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Plans (16) BU P2017 -0002 1 1 OF 2 ° .• . ,„ ,,, ,, . _.,:.„.,.,,..:.,.,i,,,:'., �.7.:=,..,05.s= E .fi - 7 .,. _ . 4:. ,:. t, yam': -w.q: %�: _ �' 'S +t4 IV t ra .3K' &k iW. ,l ;, Re,. ' iy.. <. ..�•.�j .w_{,., .';, `, Y. '.r3'.r"�,,. ,� .t :�:} aR' .f ;-;,,,, .'' }� ; �a c: ;#+�' "+,-Y4-�.. F�.9i. yi,'.j .. `Z' [ .5. ,h art'. - •`.' +:/ x' L. gp11 p„'a`',v tiff. x .,,F y - <t;.•;.;4itt7tt$: '. i ` U ;. . 3 C s� of fi_ '1f'_ :S: h'� .. y N Portland, OR 97204 .. � , » :a :,� : , ,. =w. �. I Phone 503.287.6825 Fax 503.415.2304 .i. 2 _ ,L. , , a , PIx , ,: 5 r , ,. . , , ,s, s mit Riverlerrace East . ,, . PROJECT TEAM DRAWING SHEET INDEX VICINITY MAP SW Roy Rogers Rd. OWNER/DEVELOPER GEOTECHNICAL ENGINEER ENVIRONMENTAL CONSULTANTTigard, OR 97223 STRUCTURAL DRAWINGS ARCHITECTURAL DRAWINGS N'' WEST HILLS DEVELOPMENT INC. HARDMAN GEOTECHNICAL SERVICES HARDMAN GEOTECHNICAL SERVICES S.01 COVER SHEET A0.01 COVER SHEET-BUILDING 'F' A5.28 UNIT PLAN 2.5 735 SW 158TH AVENUE 24560 SW MIDDLETON ROAD 24560 SW MIDDLETON ROAD S1,1 GENERAL STRUCTURAL NOTES A0.02 SITE REFERENCE PLAN A5.29 UNIT PLAN 2.5-TYPE B of BEAVERTON, OR 97006 SHERWOOD, OR 97140 SHERWOOD, OR 97140 S1.2 GENERAL STRUCTAL NOTES (CONT) A0.11 21 PLEX -BUILDING 'F' CODE A5.30 UNIT PLAN 3.1 y PHONE: (503)641-7342 FAX: (503)641-7661 PHONE: (503)822-5347 PHONE: (503) 530-8076 &SPECIAL INSPECTIONS A0.12 21 PLEX CODE SUMMARY& FIRE A5.31 UNIT PLAN 3.1 -TYPE B -7Z. 51.3 SCHEDULE AND NOTES LIFE SAFETY ...-----------) CONTACT: BRAD HOSMAR CONTACT: SCOTT HARDMAN, PE CONTACT: GREG SUMMERS A7.00 21 PLEX BASEMENT CEILING PLAN t'+� A7.01 21 PLEX FIRST FLOOR CEILING PLAN ARCHITECT CIVIL ENGINEER S2.0 FRAMING &SHEAR WALL MAP A1.01 CONSTRUCTION ASSEMBLIES A7.02 21 PLEX SECOND FLOOR CEILING PLAN 11 r---, S2.1A FOUNDATION PLAN-WEST A1.11 SCHEDULES OTAK ARCHITECTS, INC. OTAK, INC. A2.00 21 FLEX BASEMENT FLOOR PLAN A7,03 21 FLEX THIRD FLOOR CEILING PLAN 808 SW 3RD AVE, SUITE 300 808 SW 3RD AVE, SUITE 300 S2.1 A FOUNDATION FLOOR PLANRI EAST A2 01 21 FLEX FIRST FLOOR PLAN A8.01 EXTERIOR DETAILS SV1! SCI�OI-t g FERRY RD 52.2A FIRST FLOOR FRAMING PLAN-WEST SW FRIENDLY LN i. PORTLAND, OR 97204 PORTLAND, OR 97204 A2.02 21 PLEX SECOND FLOOR PLAN A8,02 EXTERIOR DETAILS -- 52.2B FIRST FLOOR FRAMING PLAN-EAST - PHONE: 503.287.6825 FAX: 503.415.2304 PHONE: 503.287.6825 FAX: 503.415.2304 A8.03 EXTERIOR DETAILS �-�- CONTACT:WAYNE YOSHIMURA CONTACT: MIKE PEEBLES S2.3A SECOND FLOOR FRAMING PLAN-WEST A2.03 21 FLEX THIRD FLOOR PLAN A8.04 EXTERIOR DETAILS - S2.36 SECOND FLOOR FRAMING PLAN-EAST A2.04 21 PLEX ROOF PLAN A8.06 CRAWL SPACE SHEAR WALLS S2,4A THIRD FLOOR FRAMING PLAN-WEST A3.01 21 PLEX ELEVATIONS CONTRACTOR LANDSCAPE ARCHITECTA8,11 INTERIOR DETAILS S2.4B THIRD FLOOR FRAMING PLAN-EAST A3.02 21 FLEX FIRST FLOOR PLAN A8.12 INTERIOR DETAILS RES CONSTRUCTION COMPANY OTAK, INC. S2.5A ROOF FRAMING PLAN-WEST A4.01 21 FLEX BUILDING SECTIONS West U �� 735 SW 158TH AVENUE 808 SW 3RD AVE, SUITE 300 S2.59 ROOF FRAMING PLAN-EAST A4.02 TYPICAL CRAWL SPACE SECTIONS BEAVERTON, OR 97006 PORTLAND, OR 97204 S3.1 STAIR PLANS A4.11 EXTERIOR WALL SECTIONS I PHONE: (503)641-7342 FAX: (503)641-7661 PHONE: 503.287.6825 FAX: 503.415.2304 S3.2 STAIR DETAILS A4.12 EXTERIOR WALL SECTIONS PROJECT SITE Development Lent CONTACT: MARK FRAZIER CONTACT: GABRIEL KRUSE S5.1 FOUNDATION DETAILS A4.13 INTERIOR WALL SECTIONS N� S5.2 FOUNDATION DETAILS A5.01 21 PLEX STAIR PLANS&SECTION 735 SW 158th Ave., STRUCTURAL ENGINEER TRANSPORTATION ENGINEER S5.3 FOUNDATION DETAILS A5.02 21 PLEX STAIR PLANS&SECTION �0,� Beaverton, OR 97006 S6.1 FRAMING DETAILS A5,15 UNIT PLAN 1.3 FROELICH CONSULTING ENGINEERS, INC. KITTLESON AND ASSOCIATES, INC. S6.2 FRAMING DETAILS A5.16 UNIT PLAN 1.3-TYPE B 00 6969 SW HAMPTON STREET 610 SW ALDER STREET, SUITE 300 $6.3 FRAMING DETAILS A5,17 UNIT PLAN 1.4 TIGARD,OR 97223 PORTLAND, OR 97205 57.1 ROOF FRAMING DETAILS A5.18 UNIT PLAN N PHONE: 03.624.7005 FAX:503.624.9770 PHONE: (503)228-5230 FAX: (503)273-8169 1p CONTAC : FARAMARZ DEAN AZIMI CONTACT:JULIA KUHN 57.2 ROOF FRAMING DETAILS A5.21 UNIT PLAN 2.2 A5.23 UNIT PLAN 2.2-TYPE B N A5,24 UNIT PLAN 2.3 0 A5.25 UNIT PLAN 2.3-TYPE B A5.26 UNIT PLAN 2.4 A5.27 UNIT PLAN 2.4-TYPE B ` `\ UNIT MIX GENERAL NOTES ABBREVIATIONS SYMBOLS 1. THE INFORMATION HEREIN IS OF A PROPRIETARY NATURE AND IS # NUMBER GA GAUGE, OVFL OVERFLOW UNIT TYPE PER UNIT WITH UNIT WITHOUT NUMBER SUBMITTED IN CONFIDENCE FOR USE BY OTAK, INC.CLIENTS ONLY. IT HAS & AND GYPSUM BUILDING TYPE BEDROOMS STORAGE/DECK(SF) STORAGE/DECK(SF) DECK AREA(SF) UNITS/BLDG BEEN PREPARED FOR THIS PROJECT AT THIS SITE AND IS NOT TO BE USED Q. CENTERLINE ASSOCIATION PASS PASSAGEWAY 12 f • ASSEMBLY TAG FOR ANY OTHER PURPOSE, LOCATION OR OWNER WITHOUT WRITTEN AC ACRE GAL GALVANIZED PERE PERFORATED, ' 12 PLEX-DOWNHILL- 15,404 SF, 12 UNITS&2 BUILDINGS-BUILDINGS 0&G CONSENT OF OTAK, INC. UNAUTHORIZED REPRODUCTION, PUBLICATION OR AED AUTOMATED GB GRAB BAR PERFORATE 0 WINDOW TAG DISSEMINATION, IN WHOLE OR IN PART IS EXPRESSLY PROHIBITED. EXTERNAL GPM GALLONS PER PLAM PLASTIC LAMINATE 1.1 1 700 637 63 2 INFORMATION CONTAINED HEREIN REMAINS PROPERTY OF OTAK, INC.,AND DEFIBRILLATOR MINUTE PL PLATE, PROPERTY CITY OP TIGARD RECEIPT OR POSSESSION OF THIS INFORMATION CONFERS NO RIGHT IN OR AFF ABOVE FINISH GYP GYPSUM LINE Al ~ Rivivi,D FOR CODE COMPLIANCE 1.1 -B 1 687 628 59 1 LICENSE TO USE OR DISCLOSE TO OTHERS THE SUBJECT MATTER FLOOR PLYWD PLYWOOD 1,2 1 687 619 68 2 CONTAINED HEREIN FOR ANY BUT AUTHORIZED PURPOSES.ALL RIGHTS ADJ ADJUSTABLE HB HOSE BIB PNL PANEL Approved: [[1,4---------- RESERVED.COPYRIGHT 2016. AHU AIR HANDLING UNIT HC-PHB HOLLOW CORE- PNT PAINT DOOR TAG OTC 1.2-B 1 687 687 68 1 ALUM ALUMINUM PRIMED PR PAIR 2. THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT BETWEEN APT APARTMENT HEADBOARD PRE-FIN PREFINISHED N Permit# L k3( "`( - (' I „ ', a 2.1 2 994 930 64 2 OWNER AND CONTRACTOR, CONDITIONS OF THE CONTRACT(GENERAL, HDR HEADER PRE-PR PRE-PRIMED "� I �l'r SUPPLEMENTARY,AND OTHER CONDITIONS), DRAWINGS, SPECIFICATIONS, BD BOARD HOW HARDWARE PT PRESSURE \ NORTH ARROW Address: _1( - - r' 2.1 -B 2 992 930 62 1 ADDENDA ISSUED PRIOR TO AGREEMENT AND MODIFICATIONS ISSUED BR BEDROOM HM HOLLOW METAL TREATED, POST Suito #� E or t."� \,i; i� . 72 r' 3.2 3 1,232 1,164 68 2 AFTER EXECUTION OF THE CONTRACT. BORM BLDG BEDROOM BUILDING HORIZ HORIZONTAL HR HOUR By: c_ _> " Dates . Ir-TENSION �_ IAS ,KEENER � A F.. 3.2-B 3 1,232 1,164 68 1 3. ANY DOCUMENT IN THIS SET WHICH HAS BEEN PREPARED BY ANY BLKG BLOCKING HVAC HEATING R RISER, RADIUS 1 (Th\ ( • 23/11 • SUBCONTRACTOR, DESIGNER,AND/OR SUBCONSULTANT WHO IS UNDER A BM BEAM VENTILATION RD ROOF DRAIN -, DETAIL TAGS T%0 I.ANI],OR 12 PLEX-UPHILL-13,564 SF, 12 UNITS &2 BUILDINGS-BUILDINGS C&H CONTRACT DIRECTLY WITH THE OWNER AND/OR CONTRACTOR IS ONLY BOT BOTTOM AND AIR REF REFERENCE A8.01 A� 8.01/ 1.1 1 747 683 64 2 INCLUDED IN THIS SET FOR PURPOSES OF REFERENCE AND COORDINATION. CONDITIONING REFR REFRIGERATOR �"� VALIDITY OF PERMIT OTAK DISCLAIMS ALL LIABILITY RELATING TO THE DRAWING AND CIP CAST-IN-PLACE REQD REQUIRED THE ISSUANCE OF A PERMIT OF 0 CONSTRUCTION OF THE IMPROVEMENTS OR SYSTEMS IT DEPICTS EXCEPT CJ CONTROL JOINT IBC INTERNATIONAL REST RESTROOM 1.1 -A 1 747 683 1 AS SPECIFICALLY ASSUMED IN A WRITTEN CONTRACT SIGNED BY OTAK AND CL CLOSET BUILDING CODE RM ROOM A3.02 3 EXTERIOR ELEVATION TAG BASED ON CONSTRUCTION 1.1 -B 1 733 674 59 1 THE OWNER. CLG CEILING ICBG INTERNATIONAL RO ROUGH OPENING DOCUMENTS AND OTHER CLR CLEAR(ANCE) CONFERENCE OF 1D DATA SHALL NOT PREVENT a 1.2 1 733 665 68 2 4. THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS, INCLUDING CMU CONCRETE BUILDING SAME SELF ADHERING THE CODE OFFICIAL FROM N 2.1 2 1054 ggp 2 THOSE IN ELECTRONIC FORM, PREPARED BY THE ARCHITECT,AND THE UNIT MASONRY OFFICIALS MEMBRANE FLASHING REQUIRING THE CORRECTION a ARCHITECT'S CONSULTANTS ARE INSTRUMENTS OF SERVICE THROUGH CPT CARPET IN INCH SD SMOKE DETECTOR 1C A5,11 1A OF ERRORS.OSSC 105.4 Cover Qat } WHICH THE WORK TO BE EXECUTED BY THE CONTRACTOR IS DESCRIBED. COL COLUMN INFO INFORMATION SF SQUARE FOOT INTERIOR ELEVATION TAG C6Y Sheet I 2.1 -B 2 1 " DS0 988 62 2 UNLESS INDICATED OTHERWISE, THE ARCHITECT AND ARCHITECT'S COLS COLUMNS INSUL INSULATE(D), (ION) SHTHG SHEATHING r:) 3.2 3 1,303 1,235 68 2 CONSULTANTS SHALL BE DEEMED THE AUTHORS OF THEM AND WILL RETAIN CONT CONTINUOUS INT INTERIOR SIM SIMILAR 16 ' a ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, IN ADDITION CONC CONCRETE SPEC SPECIFICATION APPROVED PLANS B U I Id ding E 21 PLPLEX 28,296 SF,21 UNITS&2 BUILDINGS -BUILDINGS E &F TO THE COPYRIGHTS. CORR CORRIDOR JAN ' JANITOR'S CLOSET STD STANDARD INC AJDE UN-ATTACRFD: 1.3 1 705 645 60 2 JST JOIST STL STEEL _�SCIFICATION BOOK 5. IF COORDINATION OF ARCHITECTURAL, CIVIL,LANDSCAPE,STRUCTURAL, D DRYER STOR STORAGE BUILDING SECTION TAG STRUCTURAL CALLS Q ! 1.3-B 1 705 645 60 1 MECHANICAL, ELECTRICAL, PLUMBING AND SPRINKLER ELEMENTS RESULT DBL DOUBLE KIT KITCHEN STC SOUND A4.01 J H REPORT a t IN CONFLICTS, NOTIFY ARCHITECT IMMEDIATELY PRIOR TO COMMENCING ANY DF DRINKING TRANSMISSION ISL DOCUMENTS 1.4 1 701 641 60 2 WORK OF ELEMENTS RESULTING IN CONFLICTS. FOUNTAIN LAM LAMINATE CLASS DIA DIAMETER LAUN LAUNDRY STRUCT STRUCTURAL 1.4-B 1 701 641 60 1 6. SLOPE ALL GRADES AT PLANTING AREAS, SIDEWALKS AND ASPHALT DIM DIMENSION LD LOAD SV SHEET VINYL . 1 WALL SECTION TAG 2.2 2 990 929 61 2 PARKING PAVING WITHIN 5'OF A BUILDING AWAY FROM THE BUILDING. IF ON DOWN LGT LIGHT A4.11 OFFICE COPY CONFLICTS OCCUR, NOTIFY ARCHITECT IMMEDIATELY. SEE CIVIL DRAWINGS DR DOOR LIN LINOLEUM T TREAD 2.2-B 2 990 929 61 1 FOR FINISHED GRADES ADJACENT TO BUILDINGS. DS DOWN SPOUT TEMPERED -- - 0 ELEVATION DATUM DU DWELLING UNIT M MASTER T& G TONGUE& 2.3 2 997 922 75 2 7. FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO DW DISHWASHER MAINT MAINTENANCE GROOVE 2.3-B 2 996 922 74 1 PROCEEDING WITH THE WORK. DWG DRAWING MATL MATERIAL TB TOWEL BAR A. GRID LINE/GRID BUBBLE MAX MAXIMUM TEL TELEPHONE 'E 2.4 2 1,003 929 74 2 8. DIMENSIONS TAKE PRECEDENCE OVER DRAWINGS, DO NOT SCALE EA EACH MDF MEDIUM DENSITY THK THICK, c DRAWINGS, NOTIFY ARCHITECT OF DISCREPANCIES PRIOR TO PROCEEDING EJ EXPANSION JOINT FIBERBOARD THICKNESS 2 05.23.17 Plan Check Responses ca 2.4-B 2 1,003 929 74 1 WITH THE WORK. EL ELEVATION MECH MECHANICAL TO TOP OF ROOM NAME 1 05.22.17 Project Coordination N ELEC ELECTRICAL MEMB MEMBRANE TP TOILET PAPER ROOM TITLE �1 # Date Description 0 2.5 2 971 908 63 2 9. CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS AND ELEV ELEVATOR MFR MANUFACTURER TIS TUB/SHOWER METHODS AND SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF EP ELECTRICAL MIN MINIMUM TYP TYPICAL T Revisions a) 2.5- B 2 971 908 63 1 CONSTRUCTION UNTIL FINAL LATERAL AND VERTICAL CARRYING SYSTEMS PANEL MIRR MIRRORED D TEMPERED GLAZING i 3.1 3 1,308 1,243 65 2 ARE COMPLETED. EQUIP EQUIPMENT MISC MISCELLANEOUS UL UNDERWRITERS 0' 2' 4' 8 February 15,2017 co EQ EQUAL MO MASONRY LABORATORIES, Date 0 3.1 -B 3 1,308 1,243 65 1 10. DIMENSIONS ARE SHOWN TO FACE OF STUD, FACE OF CONCRETE, FACE EXIST EXISTING OPENING UNLIMITED 11 GRAPHIC SCALE U OF MASONRY, GRID/COLUMN LINE, CENTERLINE OF ELEMENT, COUNTERTOP EXT EXTERIOR MIL METAL UNO UNLESS NOTED Th 22 PLEX-28,269 SF, 22 UNITS &2 BUILDINGS-BUILDINGS B&J EDGE, OR AS NOTED. OTHERWISE 136, KB, SM Ill FCP FIBER CEMENT N NORTH UNOCC UNOCCUPIED Designed By 1.3 1 705 645 60 2 11. CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND COORDINATION PANEL NA NOT APPLICABLE e REVISION TAG AND CLOUD U co 1cis .3-B 1 705 645 60 2 OF SUBCONTRACTOR WORK, COMPLIANCE WITH DRAWINGS AND FD FLOOR DRAIN NO NUMBER VCT VINYL Author F a� SPECIFICATIONS,AND ACCURATE LOCATION OF STRUCTURAL MEMBERS, FEC FIRE NR NON RATED COMPOSITEON TILE DEFERRED SUBMITTALS Drawn By 1.4 1 701 641 60 2 OPENINGS FOR MECHANICAL, ELECTRICAL, AND MISCELLANEOUS EXTINGUISHER NTS NOT TO SCALE VERT VERTICAL EQUIPMENT. CONTRACTOR SHALL VERIFY DIMENSIONS AND OPENING SIZES CABINET VRFY VERIFY BB KJ it 1.4-B 1 701 641 60 2 (CLEARANCES REQUIRED) FROM THE MANUFACTURERS PRIOR TO FIN FINISH DC ON CENTER VS VERSUS c CONSTRUCTION OF OR INSTALLATION OF EQUIPMENT, FURNISHINGS,AND FLR FLOOR OCC OCCUPANT(S) Checked By 0 2.2 2 990 929 61 2 • PLUMBING SYSTEMS {INCLUDING COMCHECK COMPLIANCE FORMS} ACCESSORIES. FFOUNDATION OCCUPAN ) W WASHER MECHANICAL/HVAC SYSTEMS (INCLUDING COMCHECK17857 O 2.2-A 2 987 926 61 1 FOF OF FACE OF FINISH OLF OCCUPANTT LOAD W/ WITH COMPLIANCE FORMS) O 12. PROVIDE ACCESS PANELS AS REQUIRED. LOCATION, FINISH, AND TYPE FOS FACE OF STUD FACTOR WD WOOD • ELECTRICAL SYSTEMS (INCLUDING COMCHECK COMPLIANCE FORMS) Project Number 2.2-B 2 990 929 61 1 SHALL BE APPROVED BY ARCHITECT PRIOR TO OBTAINING AND INSTALLING. FOW FACE OF WALL OPP OPPOSITE WH WATER HEATER • LIGHTING (INCLUDING COMCHECK COMPLIANCE FORMS) ACCESS PANEL LOCATIONS NOT APPROVED BY ARCHITECT WILL BE FT FEET ORD OVERFLOW ROOF WIN WINDOW 2.3 2 997 922 75 2 SUBJECT TO MODIFICATION AT NO ADDITIONAL COST. PROVIDE RATED FTG FOOTING DRAIN WP WATERPROOF • FIRE SPRINKLERS, FIRE SPRINKLER, FLOW ALARM ACCESS PANELS WITH THE SAME RATING AS THE ASSEMBLY IN WHICH OSB ORIENTED WR WATER • FLOOR JOISTS u, 2.3-B 2 996 922 74 2 AO ■ 0 1 D THEY ARE INSTALLED. ACCESS PANELS IN SHAFT WALLS, RATED STRAND BOARD RESISTANT • ROOF TRUSSES CS 2.4 2 1,003 929 74 2 FLOOR/CEILINGS OR RATED ROOF/CEILINGS SHALL BE SMOKE SEALED. WRB WATER RESISTANT Sheet Number BARRIER ▪ FIRE STOPPING Copyright 2016 iii U.: 2.5 2 971 908 63 2 • METAL GUARDRAILS AND HANDRAILS if this drawing is less than 24"x 36",it has 3.1 3 1,308 1,243 65 2I • RADON GAS MITIGATION SYSTEM been reduced.Scale accordingly. IX • CRAWL SPACE VENTILATION SYSTEMS • SITE AND EGRESS LIGHTING . • . . r7 __, c ..,...„ „----- - . - ,--...- -4111)i - 4 , 3 il.4 101 ;' 1 I 4 0 -0 ,.. a- _ 1.------ __------0---- e.--- - _-..... .'4 71,---5- -I I -1- •-• I z 4 •-_ -Al 1 A 1 , -1 .i' 4 ' = 4 = , ' I Ts' 1 -_,, 4 7-., i _ LLL :, ,--... 44, 1_. J. 1: 34- . 44 N I 4_,. ..-._,.., -7 i : = ---- —• I -,--=__, --, 4 •.et....1-k-I.t, --'-'-'''' ;•' - 4 , • - FROELICH . ___. ENGINEERS 1 21 •PLEX BUILDING • MAIN OFFICE: 6969 SW HAMPTON ST TIGA RD, OREGON I • ' PORTLAND,OREGON N 97223 BEND OFFICE: PERMIT ISSUE - 01/1212017 745 NVV MT WASHINGTON DR SUITE#205 BEND,OREGON 97701 froslich-engineers.com JOB# 16-T100 STRUCTURAL ABBREVIATIONS: STRUCTURAL SYMBOLS / LEGEND: STRUCTURAL SHEETS: © At GA Gauge PAF Powder Actuated Fasteners W# -INDICATES FOOTING TYPE,REF SCHEDULE. s-cvWCTURI4 & And GALV Galvanized PCF Pounds per Cubic Foot - 0 SHEET TITLE 0 P R a cic Feet GC General Contractor PERF Perforate,Perforated, Performance ' SHEET-INDICATES COLUMN NUMBER • " Inch GEN General PERIM Perimeter SO.1 COVER SHEET INDICATES WOOD SHEATHED SHEAR WALL . C.1 (E) e # Number,Pound GL Glulam(GlueLaminatedBeam) PERP Perpendicular 41 51411AE"14. .Existing GR Grade PL Plate S1.1 GENERAL STRUCTURAL NOTES cc (N) New GYP Gypsum PLF Pounds per Lineal Foot C -INDICATES STRUCTURAL WALL BELOW. GENERAL STRUCTURAL NOTES (CONT.) & GYP BD Gypsum Board PLWD Plywood S1.2 IP* OREGON t) SPECIAL INSPECTIONS AB Anchor Bolt PREFAB Prefabricated ACI American Concrete Institute HAS Headed Anchor Stud PSF Pounds per Square Foot C:::=1 -INDICATES NON-STRUCTURAL WALL BELOW. 51.3 SCHEDULES AND NOTES 70 hiy Ile ADD Addendum,Addition HDD Headed PSI Pounds per Square Inch W- . A ALT Alternate HDR Header PSL Parallel Strand Lumber # -INDICATES BEARING WALL S2.0 FRAMING & SHEAR WALL MAP k -k 1 EXPIRES ‘V. II APPROX Approximate HEX Hexagonal PT Post-Tensioned,Preservative-Treated SS2.1A FOUNDATION PLAN -WEST ARCH Architect,Architectural HORIZ Horizontal H- -INDICATES HEADER TYPE,REF HEADER SCHEDULE. ASTM American Society for Testing and Materials HSS Hollow Structural Shape QTY Quantity S2.1 B FOUNDATION PLAN - EAST AVG Average HVAC Heating,Ventilating,Air Conditioning B- -INDICATES BEAM TYPE, REF BEAM SCHEDULE • S2.2A FIRST FLOOR FRAMING PLAN - WEST AWS American Welding Society HT Height REF Refer,Reference got -INDICATES JOIST TYPE AND SPACING, REF PLANS&JOIST FRAMING REINF Reinforce,ReinforcementS2 2B FIRST FLOOR FRAMING PLAN - EAST viii; SCHEDULE. ...........-...... BEV Bevel IBC International Building Code REQ'D Required • S2.3A SECOND FLOOR FRAMING PLAN -WEST BLDG Building IN Inch REV Revision ,,,of 10'''' -INDICATES DIRECTION DECK OR SHEATHING TO SPAN. BLKG Blocking INFO Information S2.3B SECOND FLOOR FRAMING PLAN - EAST BOT Bottom ' INSP Inspect, Inspection SCHED Schedule -$ -INDICATES ELEVATION. 82 4A THIRD FLOOR FRAMING PLAN -WEST • BP Base Plate INSUL Insulation SE • Structural Engineer BRDG Bridge, Bridging INT • Interior • SECT Section • - ›, INDICATES DIRECTION TIMBER TO SPAN. • • S2.4B THIRD FLOOR FRAMING PLAN - EAST • BRG Bearing SHTH Sheathing JST Joist SIMP Simpson Strong-Tie 0 -INDICATES KEYED NOTE S2.5A ROOF.FRAMING PLAN -WEST • CGS Center of Gravity of Strand SF Square Foot •• • • • • • S2.5B ROOF FRAMING PLAN - EAST • CJ • Control Joint • K Kilopound(1000 pounds) SL Snow Load 11>-/ye -INDICATES CHANGE IN SLOPE. • • • • I • - CL Centerline KIP Kilopound(1000 pounds) SIM Similar • 83.1 STAIR PLANS • UI) i— CLG Ceiling • • SOG Slab on Grade 7/777 -INDICATES STEP IN ELEVATION. S3.2 • STAIR PLANS < Z CLR Clear L Angle,Left,Length SPEC Specification,Specifications W CMU Concrete Masonry Unit LAM Laminate,Laminated STD Standard XX PSF S3.3 STAIR DETAILS W -INDICATES SNOW DRIFT LOAD. JOIST MANUFACTURER SHALL MAKE • COL Column LAT Lateral STIFF Stiffener I,•. •411,1. 0•••. • aPROVISION FOR THESE IN THE DESIGN OF THE JOISTS REF PLANS • S5.1 • FOUNDATION DETAILS • . . •••... • W • , CONC Concrete LB Pound STL Steel .4.4.4.4.4.4" FOR LOAD&EXTENT. ca V )0C-XX1' CONN Connection LLH Long Leg Horizontal STRUCT Structural • • • 55.2 FOUNDATION DETAILS • —I • • • ()‹ rto< CONT Continuous • LLV Long Leg Vertical • •••• -INDICATES ROOF OVERFRAIVIING. REF DETAIL 5/S7.1. • • • S5.3 FOUNDATION DETAILS W LL Live Load T&B Top and Bottom 0) • • • 16 > . DBA Deformed Bar Anchor LNTL • Lintel T&G Tongue and Groove CJ -INDICATES CONTROL JOINT,REF DETAIL 2/S5.1. • • S6.1 FRAMING DETAILS • • W (.9 W (0 DBL Double LONG Longitudinal TAN Tangent . DET Detail LSL Laminated Strand Lumber THK Thick,Thickness ,.----INDICATES SHEAR WALL TYPE ABOVE FLOOR SPECIFIED. REF S62 FRAMING DETAILS SHEAR WALL SCHEDULE. LU 1- a) 2 DF Doug Fir(Douglas Fir) LT WT Lightweight THRD Threaded S6.3 FRAMING DETAILSFl- R • _1 si c. -- • DIA Diameter LVL Laminated Veneer Lumber TOB Top of Beam .. ...,,,."----INDICATES HOLDOWN TYPE.REF HOLDOWN SCHEDULE • z Ill DIAG Diagonal . TOF Top of Footing S7.1 ROOF FRAMING DETAILS Ce IT. 8i < 0 I DIAPH Diaphragm • MANUF Manufacturer, Manufactured TOJ Top of Joist • r., ILI • = • • S7.2 ROOF FRAMING DETAILS w ..., ce DIM Dimension MAX Maximum TOL Top of Lintel,Landing 0 ..., cc) I- DL Dead Load MB Machine Bolt TOP Top of Pier > (19 DWG Drawing MECH Mechanical TOS Top of Slab,Top of Steel W Lj • r DWGS Drawings MEZZ Mezzanine TOW Top of WallCe iiii %I DWL Dowel MIN Minimum TOL Tolerance • MISC Miscellaneous TRANS Transverse ENGR Engineer MTL Metal TYP • Typical ' - EQ Equal EQUIP Equipment N North UNO • Unless Noted Otherwise • • PERMIT ISSUE • EOR Engineer of Record NO Number EW Each Way NOM Nominal • VERT Vertical • • • EXT Exterior NTS Not To Scale S VIF Verify In Field • F TO F Face to Face OC On Center W/ With FAB Fabricate OPP Opposite W/O Without • • REV DATE ISSUE TITLE • FDTN Foundation S OWSJ Open Web Steel Joist WD Wood FE Froelich Engineers WF Wide Flange(Structural Steel) . FT Foot, Feet WT Weight FTG Footing WWF Welded Wire Fabric PROJECT MANAGER: • CN DESIGNER: SYS DRAWN BY: FCE-ENG-4 PROJECT NO: • 164100 DATE: 01/12/2017 SCALE: AS SHOWN 21 PLEX BUILDING SHEET TITLE: . • •• • • • COVER SHEET SHEET NUMBER: . ,.. . , . . GENERAL STRUCTURAL NOTES . -ft--- NAILING AND FASTENERS: - PROJECT DESCRIPTION: SPECIAL INSPECTION AND TESTING: REINFORCING STEEL: 1. ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS AND • --41 ix,. ---- • NEW 3-STORY(PARTIALLY 4-STORY)MULTI-FAMILY APARTMENT BUILDING 1. SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF 1. REINFORCING STEEL SHALL BE DETAILED,FABRICATED,AND PLACED IN ACCORDANCE TO"ACI CONFORM TO THE"STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS,SPIKES,AND . '.%,_.-3-,ii. .._,- ;.•,,,z • CONVENTIONAL SPREAD AND STRIP CONCRETE FOUNDATIONS THE IBC AS SUMMARIZED IN THE SPECIAL INSPECTION AND TESTING PROGRAM ON SHEET S1.2. 318-BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"AND'ACI 315-MANUAL OF STAPLES'(ASTM F1667)AND TOWER-DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF _,,..,.,v:: .: f'_ -_,A,V=•:',.Z.,; - • PARTIALLY CONCRETE SLAB-ON-GRADE FIRST FLOOR AND PARTIALLY CRAWL SPACE. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.' BUILDING CONSTRUCTION"(NER 272). 2. NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1,OR NER-272. -'1 l'QØ • WOOD 2X STUD WALLS SHEATHED WITH PLYWOOD PANELS INSPECTOR TO PERFORM THESE INSPECTIONS. 2. ALL.REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS AND GRADES - :lik W'----z-Airt-.---- :t,'.• UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS: • .'•,.: ,,,:' .,17•`.,*.--,,....,", • ENGINEERED WOOD 1-JOIST AND BEAM FRAMED FLOOR 3. NAILS SHALL BE IDENTIFIED BY LABELS ATTACHED TO THEIR CONTAINERS,THAT SHOW THE • PRE-MANUFACTURED WOOD TRUSS SYSTEM A. SMOOTH WELDED WIRE FABRIC-ASTM A185 SUBMITTALS: B. Au..OTHER REINFORCEMENT-ASTM A615,GRADE 60 . MANUFACTURER'S NAME,NAIL SHANK DIAMETER,AND LENGTH. , 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO THE FABRICATION AND 4. NAIL SIZES SHALL BE AS FOLLOWS: CONSTRUCTION OF ALL STRUCTURAL ITEMS INCLUDING THE FOLLOWING: GENERAL: 3. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706.WELDING OF FRAMING NAILS FROELICH 1. THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE REINFORCING STEEL SHALL CONFORM TO AWS D1.4.ALL WELDING SHALL BE DONE BY AWS INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,CIVIL,MECHANICAL,AND • SUBMITTALS CERTIFIED WELDERS USING LOW HYDROGEN E70XX ELECTRODES. NAIL TYPE SHANK DIAMETER(IN) MINIMUM PENETRATION EINIGINEEliS i ELECTRICAL DRAWINGS.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE ITEM SUBMITTAL DEFERRED COMMENTS 4. REINFORCING STEEL SHALL BE SECURELY TIED IN-PLACE WITH#16 ANNEALED IRON WIRE.BARS INTO FRAMING MEMBER(IN) MAIN OFFICE: REQUIREMENTS FROM THE ENTIRE SET OF CONTRACT DOCUMENTS(INCLUDING THE PROJECT (A,0) SUBMITTAL IN BEAMS,SLABS,AND FOUNDATIONS SHALL BE SUPPORTED ON WELL-CURED CONCRETE 6d 0.113 1.25 6969 SW HAMPTON STPORTLAND,OREGON 97223 SPECIFICATIONS)INTO THEIR WORK (B,0) BLOCKS,OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE'CRS,MANUAL OF STANDARD 84:1 0.131 1.50 (503)624-7005 2. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS.REFER TO THE PROJECT CONCRETE MIX DESIGNS X PRACTICE,'MSP-1. 10d 0.148 1.625 SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. CONCRETE ANCHORAGES x 5. ALL.REINFORCEMENT SHALL BE FREE OF LOOSE MILL AND RUST SCALE,OIL,DIRT,OR COATINGS 12d 0.148 1.625 BEND OFFICE: 745 MN MT 3. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GLUED LAMINATED MEMBERS X OF ANY KIND THAT REDUCE THE BOND STRENGTH TO THE CONCRETE. WASHINGTON DR GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. PREMANUFACTURED WOOD X X 6. REINFORCEMENT STEEL SHALL NOT BE DISPLACED OR ALTERED FOR'THE CONVENIENCE OF 16d 0.148 1.625 SUITE#205 . 4. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. JOISTS OTHER TRADES UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. BEND,OREGON 97701 5. DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS PREMANUFACTURED WOOD x x 7. "WET SETTING"OF REINFORCING STEEL,ANCHOR RODS,EMBEDDED PLATES AND INSERTS IS 5. UNLESS OTHERWISE NOTED ON PLANS,PLYWOOD SHEATHING SHALL BE ATTACHED TO THE froelich-engineers.com FOR THIS STRUCTURE.CONNECTIONS,DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN TRUSSES NOT PERMITTED. FRAMING SUPPORTS AS FOLLOWS: JOB# 16-T100 THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME.IF STAIRS AND RAILINGS x x 8. ALL REINFORCEMENT SHALL BE CONTINUOUS WITH ADEQUATE LAP LENGTHS AT SPLICE QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED,NOTIFY THE LOCATIONS. SHEATHING NAILING ARCHITECT/ENGINEER FOR CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENIN9. THE FOLLOWING MINIMUM LAP SPLICE LENGTHS SHALL BE PROVIDED FOR ALL REINFORCING USE PANEL EDGES INTERMEDIATE FRAMING G. A. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN 0=THE STRUCTURAL STEEL: MEMBERS \-1-:\c 2012 INTERNATIONAL BUILDING CODE(IBC). 1P1NT81:t if6..: DRAWINGS,THEY SHALL BEAR'THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER ROOF SHEATHING 0.131"DIA AT 6"OC 0.131"DIA @ 12"OC CODE REQUIREMENTS: REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.ANY MODIFICATIONS TO TYPICAL LAP SPUCE SCHEDULE(IN) FLOOR SHEATHING 0.148"DIA @ 6"DC 0.148"DIA @ 12"OC 1. CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC),BASED UPON THE THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE BAR SIZE 3,000 PSI 4,000 PSI 5,000 PSI SUBJECT TO REVIEW AND ACCEPTANCE BY THE STRUCTURAL ENGINEER OF RECORD. WALL SHEATHING 0.131"DIA AT 6"QC 0.131"DIA @ 12"OC15.,_ B. DESIGN DRAWINGS,SHOP DRAWINGS,AND CALCULATIONS FOR THE DESIGN AND TOP BARS OTHER TOP BARS OTHER BARS TOP BARS OTHER • 2. ALL REFERENCE TO OTHER CODES AND STANDARDS(ACI,ASTM,ETC.)SHALL BE FOR THE FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND BARS BARS EC EDITIONS NOTED IN CHAPTER 35 OF THE IBC. SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE WHERE THE #3 28 22 24 19 22 17 NOTES: PROJECT IS LOCATED.CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO #4 37 29 32 25 29 22 A. ALL NAILS SHALL.BE COMMON NAILS EXCEPT RING SHANKS SHALL BE USED FOR IF- TEMPORARY CONDITIONS: THE STRUCTURE CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS #5 47 36 40 31 36 28 FASTENING ROOF SHEATHING. OREGON. cS1 • eb INDUCED BY THE CONNECTION LOADS.DESIGN SHALL BE BASED UPON THE #6 56 43 48 37 43 33 ?, atk,c3 )" 22 6. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1981. ALL BOLTS 1. THE STRUCTURE HAS BEEN DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION.THE REQUIREMENTS OF THE IBC AND AS NOTED UNDER*DESIGN CRITERIA." If • \C) - - CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT #7 81 63 70 54 63 49 AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS, ALL A307 BOLTS SHALL 0 EXP1:YS:Ti176 M: C. THE CONTRACTOR SHALL COORDINATE'THE SEISMIC RESTRAINTS OF MECHANICAL, REQUIRED AS A RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR HAVE CUT THREADS. ELECTRICAL,AND PLUMBING EQUIPMENT,MACHINERY,AND ASSOCIATED PIPING WITH SEQUENCES. 7. PRE-DRIU.HOLES FOR LAG BOLTS.SOAP THREADS OF LAGS IMMEDIATELY PRIOR TO 6, THE STRUCTURE.CONNECTIONS TO THE STRUCTURE SHALL CONFORM TO ASCE 7-10 NOTES: 2. CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES SHALL RECOGNIZE AND INSTAU-ATION. CHAPTER 13 AND BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE WHERE THE A. FOR CENTER-TO-CENTER SPACING LESS THAN FOUR TIMES THE BAR DIAMETER, CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE 8. JOIST HANGERS,HOLDOWNS,AND OTHER FRAMING ACESSORIES SHALL BE MANUFACTURED BY . PROJECT IS LOCATED. MULTIPLY THE ABOVE VALUES BY A FACTOR OF 1 A. CONSTRUCTION PERIOD. SIMPSON STRONG TIE(OR AN APPROVED EQUAL)AND BE OF THE SIZE AND TYPE SHOWN ON - D. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM,OR B. TABLE VALUES APPLY FOR CLEAR COVER GREATER THAN OR EQUAL TO 1-1/2". 3. RETAINING WALLS THAT TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER THE DRAWINGS. HARDWARE FASTENERS SHALL BE INSTALLED IN STRICT CONFORMANCE TO . ADD TO,THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A CONTACT ENGINEER OF RECORD IF CONDMONS VARY. , SLABS REACH FUU.STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE STRUCTURAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED C. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12"OF CONCRETE CAST BELOW THE MANUFACTURER'S REQUIREMENTS. ANY PRODUCT SUBSTITUTIONS TO SIMPSON SHALL WALL. AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.ANY SUCH THE BAR. MEET OR EXCEED SIMPSON'S PUBLISHED DESIGN CAPACITIES AND MUST HAVE A CURRENT ICC DETAILS ARE SUBJECT TO REVIEW AND ACCEPTANCE BY THE STRUCTURAL ENGINEER OF D. VALUES ARE FOR UNCOATED BARS. EVALUATION REPORT FOR THE APPLICABLE CODES. RECORD. 9. HANGERS NOT SHOWN SHALL BE SIMPSON U-TYPE,OR B-TYPE OF THE SIZE RECOMMENDED EXISTING CONDITIONS: FOR THE SPECIFIC FRAMING MEMBER SHOWN ON PLAN. ' 1. ALL EXISTING CONDITIONS,DIMENSIONS,AND ELEVATIONS SHALL BE FIELD VERIFIED.THE 10. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR ALL REINFORCING 10. FASTENERS IN CONTACT WITH PRESERVATIVE TREATED,OR FIRE TREATED WOOD SHALL BE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM STEEL: HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM B695,CLASS 55 MINIMUM. CONDITIONS SHOWN ON THE DRAWINGS. FOUNDATIONS: 11. SILLS AT WALLS SHALL BE BOLTED TO CONCRETE WITH 5/8"DIAMETER x 7"EMBED ANCHOR MINIMUM CONCRETE COVER(CAST-IN-PLACE) BOLTS AT 4'-0"OC MAXIMUM AND WITHIN 1=0"OF SILL PLATE ENDS,CORNERS OR SPLICES, 1. FOUNDATION SIZES ARE BASED UPON A MAXIMUM TOTAL LOAD BEARING SOIL PRESSURE AS NOTED IN DESIGN CRITERIA FOR BEARING ON NATIVE SOILS/COMPACTED FILL,AS USE COVER UNLESS DETAILED OTHERWISE.WASHERS TO BE MINIMUM 1/4"x3"x3"AS PER IBC 2305.3.11. DESIGN CRITERIA: RECOMMENDED BY THE GEOTECHNICAL REPORT. SLAB BARS 1' 2. ALL FOOTINGS SHALL BE A MINIMUM OF 18"BELOW FINAL GRADES. EXTERIOR WALL FACES 1-1/21(#5 AND SMALLER) GLUED LAMINATED MEMBERS: 1. DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC.IN ADDITION 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH THE"AMERICAN 3. ALL DISTURBED SOIL SHALL BE REMOVED BY HAND OPERATION FROM FOOTING EXCAVATIONS (EXPOSED TO EARTH,OR VVEATHER) 2"(#6 AND LARGER) TO THE DEAD LOADS,THE FOLLOWING LOADS AND ALLOWANCES WERE USED FOR DESIGN, NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER"(ANSI A190.1),OR OTHER.TO NEAT LINES AND REPLACED WITH ENGINEERED FILL IF NECESSARY. CONCRETE CAST AGAINST EARTH 3" • WITH LIVE LOADS(L.L.)REDUCED IN ACCORDANCE WITH THE IBC: CODE-APPROVED DESIGN,MANUFACTURING AND QUALITY ASSURANCE PROCEEDURES. 4. THE CONTRACTOR SHALL REVIEW ALL GEOTECHNICAL ENGINEER RECOMMENDATIONS PRIOR 2. ADHESIVE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. TO THE COMMENCEMENT OF ANY SITEWORK 11. PROVIDE HOOKED FOOTING DOWELS OF THE SAME SIZE AND SPACING AS THE VERTICAL WALL 5. STRUCTURAL FILL MATERIALS,PLACEMENT,AND COMPACTION REQUIREMENTS SHALL BE IN 3. EACH MEMBER SHALL BEAR AN AITC OR.APA-EWS INDENTIFICATION MARK OR BE ACCOMPANIED REINFORCEMENT.LAP SPLICE DOWELS TO THE VERTICAL WALL REINFORCEMENT AND BY A CERTIFICATE OF CONFORMANCE. ACCORDANCE WITH THE GEOTECHNICAL REPORT. TERMINATE WITH STANDARD 90 DEGREE HOOK INTO THE FOOTING WITH A MINIMUM 6" Elm' 4. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER THE DESIGN CRITERIA 6. BOTTOM OF FOOTINGS SHALL BE STEPPED FROM ELEVATION TO ELEVATION ATV-6* EMBEDMENT BELOW THE TOP OF FOOTING. (n , 1-"" • GEOTECHNICAL CRITERIA HORIZONTAL TO 1'-0"VERTICAL STEPS. SHOP OR FIELD. 12. PROVIDE ONE#5 FOR SINGLE LAYER,AND TVVO#5 FOR DOUBLE LAYER REINFORCING,4'-0" DESIGN BASED ON HGCI 7. PLACEMENT OF ALL FILL SHAU.BE OBSERVED AND TESTED FOR RELATIVE COMPACTION BY A 5. NOTCHING AND/OR BORING OF GLUED LAMINATED MEMBERS(EITHER IN THE SHOP,OR FIELD)IS Z DIAGONALLY AT EACH CORNER OF ALL WALL AND SLAB OPENINGS. GEOTECHNICAL REPORT BY: DATED MARCH 25,2016 QUALIFIED TECHNICIAN UNDER THE GUIDANCE OF THE GEOTECHNICAL ENGINEER.MINIMUM LONG, STRICTLY PROHIBITED UNLESS AS SPECIFICALLY DETAILED IN THE STRUCTURAL DRAWINGS OR W W ALLOWABLE SOIL BEARING 2,500 PSF TESTING FREQUENCY SHALL BE ESTABLISHED BY'THE GEOTECHNICAL ENGINEER. 13. REFERENCE TYPICAL DETAILS FOR THE DISPOSITION OF REINFORCEMENT AT WALL CORNERS, APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 2 WALL INTERSECTIONS,AND FOR BARS IN SMALL WALL SECTIONS. 6. GLUED LAMINATED TIMBER BEAMS SHALL BE WESTERN SPECIES WITH THE FOLLOWING PRESSURE 8. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER PRIOR TO COMMENCEMENT RETAINING 5 35 PCF(EQUIVALENT FLUID PRESSURE) OF FILLING OPERATIONS. STRENGTH PROPERTIES: S . 0- WALLS-CANTILEVERED 59. ALL GENERAL EXCAVATIONS AND FOOTINGS SHALL BE INSPECTED AND APPROVED PRIOR TO LUI 0 et -J RETAINING WALLS-BRACED 55 PCF(EQUIVALENT FLUID PRESSURE) THE PLACEMENT OF ANY SOIL BACKFILL AND/OR CONCRETE. GLUED LAMINATED MEMBERS RETAINING WALLS-SEISMIC 50%INCREASE IN ABOVE EQUIVALENT FLUID PRESSURE(SEISMIC 10. ALL FILL,BACKFILL AND COMPACTION ACTIVITIES,PARTICULARLY DURING WET WEATHER SAWN FRAMING LUMBER: COMBINATION USE MODULUS OF FLEXURAL HORIZONTAL SHEAR STRESS 0 LATERAL EARTH PRESSURE) CONDMONS,SHALL FOLLOW RECOMMENDATIONS OF GEOTECHNICAL ENGINEER. 1. SAWN LUMBER SHALL CONFORM TO THE WEST COAST LUMBER INSPECTION BUREAU(WCLIB) SYMBOL • ELASTICITY STRESS (PSI) cc LU ORTHE WESTERN WOODS PRODUCTS ASSOCIATION(WWPA)GRADING RULES. LIVE LOAD CRITERIA (SPECIES) (PSI) (PSI) ,,f, , 2. ALL LUMBER SHALL BE THE SPECIES AND GRADES AS FOLLOWS: Lu W FLOOR LIVE LOADS UNIFORM LOAD(PSF) CONCENTRATED LOAD EPDXY REPAIR ADHESIVE: 24F-V4(DF/DF) SIMPLE SPAN 1,800,000 2,400 265 0 i CORRIDORS AND STAIRS 100 1. LIQUID EPDXY NON-SAG SHALLG 60 CNO-COMPONENT, • USE SAWN LUMBER SPECIES/GRADE Fb(PSI)-BASE VALUE 24F-V8(DF/DF) CANTILEVEREDO1,800,000 0 co (2L000BS) 2,400 265 - EPDXY WITH OSINSFTEORNMCYTANO ADSTLOMNC8G 81,10A AND LIFE. F SHALLE. iHEB EPDXYE Act 0 CI „...8 CONTINUOUS W Co ; RESIDENTIAL 40 1000 BE SUITABLE FOR USE ON DRY OR DAMP SURFACES. . - GARAGE 40 3000 2. ADHESIVE SHALL HAVE A MINIMUM SLANT SHEAR STRENGTH OF 5,000 PSI AND A MINIMUM LUMBER 2"TO 4"THICK DOUGLAS FIR-LARCH NO.2 900 0 IlIm° w ....1 bil 0 _I VERTICAL FLOOR 0.75"OR L/360 WHICHEVER IS LESS(LIVE LOAD PLUS LONG-TERM DEAD TENSILE STRENGTH OF 4,000 PSI. BEAMS 5`x5"AND GREATER DOUGLAS FIR-LARCH NO.1 7. GLULAM NIEMBERS SHALL BE OF THE FOLLOWING APPEARANCE GRADE(S),UNLESS OTHERWISE Z DEFLECTION LOAD) 3. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S POSTS DOUGLAS FIR-LARCH NO.1 NOTED ON PLANS: FRAMING&ARCHITECTURAL El 2 rut ui 0 ..,.... > ve 0 (CLADDING DESIGN) 0.375"OR L/600 WHICHEVER IS LESS AT BRICK VENEER SUPPORTS RECOMMENDATIONS AND THE REQUIREMENTS SET FORTH IN'THE APPROVED ICC EVALUATION 11: _ - .- 0 :• VERTICAL FLOOR L/360(LIVE LOAD)PER OSSC TABLE 1604.3 REPORT. w LiENGINEERED COMPOSITE LUMBER: w 0 y DEFLECTION . 4. REINFORCEMENT SHALL NOT BE CUT OR DAMAGED IN EITHER NEW OR EXISTING CONCRETE 3. ALL DIMENSIONAL LUMBER AND TIMBERS SHALL BE KILN DRIED AND CERTIFIED IN WRMNG BY (CLADDING DESIGN) DURING INSTALLATION. THE SUPPLIER TO BE LESS THAN 19%MOISTURE CONTENT. 1. ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS LAMINATED VENEER LUMBER(MICROLAM), w () PARALLEL STRAND LUMBER(PARALAM),AND LAMINATED STRAND LUMBER(TIMBERSTRAND) NOTES: 1. LIVE LOADS REDUCED PER OSSC 1607.10 4. ALL LUMBER IN CONTACT WITH CONCRETE OR CMUSHALL BE PRESERVATIVE TREATED(PT)PER I 2.MEMBER DESIGNED FOR THE MORE CRITICAL OF THE UNIFORM OR CONCRETE: THE AMERICAN WOOD PRESERVERS BUREAU(AWPB)UNLESS AN APPROVED MOISTURE SHALL BE OF THE SIZE AND TWE SHOWN ON THE DRAWINGS,MANUFACTURED BY TRUS-JOIST ct E 0 g3 Lii OR AN APPROVED EQUAL. BARRIER IS PROVIDED. ALL PT LUMBER SHALL BEAR THE AWPB QUALITY tvIARK. CONCENTRATED LOAD. 1. ALL CONCRETE WORK SHALL CONFORM TO'ACI 318-BUILDING CODE REQUIREMENTS FOR 5. CUTTING AND t4OTCHING OF JOISTS AND STUDS SHALL CONFORM TO IBC SECTIONS 2308.8.2, 2. NIEMBERS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: , SNOW CRITERIA STRUCTURAL CONCRETE"AND CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE. 2308.9.10,2308.10.42 AND THE LIMITATIONS AS NOTED ON THE STRUCTURAL DRAWINGS. DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH THE OSSC 2. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM ENGINEERED COMPOSITE LUMBER SNOW DRIFT PER OSSC AS SHOWN ON PLANS C39,UNLESS NOTED OTHERWISE,AND SHALL BE AS FOLLOWS: 6. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITION WALLS. COMPOSITE LUMBER TYPE MODULUS OF ELASTICITY ALLOWABLE FLEXURAL • GROUND SNOW LOAD P g =10 PSF IN ACCORDANCE WITH 2014 SNOW LOAD ANALYSIS (PSI) STRESS(PSI) PERMIT ISSUE FOR OREGON I CONCRETE STRENGTHS 7. PROVIDE SOLID LINES OF BLOCKING,SAME DEPTH OF FRAMING MEMBER,AT ALL BEARING LSL 1,500,000 2,350 FLAT ROOF SNOW LOAD P f =15 PSF DESCRIPTION fc(PSI) WATER- ENTRAINED OTHER CEMENT RATIO POINTS. LVL 1,900,000 2,600 SNOW EXPOSURE FACTOR C a =1.0 AIR SNOW LOAD IMPORTANCE I =1.0 BY WEIGHT PSL 2,000,000 2,900 I FOOTINGS,STEMWALLS 3,000 0.53 2%+/-1.5% THERMAL FACTOR c, =1.0 FACTOR I I RETAINING WALLS 3,000 0.50 6%+/ 1.5% WOOD STRUCTURAL PANEL SHEATHING: NOTE: - WIND CRITERIA 1 EXTERIOR SLAB-ON-GRADE 3,000 0.48 6%+/-1.5% t. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE"U.S.PRODUCT FLEXURAL STRESSES NOTED ABOVE ARE FOR 12*DEEP MEMBERS. DEEPER MEMBERS SHALL BE STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD,* THE"U.S.PRODUCT DESIGNED FOR REDUCED STRESSES PER THE MANUFACTURER'S REQUIREMENTS. MAIN WIND FORCE 120 MPH BASIC WIND SPEED(3-SECOND GUST) INTERIOR SLAB-ON-GRADE 4,000 0.48 NiA STANDARD PS 2 PERFORMANCE STANDARD FOR WOOD-BASED STRUCTURAL USE PANELS,"OR REV DATE ISSUE TITLE RESISTING SYSTEM THE"APA PRP-108 PERFORMANCE STANDARDS." ANCHOR BOLTS: COMPONENTS AND 120 MPH BASIC WIND SPEED(3-SECOND GUST) NOTES: 2. UNLESS NOTED OTFIERWISE ON THE DRAWINGS,ALL PANELS SHALL BE APA RATED SHEATHING, 1. ANCHOR BOLTS FROM SILL PLATES TO FOUNDATION SHALL BE GALVANIZED. CLADDING A. VERIFY WATER/CEMENT RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE EXPOSURE 1,OF THE THICKNESS AND SPAN RATING AS FOLLOWS: • EXPOSURE CATEGORY B FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS. 2. ALL ANCHOR BOLTS SHALL HAVE A GALVANIZED PLATE WASHER BETWEEN THE SILL PLATE AND . GUST/INTERNAL PRESSURE GC I Pi I =+/-0.18 B. CONCRETE MIXES SHALL BE NORMAL WEIGHT AND CONTAIN PORTLAND CEMENT NUT.WOOD STRUCTURAL PANEL SHEATHING 3. ANCHOR BOLTS SHALL BE PLACED SO THAT PLATE WASHER IS NO MORE THAN 1/2"FROM THE SEISMIC CRITERIA CONFORMING TO ASTM 0150 FOR TYPE I,OR TYPE II. USE55 THICKNESS/RATING SHEATHED FACE OF THE SHEARWALL.WHERE SHEATHING IS APPLIED TO BOTH SIDES OF RISK CATEGORY S II C. AIR ENTRAINING AGENT SHALL CONFORM TO ASTM C260. ROOF SHEATHING 5/8'-INDEX 40/20 SHEARWALL,ALTERNATE ANCHOR BOLTS. SITE CLASS D FLOOR SHEATHING 7/8"-INDEX 60/32 4. ANCHOR BOLTS SHALL BE LOCATED IN THE FORMS AND TIED SUFFICIENTLY TO PREVENT IMPORTANCE FACTOR I I e i =1 3. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS: WALL SHEATHING 1/T-INDEX 32J16 DISPLACEMENT DURING CONCRETE PLACEMENT.DO NOT HAND SET OR WET SET. SEISMIC DESIGN CATEGORY 0 5. SILLS AT WALL SHALL BE BOLTED TO CONCRETE WITH 5/8"DIAMETER x 7"EMBED ANCHOR PROJECT MANAGER: CN NICE SPECTRAL s S =0.985 s 1 =0.36 MINIMUM CEMENT CONTENT 3. AU.FLOOR AND ROOF SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO BOLTS AT 4'-O"QC MAXIMUM AND WITHIN 1`-0"OF SILL PLATE ENDS,CORNERS OR SPLICES, DESIGNER: YS ACCELERATIONS fc(PSI) MINIMUM CEMENT CONTENT PER CUBIC SUPPORTS AND END JOINTS SHALL BE STAGGERED. UNLESS NOTED OTHERVVISE ON SHEARWALL SCHEDULE,HOLDOWN BOLTS DO NOT TAKE THE PLACED0 01 NEN BANCHORL.;sBOLTD40 01 i:tiT.A THE IE Dp OF FA THE FS A NH E A:Wo RA LBLo. DESIGN SPECTRAL S =0.726 S =0.403 YARD 4. ROOF SHEATHING SHALL BE BLOCKED,OR HAVE EDGES SUPPORTED BY PLYCLIPS. 5. FLOOR SHEATHING PANELS SHALL BE FIELD GLUED TO THE FRAMING USING ADHESIVES DRAWN BY: FCE-ENG-4 6. ALL SILL PLATES SHALL BE ANCHORED WITH A MINIMUM OF THREE FASTENERS PER PIECE. ACCELERATIONS os D1 3,000 470 LBS. LT AT THE END OF THE SHEARWALL ANALYSIS PROCEDURE I EQUIVALENT LATERAL FORCE PER ASCE 7-10 SECTION 12.8 4,000 550 LBS. MEETING THE APA SPECIFICATION AFG-01 OR ASTM D3498. TONGUE AND GROOVE PANELS 7. ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 STEEL. PROJECT NO: 16-T100 NORTH-SOUTH DIRECTION EAST-WEST DIRECTION 5,000 630 LBS. SHALL ALSO BE GLUED AT THE T&G JOINT. DATE: 01/12/2017 SEISMIC LOAD RESISTING LIGHT FRAMED WOOD SHEAR WALLS LIGHT FRAMED WOOD SHEAR 6. SHEAR WAU..SHEATHING SHALL BE PLYWOOD OR OSB PANELS CONFORMING TO THE SYSTEM WALLS NOTES: REQUIREMENTS FOR ITS TYPE SPECIFIED IN DOC PSI OR PS2. S HOLDOWN BOLTS: SCALE: AS SHOWN . RESPONSE MODIFICATION R A. FLYASH CONFORMING TO ASTM C618"TYPE F,"OR'TYPE C*MAY BE USED TO REPLACE UP 7. SHEAR WALL SHEATHING SHALL BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY AND BE 1. ALL HOLDOWN BOLTS AT SHEAR WALLS TO FOUNDATION SHALL NOT BE IN CONTACT W/ FACTOR BLOCKED AT ALL PANEL EDGES.SHEET SIZES SHALL BE 4'X8'UNLESS AT BOUNDARIES OR TO 20%OF THE CEMENT CONTENT,PROVIDED THAT THE MIX STRENGTH IS PRESERVATIVE TREATED(PT)WOOD.PT WOOD PLATES SHALL HAVE OVERSIZED HOLES 1/4"MIN SEISMIC RESPONSE S C=0.111 CI S=0.111 SUBSTANTIATED BY TEST DATA. FRANIING CHANGES. REFERENCE PLANS FOR ADDMONAL REQUIREMENTS. &3/8"MAX LARGER THAN BOLT SIZE.AS AN ALTERNATIVE,THE ANCHOR MAY BE SLEEVED WITH cgovnciENT REDUNDANCY FACTOR r=1.0 r 1.0 AN INSULATOR BUSHING OR GALVANIZED IN ACCORDANCE W/ASTM A653. I = 4. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS,ALONG WITH TEST DATA . 5 5 2. HOLDOWN BOLTS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. COMPLIANT WITH ACI-318 CHAPTER 5,A MINIMUM OF TWO WEEKS PRIOR TO PLACING 3. HOLDOWN BOLTS SHALL BE PLACED A MINIMUM OF 5"FROM THE END OF CONCRETE CONCRETE. STEMWALLS.ADD ADDITIONAL 2x STUD AS REQUIRED. 5. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS IT CONFORMS TO THE 5 5 4. SEE HOLDOWN SCHEDULE,DETAILS 3/S5.1,5/S5.1,&6/S5.1 FOR TYPICAL HOLDOWN 21 PLEX BUILDING STRUCTURAL OBSERVATION: APPROVED MIX DESIGN AND IS SPECIFICAUX APPROVED IN WRITING BY THE CONCRETE INSTALLATION REQUIREMENTS. SUPPLIER. 5. HOLDOWN BOLTS SHALL BE LOCATED IN THE FORMS AND TIED SUFFICIENTLY TO PREVENT 1. THE STRUCTURAL ENGINEER OF RECORD(SEM WILL PERFORM STRUCTURAL OBSERVATIONS 6. A WATER REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT CONFORMANCE DISPLACEMENT DURING CONCRETE PLACEMENT. DO NOT HAND SET OR WET SET. BASED ON THE REQUIREMENTS OF THE IBC AT THE STAGES OF CONSTRUCTION LISTED BELOW. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO WITH THE MANUFACTURER'S RECOMMENDATIONS SHALL BE INCORPORATED INTO CONCRETE 6. HOLDOWN BOLTS SHALL BE ASTM F1554 GRADE 36 STEEL,THREADED ON BOTH ENDS UNLESS PERFORM THESE OBSERVATIONS: MIX DESIGNS. A HIGH RANGE WATER REDUCING ADMIXTURE CONFORMING TO ASTM C494"TYPE NOTED OTHERWISE. . SHEET TITLE: F,OR TYPE"G"MAY BE USED IN CONCRETE MIXES PROVIDED THAT THE SLUMP DOES NOT EXCEED 10-INCHES. STRUCTURAL OBSERVATIONS 7. SLEEVES,OPENING,CONDUITS,AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE GENER.AL STRUCTURAL CONSTRUCTION PHASE OBSERVATION COMMENTS STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO BY EOR PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDENOTES PRIOR TO FIRST CONCRETE POUR X REF.FOOTNOTE A,B,C DIMENSION THAN ONE-THIRD THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF.FOOTNOTE A,B THAN THREE DIAMETERS ON-CENTER. 8. ALL BOLTS AND/OR ANCHOR RODS EMBEDDED INTO CONCRETE SHALL CONFORM TO ASTM SPECIFICATION F1554 GRADE 36 UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. A. STRUCTURAL OBSERVATIONS ARE INTENDED TO VERIFY GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS.SPECIAL INSPECTIONS AND TESTING ARE STILL REQUIRED. 9. ANCHOR RODS ARE TO BE LOCATED BY MEANS OF TEMPLATE. ANCHOR RODS SHALL NOT BE ' B. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH HAND SET,OR WET SET. VISIT. 10. ANCHOR RODS AND EMBEDDED ITEMS SHALL BE SET IN ACCORDANCE WITH THE AISC CODE OF - C. STRUCTURAL OBSERVATION TO OCCUR AFTER THE REINFORCING STEEL HAS BEEN STANDARD PRACTICE SECTION 7.5. 5 5 SHEET NUMBER: INSTALLED 11. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4"AMPLITUDE. 12. PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES,UNLESS NOTED OTHERWISE. ' S 1 X 1 • GENERAL STRUCTURAL NOTES (CONT) AND STATEMENT OF SPECIAL INSPECTION ENGINEERED WOOD PRODUCTS: .. .....z._ ._. MASONRY/STONE VENEER: 1. THE ENGINEERED WOOD PRODUCTS MUST HAVE A CURRENT ICC REPORT BASE ON THE TABLE 1 ,-. - - _ -"••4-'; lilt lk --•14_.,4a,,v,:•-=--• . 1. VENEER SHALL NOT EXCEED 5"IN THICKNESS. APPLICABLE IBC CODE. REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS 2. INCLUDES,BUT NOT LIMITED TO THE FOLLOWING ENGINEERED WOOD PRODUCTS: REMARKS •• : ..; ,---- 7,,!;FIOV'i''t'11.' 2. PROVIDE?MIN(41/2"MAX)AIR SPACE BETWEEN VENEER AND STUD WALL SHEATHING. SYSTEM or MATERIAL INSPECTION ._•-V ,.,:.' ".THE -‘-' ' -.;'''!•4 • ,- = ‘,10- EXTERIOR WALL SHEATHING TO BE COVERED WITH APPROVED WEATHER RESISTANT BARRIER. I-JOIST,LAMINATED VENEER LUMBER(WI),LAMINATED STRAND IBC CODE 1 CODE or I FREQUENCY g'ot if:' IL 3. VENEER ANCHORS ARE TO MEET REQUIREMENTS OF ACI 530-08.6.2. LUMBER(LSL),AND PARALLEL STRAND LUMBER(PSL). REFERENCE STANDARD I •0 i'f-•'-„tr,s•le rtli-,",''''''' ' ,;;-,,,,,4he ,c,i!. •m,r .,. x 4. VENEER TO BE ANCHORED DIRECTLY TO WALL STUDS,COLUMNS,CONCRETE WALLS,CMU 3. SUPPLIER SHALL SUPPLY JOISTS,BRIDGING.HANGERS,BLOCKING,AND OTHER ACCESSORIES REFERENCE CONTINUOUS PERIODIC '''''-••;‘,...-1'''ll'''' WALLS,OR STRUCTURAL ELEMENTS.ANCHORS TO BE SPACED AT 16"00 HORIZONTALLY AND NECESSARY FOR THE PROPER ERECTION&PERFORMANCE OF THEIR PRODUCT.THESE SHALL SOILS 18*OC VERTICALLY, MAXIMUM.IN NO CASE IS THE AREA OF VENEER SUPPORTED BY EACH BE CLEARLY CALLED OUT AND DETAILED ON THE SHOP DRAWINGS, GEOTECHNICAL INVESTIGATIONS TABLE GEOTECHNICAL INVESTIGATION FROELICH ANCHOR TO EXCEED 2.0 SQ.FT. AT AREAS WITHIN 12'-0"OF CORNERS THE VERTICAL SPACING 4, SUPPLIER SHALL INSPECT ALL JOISTS,BEAMS,BRIDGING,HANGERS,BLOCKING,AND OTHER 1705.6 SHALL INCLUDE ITEMS OF SPECIAL OF TIES SHALL NOT EXCEED 12"OC. ACCESSORIES AFTER INSTALLATION AND PROVIDE WRITTEN VERIFICATION OF PROPER 1803 INSPECTION AND TESTING AS -...-- . . 5. USE 3/4"x 22 GAGE GALVANIZED METAL ADJUSTABLE ANCHORS OR#9 GAGE GALVANIZED WIRE INSTALLATION OF THEIR PRODUCT TO THE ARCHITECT AND STRUCTURAL ENGINEER OF NOTED IN TABLE 5 OF THE ENGINEERS A ANCHORS. RECORD. GUIDELINES MAIN OFFICE: 6. USE#9 GAGE GALVANIZED WIRE JOINT REINFORCEMENT HORIZONTALLY AT MAXIMUM OF 18"OC 5. PRODUCTS SHALL BE ERECTED AND BRIDGED IN STRICT ACCORDANCE WITH MANUFACTURER'S VERIFY MATERIALS BELOW TABLE X BY THE GEOTECHNICAL ENGINEER 6969 SW HAMPTON ST JOINT REINFORCEMENT TO BE SECURED TO SEISMIC ANCHORS. INSTRUCTIONS AND SPECIFICATIONS. SHALLOW FOUNDATIONS ARE 1705.6 PORTLAND,OREGON 97223 6. LAMINATE MULTIPLE I-JOISTS WHERE INDICATED ON DRAWINGS AS PER MANUFACTURER'S (503)624-7005 7. ANCHORS TO MEET THE REQUIREMENTS OF SEISMIC DESIGN CATEGORY D. ADEQUATE TO ACHIEVE THE 8. ISOLATE THE SIDES AND TOP OF ANCHORED VENEER FROM THE STRUCTURE SO THAT RECOMMENDATIONS. DESIGN BEARING CAPACITY BEND OFFICE: 7. DESIGN ROOF AND FLOOR JOISTS FOR LOADS SHOWN BELOW,AND IN ADDITION FOR SNOW VERTICAL AND LATERAL SEISMIC FORCES RESISTED BY THE STRUCTURE ARE NOT IMPARTED VERIFY EXCAVATIONS ARE TABLE X 745 NW MT WASHINGTON DR DRIFT LOADING SHOWN ON THE PLANS. TO THE VENEER. EXTENDED TO PROPER DEPTH 1705.6 SUITE#205 FLOOR UVE LOAD: CORRIDORS 100 PSF 9. PROVIDE ADDITIONAL ANCHORS AROUND OPENINGS LARGER THAN 16"IN EITHER DIMENSION. AND HAVE REACHED PROPER BEND,OREGON 97701 SPACE ANCHORS AROUND PERIMETER OF OPENINGS AT A MAXIMUM OF 3'-O"OC PLACE LIVING SPACES 40 PSF SMATERIAL ANCHORS WITHIN 12'OF OPENINGS. S FLOOR DEAD LOAD 27 PSF SPERFORM CLASSIFICATION AND TABLE X TESTING OF COMPACTED FILL S Sfroelich-engineerszom 10. EMBED ANCHORS INTO THE MORTAR JOINT A MINIMUM DISTANCE OF 1 1/2"WITH AT LEAST 5/8" 8. CONTRACTORS TO VERIFY ALL WEIGHTS AND LOCATIONS OF CONCENTRATED LOADS DUE TO TESTING OF COMPACTED FILL 1705.6 MATERIALS(SEE TABLE 5) 5 5 S JOB# 164100 MORTAR COVER TO THE OUTSIDE FACE. SROOF TOP MECHANICAL UNITS,MECHANICAL PIPING,ELECTRICAL UNITS,FOLDING PARTITIONS MATERIALS 1803,5.1 AND OTHER CONCENTRATED LOADS PRIOR TO JOIST FABRICATION, VERIFY USE OF PROPER TABLE X BY THE GEOTECHNICAL ENGINEER S . 9, CAMBER ALL JOISTS AS PER MANUFACTURER'S RECOMMENDATIONS. MATERIALS,DENSITIES AND LIFT 1705.6 S S s-s fili C TUR,44 REINFORCED CONCRETE MASONRY: S S THICKNESSES DURING 10. DO NOT NOT NOTCH OR DRILL ENGINEERED WOOD PRODUCTS,EXCEPT AS ALLOWED PER THE PR0A-6. • 1. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90,SAMPLED AND TESTED IN MANUFACTURERS SPECIFICATIONS.ANY PROPOSED NOTCHING OR DRILLING OF ENGINEERED PLACEMENT AND COMPACTION OF ACCORDANCE WITH ASTM 0140. 5 WOOD PRODUCTS NEEDS TO HAVE PRIOR APPROVAL BY THE MANUFACTURER. COMPACTED FILL S S CO N4G k",9 15 • 2. LINEAL SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. 11. THE JOIST MANUFACTURER SHALL SUBMIT DESIGNS,SHOP DRAWINGS AND CALCULATIONS S PRIOR TO PLACEMENT OF TABLE S X 3. BLOCK COMPRESSIVE STRENGTH SHALL BE AS INDICATED IN THE TABLE BELOW. BEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE COMPACTED FILL,OBSERVE 1705.6 4. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH(Pm)AS INDICATED IN THE WHERE THE PROJECT IS LOCATED FOR REVIEW. SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. TABLE BELOW AS VERIFIED BY THE UNIT STRENGTH METHOD CONFORMING TO IBC SECTION 12. THE CONTRACTOR SHALL COORDINATE WITH THE JOIST MANUFACTURER TO PROVIDE tit 51411PpE 6 1--57 ,- 2105. ADDITIONAL JOISTS AND/OR ADJUST JOIST LAYOUT TO AVOID CONFUCTS WITH COLUMNS. S S S S S 0"' GON 5. WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS. WHERE NO COLUMN CONNECTIONS,CONNECTION HARDWARE,ETC. S TABLE 2 5 cb REINFORCEMENT IS SPECIFICALLY CALLED OUT ON THE PLANS,WALLS SHALL BE REINFORCED 13. DEFLECTION OF MEMBERS DUE TO DESIGN LOADS SHALL NOT EXCEED THE FOLLOWING-1/480 OF SPAN,TOTAL LOAD-1/360 OF SPAN REQUIRED STRUCTURAL SPECIAL INSPECTIONS 4/04,_ ..eeRNC•1 AS INDICATED IN THE"MASONRY REINFORCING STEEL'SECTION OF THESE NOTES. (UNLESS NOTED OTHERWISE): 6. HORIZONTAL WIRE AND BOND BEAM REINFORCEMENT SHALL BE DISCONTINUOUS AT FLOORS: LIVE LOAD SYSTEM or MATERIAL INSPECTION REMARKS EXPANSION JOINTS EXCEPT AT ALL FLOOR AND ROOF LEVELS, A MINIMUM OF ONE VERTICAL#5 IBC CODE 1 CODE or I FREQUENCY ROOFS: LIVE LOAD-1/240 OF SPAN,TOTAL LOAD-1/240 OF SPAN EXPIRES: BAR SHALL BE LOCATED ON EACH SIDE OF AN EXPANSION JOINT. REFERENCE STANDARD 14. DESIGNS,SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE THE FOLLOWING INFORMATION: REFERENcE CONTINUOUS I PERIODIC A. DEFLECTION DESIGN CRITERIA S S CONCRETE CONCRETE MASONRY ASSEMBLY STRENGTH I'm(PSI) I BLOCK STRENGTH(PSI) I GROUT STRENGTH(PSI) I MORTAR I B. LIVE,SNOW,DEAD,WIND,SEISMIC AND MECHANICAL DESIGN LOADS INSPECTION OF ANCHORS 1909.1 ACI 318: X SPECIAL INSPECTIONS APPLY TO S , 1,500 1900 2,000 TYPE M OR S C. ERECTION AND PLACEMENT CRITERIA INSTALLED IN HARDENED TABLE 1705.3 3.8.6,8.1.3,21.1.8 ANCHOR PRODUCT NAME,TYPE, I D. DETAILS OF ALL BRIDGING,BRACING,STIFFENERS,BLOCKING,CONNECTIONS&HANGERS CONCRETE AND DIMENSIONS,HOLE DIMENSIONS,COMPLIANCE WITH 7. PREPARATION,CONSTRUCTION,AND PROTECTION OF MASONRY DURING COLD WEATHER E. LOCATION AND FRAMING FOR ALL EQUIPMENT LOADS OVER 500 LBS DRILL BIT REQUIREMENTS, (TEMPERATURE BELOW 40°F(4.4°C))OR HOT WEATHER(TEMPERATURE ABOVE 90°F(32.2°C)) F. LOCATION AND FRAMING FOR ALL SUSPENDED WALLS AND EQUIPMENT CLEANLINESS OF THE HOLE AND S SHALL CONFORM TO AC1530.1 ARTICLE 1.8 0 AND 1.8 D. 15. CALCULATIONS OF THE ENGINEERED WOOD PRODUCTS MUST BE SEALED BY THE PRODUCT ANCHOR,ADHESIVE EXPIRATION ENGINEER AND SUBMITTED FOR REVIEW BY THE ARCHITECT/ENGINEER OF RECORD. DATE,ANCHOR/ADHESIVE 16. I-JOIST SHALL HAVE LAMINATED VENEER LUMBER(LVL)FLANGES W/ORIENTED STRAND BOARD S INSTALLATION,ANCHOR (OSB)WEBS. S S EMBEDMENT,AND TIGHTENING MORTAR: S S S S TORQUE S S S S S S 1. MORTAR SHALL BE OF THE TYPE INDICATED IN THE TABLE ABOVE WITH A MINIMUM WELDING REINFORCING STEEL 1705.2.2.1.2 ACt 318:3.5.2 X REFER TO STEEL FOR WELDING COMPRESSIVE STRENGTH AT OF 1,800 PSI FOR MORTAR TYPE 5(2,500 PSI FOR MORTAR TYPE M) S 1903,1 AWS 01.4 REQUIREMENTS AT 28-DAYS AND SHALL CONFORM TO IBC SECTION 2103. 5 5 PREMANUFACTURED WOOD TRUSSES: S S S TABLE 1705.2.2,ITEM 2b 1. DESIGN OF THE PREMANUFACTURED WOOD ROOF TRUSS SYSTEM SHALL BE THE VERIFICATION OF WELDABILITY OF TABLE AWS 01.4 X 5 • CONTRACTORS RESPONSIBILITY. S REINFORCING STEEL OTHER THAN 1705.2.2 ACI 318: SECTION 5 5 . 2. DESIGN SHALL CONFORM TO THE PROFILES SHOWN ON THE DRAWINGS AND THE ASTM A 706 3.5.2 MASONRY GROUT: S S REQUIREMENTS OF IBC SECTION 2303.4 AND THE"DESIGN SPECIFICATIONS FOR LIGHT METAL OTHER REINFORCING STEEL TABLE AWS 01.4 X PLATE CONNECTED WOOD TRUSSES",TPI-24 AS PUBLISHED BY THE TRUSS PLATE INSTITUTE. 5 5 1705.2.2 ACI 318: SECTION 1. GROUT SHALL HAVE A COMPRESSIVE STRENGTH AS INDICATED IN THE TABLE ABOVE AND 3. TRUSS DESIGNER IS RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS TO THE STRUCTURE 3.5.2 F.° SHALL CONFORM TO IBC SECTION 2103. REQUIRED TO TRANSFER DESIGN LOADS INTO THE STRUCTURAL SYSTEM OF THE BUILDING. PLACEMENT OF BOLTS INSTALLED TABLE ACI 318: 1.3.2.0 X ALL BOLTS VISUALLY INSPECTED 2. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTICIOUS MATERIALS AND AGGREGATE TO 4. MANUFACTURER SHALL DESIGN AND FURNISH ALL WOOD FRAMING CONNECTIONS NECESSARY IN CONCRETE 1705.3 ACI 318:8.1.3 CO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT TO TRANSMIT DESIGN LOADS,INCLUDING SEISMIC AND WIND LOADS,TO THE BEARING AND 5 51908.5 ACI 318;21.1.8 5 5 5 5 5 5 5 5 5 Z SEGREGATION OF THE CONSTITUENTS. SHEAR WALL SUPPORTS. S S 5 5 5 1909.1 ACI 318-APPENDIX S S S 5 5 < WI 5. THE MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SHOWING LAYOUT AND ANY DETAILING D 3. ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. . W M NECESSARY FOR DETERMINING FIT AND PLACEMENT IN THE STRUCTURE. S S VERIFYING USE OF REQUIRED MIX TABLE ACI 318:CHAPTER 5 X S S S S S i CL 4. FULLY GROUT ALL WALLS BELOW GRADE AND WHERE INDICATED ON PLANS. 6. METAL PLATE CONNECTED TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM DESIGN(S) 1705.3 4 - ' LOADS AND ANY SNOW DRIFTING/SLIDING SNOW INDICATED ON DRAWINGS: S 1904 AC1 318:5.2-5.4 5 5 5 SS S 0 1904.2 5 5 SS 5 5 0 --I PREMANUFACTURED WOOD TRUSS LOADING 1910.2 0 1910.3 5 5 S 5 5 5 5 I C4 LU MASONRY REINFORCING STEEL: S LOADING TYPE S UNIFORMLY DISTRIBUTED LOAD(PSF) CONCRETE PLACEMENT TABLE ACI 318: 1.3.2.D X S S S S S S S 2 1. METAL REINFORCEMENT AND ACCESSORIES SHALL CONFORM TO IBC SECTION 2103.14. ROOF LIVE LOAD 20 1705.3 ACI 318:5.9-5.10 Lu LU LI co 2. DEFORMED REINFORCING BARS SHALL BE ASTM A615 GRADE 60 AND SHALL BE SECURELY 25 . ROOF SNOW LOAD Er CI CD 8 PLACED IN ACCORDANCE WITH ACI 530.1-11 SECTION 3.4. WELDED REINFORCEMENT SHALL EAVES: 25 0 r•-• CONFORM TO ASTM A706 GRADE 60. • TOP CHORD: 10 TABLE 5 via ll, z 3. UNLESS OTHERWISE NOTED ON PLANS,THE MINIMUM WALL REINFORCEMENT SHALL BE AS ROOF DEAD LOAD REQUIRED TESTING FOR SPECIAL INSPECTIONS , FOLLOWS: BOTTOM CHORD:8 SYSTEM or MATERIAL TESTING REMARKS 0 .....1 5 0 F- re NET WIND UPLIFT 7 -,-I III 2 IN ADDITION TO THE LOADS NOTED,ALL TRUSSE i SHALL BE DESIGNED TO SUPPORT A IBC CODE 1 CODE or 1 FREQUENCY Z MINIMUM WALL REINFORCEMENT-RUNNING BOND REFERENCE STANDARD [t 0 0 CONCENTRATED LOAD OF 100#AT ANY LOCATION ALONG THE TOP OR BOTTOM CHORDS. CONTINUOUS I PERIODIC u.. VERTICAL REFERgticE NOMINAL WALL THICKNESS HORIZONTAL REINFORCEMENT ..F.. r- 60 0 REINFORCEMENT CEOTECHNICAL LU 0 7. CONTRACTOR TO VERIFY ALL WEIGHTS AND LOCATIONS OF CONCENTRATED LOADS DUE TO CO -12 r #5 orte 24*OC (2)#4 0 48"OC GEOTECHNICAL ENGINEER TO 1803 TESTING PER GEOTECHNICAL > - ROOF TOP MECHANICAL UNITS,MECHANICAL PIPING,ELECTRICAL UNITS,FOLDING PARTITIONS PERFORM TESTING OF REPORT " W LU AND OTHER CONCENTRATED LOADS PRIOR TO TRUSS FABRICATION. 4. BOND BEAMS WITH TWO#5 BARS SHALL BE PROVIDED AT ALL FLOOR LINES,ROOF LINES,AND 8. TRUSS MANUFACTURER SHALL DESIGN ALL DRAG"TRUSSES AND DRAG STRUTS FOR THE COMPACTED FILL MATERIALS . < AT THE TOP OF ALL WALLS. STEP BOND BEAMS AS REQUIRED TO MATCH ROOF SLOPES. FOLLOWING: FILL IN-PLACE DENSITY OR 1705.6 X BY THE GEOTECHNICAL ENGINEER Et E (fr."2- 2 '<6 6. PROVIDE ONE BAR MATCHING THE VERTICAL REINFORCING SIZE FOR THE FULL HEIGHT OF A. SHEAR LOADS AS INDICATED ON THE PLANS AND NOTES PREPARED SUBGRAN IiOENSITY WALL AT EACH SIDE OF ALL OPENINGS,AT WALL ENDS,AND AT WALL INTERSECTIONS. S MATERIAL VERIFICATION VARIES; X BY THE GEOTECHNICAL ENGINEER B. DRAG TRUSSES TO COLLECT LOAD ALONG THE TOP CHORD AND TRANSFER TO THE 7. FOUNDATION DOWELS SHALL BE OF THE SAME SIZE AND SPACING AS THE VERTICAL BOTTOM CHORD THROUGH WEB MEMBERSCLASSIFICATION REINFORCEMENT. THESE DOWELS SHALL BE LAPPED TO THE VERTICAL WALL REINFORCEMENT C. ALL TOP AND BOTTOM CHORDS TO HAVE CAPACITY OF TRANSFERING SHEAR LOADS SSAND TESTING OF AND BE EMBEDDED A MINIMUM OF 9"INTO THE FOUNDATION WITH A STANDARD 90 DEGREE THROUGH SPLICES. CONTROLLED FILL S S • HOOK 9. THE TRUSS MANUFACTURER SHALL SUBMIT DESIGNS,SHOP DRAWINGS AND CALCULATIONS MATERIALS PERMIT ISSUE 8. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT ALL WALL BEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE CONCRETE INTERSECTIONS. WHERE THE PROJECT IS LOCATED FOR REVIEW AND APPROVAL. AT THE TIME FRESH CONCRETE IS TABLE ASTM C 172 X FABRICATE SPECIMENS AT TIME , 9. LAP ALL REINFORCING BARS AS FOLLOWS UNLESS OTHERWISE NOTED WITHIN THE DRAWINGS: 10. DEFLECTION OF MEMBERS DUE TO DESIGN LOADS SHALL NOT EXCEED THE FOLLOWING SAMPLED TO FABRICATE 1705.3 ASTM C 31 FRESH CONCRETE IS PLACED (UNLESS NOTED OTHERWISE): S S S SPECIMENS FOR STRENGTH AC1318:5.6,5.8 5 5 5 5 5 5 5 TESTS,PERFORM SLUMP AND AIR ONCE EACH DAY FOR A GIVEN MASONRY REINFORCEMENT LAP SPLICE SCHEDULE(IN) I FLOORS: LIVE LOAD-1/480 SPAN,TOTAL LOAD-1/360 OF SPAN S CONTENT TESTS,AND DETERMINE CLASS OF CONCRETE,OR LESS BAR SIZE Pm=1,500 PSI f'm=2,000 PSI fm=2,500 PSI Pm=3,000 PSI ROOFS: LIVE LOAD-1/240 OF SPAN,TOTAL LOAD-1/240 OF SPAN THE TEMPERATURE OF THE THAN ONCE FOR EACH 150 YDS OF #4 24 24 24 24 11. DESIGN,SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE THE FOLLOWING INFORMATION: CONCRETE CONCRETE,OR LESS THAN ONCE S REV DATE ISSUE TITLE #5 36 30 30 30 A. DEFLECTION DESIGN CRITERIA S FOR EACH 5,000 FT2 OF SURFACE B. LIVE,SNOW,DEAD,WIND,SEISMIC AND MECHANICAL DESIGN LOADS S AREA FOR SLABS/WALLS.ONCE EACH SHIFT FROM IN-PLACE WORK NOTES: C. ERECTION AND PLACEMENT CRITERIA OR FROM TEST PANEL AND MINIMUM A. FOR CENTER-TO-CENTER SPACING LESS THAN 5db,MULTIPLY LAP LENGTHS BY 5db AND D. DETAILS OF ALL BRIDGING,BRACING,STIFFENERS,BLOCKING AND CONNECTIONS CONCRETE STRENGTH TABLE ASTM 039 X ONE SPECIMEN FOR EACH 50 CUBIC DIVIDE BY THE SPACING BETWEEN BARS. S E. LOCATION AND FRAMING FOR ALL EQUIPMENT LOADS OVER 500 LBS 1705.3 YARDS."PRECONSTRUCTION TESTS B. FOR MASONRY CLEAR COVER LESS THAN 5db,MULTIPLY LAP LENGTHS BY 5db AND DIVIDE F. LOCATION AND FRAMING FOR ALL SUSPENDED WALLS AND EQUIPMENT S S S AS REQUIRED PER THE BUILDING BY THE CLEAR COVER. 12. LOWER CHORDS SHALL BE CAMBERED TO PROVIDE FOR DEAD LOAD DEFLECTION AT GYPSUM OFFICIAL." • C. NOTES A AND B SHALL NOT BE APPLIED CONCURRENT,USE THE LARGER RESULTING LAP BOARD CEILINGS. CONCRETE SLUMP TABLE ASTM C143 X LENGTH OF THE TWO WHEN BOTH CONDITIONS OCCUR. 13. DO NOT NOTCH OR DRILL TRUSS MEMBERS WITH OUT APPROVAL OF THE TRUSS CONCRETE AIR CONTENT 1705.3 ASTM 0231 X MANUFACTURER AND THEIR ENGINEER. CONCRETE TEMPERATURE ASTM 01064 X S SPROJECT MANAGER: CN MASONRY REINFORCEMENT COVER I USE COVER DESIGNER: YS MASONRY FACE NOT EXPOSED TO EARTH OR WEATHER 1-1/2" 1 1-1/2"(#5 AND SMALLER) S 6 5 55DRAWN BY: FCE-ENG-4 TABLE 2 MASONRY FACE EXPOSED TO EARTH AND WEATHER REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE(SEISMIC CATEGORIES C,0,E,F)"(#6 AND LARGER) PROJECT NO: 16-T100 INSPECTION AO NDDE A R or FREQUENCY DATE: 01/12/2017 SYSTEM or MATERIAL IBC CODE REMARKS REFERENCE STAND SS REFERENCE I CONTINUOUS I PERIODIC S S S SCALE:. AS SHOWN STRUCTURAL WOOD ' FIELD GLUING OF DIAPHRAGM AND SHEAR WALL ELEMENTS FOR X • • SEISMIC FDR0E-RESISTIG-SYSTEMS S • S S S S I S CONNECTIONS FOR DIAPHRAGM CHORDS,COLLECTORS,BRACING, S ALL CONNECTIONS VISUALLY AND SHEAR WALL ANCHORAGE X INSPECTED S S S 5 5 21 PLEX BUILDING AND HOLDOWNS 1705.11.2 SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER FASTENING OF DIAPHRAGM AND SPACING IS GREATER THAN 4"ON SHEAR WALL SHEATHING WITH S X CENTER FOR WOOD SHEAR WALLS, S S SSHEET TITLE: EDGE NAILING s4" DIAPHRAGMS,NAILING,BUILDING AND OTHER COMPONENTS IN THE SEISMIC FORCE-RESISTING SYSTEM. S S S GENERAL STRUCTURAL NOTES (CONT.) & SPECIAL INSPECTIONS SHEET NUMBER: S 1 . 2 __ S . ____ __ • • • 1..,.. SCHEDULE AND NOTES „ --. HEADER/BEAM SCHEDULE t-:,,- JOIST FRAMING SCHEDULE BEARING WALL SCHEDULE n , HEADER/BEAM SIZE POST/COLUMN TYPE(UNO) DEPTH• JOIST TYPE AND SPACING MARK WALL BASEMENT WALL FIRST FLOOR SECOND THIRD FLOOR WALL TYPE ,--,-,.i°' Hl 4x8 DF#2 (1)2x CRIPPLE AND(1)2x KING J1 11 7/8" TJI 110's @ 24"OC HEIGHTS (IF APPLICABLE) WALL FLOOR WALL WALL = 81 4x10 DF#2 {2}2x CRIPPLE AND{2}2x KING J2 117!8" TJI 230%@ 24"QC W1 10'-2"& 2x6 DF#2 W+ 12"OC 2x6 DF#2 @ 16" 2x6 DF#2 @ 16" 2x6 DF#2(a 16" TYPICAL F R ELI "`� LESS 00 QC OC CONSTRUCTION EN Gi I N E E FI,.S B2 6x6 DF#2 (2)2x DF#2 J3 11 7/8" TJI 360%@ 19.2"OC W2 10'-2"& 2x4 DF#2 @ 12"OC 2x4 DF#2 @ 16" 2x4 DF#2 @ 16" 2x4 DF#2 @ 16" TYPICAL MAIN OFFICE: B3 31/2 x'11 7/8"GL (2)2x DF#2 J4 11 718" TJI 560's @ 16"OC LESS 00. OC OC CONSTRUCTION 6969 SW HAMPTON ST W3 10'-2"& 2x4 DF#2 @ 12"OC 2x4 DF#2 @ 16" 2x4 DF#2 @ 16" 2x4 DF#2 @ 16" PARTY WALL PORTLAND,OREGON 97223 B4 51/2 x 11 7/8"GL 6x DF#1(4x6 DF#1 AT 2x4 WALLS) J5 7 1/4" PT 2x8 DF#2 1 16"OC LESS OC OC OC (503)624-7005 B5 7 x 11 7/8'PSL 6x8 DF#1 (4x8 DF#1 AT 2x4 WALLS) J6 5.5" 2x6 DF#2©12"OC W4 10'-2"& 2x6 DF#2 @ 16"OC 2x6 DF#2(tri 16" 2x4 DF#2 @ 16" 2X4 DF#2 @ 16" PARTY-GARAGE WALL SEND OFFICE: 745 NW MT WASHINGTON DR LESS (TYPICAL OC(TYPICAL OC OC SUITE#205 B6 PT 4x12 HF#2 PT 6x HF#2(4x6 DF#1 AT WALLS) J7 11 7/8" TJI 360'5aQ 12'00 CONSTRUCTION) CONSTRUCTION) BEND,OREGON 97701 B7 5 1/2 x 15"GL 6x DF#1 (4x6 DF#1 AT 2x4 WALLS) , 138 51/2 x 18"GL ' 6x DF#1(4x6 DF#1 AT 2x4 WALLS) froelictrengineers.com JOB# 164100 • B9 51/2x21"GL 51/2x6GLPOST B10 6 3/4 x 31"GL 5 1/2x7 1/2 GL POST SHEAR WALL SCHEDULE 811 5 112 x 9"GL (1)2x CRIPPLE AND(1)2x KING TYPE SHEATHING-NAILING SOLE PLATE RIM JOIST MUD SILL PLATE AND COMMENTS NOTES: SUC7r !f CONNECTION TO RIM CONNECTION TO ANCHOR BOLTS(REF 1. REF BEARING WALL SCHEDULE FOR WALL TYPE. p PROF e. 812 PT 5112 x 15"GL REF PLAN JOIST DOUBLE TOP PLATE NOTE 6) 2. UNIQUE WALL_FRAMING CALLED OUT ON PLANS. 't �y�,%NE , BEAM SPECIFIC NOTES: STD 1/2"APA RATED SHTG 0.148x3"COMMON @ 6" 0.148x3'TOE NAILS @ 2x PL W/518"DIA AB @ 42" SEE NOTE 11 3. STUDS SHALL BE ALIGNED FROM FLOOR TO FLOOR. Q � (i)SIDE W/8d NAILS @ OC LTP4 @ 48"OC 8"OC&SIMPSON LTP4 OC(EMBED 7")(OR SNP &12 BELOW af CC 51411PE y ... 0 1-USE COLUMN INDICATED IN THIS SCHEDULE UNLESS NOTED OTHERWISE ON PLANS, 6'OC EDGES&12"OC @ 48"OC MASA) FIELD � - 2-SUPPORT BEAMS WITH(2)-2x6 CRIPPLE AND(1)-2x6 KING AT EACH END UNLESS NOTED OTHERWISE IN THIS TABLE OR ON THE � �s PLANS. A 1/2"APA RATED SHTG 0.148x3"COMMON @ 4" 0.148x3"TOE NAILS @ 2x PL WI 5/8"DIA AB @ 24" SEE NOTE 11 4 0. '" f...%,,_ OREGON q, (1)SIDE W/8d NAILS @ OC LTP4 C 48"OC W OC&SIMPSON LTP4 OC(EMBED 7")(OR SIMP &12 BELOW a +� 4"OC EDGES&12"OC @ 32"OC MASA) p SHEAR WALL EDGE NAILING o SHEAR WALL EDGE NAILING T� 22 1� O.Z. FIELD `� �O7NY T.It- FIELD B 1/2"APA RATED SHTG 0.148x3"COMMON @ 4' 0.148x3"TOE NAILS @ 2x PL W/5/8"DIA AB @ 18" SEE NOTE 11 CO "`�`" _CONT DBL 2x TOP PL p CONT DBL 2x TOP PL (1)SIDE W/8d NAILS @ OC LTP4 @ 36"00 8"OC&SIMPSON LTP4 OC(EMBED 7')(OR SIMP &12 BELOW _.--0_ _ EXPIRES:r `i 3"OC EDGES&12"OC 24"00 MASA) ___....+_- WALL STUD SIZE&SPACING ____.._-y� WALL STUD SIZE&SPACING FOOTING SCHEDULE FIELD REF BEARING WALL SCHED ,,/'PREF BEARING WALL SCHED SIZE REINFORCING NOTES C 1/2"APA RATED SHTG 0.148x3"COMMON @ 4* 0.148x3"TOE NAILS @ 3x PL W/5/8"DIA AB @ 12" SEE NOTE 11 1 1'-6"WIDE x AS SHOWN x 10"DEEP LONG:(2)#4 BOT (2)SIDES W/8d NAILS OC LTP4 @ 24"OC 8"00&SIMPSON LTP4 OC(EMBED 7")(OR SIMP &12 BELOW -'~-`}<.` c @ 4'OC EDGES&12" @ 12"OC MASA) Z 0 TRANS:#4 @ 18"OC BOT OC FIELD _ Q DBL STUDS AS REQ'D BY Z 2 Z-0"WIDE x AS SHOWN x 10"DEEP LONG:(3)#4 BOT D 112'APA RATED SHTG 0.148x3"COMMON @ 4" 0.148x3"TOE NAILS @ 3x PL W/5/8"DIA AB @ 12" SEE NOTE 11 al ? SCHEDULE W at 5 a. TRANS:#4 @ D I 18"OC BOT (2)SIDES W/8d NAILS OC LTP4 @ 18'OC 6"OC&SIMPSON LTP4 OC(EMBED 7")(OR SIMP &12 BELOW _ > Cl) @4"OC EDGES&12" @9'OC MASA) -.ID -J 3 3'-0"WIDE x AS SHOWN x 15"DEEP LONG:(5)#4 TOP&BOT OC FIELD -.IH a g D TRANS:#4 @ 12"OC TOP&BOT ? -+ ` o- my -0 SHEAR WALL GENERAL NOTES(APPLICABLE TO ALL SHEAR WALL TYPES): 4 2'-6"x 2' "x 10"THICK (3)44 EA WAY-EQ SPACED BOT g 2Z 1 1 IF AB SPACING IS GREATER THAN SHEAR WALL LENGTH INSTALL(1)AB WITHIN 12"OF EACH END AS PER OSSC SECTION 2308.6. SHEAR WALL SHTH REF PLAN& SHEAR WALL SHTH REF PLAN& 5 3'-0"x 3'-0"x 12"THICK f (4)44 EA WAY-EQ SPACED ROT SHEAR WALL SCHEDULE AS . SHEAR WALL SCHEDULE AS 2 SHEAR WALL FRAMING IS TO BE 16"OC UNLESS NOTED OR DETAILED OTHERWISE, OCCURS. 6 3`-6"x 3'-6"x 12"THICK I (4)#5 EA WAY-EQ SPACED BOT 3 SHEAR WALLS ARE TO BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OR DETAILED OTHERWISE. OCCURS LONG:(3)#4 BOT TRANS:#4 @ 24"OG BOT NOT USED ON THE 4 ALL NAILS STATED ARE COMMON NAILS UNLESS NOTED OTHERWISE.8d GALVANIZED BOX NAILS MAY BE SUBSTITUTED FOR THE ANCHORAGE TO FOUNDATION ANCHORAGE TO FOUNDATION7 2'-0"WIDE x AS SHOWN x 12"DEEP CLUB HOUSE 8d COMMON NAILS. a. OR FLOOR,REF PLAN a OR FLOOR,REF.PLAN 8d=0.131 x 2-1/2" UI w . p 2x OR 3x SOLE PL REF PLAN p 2x OR 3x SOLE PL REF PLAN I- . 10d=0.148 x 3" . 0 &SHEAR WALL SCHEDULE co &SHEAR WALL SCHEDULE HOEDOWN SCHEDULE jjnn 16d=0.162x3-112' •�� '�� :-: VJ MARK HOLDOWN ATTACHMENT ATTACHMENT TO POSTS COMMENTS SHEAR WALL EDGE NAILING 1 SHEAR WALL EDGE NAILING Z FOUNDATION UNO ON 5 LTP4 PLATES SHALL BE INSTALLED W/(12)8d COMMON NAILS. III W PLANS OR DETAILS 6 ANCHOR BOLTS SHALL BE GALVANIZED&SHALL HAVE A 1/4"x3"x3"GALVANIZED PL WASHER BETWEEN THE SILL PL&NUT. 2 ANCHOR BOLTS SHALL BE PLACED SO THAT THE EDGE OF THE PL WASHER IS 1/2'MAX FROM THE SHEATHED FACE OF THE WALL. NOTES' NOTES: a NOT REQUIRED • WHERE SHEATHING IS APPLIED TO BOTH FACES,ALTERNATE ANCHOR BOLTS,OR SIMPSON MASA-SEE DETAIL 7155.1 FOR 1. REF ARCH FOR WALL FINISHES,FURRING,ETC. 1. REF ARCH FOR WALL FINISHES;FURRING, ETC. III 1 SIMPSON HTTS (18)0.162x31/2"NAILS USE SIMP.SSTB241 INTO (2)2x STUDS PROVIDE#4 DOWEL W/ ANCHOR BOLT PL WASHER REQUIREMENTS. 2. REF ARCH FOR ADDITIONAL_REQUIREMENTS 2. .REF ARCH FOR ADDITIONAL REQUIREMENTSj 1 O< STEM WALL. USE 518"DIA MIN STANDARD HOOK @ EACH TO MAINTAIN FIRE RATING. TO MAINTAIN FIRE RATING, V p� W ASTM A36 HEX HEAD A.B. HOEDOWN LOCATION 7 PENETRATIONS GREATER THAN 4"WIDE x 4"TALL IN THE SHEATHING OF SHEAR WALLS SHALL NOT OCCUR UNLESS APPROVED . EMBED 8"INTO FTG.W/ BY ENGINEER.PENETRATIONS SMALLER THAN 4"WIDE&4"TALL SHALL BE BLOCKED ABOVE&BELOW(STUD-STUD)&EDGE • 1/4"x3"x3"PL WASHER "LED TYPICAL WALL CONSTRUCTION WI &W2 PARTY WALL CONSTRUCTION W3 w '' BETWEEN DBL.NUT @ BOT. 8. I SIMPSON MASA SHALL BE APPLIED DIRECTLY TO SILL PL.DO NOT ATTACH LEGS OVER SHEATHING.DO NOT ATTACH LEGS TO • W OF THREADED ROD WHEN STUDS. Ce 1...1 0 NO STEM WALL OCCURS, 9 I SEE DETAILS 31S5.1,5/S5,1,6/55.1,7/85.1,&1/S6.1 FOR TYPICAL SHEARWALL INSTALLATION: 2 SIMPSON HDQ8 UJ 0' w (20)1/4"DIA.x 3'SIMPSON SIMPSON PAB7(9"INTO (3)Zx STUDS PROVIDE#5 DOWEL W/ J = Z SDS WOOD SCREWS FOOTING) MIN STANDARD HOOK EACH SHEAR WALL SPECIFIC NOTES: F- 22 O J „,z 0 HOEDOWN LOCATION 10 FRAMING AT ADJOINING PANEL EDGES SHALL BE 3"NOMINAL OR GREATER&NAILS SHAD.BE STAGGERED.(DBL 2x ARE ACCEPTABLE O - Q O 3 SIMPSON (38)0,148x3'NAILS TO DBL. - (2)2x STUDS --- WITH 0.148x3"@ 4'OC STAGGERED). (71 BEARING WALL CONSTRUCTION o MSTC6663 STUDS&(14)0.148x3 NAILS MIN 11 FRAMING AT ALL ADJOINING PANEL EDGES&SOLE PLATES RECEIVING EDGE NAILING ON BOTH SIDES SHALL BE 3"NOMINAL OR GREATER SCALE:NTS /1 6 o0 TO SIDE OF BEAM&(4) AND NAILS SHALL BE STAGGERED.(DBL 2x ARE ACCEPTABLE WITH148x3"@ 4"OC STAGGERED)OFFSET SHTG JOINTS TO FAIL.ON S�•� / Cl)LCl COW 0.148x3 NAILS TO BOTTOM DIFFERENT DOUBLE STUDS. // vJ mown 17 ,,,�ir W to > OF BEAM 12 SIMPSON LTP4 CLIPS @ SOLE PLATE CONNECTION TO RIM JOIST ARE NOT REQUIRED IF UPPER WALL SHEATHING IS CONTINUOUS& 0 M DIRECTLY EDGE NAILED TO RIM JOIST. �Q CO C3 4 SIMPSON MST37 (11)0.162x31/2"NAILS AT -- (2)2x STUDS --- TOP&BOTTOM(CENTER MIN ' STRAP ON FLOOR CAVITY (22)TOTAL NAILS) 5 SIMPSON MST80 (24)0.162x3 112"NAILS AT - (2)2x STUDS - TOP&BOTTOM(CENTER MIN PERMIT ISSUE STRAP ON FLOOR CAVITY (48)TOTAL NAILS) NOTE: 1. DBL STUDS SHALL BE LAMINATED TOGETHER WITH 16d NAILS @ 6'00 FULL HEIGHT(TYPICAL) 2. WHERE STRAP HOLDOWNS DO NOT ALIGN WITH HOLDOWNS BELOW,EDGE NAIL SHEAR WALL SHEATHING TO DBL STUDS BELOW WITH 0.131x2 1/2"@ 4"OC REV DATE ISSUE TITLE 3. INSTALL HOLDOWNS AND HOLDOWN ANCHORS PER MANUFACTURER RECOMMENDATIONS j 4. SEE DETAILS 3/55.1,5/55.1,6/S5.1,AND 5/S6.1 FOR TYPICAL HOLDOWN INSTALLATION. I PROJECT MANAGER: CN DESIGNER: YS DRAWN BY: CAD-5 PROJECT NO: 16-7100 r DATE: '01/12/2017 SCALE: . AS SHOWN 21 PLEX BUILDING SHEET TITLE: . SCHEDULES AND NOTES SHEET NUMBER: - ■ • • • . . . ...._ _ 11. __,..... ,.....,.. . y.„--,,,--,,L,: A ;---. ..' 'et 1.*.,.4.!l'i . •'''''".?' FROELICH ENGINEERS 1 MAIN OFFICE: 6969 SW HAMPTON ST PORTLAND,OREGON 97223 (503)624-7005 BEND OFFICE: 745 NW MT WASHINGTON DR .1 (---------''\\32 (II 7.".. ...•-• 34 BEND, e.#2016705gile!)19.corny7c7r0.1uft.i., \\\._ . .,..--------;--- 4 ,44.,0 PROA-1, V ---- 4-19 4\ toiNE4-- 4.3> . LA/ 51411PE. FOR FRAMING, ' OREGON REFERENCE LP q, I_ - SHEET S2.4 A&B. *)* r 22 °17- T IS'ik\ 1 I S2.5 --, 1 EXPIRES: .., _ [---- ‘ I _. LL — 11 : --- ------ 1 - i i „ . z 11 1 1 II ...._, 41.[..413*... .....• 414C FOR SHEAR WALL& - — . 1 L_LT-1111 •()' HOLDOWN OF LEVEL 03, - 1 . 1 5 W /'. 1 ii -....."" --"±--- H Hi- I LLI 2 REFERENCE SHEET - i al ....- , , , :I 1 . - i 1 j LIJ a. ________ FOR FRAMING, > 0 -.1 ' . REFERENCE 0 . , . SHEET S2.4 A&B. ct W - - , ' - ( -1-.\\ "ANDI/ (12 >• 1 .,__... S2.4 0 to ,.--,+. Cr 8 0 s ce ! - ii ,42-,-;5.3 ,-.,„w I — .....-...4.-.. ..—=...:: , W >- • U) a) Z _ — . I • • 1... 2 r z _ - W 9:1 FOR SHEAR WALL& -7 -------. r------— IMI F . [-+1' `r"::::E 0 i-• 8 HOLDOWN OF LEVEL 02,--.'....' '--,..,, 1 , > 6 ("5 ' u j LIJ REFERENCE SHEET . it 1111- Ill- to:% No. 1.5 g 0 > * _ , S2.4 A&B 1 ce < LU 17-' r2 E.- . _ FOR FRAMING, , . REFERENCE a ,..r...r IrZW-1101 VirinH saaar-------.4%-wmcoigi 1— I SHEET Sa3 MB. .. ' (7-** 1 i I 'i ' i - • I i . T..--4'-sPeTt,''''i ' ' I--tage.74 S2.3 1PERMIT ISSUE -±-- ii I ..-..„..„........., j: ...,: Li ...... ..-. L.. , U 111111 7, :moi 40 FOR SHEAR WALL . ; ii ,.... REV DATE ISSUE TITLE HOLDOWN OF THIS -,..---- , ,.,..,-...,— ' 1 Wei . • LEVEL,REFERENCE L._ _ ___ ___! ' ._ I ill 1 , 1 i ' b '.11i SHEET S2.3 A&B FOR FRAMING, I i REFERENCE - -- 1 ____ ___— o SHEET S2 2 MB. ....v.... 1i ----- --'1 Mk WINNO ..--,..-- --..----:,---.--- ...,-...--.....- No0 MOW NV . O INONONO AMINO W IMINIIMM : , $//,,P,r . ONIIM Ili I . '''' '''1,^ : ' I ' - ONINIMIN PROJECT MANAGER: CN , . WOO* OINKINNI MOM 0 FOR SHEAR WALL& ' 0 — -NINIONIMI DESIGNER: YS HOLDOWN OF THIS is: r : . 7., DRAWN BY: FCE-ENG-4 LEVEL REFERENCE SHEET 52.2 A&B N ' 'I 11 1 PROJECT NO: 16-T100 .. . 1111% INN lill I I NMI i girt Ii NI I MI DATE: 01/12/2017 H-II____ . ow moosli \r , IN I MI . 3 III 111111 1 • '' \ 1 SCALE: AS SHOWN , zoo iisioo f 1 ONO INNI OK 5 \ 0 I OK I MO NO 1110 \ O I MN I WTI INN NO ' \ ur.: vis. -iri ......., - -...*0 orme1113 0 I NON / ___ .2u: in 9111., 1 - / - . eine. NOM 0111 13131 --- . _ - -_....-. -- __ -.--____--- --,- _-------------------- ----- - NIONINO 0 I OW / ---' 21 PLEX BUILDING act — -1r,.... ...., a . mo la • mai' / 0.11301K K / ORM MIN MIMI MON11110 0 I Mt i a................ t SHEET TITLE: FRAMING & SHEAR WALL MAP 1 21 PLEX- FRAMING & SHEAR WALL MAP S2.0 SCALE: 1/4"al 10" 16-T100 SHEET NUMBER: .... • _ . S2 n 0 FOUNDATION 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'THOSE THAT ARE SPECIFIED SHALL BE 5: 7771',• .: " ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS :: ARE ENCOUNDERJED,NOTIFY THE ARCHITECT I ENGINEER FOR THE CLARIFICATION IN A 'r ,. . PlItg'l'' TIMELY MANNOR PRIOR TO BID OPENING. 4-., ,. k k: -2,=-4% C C.J.-INDICATED CONTROL OR CONSTRUCTION JOINT,SEE DETAIL 2/S5.1 D STEP FOOTING FROM ELEVATION TO ELEVATION AS REQUIRED PER DETAIL 1/S5.1 E ALL.SLAB ON GRADE FINISHES SHALL BE PER ARCH. FROELICH E 1;4 G I Is.t E E 14 S MAIN OFFICE: YA YB * KEYED NOTES 6969 SW HAMPTON ST PORTLAND,OREGON 97223 I Aft I Walk FOOTING SCHEDULE . B:j5:300eNBH)D4ch.en60214-F6..F:TI01110E005:rs.com 29 PT 6x6 DF#1 COLUMN.SEE DETAIL 13/S5.2 745 NW MT WASHINGTON DR 37 4"CONC SLAB ON GRADE W/6X6-W1.4XW1.4 MESH OVER VAPOR BARRIER PER SUITE#205 ARCH OVER SUB-GRADE PER GEOTECH BEND,OREGON 97701 VEY Er- 9 49 _pi. fo F-1 TYPW1 1 r — SIZE REINFORCING NOTES 2 FlIrlin IV 4 gt Ank I I Ell I 8 1 1'-6"WIDE x AS SHOWN x 10" LONG: (2)#4 BOT si BuCTUF/44 • L _ Ili ---___.1 r----) AM 0 MP I . I 1 • I S5.1 4::) A: DEEP TRANS:#4© 18"OC BOT 1 ivE 1 VP - AT 17-1.1 TYP L 11 L._ 13 11 * II I I r....._, EU I mai 2 2'-0"WIDE x AS SHOWN x 10" LONG:(3)#4 BOT G,INI •/ '. .•‘'' ,9 0 (..., @ — — — i_. nom — I rill I —NB — , f — —1 — - - - _ _ I IV I ---1 wia 1-- ..,... ism I DEEP TRANS:#4 @ 18"OC BOT 51411PE 3 X-0"WIDE x AS SHOWN x 15" LONG:(5)#4 TOP&DOT e) AIM C) __I __I - - ai , 1 i I wi*41 I -..."..".".....- - d, li'.-EGON IMP' I I"md-awI 1--- --i -L, -- --- DEEP TRANS:#4 @ 12'00 TOP& I 1 L. _IT BOT 4_ r -1 1 , 1 I - _____ _ , r- --1 4 2'-6"x 2'-6"x 10"THICK (3)44 EA WAY-EQ SPACED , -?` r 22 N(3 X\ 2'-03;OW"IDxE3'1" I iii-- T wi .,.,,,.. w2, E-i :,..., _Il"'"... I — ' .,.. .....I..1.... ..., W1 1 I --'w-I I b**N CA 411% L_.... BO NG T NOT USED ON //0 ' OCA (4)44 EA WAY-EQ:(3)#4BSoPTACED ItlY T. 6.- I.2* __1- 1 --- 5 sx s12H"oTwHNICxKir . 1 BOT 1 EXPIRES r 1 F6 W1 1— 6 3%6"x 3%6"x 12*THICK (4)-#5 EA WAY-EQ SPACED 7 I r----I--1 BOT I 7 THE CLUB _ ! 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