6 '\_(;-;) L--1 1 0 1 1 -- 1 I 1(1. 1--- 13 Lr) CD x-- ----- co = CD EI -- I — I = 1- I project# 16054 C.) I I 0 I I I I I PARTIAL PLANS 0. 0 mt; 1 1 1 N---C) 1 1 2 RTU PARTIAL PLAN LECTOR C - CAFETERIA ss.oi 1/4" = I-0" co_--(-) S9 • O1 Ts j_cn. LO _ ,..,_•.r--r: P.'. - - 3 ,.. - ------- -7-z--------_,_-__-__-!-- -...,_--i.-,L,-_ I S910 I I r I .-A."--- :-- - :17:17,-,._ . --77-'7:- - -.--= ---1 --.=_--•--- -7;4- ---__ --,..--1 ---- ----- ----- a. I I I — : 1 -----.- - I s-- - %.. I I WT 6x15(TYP) I I '* — WT 6x15(TYP) I I likuCitipt, — ç, 0 PROPilA,14 dikvotaiNws ( ) 1 , I G , I,- rh C b) 0 — -- — 0,REGON d An r:401Pl O 0 — - - — --i__i! Etirgi— i t rg iMii—MEgii—ERE4--NENEHIBEZI 41— ____ - — NNNN _ - - - -_4__ _ 4. _ _ A Irel%ks 4ORYik•%‘‘r ' I EtthiRES:0&30-2011 1 ....._ 1 I .1 I I NN---- REF 2/S9.10 FOR MEMBER SIZE .....r.......... Ii _ — — — _ ,.)) — — _ — — — — 1, _ — — ii ii il I' II ii 0 r-k-, . 0--- - _ 4,46.- --- - , , _ .", - — ,. I I I — REF 3/S9.10 FOR MEMBER SIZE F R O E L I C H - ENGINEERS ,.. B15 TYP .-.....--. I ED 0 I ".."7 17700 SW Upper Boones Ferry Rd Suite#115 Portland, Oregon 97224 — : I I _ , Job#: 17-T051 _ , ;k: ...i.-_ I r _ 1 P I I ...c_._" ....._ =...-..- P 9 P 9 — 11 I I I I 1 I I I I .4.1. 3 4 Ir-J_,,, 6 C...) II 111111111111111 SIIMM iMiNii V.1/...a 0 U) a..... 1 MAIN ENTRANCE CANOPY- TYPE Al ...= a C.) .. CO 0 c4 co ii, CC ...... 0 r-- ,...0 cfn ® D a) .....„ = ET 1 E .. . 6,,,OX 41-0"APPROXF CD fir .21 1 — 4-0 ..." I— W IC co 4d TAPERED"T'SECTION AS GA) SHOWN.Tw=0A8"MIN. = = --Ne R F AR H I ""APPROX TAPERED'T'SECTION AS 3, 4'-6"APPROX yip-6 cp 1 -F2 .5..tit .....r. ] J --- - E ---- -- - I, 4'-6"APPROX i---, SHOWN.Tw=0.48 MIN. bf=9"MIN.Tf=0.64"MIN. 1 I] ,i, 4.-3"APPROX Le 41"3"APPROX Cill C.) 7.3 Sam. 1-- - ] . ,t., 4'"(3"APPROX (-- ...i 5„ \ 7 1 _ ,_ 7 1 T 1. 4'-9"APPROX / \ 111:7 . I ________ - - . ,__ I I , ..., 1 I 11.111111 ce F-- cy,"" . ......................... - ni.,_, 1 1 1 VVT 12x31 S9.20 - VVT 7 12x31 Ali TYP\z / 1/4/ I -- - S9.20 I , --.....-----....— E. 0 I (-?. _i- re_ I I CO = -- CD = CD I ..6 0 I I 2 46 0 1 E 36 (-.) phasel I S5.01 1 PERMIT SET BID AND co 1 Lo. _ .. = t5 _______.... _. _ __ I date 02.09.2018 I I .n revisions = ACh,..... .05 ; S5.01 - - -., al I I I ASI-01 I 5/16/2018 I I a) I I I I E —• —-—- I I I a) 1-- i .1. LC) 1 L JI I I 1 ____.______ c... . .......` cr) a 1-... I E project# 16054 1 = (..) 0 I I CANOPY PLANS 0 c., Cr)0 Cr) I MAIN ENTRANCE CANOPY- SECTION 2 MAIN ENTRANCE CANOPY- SECTION ma S9.10 1/2" = l'-0" S9.10 1/2" = 1'-0" ....4".44( S 9 III 1 0 c..) co----. v– Et2 .::::- .-_-_ '125.0 . 11-L-0 0 0 ,r. 4 0APPRO I 4.-0"APPROX,1, '- " X III _ I --'---- --t-'--7: :LT---.-- ---- '4------- -1-- ",:%-_-_- -= = -- -- --0. ...-- . I . +. 1. 12I 0 _ 0 .,... _ .... . p _ I 1 0 _ TYP/ 1/4 .-• WT 6x15(TYP) 4.4.T4,00G1N4145:D. I .. i - 1 _- — -.41Por rill PA, oREGoub 41- , D E-- 0 ab 14$,..A.,. / I 44ORY i ! P —^.0 Q Ch _ 1 ExiiiiEs:06.30-20/1 1 1 -:" 1411 WT 12x31 (TYP) WT *1 6x15(TYP) • '„- i 1:3 l'="-4'.--- --- -- 1 S9.1 _-- ---_.— WT 12x31 (TYP) — CI ... .....,_____ , ------ - .----- _ , i- _.--i.i--3---- - -----, -- __A__ 7------------ 4p.-- 4 CANOPY AT Cl 2 CANOPY PLAN C2 _ S9.11 1/4" : V-0" S9.11 1/4" = 1'-0" D. ; ---"'"ja 7' - - I FROELICH — ENGINEERS1 S941 1 --1L- 17700 SW Upper Boones Ferry Rd 0 : Suite #115 P Portland, Oregon 97224 Job#: 17-T051 I 1 : i . _ 0 v A—L•4'-I3"APPROX ),4'--0"APPROX iri I 4 -0"APPROX jr/: Q - I ---- _ \ / II 114=Miit TYP/ - L.-.. 1/4/ I " I mmum .1•.. .0 . (Th 0 CI) 7 J.8 _ _ _ _ ... , ..0 I -,...-_. . ,1 i _ It..1 .... ce) a 0 K , _ . . / • D.--- i-. , C' - 0)= i / _ CtS 0 ° I I- 1 I-:4*1 I -6.0 cn W A2 ._ _ 1 I% a) co .:1-E3_.) MP I - __Lo - w c co 6.; --_, c..) 5 SECTION AT C2 o E I. 2 . . ‘11:---11), -- 42: 1 7 S911 1 1/4" = V-0" —0 _ I --\ 0 IA E cx„, 615 __..._..0 1 i 1 _ 1 - _ lr _ ic ___,___ t'l # i iy.6"APPROX -6:'____ _ I ______ ___ . I i I _ .1...... _ I > 1/4,,/' 0I --;A-,—- , :' ,-• i —_ 0 - CP ', - - / .;, f 0 , r / — . -CD- i /It. . • / ' - . / - 2 46 /. / .:1'..., - -- • - -- --- - ----. l . .„, / --. -€7-- --,- E / - - phase o / BID AND - 1 / . -:, ___ ,... cs) [ 1 =1 M = 1 PERMIT SET /.. ,.., > / _ -1-- 7--0 / / - . date 02.09.2018 = ,4 1 111:3 . t) = ... revisions (..../.5 a I I I 4:31 1 ASI-01 I 5/16/2018 o CD c).. E I 'et 1 1.4 to 0 co 4 4.— cn = CD = 6 SECTION AT C3 3 CANOPY PLAN C3 1 CANOPY PLAN Cl project# 16054 (...) 0 S9.11 1/4" = I-0" S9.11 1/4" = I-0" S9.11 1/4" = 1'-0" CANOPY PLANS 0.. 0 COO 7r.--- -4:< co,- S 9 III 1 1 v- e c) a) CNI 0) N—-.--; -"‘`,..,.... -.. 0 I I I I n _ -_ I ----4 •-,-=---- -_ - .... _. vvr 6x12(TYP) __J --... .. ----- 3'-6"APPROX 3'-6"APPROX t, 3.-6"APPROX 3'-6"APPROX I i T 1 T ,r T ir T1 4,44/ 461°14.141/416\01*33GPlNR414:44.41 VVT 12x31 S9. *%iio,p 6 is si „:_ ilic 4 -.W. ASI-03 ;4rAir/ OREGOIsle 44,4 ._, e0 -RY A TYP/z 1/4/ I 04 14 NO , / 64 4. . I EXPIRES:o3..."620/1 8 DIA STRONG PIPE .4, 1 NI44411444' I _ --1_, N444Sis .iy--- . - -IT----1-11*- "-------.----'-'--1-- --------.7i*--_'-r-'.....,_, °lot )• I _. - - \_ •,----------, — ___. REF 71S9.10 FOR MEMBER SIZE al (SIM ,,o. S5.01 p) FROELICH I I ENGINEERS __N 1 __ 17700 SW Upper Boones Ferry Rd - I I I Suite#115 Portland, Oregon 97224 L I @ (9--) Job #: 17-T051 3 OUTDOOR CLASSROOM CANOPY- SECTION S9.12 1/2" = 1'-0" :77---..----;.,w,--- 1 OUTDOOR CLASSROOM - ROOF PLAN S9.12 1/4" = 11-0" I 0 .=;. mom ..i 0 Cn 0 . a= 0 to) .... .. Cii) 0 RI ® 1 II*1 csi 0 r--- = (3) a CU 0 0 .4-0 DI (1) I 1-- 1 LIJ c co ..d 1 CD = -6 4.-tr APPROX 4.-0"APPROX H 1 li" I/ o E i--- ,so it- i---------..... 1 ......0 a) a) 1 --:_ = s...... , CI. cES ci I WT 12x31 7 Imm" W I— 2 1 TYP\ I / 0 /11% 1/4/ %IV _ 8"DIA STRONG PIPE I - I t - ......_ .. _ _ _i_ ...... L E I o (.) a) --- W C I .— CD a) galk SIM t.) I s .o _____._.._ _.___.) I I WT 6x15 TYP i-------'m-7 7-7-77- -'------'''-c7:-'7-'7'-'7------.;=:j------:-: a) BID AND -,= 0 , phase ..0 i 1 0 1 . co 1 I i PERMIT SET 1 co >1 -—-—-___-_- J REF 4 / S9.12 FOR MEMBER SIZE i date 0Z09.2018 76 I I 1-5 = revisions = el). ASI-01 I 5/16/2018 I ASI-03 I 6/15/2018 o .— a) 6 0. E }--- ..1- L.c) 4 BIKE RACK CANOPY- SECTION 2 BIKE RACK CANOPY- ROOF PLAN C3 CO S9.12 1/2" = 1'-0" S9.12 1/4" = 1-0" ......." co = a) project# 16054 E = 0 CANOPY PLANS 0 a a_th co z cz, LL,1.11 U- S 9 0 1 2 co_ CNI Cf) -------277 , 7 , -----_------------------7- 0) - [ 1/4"STIFFENER 1/21 �TYP AT EACH SIDE 1/4"CAP PL 1/2",20 GAGE METAL DECKING - I ,• k,Z 7 N 1/4 \TYP - `-- 2-s NOTCH THE HSS S l COLUMN FOR BEAM SIT ( I STEEL BEAM REF PLAN ,� 1 +E, , d 61 <: , STEEL COLUMN REF PLAN r/, * OREGON #4r/ 4- 1 CANOPY BEAM TO STEEL COLUMN �� GORYR' � S9 20 1" = 1'-0" I EXPIRES:O6,3{ t 1 BETWEEN /CONNECTOR 1/4 \PL AND COLUMN - i-v,-2,/' .- „ —. ..�,_,.,__ a,.. .,, HSS 4x4x1/4 POST k ..... 6„ 7--- /11/ 1/2"STEEL PLATE _ R i /1/4//0 i 11 i 9.1747-71- 1/40 _ 1/4 3"�7a 10" 5/8"PL AS SHOWN AT F R O E L I C H EACH END(4'-0"LONG)MAX ENG 1 N E E R S S \ I-3„ 10" 17700 SW Upper Boones Ferry Rd �� 4'-0" I, Suite #115 Portland, Oregon 97224 3/8"x 7"x SHOWN Job#: 17-T051 2 CANOPY TYPE "2" CONNECTION TO WALL S9.20 1" = 1'-0" BETWEEN 6"(10"AT BRICK /CONNECTOR I CONDITION) 114 \PL AND HSS 4x4x1/4 POST -\ k I COLUMN ROOF METAL 0 z\._, DECKING ...... ■ WOOD WALL REF PLAN 1 �---_�_,_,� ''�� t =MN 14 kole 1 1/2" o O - 3,, f S,I r- - O- 3„ a o r 1 1/2" iMiC I BEAM, REF PLAN / - Cl) 0 M N I 3/8"CONNECTOR PL AS SHOWN W/(3)3/4"DIA MACHINE BOLTS il c3} CtS 0 o C CO 0 3 CANOPY TYPE "C" CONNECTION TO HSS COLUMNS = -a S9.20 1" = 1'-0" E :.F iu' as t� w c as ezr c 0„) = ... (..) oE I-- o -0 .10.0 t) II E J o w tv F- ce F- Lc) _ , --------n - C _ _ .,. ... ____ , _ , .,,-, _ .-. __ .. , ii o E o phase BID AND �I I PERMIT SET 7' date l 02.09.2018 revisions 6'I c 0 cv L C) CD ? cb E project# 16054 o CANOPY DETAILS 0 MC1 coo U S9 . 20 _ „..._ E/2ci.) N cn 5 U ate,-