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Plans SPECIAL INSPECTION TABLE vo PROF , vECtivv REQUIRED STRUCTURAL SPECIAL INSPECTIONS Vk� ..: �� ��• �`� N� "�// TABLE 2 � INSPECTION / ,-.E^ , CI T _ SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS sZ / ,,. REFERENCE REFERENCE Continuous I Periodic j J) A� A RD POST INSTALLED CONCRETE ANCHORS j,( /j(Yy� (r SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,TYPE,AND DIMENSIONS. ��s i.• �'G�y�R � INSPECTION OF "ICC EVALUATION REPORT HOLE DIMENSIONS.COMPLIANCE WITH DRILL BIT REQUIREMENTS,CLEANLINESS OF / A Miller Consul4n E ON ANCHORS INSTALLED IN 1912.1000 ACI 318: X THE HOLE AND ANCHOR,ADHESIVE EXPIRATION DATE.ANCHOR/ADHESIVE c" �j HARDENED CONCRETE 3.8.6,8.1.3,21.1.E' INSTALLATION,ANCHOR EMBEDMENT,AND TIGHTENING TORQUE . oa'?Q6 ``V '�l. �QSEPH t't��� as .. EXPI LS: 12.31-201 y j MILLER CONSULTING i _ ___ ENGINEERS PL 164.9' - 9570 SW Barbur Blvd Suite One Hundred Portland,OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com I I Z 0 I H I j I 0 0 cc o n I J W I I= Z W o Z m W I ❑ oZ oW ADDITIONS TO REAR OF HOUSE,SEE S1.01 CITY OF TIG D� O AND 51.02 FOR PLANS w Q ct Approved.. - -. [ �- Q i' W cn Q 2 Conditionally Approved [ I a cl See Letter to:Follow [ ICHEWNCK BY: .aCH, Attached 14— CHECKED BY: 'V`rr'_� IPermit Number:7 � r PROJECT NO 30830 � ISSUE DATE: 10.08.2013 i . PL 165' Addres : 3 a a 1, ,t - By: _ 'a Date: •I rAM r o Approved pia S — — shall be on job .ite, o 4IIIIw N 1 SITE PLAN OFFICE C I PY - 1111-'-=-- z qF / SHEET CONTENT ! SPEC.INSP.TABLE SITE PLAN gif---/A SHEET //� S0.02 RECEIVED STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS STRUCTURAL NOTES: REINFORCING STEEL PRESSURE TREATED LUMBER GENERAL ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60 ALL ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR AS REQUIRED AB ANCHOR BOLT REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706.ALL WELDED WIRE FABRIC SHALL CONFORM TO BY IBC SECTION 2303.1.8, SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH AMERICAN �)/ AAFF ABOVEONAL THE FIN SH FLOOR NECESSARYCONTRACTOR FOR COMPLETION ORESPONSIBLE THE PROJECT AS INDICATED BYYCORRELATION THE CONTRACT DOCUMENTS AND WORKOASTM A185. WOOD-PRESERVERS ODU , RE PRESERVATIVE,AND ASSOCIATION ND USE.RETENTIONAAMOUDOT) NTS SHALLLSTANDARD BE AS REQAND UIIRED FOR AWPASPECIES, SE • O ALT ALTERNATE ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS,THE CONTRACTOR UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3"FROM EARTH AND 2"FROM FORMED CATEGORY STANDARDS FOR STRUCTURAL APPLICATIONS. FOR ABOVE GROUND APPLICATIONS ARCH ARCHITECTURAL la \/ DETAIL REFERENCE SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE SURFACES.BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA ATR ALL THREAD ROD PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND BENDS.FOR ALL CORNERS WITH#5 REINFORCING STEEL AND SMALLER,PROVIDE 2'-6"X 2'E"REINFORCING USE CATEGORY STANDARDS UC1,UC2,UC3A,UC3B. FOR GROUND CONTACT,FRESH WATER IMMERSI �J t� • BLDG BUILDING FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION STEEL OF SAME SIZE AND SPACING AS HORIZONTAL BARS.PROVIDE ONE#4 x 4'-0'DIAGONALLY AT EACH APPLICATIONS RETENTION OF 0.40 LBS PER CUBIC FOOT OF ACQ OR 0.25 LBS PER CUBIC FOOT OF C l '! � I L V�'Y�D BLKG BLOCKING THEREOF.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS RE-ENTRANT CORNER IN SLABS.ALL REBAR DOWELS TO BE SET IN PLACE PRIOR TO PLACING CONCRETE. BASED ON AWPA USE CATEGORY STANDARDS UC4A,UC4B.FOR IN GROUND STRUCTURAL APPLICAT OF CA-B BASED ��TjjIO,,,,77N,,ST, BM BOAMON DURING CONSTRUCTION. RETENTIUSE MINIMUM 30"LAP FOR#4 BAR AND SMALLER UNLESS NOTED OTHERWISE(UNO). USE MINIMUM 36"LAP USE CATEGORY SN OF 0 TANDARD UC4BLBS PER !FOR C AABOVE T OF AROUND.CONTINUOUSLY PROTCQ OR 0 31 LBS PER CUBIC OECTED FROM LIQUIDN/4A E44 INC DIVISION BN BOUNDARY NAIL Ank I DETAIL SECTION CUT BOF BOTTOM OF FOOTING 9117 THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS FOR#5 BAR UNO. APPLICATIONS(SILL PLATE)RETENTION OF 0.25 LBS PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC BOT BOTTOM OTHERWISE SPECIFICALLY NOTED. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR FOOT OF CA-B OR 0.25 LBS PER CUBIC FOOT BASED ON AWPA USE CATEGORY STANDARDS UC1,UC2. COPYRIGHT 2013 BRNG BEARING CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS,DIRECTION AND RELATED ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS.PLASTIC CHAIRS Miller Consulting Engineers,Inc. BSMT BASEMENT EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE.MSP-1,AND FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL BE IN ACCORDANCE WITH IBC BTWN BETWEEN la BUILDING OR WALL DURING CONSTRUCTION.THE CONTRACTOR SHALL AT HIS OWN EXPENSE,ENGAGE PROPERLY QUALIFIED SHALL BE SECURELY TIED IN PLACE WITH#16 ANNEALED IRON WIRE.REINFORCING STEEL SHALL BE SECTION 2304.9.5. TIMBER CONNECTORS/FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED C CAMBER SECTION CUT PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED DETAILED IN ACCORDANCE WITH THE'ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED MATERIAL SHALL HAVE PROTECTIVE COATINGS AS RECOMMENDED BY CONNECTOR/FASTENER CP CAST IN PLACE W AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL CONCRETE STRUCTURES'ACI 315 MANUFACTURER. ' CJ CONTROL OR CONSTRUCTION JOINT INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A A CJP COMPLETE JOINT PENETRATION WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. CONCRETE ANCHORS ALL LAMINATED VENEER LUMBER.ORIENTED STRAND LUMBER,GLUE LAMINATED LUMBER EXPOSED TO CL CENTERLINE ELEVATION OF WALL WEATHER AND SUBJECT TO DECAY,SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH THE CLG CEILING THESE PLANS. SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING MANUFACTURER'S RECOMMENDATIONS FOR PRESERVATIVE MATERIALS, RETENTION RATES, AND ENDIS CLR CLEAR qiiP OR FRAME PROJECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS CONCRETE(WET-SETTING OF ANCHOR BOLTS IS NOT PERMITTED). USE. LAMINATED TIMBERS SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH IBC SECTION CMU CONCRETE MASONRY UNIT AND SPECIFICATIONS OR THE DESIGN,ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON 2301.11.3. COL COLUMN ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN, ALL HEADED STUD ANCHORS(HSA)SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1,TYPE 8,AND MILLER CONC CONCRETE /� OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ASTM A108.DEFORMED BAR ANCHORS(DBA)SHALL CONFORM TO ASTM A496.ALL HSA AND DBA SHALL BE ALL TRIMMED SECTIONS,CUTS.DAPS,OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED CONN CONNECTION /t\ REVISION SYMBOL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE WELDED WITH AUTOMATIC STUD WELDING EQUIPMENT PER THE RECOMMENDATIONS OF THE STUD AND WITH COPPER NAPTHENATE,IN ACCORDANCE WITH AWPA STANDARD M4.FOR ADDITIONAL CONST CONSTRUCTION EQUIPMENT MANUFACTURER,UNLESS OTHERWISE SPECIFIED. REQUIREMENTS.SEE IBC SECTION 2304.11 FOR PROTECTION AGAINST DECAY AND TERMITES. CONSULTING CONT CONTINUOUS NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE DBA DEFORMED BAR ANCHOR /� SUPPRESSION,ELECTRICAL MECHANICAL,LAND USE,SITE PLANNING,EROSION CONTROL FLASHING AND POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED OTHERWISE: WOOD TRUSSES ENGINEERS DBL DOUBLE ( 1 ) WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. EXPANSION BOLTS: HILTI KWIK BOLT TZ ALL WOOD TRUSSES SHALL COMPLY WITH IBC SECTION 2303,4,EXCEPT AS OTHERWISE NOTED.TRUSSES DF/L DOUGLAS FIR-LARCH �T"/ SCREW ANCHORS: HILTI KWIK HUS-EZ SHALL NOT EXCEED A TOTAL LOAD DEFLECTION OF U360.TRUSS MANUFACTURER SHALL FURNISH DIA DIAMETER BUILDING CODE ADHESIVE ANCHORS: HILTI HIT-HY 200 I GRID LINES COMPLETE ENGINEERING SHOP DRAWINGS WITH A REGISTERED PROFESSIONAL ENGINEER'S SEAL IN THE DIAD DIAGONAL A ALL PHASES OF THE WORK SHALL CONFORM TO THE 2010 OREGON STRUCTURAL SPECIALTY CODE, STATE THAT THE PROJECT IS BEING CONSTRUCTED.SHOP DRAWINGS SHALL BE PROVIDED WITH THE 9570 SW Barbur Blvd DIST DISTANCE - T EFFECTIVE DATE JULY 1,2010.BASED ON THE 2009 INTERNATIONAL BUILDING CODE.INCLUDING ALL ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE SHIPMENT OF TRUSSES DELIVERED TO THE JOB SITE, AND SHALL INCLUDE, AT A MINIMUM, THE Suite One Hundred DL DEAD LOAD i REFERENCE STANDARDS,UNLESS NOTED OTHERWISE. MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT. INFORMATION SPECIFIED IN IBC SECTION 2303.4.1.METAL-PLATE-CONNECTED WOOD TRUSSES SHALL BE Portland,OR 97219 1 DN DOWN MANUFACTURED AND DESIGNED AS REQUIRED BY TPI 1-2007.EACH MANUFACTURER OF TRUSSES USING Phone 503.246.1250 I DTL DETAIL SPECIAL INSPECTION/STRUCTURAL OBSERVATION WOOD FRAMING METAL PLATE CONNECTORS SHALL RETAIN AN APPROVED AGENCY TO MAKE UNSCHEDULED INSPECTIONS Fax 503.246.1 395 DWG DRAWING .7- ROTATE VIEW SYMBOL SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704 AS NOTED IN OF ALL TRUSS MANUFACTURING AND DELIVERY OPERATIONS.SHOW CLEARLY ALL BRACING FOR TRUSS www.miller-se.com (E) EXISTING I THE SPECIAL INSPECTION TABLE ON 50.02.THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH(DF/L),#1 UNLESS NOTED COMPRESSIVE MEMBERS AND REQUIRED CONNECTIONS.ALL CONNECTION PLATES SHALL DEVELOP THE EA EACH ALLOW SCHEDUUNG OF SPECIAL INSPECTION.IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL OTHERWISE.ALL JOISTS,PURLINS.AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED OTHERWISE. FULL STRESS OF THE WOOD MEMBERS.THE TRUSS MANUFACTURER SHALL SUBMIT CERTIFICATES FROM EF EACH FACE INSPECTION AND TESTING BY A QUALIFIED THIRD PARTY.SUCH AS A TESTING AGENCY REVIEWED BY THE ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE CONSTRUCTION GRADE AND BETTER.ALL WOOD AN INDEPENDENT TESTING COMPANY THAT ALL TRUSSES DELIVERED TO THE JOB SITE CONFORM TO EL ELEVATIONN ENGINEER. PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 PRESSURE TREATED UNLESS APPROVED SHOP DRAWINGS. COST OF'ALL TEST CERTIFICATES SHALL BE BORNE BY THE TRUSS EN EDGE NAIL NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO MANUFACTURER. EOR ENGINEER OF RECORD DESIGN LOADS SUPPORTING MEMBERS BELOW.COLUMNS SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION. EQ EQUALICE) NORTH ARROW EW EACH WAY THE FOLI OWING ARF THF DESIGN RFOUIRFMFNTST ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND/OR EXT EXTERIOR STRUCTURAL DESIGN CRITERIA NAILED AS INDICATED BY MANUFACTURER.UNLESS NOTED OTHERWISE.ALL CONNECTORS,HANGERS AND FF FINISH FLOOR OCCUPANCY CATEGORY II FASTENERS SHALL BE CORROSION PROTECTED PER MANUFACTURER'S RECOMMENDATIONS.SIMPSON FN FIELD NAIL PREFABRICATED METAL TIMBER CONNECTORS NOTED.OTHER TYPES OF METAL CONNECTORS REQUIRE FLR FLOOR DESIGN DEAD LOADS PRIOR REVIEW. prop rtys Locatla FDN FOUNDATION TOS ROOF 15 PSF , FT FEET REFERENCE ELEVATION FLOOR 15 PSF SILL PLATE TO BE ANCHORED TO FOUNDATION WITH 1f2"DIAMETER x 7 INCH EMBEDMENT HOT DIPPED a 3, 5' FTG FOOTING /EL 100'-0" ,.?7,-c'-:--,0:4'.04,,,04: ��«mmo - a, z WALLS 8 PSF GALVANIZED ANCHOR BOLTS AT 4'-0'O.C.MAXIMUM UNLESS NOTED OTHERWISE.ALL BOLT HEADS OR r - -1, O GA GAUGE NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS.BOLT HOLES IN WOOD SHALL BEA MINIMUM OF ,�... , a, GALV GALVANIZED FLOOR LIVE LOAD(RESIDENTIAL) 1/32"TO A MAXIMUM OF 1/16'LARGER THAN THE BOLT.ALL LAG BOLTS SHALL HAVE PILOT HOLES AS PER .'1's!.,'''' "*. *rAs.Ls _ GLB GLUE LAMINATED BEAM FLOORS 40 PSF SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(NDS).REFER TO GWB GYPSUM WALL BOARD SURFACE-STEPPED `tom pcw. �� SECTION 11.1 OF THE NDS FOR ADDAIONAL INSTALLATION INSTRUCTIONS OF DOWEL-TYPE FASTENERS. ,.,A " HDG HOT-OW GALVANIZED ROOF LIVE LOAD SNOW LOAD CONTROLS DESIGN HDR HEADER ALL SHEATHING SHALL BE APA RATED GROUP 1,EXPOSURE 1 IN COMPLIANCE WITH VOLUNTARY PRODUCT wags raw-4-.. Q HE HEM-FIR ( STANDARDS DOCUMENT PS1 AND DOCUMENT PS2. HT HEIGHT . SURFACE-SLOPE UP ROOF SNOW LOADlite I, DESIGN ROOF SNOW LOAD 25 PSF '°3t ‘ IrtwIlr+illri: QW •15/3T(1/7 NOM:rt AL)SHEATHING TO BE C-D WITH SPAN RATING OF HSA HORIZONTAL .•18/32'(3 8'NOMINAL)TORE E CI0 WITH BEAN RATING OF N SPAN RATING OF 4824 , „ now(ou ,HSA HEADED STUD ANCHOR SNOW DRIFTING AS NOTED ON PLANS(IF OCCURS) posajo HSS HOLLOW STRUCTURAL SECTION IMPORTANCE FACTOR Is=1.0 O SURFACE-SLOPE DOWN .1 1/8'SHEATHING TO BE C-D WITH SPAN RATING OF 4824. �^c-^^' 01.1kJ ID INSIDE DIAMETER GROUND SNOW LOAD Pg 15 PSF . IN INCH EXPOSURE FACTOR Ge=1.0 '',,,:',:--,4044:',41#1=: '�_� s++�u-.x or < INT INTERIOR THERMAL FACTOR Ct=1.0 UNLESS OTHERWISE SPECIFIED BY THE PANEL MANUFACTURER, PROVIDE A MINIMUM GAP OF 1/8" UJ ST JOIST SURFACE-SLOPE FLAT ROOF SNOW LOAD Pf=11 PSF BETWEEN ALL SHEATHING PANELS.ALL FLOOR SHEATHING TO BE TONGUE AND GROOVE.GLUE ALL FLOOR T JOINT ``-„3 TWO DIRECTIONS SHEATHING WITH STRUCTURAL ADHESIVE,3M-5200 OR EQUIVALENT.AT ALL SUPPORTS. ALL SHEATHING 13965 SW 102ND AVENUE Q KIP(S) WIND DESIGN DATA WALLS AND/OR SHEAR WALLS TO HAVE 2X BLOCKING AT PANEL EDGES UNLESS NOTED OTHERWISE TIGARD.OREGON SI KIPS PER SQUARE INCH -, Ill H BEAM MOMENT CONNECTION IMPORTBASIC ANCCE FACTORND SPEED(3 SEC GUST) 1w MPH WOOD FRAMING FASTENING SCHEDULE N O ' Z ANGLE I -SEE PLAN FOR DETAILS LH LONG LEG HORIZONTAL ////,,-���\ O LV LONG LEG VERTICAL EXPOSURE B 1(.. 0 V I C I N I TY MAP = m > INTERNAL PRESSURE COEFFICIENT Gcpi=+/_0.18 ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS OTHERWISE I\ /i ONG LONGITUDINAL DRAG STRUT CONNECTION NOTED ON THE DRAWINGS.THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS NOTED OTHERWISE: SO.O1 N.T.S. 0 0 ZO VL LAMINATED VENEER LUMBER -.I.-•I-I -SEE PLAN FOR DETAILS SEISMIC DESIGN DATA WC LIGHT WEIGHT CONCRETE 6D NAIL:0.113 INCH DIA.X 2 INCHES LONG WITH MIN.HEAD DIA 17/64 IN. - TN O AX MAXIMUM IMPORTANCE FACTOR IE=1.0 8D NAIL:0.131 INCH DIA.X 2 SS INCHES LONG WITH MIN.HEAD DIA.9/321N. Q O cc 111 SITE CLASS SPECTRAL RESPONSE ACCELERATIONS SS=0.92,S1=0.336 10D NAIL:0.148 INCH DIA.X 3 INCH LONG WITH MIN.HEAD DIA.5/16 IN. 3 0 IN MINIMUM IR MIRROR DECKING SPAN DIRECTION D 12D NAIL 0.148 INCH DIA.X 3''4 INCHES WITH MIN.HEAD DIA 5/16 IN. SPECTRAL RESPONSE COEFFICIENTS SOS=0.70,SD1=0.39 16D NAIL:0.162 INCH DIA.X 3 SS INCHES WITH MIN HEAD DIE 11/32 IN. IC NOT IN CONTRACTLLI CO O OM NOMINAL SEISMIC DESIGN CATEGORY D f-- IO fY TE NOT TO EXCEED DENOTES No.OF BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAMED SHEAR WALLS SCOPE: W0 Q STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER.NAILS AND on- THE SCOPE OF WORK IS FOR THE VERTICAL AND LATERAL DESIGN OF AN TS NOT TO SCALE SHEARS UDS DESIGN BASE SHEAR 4.6 KIPS STAPLES SHALL NOT BE OVERDRIVEN. ADDITION THAT WAS ADDED TO AN EXISTING RESIDENCE IN 1996.HE a ..-I- ( ) NEW W21044(10) SEISMIC RESPONSE COEFFICIENT CS=0.108 C ON CENTER ' - RESPONSE MODIFICATION FACTOR R=6.5 ADDITION IS APPROXIMATELY 350 SQUARE FEET AND IS CONSTRUCTED WITH C=1" MANUFACTURED SCISSOR TRUSSES.THE LATERAL LOAD FROM THE ADDITION D OUTSIDE DIAMETER ANALYSIS PROCEDURE USED ASCE 7-05 EQUIVALENT LATERAL FORCE WOOD FRAMING FASTENING SCHEDULE WILL BE DRUG BACK TO THE EXISTING STRUCTURE.ADDITIONAL DRAWN BY: CH PP OPPOSITE ITEM FASTENERS DENOTES BEAM STRENGTHENING OF THE GARAGE WALL WILL BE USED TO RESISTTHE CAMBER BOT PL TO DECKING/JOISTS(FACE NAIL) 16d AT 8"O.C. CHECKED BY: WJ OPEN WEB JOIST LOADING FROM HE ADDITION. AF POWDER ACTUATED FASTENER BOT PUTOP PL TO STUDS(END NAIL) (2)16d AT 25/4,(3)16d AT 2X6 - PROJECT NO: 130830 ERP PERPENDICULAR DENOTES PLYWOOD BUILT-UP DBL STUDS(FACE NAIL) 10d AT 8"O.C.STAGGERED 0 JP PARTIAL JOINT PENETRATION SHEAR PANEL TYPE DBL TOP PL(FACE NAIL) 104 AT 12"O.C.STAGGERED STRUCTURAL DRAWING INDEX ISSUE DATE: 10 08.2013 L PLATE (SEE SCHEDULE) • FOOTINGS AND RETAINING STRUCTURES DBL TOP PL SPLICES(FACE NAIL) (14)104 EA SIDE OF JOINT ^t, /'► SI POUNDS PER SQUARE INCH DBL TOP FLCORNERS/INTERSECTIONS 00.01: STRUCTURAL NOTES s'" PRg,/ SF POUNDS PER SQUARE FOOT DENOTES HOEDOWN FOUNDATION CRITERIA (FACE NAIL) (4)104 STAGGERED VICINITY MAP e N ar T PRESSURE TREATED TYPE(SEE SCHEDULE) 50.02: SPECIAL INSPECTION TABLE `j� A' . 0D CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CONTINUOUS HEADER(S)(HORS)TO `r �f1 Z TY QUANTITY A. DENOTES CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAIUSL FILL COMPACTED TO 95%OF STUDS(TOE NAIL) (4)10d SITE PLAN a� �-� O EFAREB RENCE 1 HOLDOWN STRAP MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND TOP PL TO HORS(FACE NAIL) 16d AT 16"O.C. 81.01: FOUNDATION PLAN V -1..`- �ir ®d a iPr (AS OCCURS) MATERIALS,ASTM D698(STANDARD PROCTOR),OR ASTM D1557(MODIFIED PROCTOR).THE COMPACTION JOIST TO DBL TOP PUSILL PL(TOE NAIL) (4)100 - 51.02: FLOOR PLAN V V 1 ;i EINE REINFORCING O x 51.03: ROOF FRAMING PLAN '7 O EQD REQUIRED SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED BLOCKING TO STUDS NAIL) (2)104 53.01: ELEVATIONS . 4,7252"PE w • EV REVISED,REVISION STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN JOISTS TO BLOCKING(END NAIL) (3)164 ' ❑DENOTES PLYWOOD APPROVED GEOTECHNICAL REPORT.ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE (6)164 AT 4X6/4X8 54.01: SECTIONS C SLIP CRITICAL SHEARWALL FOOT(PSF). STUDS TO HORS(END NAIL) 57.01: SHEAR WALL SCHEDULE HT SHEET (8)16tl AT 4X 70/4X12 57.02: SHEAR WALL DETAILS //.� ff.. • HTG SHEATHING CONCRETE HORS TO CRIPPLE STUDS(TOE NAIL) (4)10d 58.01. DETAILS Q" .GU i" -____ IM SIMILAR DENOTES HOLDOWN W/ ROOF TRUSS BOT CHORD TO DBL TOP PL SIMPSON H2.SA MS SHEET METAL SCREW ANCHOR ROD(AS OCCURS) NAIL-LAMINATED BEAMS(FACE NAIL) 164 AT e"O.C.STAGGERED W/(3)164 AT EA.END y ✓' �C' 'ct r OG SLAB ON GRADE MIXING,PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE BLOCKING TO TRUSSES/JOISTS(TOE '�4' 'f� o ,'``��` Q SQUARE INSTITUTE,ACI 318 AND IBC CHAPTER 19. NAIL) (4)104 re .. �OV ❑ S STAINLESS STEEL JOIST LAP SPLICES OVER DBL TOP PL t_ ss�� TD STANDARD CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH(PSI)MINIMUM AT 28 DAYS. ALL CONCRETE SHALL (4)104 SEM SS �) >'` j (FACE NAIL) Epli HAVE A MAXIMUM W/C RATIO=0.45.EXCEPT FOOTINGS SHALL BEA MAXIMUM OF 0.50.ALL EXTERIOR w I : TL STEELRIM JOIST TO JOISTS(END NAIL) (3)16d cc SB TOP AND BOTTOM CONCRETE SLABS SHALL HAVE 5%+/-t%AIR ENTRAINMENT.ALL CONCRETE WITH REINFORCEMENT SHALL , I 8G TONGUE AND GROVE HAVE NO CHLORINE OR CHLORIDES. (2)164 HOG FACE NAILS AND(1)16tl HDG TOE 2X6 TONGUE AND GROOVE DECKING NAIL EXPIRES: 12-31-2014 SHEET CONTENT OC TOP OF CONCRETE SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN EA.COURSE AT EA.SUPPORT ON THE STRUCTURAL OS TOP OF STEEL DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE.CONDUITS SHEATHING STRUCTURAL NOTES OF TOP OF FOOTING EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ONE THIRD OF THE THICKNESS 8d AT 6"O.C.AT ALL SUPPORTED PANEL EDGES OW TOP OF WALL OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. ROOF AND ROOF PERIMETER AND 17'O.C.AT ALL TYP TYPICAL INTERMEDIATE SUPPORTS _ UNO UNLESS NOTED OTHERWISE WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE,THE EXISTING CONCRETE SURFACE 104 GALV OR RING SHANK.AT 6'O.C.AT ALL VERT VERTICAL SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4'AMPLITUDE PER ACI 31811 6.9. FLOORS SUPPORTED PANEL EDGES AND FLOOR VIF VERIFY IN FIELD PERIMETER AND 12'O.C.AT ALL INTERMEDIATE W/ WITH SUPPORTS _ W/O WITHOUT 8d AT 6"O.C.AT ALL PANEL EDGES AND AT 12' SHEET WALLS WF WIDE FLANGE O.C.AT ALL INTERMEDIATE FRAMING MEMBERS S0.01 � WP WORK POINT W `'O'O 1 WJ R WELDED WIRE REINFORCING • ���E© PRQ , S3,01 c J25,.P, 71'-0 3/16' (�, COPYRIGHT 2013 Q!' G, Miller Consulting Engineers,Inc. 13'-10 15/16" 6'-7 1/16' 24'-11 1/4" 25'-6 15/16' el Ar 4,S4 OAS lac 'OSEPtt%' ..17.____1.\ 7 I EXPIRES: 12-31-201 MILLER TYPICAL CONC.STEM • WALL AND FOOTING (E)RETAINING WALL CONSULTING BELOW(N)ADDITION z ��� ON NORTH WALL ° ENGINEERS 8 ❑ a - 9570 SW Barbur Blvd N_4..S.O.G. _ Suite One Hundred Portland,OR 97219 En Phone 503.246.1250 Fax 503.246.1395 54.01 — , www.miller-se.com 17 n o• J n I 5 I 5I 4"S.O.G . I r--J L in in - I I r 1 L J L J //// //////////////////./////f Z ANCHOR BOLTS PER TYPE'A'SHEAR WALL v © HOLDOWN AT EA. H NV END OF WALL 0 0 cc J >ires I- D I— O Z W 0 Z Z 2 00Q o QZ Z Z Q O Ir r J Ct 30 I W rn 0. f— W c0(5 I L J L—_, r----1 r—J L J DRAWNBY: i�CH I n I I I— L J L—J L—, CHECKED BY: gy_��y�_�`IL� --- PROJECT NO: 130830 1 L ."L ISSUE DATE: 10.08.2013 I L -__ O IT_ a N 1 E 20'-6" 21'-3 3/8" 4'-4" 24'_10 13/16' ti — i- ll 11 1 SHEET CONTENT FOUNDATION PLAN 1 FOUNDATION PLAN E9N stoi 1h4-.1.4. LINE IS 2 INCHES I SHEET AT FULL SCALE C 1 .0 1 QF N0T2-SGLLEA000ft0PICLY) J NOTES_ 1. VERIFY EXISTING CONDITIONS PRIOR TO WORK 1 .01 71'-0 3/16' .. `,\' I ��A' .l.• / COPYRIGHT 2013 `�:J..C1) 4, 4+ Miller Consulting Engineers,Inc. id n72 13'-10 15/16' 6'-7 1/16' 24'-11 1/4" 25'E 15/16' ( iiii, AI • '9,r� i.4'arv03, � e�iQ` Mk a jOSEN tttl` MILLER 2 S4 1 s _ E .�—'---- CONSULTING oEXPIRES: 12-39-201 ENGINEERS S z 9570 SW Barbur Blvd - _ Suite One Hundred Portland,OR 97219 2,4 9116' 7-105/16' S'-23/8" 6-0" — 10'-0" 3'6' 5'-29/16' 6-0" 4'-03/8" Phone 503.246.1250 1 7 Fax 503.246.1395 - www.miller-se.com I I I Iillinillar 7.,,„„,_,_ 6 1'-9 9/16' to F \ to p 1'-9 9/16'0 n co 0 3 w w o z Z 8 / 0 © E / - 0 ❑ o / w a h. I — co Q ZD / o Z = m 0 oZ a. Z N0 O LLI cod • I-- IY W o>0 CL l- I t I I w y —J DRAWN BY: V/1 BCH CHECKED BY: '�/,,r PROJECT NO: 130830 m ISSUE DATE: 10.08.2013 I 2 a 1'6' 4'-0 3/4" 13'-2 12' 4'-01/8" 6" 3'-0" 8" 4'-7 5/16' 6-10 9/16' 3'-7 3/8" 6-10 7/16' 2'-11 3/16' y \1-0 w 0 20'6' 21'-3 3/8" 4'-4" 24'-10 13/16' F O SHEET CONTENT FLOOR PLAN E17) .OZ LOOR PLAN N Si.S i/4"=1'-6' SHEET LINE IS 2 INCHES AT FULL SCALE 1 S1 .02 OF NOT 2.-SCALE ACCORDINGLY) NOTES: 1. VERIFY EXISTIsNG,CONDITIONSO PRIOR TO WORK 1 7T-03/16" t ��rr 53.01 vQ PROP . �+ N cVs COPYRIGHT2013 ?� \G I �¢ ®� Miller Consulting Engineers,Inc. IP 13'-10 15/16" 6'-7 1/16' 24'-11 1/4" 25'-6,5/16' .44 V CC _ 725 •PE isArt VERIFY 6x8 DF/L#2 x 15,8"LONG '.d/ # /4 .. VO�`_ ABOVE LOWER WINDOWS W/DBL IMILLER 2x6 KING STUD AT EA.END , j 4 JOS EPHP 1 - - - - - E CONSULTING S4 01 - - — — — — 1 0 ! EXPIRES: 12-31-2018 ENGINEERS — ADDITION MANUF. — ¢ f _ SCISSOR TRUSSES 9570 SW Barbur BNd —. — — — —DESIGNED BY OTHERS — _. N. _ Suite One Hundred _. Portland,OR 97219 Phone 503.246.1250 Fax 503.248.1395 www.miller-se.com / I r _ 680 S8 01 \ Q I I — — SIM. I (N)PONYWALL ADDITION r 2x40F/L#2(MIN.) IN ATTIC}\ p •AT 24"0.C. \ NGILD I z I I _ I I I Z - 1---K-- _�_—= 1T1TLT lT.lLlT1TTlIZIZI71717i FRAMING. ---_.—_-- _ " TYP. I\ I — — 2 O I 54.01 •• _ I _ IP—II . I I I I e �_ —.—_ . I� a• CC — - • I I I I _ N Q J I / I I I W I• l (E)A-FRAME ROOF NG AT 24"O FRAMI .C. I — r^ • W ¢z • o0 • p • I _/�\\\\\\�- I I • o UJ co� (E)A-FRAME ROOFH to • FRAMING AT 24"O.C. •• LLI Obi r H I I • • r L� ._==::::: =7.3--- DRAWN BY: BCH, I I CHECKED BY: �{Jf�y,�� • / I o I • • PROJECT NO: 130830 r, _ _ —__ ISSUE DATE: 10.08.2013 -El _____ ___ z , , , , ,,,,_, , Iii a ,,,, , , , , 11 , , 1111 20'-0" 21'-3 3/8" 4'-0" 24'-10,3/16' O I SHEET CONTENT ROOF FRAMING PLAN 1 ROOF FRAMING PLAN E.,-B N S1.03 1/4"=1'-0' LINE IS 2 INCHES SHEET AT FULL SCALE C .O OF NOT 2•SCALE ACCORDINGLY) J COPYRIGHT 2013 Miller Consulting Engineers,Inc. , 0.4 - Mill 1 ,====--------=-71MILLER CONSULTING ;i ENGINEERS -.... 9570 SW Barbur Blvd Suite One Hundred Portland,OR 97219 '' '- "' '' Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com • EXISTING ADDITION AREA I. EXISTING - 2 WEST ELEVATION ADDITION WINDOWS 4E0 PROF, AND SIDING TO REMAIN S3.01 3)8=ra ��< �G%N�� ss/O Z t�, �' 0 cr 725 et. ••E ..N ,` D fx %la ps,1-4.P Q o JOSEPH t � < ( EXPIRES: 12-31-2Q1y1 D O z o Z = m o Z z z0 Q `8,-2,-, 0 W mcl DRAWN BY: Z-1 CHECKED BY: �yyj ADDITION ROOFING,GUTTERS PROJECT NO: 130830 AND DOWNSPOUTS TO REMAIN ---------- ------------_.._.__.—._..._...._._—...--_...._.._.__._.____._.__...._....._...._...___..._..._._.______._._—..__.-____,. ISSUE DATE: 10.08.2013 I z I O : a U co — __-_- w I a I I SHEET CONTENT ADDITION AREA EXISTING ELEVATIONS 2 SOUTH ELEVATION S3.01 3/8••=1'-U" LINE IS 2 INCHES SHEET AT FULL SCALE S 3.01 QF NOT?-SCALE ACCORDINGLY) _ MANUFACTURED SCISSOR TRUSSES V� :17 i N El c�jD2 DESIGNED BY OTHERS V 7252'-P :it -.:1-;i:llill'4141,.///////////.lfj..-411111111.1111111NllilliillIlliIll.- '-.. ADDITION ROOF SHEATHING COPYRIGHT 2013 iiiiiiiiiii AND ROOFING TO REMAIN Miller Consulting Engineers,Inc. �- <S�OSEFH MPV _ ADDITION INTERIOR FINISHES TO REMAIN E)(PiRES: 12-31-2 MILLER CONSULTING ADDITION WALL FRAMING ENGINEERS AND SHEATHING TO REMAIN 9570 SW Barbur Blvd V Suite One Hundred Portland,OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com r(E)SLAB ON GRADE FLOOR TO REMAIN � .1 z 0 1 SECTION 0 S4.O1 • 1/2=1'-0" 0 a < 0 J 'VW < ADDITION OVERBUILD 0.r FRAMING O z W O Z Z Ca W Q Q 0Z `, APA RATED SHT'G W/ O Z 8d AT 6"0.C.EDGES AND N W © - �' 12'.O.C.FIELD Q o CL `• UPPER ATTIC SHEAR WALL Li (n O '-oP�_W/2x4 AT 2O.C. WI— CHECKED m¢ GARAGE AREA RESIDENCE f- - (E)ROOF CL DRAWN BY: BCF► JOISTS T]b®\�� /► CHECKED BY: 6AL,- - PROJECT NO: 130830 SIMPSON HTT4 Wills) H H • H H H X ISSUE DATE: 10.08.2013 10d x 1 Y NAILS TO(E) 7 rr rr ° TOP PLATES • \NiRol. II If / I - J I�/ LL ^� \/LL \/ p) (�,( �/ pA ,,( `/, ,L]y,[S,'( °''1 p� 0 `LOWER ATTIC SHEAR O � INS IA A A IK Ill IK IMI ,rl AI AI //X IpI M �/ WALL W/2x4 AT 24"O.O r' LLQ Y` LL" LL L� F� YY LI t'9 J-Y LY 1J (; VJ` VJ` c a SIMPSON HTT4 W/(18)103 x 1 TO BOTTOM STRAP BREAK IN PLATES W/ y PLATE(INSTALL PRIOR TO INSTALLING PLATE) (E)CEILING LSTA9(PLACE OVER SHT'G) w JOISTS / 16'-0' 4.0 PROVIDE(10)10d TO J CONN(E)TOP PLATES \-(E) TOGETHER AT END CABINETS IN KITCHEN NOTE: A ALL(NI LUMBER TO BE KILN DRIED < � O Iiii W I 2 ATTIC SHEAR WALL ELEVATION SHEET CONTENT 54.01 3/4"=1'-0" SECTIONS LINE IS 2 INCHES SHEET AT FULL SCALE S4.01 IF NOT T -SCALE ACCORDINGLY) SHEAR WALL LENGTH TABLE 1:SHEAR WALL SCHEDULE (NOTES:1.2.3.45,6) (UPPER STORY) ROOF ...... ...... ............ .............. - a b S 49.10.11.14 de.lo.tl.14 k m ................... .. .,........... ..._............... .,..,..... ... ..,....,... _., SILL PLATE CONCRETE SOLE PLATE WALL WALL SHEATHING MATERIAL ON PANEL EDGE SOLE PLATE TO RIM ANCHORING IF 2X PLATE CONCRETE ANCHORING I SOLE PLATE TO JOIST/BLK'G y IL • TYPE WOOD STUDS NAILING JOIST NAILING SILL PLATE TO PLATE EN SEE COLUMN'S' II II II II USED IF 3X PLATE USED 4 11 / A 15/32"APA RATED SHEATHING SPAN 5/8"DIA.x 5"EMBED ATR OR 5/8"DIA.x 5"EMBED ATR OR • • ��' ;1 (�' 1 M r^a'� •! , • r'w'� KT.,. !^-h Bd AT 6"O.C. 16d AT 10"O.C. 5/8"DIA.x 8"KWIK HUS-EZ AT 5/8"DIA.x 8"KWIK HUS-EZ AT 1S4 AT 7"O.C. A35 AT 24"O.C. _ =,a_-_ RATED AT 32/16,EXPOSURE 1 48"O.C.(max) 48"O.C.max STUD OR 3x POST AT T T T) f"TF1fT ( ) SHEATHING JOINT(SEE )'• 1 I % I I ', 6 I I/1 11 SCHEDULE) 57.02 1 • OR _ _ (NOTE 72 COPYRIGHT 2013 TABLE 2:HOEDOWN SCHEDULE 1 EN SEE COLUMN'S' a SHEAR WALL AND HOEDOWN SCHEDULE NOTES: Miller Consulting Engineers,Inc. CORNER NAILS,SEE • ® DBL.TOP PLATE DBL.TOP PLATE (CORRESPOND TO CALL-OUTS IN TABLES 1 AND 2,ONLY NOTES REFERENCED IN TABLES ARE TO BE USED) FIELD NAILING HOEDOWN CORNER HOEDOWN DTL • HEADER BEAM HEADER BEAM TYPE HOEDOWN FASTENERS 5/07.02(AS APPLICABLE) 1. ALL SHEATHING EDGES TO BE BLOCKED.FIELD NAIL AT 12'O.C. `\� / PER PLAN PER PLAN ^ MIN.PER 2. NAILS SHALL BE LOCATED AT LEAST 3/8"FROM PANEL EDGES.NAILS SHALL BE DRIVEN WITH THE • • • /\ /\ NO HOLDOWN CONNECT BOT.PLATE PER HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. et " `j I I I1, HEADER HEADER p V REQUIRED SHEARWALL SCHEDULE STRUCTURAL 3. ALL SHEATHING NAILS TO BE COMMON OR GALVANIZED BOX NAILS UNLESS ALTERNATE APPROVED • {.� TRIMMER STUD TRIMMER STUD NOTES BY ENGINEER OF RECORD. la • 1 PER PLAN PER PLAN (6)SDS25212 SCREWS AND 4. SHEATHING MUST NAIL TO BOTH DOUBLE TOP PLATES. HDU2-SDS2.5 5/8"DIA.ALL THREAD ROD WI (14)16d NAILS 5. SHEATHING ON SHEAR WALLS SHALL NOT BE INTERRUPTED,INCLUDING BY ANY WALL BUTTING I • EN SEE COLUMNS' EN SEE COLUMN'S'(FULL HEIGHT 6 EPDXY,8"EMBED INTO SHEAR WALL • •(FULL HEIGHT TO • TO HOEDOWN POST) 6. ALL NEW EXTERIOR WALLS TO BE TYPE A,UNLESS NOTED OTHERWISE. MILLER %/Y`' • ``y HOEDOWN POST) \Y 7. FRAMING AT ADJOINING PANEL EDGES SHALL BE PER DETAIL 11S7.02.SHEATHING JOINT AND SILL • HOLDOWN POST PER PLATE NAILING SHALL BE STAGGERED. CONSULTING • HOEDOWN POST PER SCHEDULE(FULL 8. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 • • .�SCHEDULE(FULL HEIGHT OF WALL) INCHES O.C.ON EITHER SIDE,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING ENGINEERS ' SOLE PLATE HEIGHT OF WALL) MEMBERS OR FRAMING SHALL BE 3 IN INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE ' `, SHALL BE STAGGERED. SHEATHING JOINT AND SILL PLATE NAILING SHALL BE '• - ``• • ___ 9. U (1)PRESSURE TREATED 2X OR 3X HEM-FIR NO.2 FOR SILL PLATE TO CONCRETE FOUND ATION. FRAMING CLIPS - - - , - -I- 71_--- ----Tl -Tl- - _.10. REFERENCE DETAIL 2/S7.02 FOR SILL PLATE ANCHOR BOLT INSTALLATION REQUIREMENTS. 9570 SW Barbar Blvd SPACED PER 1\ 1`, 11. (2)ANCHOR BOLTS MIN.PER PLATE. Suite One Hundred SCHEDULE FROM • 12. HOEDOWN OCCURS AT EA END OF SHEAR WALL FASTEN TO MIN.(2)2X STUDS OR 4X STUD UNLESS Portland,OR 97219 JOIST TO TOP PLATE HOLDOWN STRAP PER NOTED OTHERWISE.WALL SHEATHING SHALL BE EDGE NAILED TO HOEDOWN STUDS.MULTIPLE Phone 503.246.1250 `'\ /, SCHEDULE(NOT STUDS TO BE NAIL LAMINATED WI 104 NAILS STAGGERED,SPACED TO MATCH PANEL EDGE NAILING. Fax 503.246.1395 ALIGNED WI LOWER 13. USE MIN.6X POST EA.END OF SHEAR PANEL AT HOEDOWN. t LEVEL HOEDOWN) 14. ATR FOR SILL PLATE ANCHORS TO BE FASTENED TO(E)CONC.FDN.WITH EPDXY PER STRUCTURAL www.miller-se.com HOEDOWN STRAP PER I NOTES. SCHEDULE ALIGNED `•p• SOLID BEK'G ``, SOLIID BLOCKING WITH HOEDOWN POST // I ,' `f j AT LOWER WALL,TYP. I • `\II% b)' FLOOR i :-.-� __7. :-�-. . .-LL- -Q.,14-1,_ _-_JJ___ •_•_L•LL 11 ___ II __ TABLE 3:DIAPHRAGM SCHEDULE(Noyes:ot,02.03,pa) SOLID BLOCKING . '0' ////// rJOISTPTYP.) If`I// j��j/jj��r /•�j^ j�I 0�' QSTRAP OIST TYP.Di/� ._ e e f 9 h J /�///.K+X j DIAPHRAGM MATERIAL ON NAILING AT DIAPHRAGM NAILING AT OTHER RIM/BLK TO RIM/BLK TO DBL TOP PL RIM/BLK TO 4 I i --- , • -,- \ A! TVPF_ WOOD RAFTERS OR JOISTS BOUNDRY PANEL EDGES TOP PLATE TOP PLATE FACE NAIL- PLATE - - S7.02 11 T MIN 15/32'APA RATED SHEATHING Z Zr ;4• I 0 SPAN RATED AT 32/16,EXPOSURE 1. 84 AT 6"O.C. 6d AT 6"O.C. RBC AT 21"O.C. A35 AT 34"O.C. 164 AT 8"oz. A35 AT 34"O C. 11 ---1-r .t{ ., 1 OR I ) I 4 UNBLOCKED CASE 1 -rtc C S 7I. 3-.'�_ �'\ Q :TSL - \I S7.02 0 \ i `� DBL.TOP PLATE \ DBL.TOP PLATE • \` AT LOCATIONS WHERE DIAPHRAGM IS DIAPHRAGM NOTES:(CORRESPOND TO CALL-OUTS IN TABLE 3) 0 `\ /' \ • HEADER BEAM (.•' HEADER BEAM •1. DIAPHRAGM LAY-UP SPECIFIED AS"BLOCKED"PROVIDE 2x Dl. WHERE FRAMING MEMBERS ARE SPACED 48"O.C.FIELD NAILS TO BE 6"O.C. , 1 \ • PER PLAN .:LI PER PLAN BLOCKING AT UNSUPPORTED PANEL EDGES AT INTERMEDIATE FRAMING MEMBERS,OTHERWISE FIELD NAILS TO BE • 'I .' { 1), SPACED AT 12'O.C. 0 W -�• - •\ •• HOEDOWN POST D2. ALL NAILS TO BE COMMON NAILS OR HOT DIPPED GALVANIZED BOX NAILS 0 • • EN SEE COLUMN'S' \ ALIGNED WITH STRAP UNLESS ALTERNATE APPROVED BY THE ENGINEER OF RECORD. J • \ , ABOVE D3. NAILS SHALL BE LOCATED AT LEAST 3/8"FROM PANEL EDGES_ ��!!// D4. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE W Q k,• ��" SURFACE OF THE SHEATHING. I_ 1- APA RATED Ye k. NOTE:SEE SHEAR WALL __ •I• f V, STRUCTURAL PANELS '(\ - -=11 - •. SCHEDULE AND NOTES C a•F-1-C 9•I•F-1-E?•I; I(`\ Its FOR FASTENING AT ., I{ A SPECIFIC LOCATIONS Ell ;� ;� QED PRt?4,s 0 oZD • o • �' • HEADER HEADER C,......./ w• o �wA V z 28 • TRIMMER STUD TRIMMER STUD I ` Wl -r • PER PLAN I• PER PLAN •ry }n� r7• Q 1 sl, • 'l 1 • �, h 4. • ,a coQ EN SEE COLUMN'S'FULL o:• GI W, ( EN SEE COLUMN'b'/�HEIGHTTOHOEDOWN �/ HOEDO N POTO f'/ POST) / HOEDOWNPOST) /7• • HOEDOWN POST PER 9i8,r, • HOEDOWN POST PER �} r DRAWN BY: ,BCF{ • \� SCHEDULE(FULL , 1.1• • SCHEDULE(FULL •- OSEf it `••' CHECKED BY: {yf� •/1 EN SEE COLUMN S' .1.1 /r ,HEIGHT OF WALL) \I.I. ,HEIGHT OF WALL) • b6.1 V - - -- • `'� PROJECT NO: 130830 k• LEXPtRES: 12-31-2014' ISSUE DATE: 0082013 `, , 7 ,/ '`,, n BLOCKING ( �� ' A • • z 11 ...�ll Jr ,1. O 1 HOLDOWN POST I • ,I, PER SCHEDULE 1 II o +( 'J L., 3 i' • • FOUNDATION - ,, , , , , , _ -LL __ __ 1J_ 1 __ I___ 1J__ _ I• (1,.l''' 1____ LL__ .}.____ "`III _1 .., , - , , , , , ° • �1 11111 o HOEDOWN PER _ ° _ __ SCHEDULE " . - e 8 - U w ANCHOR BOLTS © m YP. OR® SHEAR WALL LENGTH SILL PLATE SHEET CONTENT J. 11 (LOWER STORY) SHEAR WALL SCHED. 57.02 EN SEE COLUMN'S' OR 2 S7.02 OR 3 57.02 EXAMPLE OFFSET EXAMPLE SHEAR WALL ELEVATION HOLDOWN ELEVATION SHEET NTS NTS S7.01 . . .-.....-__...... W HOEDOWN SHT'G ONE S10E OF r SHT'G BOTH SIDES OF r HOEDOWN POST (SEE SCHEDULE) WALL FASTENED TO ' WALL FASTENED TO I ' (SEE SCHEDULE) SILL PL SILL PL COPYRIGHT 2013 I111 HOEDOWN POST Miller Consulting Engineers,Inc. PLWASHER J!L PL.WASHER � I (SEE SCHEDULE) 1/47x3"x /IN1/4"x 3"x(W 1") I '�V��® �����VNt) 4.9 EXTEND TOW/INEXTEND TO W/IN �{y1/2"OF WALL 1/7'OF WALL 1 II ' Iia► �1t INc V- SHT'G,TYP. SHT'G,TYP. 1 1 �LA HOEDOWN G ` IDULE AROD(SEE �EDULE W/ER NUT AS I' REO`D_ III7 I 11111 11ill ANCHOR ROD(SEE SCHEDULE) ir �, MILLER +04 � ISI h�,`I��!!Ii ' • i� ANCHOR BOLT PER ANCHOR BOLT PER SOLID BLK'G FULL 1 iii \'I�_i � CONSULTING SHEAR WALL SHEAR WALL WIDTH OF I I/ yQP ' Q.�."°4�Q4© ENGINEERS SCHEDULE SCHEDULE CENTERED HOEDOWN POST I� ���.ON SILL PLATE13/4" 'ZEN A 9570 SW BarburBlvd CONDITION 1 CONDITION2 I EXPIRES: 12-31-2014 I Suite One Hundred Phone 0 Portland,246.7219 Fax 503.246.1395 • 1 ADJOINING PANEL EDGES 2 TYP. SILL PLATE A.B. DETAIL 3 TYPICAL HOLDOWN DETAIL 4 TYPICAL STRAP HOLDOWN www.miller-se.com S7.02 1117=1'-0" S7.02 11/2"=1'-0" S7.02 NTS S7.02 NTS TRUSSES OR RAFTERS z e � / O --- H; r g or f(AT SLOPED) 0 till 4419 BSL.(MAY \\\ O BE SLOPED) 49 (1'4'9 0 e, U.N.O. IQ�/I >.�=. w Q rn +0 +0 H2.5A TYP. �/ 1-447. b TYP. II 5 D h— O Z LU a II O LUZ ii = COal ll 0 Z D z Z0 Q o Et O 3cn - 5 CORNER HOLDOWN REQ'MENT 6 ROOF TO WALL 7 ROOF TO WALL 8 EXT. WALL—FLOOR—WALL LU S7.02 NTS S7.02 JOISTS PERP. NTS S7.02 JOISTS PARALLEL NTS S7.02 NTS 0.- m DRAWN BY: rel, �1 CHECKED BY: �J/V, �� v PROJECT NO: 130830 • ISSUE DATE: 10.08.2013 . 9 1111 . . . . . • • O • • . •. . . . . !! r a II7_ iiii IIII k Own 1111 4049 4? 44'4119 II 1 b 11...._—_-......2,_. rill +04444 ,w a o _• da. p +04* . +04°C. +04' -:-____=__ = 1_111_111 STEM WALL OR w 1111111 A I_ .-=. THICKENED SLAB EDGE- SEE PLAN FOR FDN .0 REO'MENTS SHEET CONTENT SHEAR WALL DETAILS * 7 APPLIES ALONG ENTIRE WALL LENGTH 'm'APPLIES WHERE SHEAR WALLIS DENOTED EXT. WALL— EXT. WALL— INT. WALL— 13 FLOOR—FDN X7.02 NTS 9 INT. FLOOR—WALL 10 FLOOR—FDN 11 FLOOR—FDN 12 WALL—FDN SHEET S7.02 NTS S7.02 NTS S7.02 NTS S7.02 NTS S7.02 O ADDITION OVER-BUILD PLYWOODTP LTE CONTINUOUS ���� rRQFF. ROOF PAST TOP PLATE -------------- --------- �o-�aG 1 N FFA 46 ,ta��� 72'x'5P, 2013 'I 1 ' 8d AT 6"O.0. lil EDGES.TYP. COP Consulting / Miller Consulting Engineers,Inc. ,HT OJ yq�eea Qa,`�°�Q. et j� �` ORIGINAL HOUSE 1 JOSEPH �� FRAMING I - - '`��' 2X BLK'G W/(6)10d NAILS THROUGH CEILING , ry C /� JOIST TO BLOCKS,MIN.(2)NAIL PER BLOCK Ic G/SPIRGS'. 12-31-201 y I * (NO BLOCKS AT SIM.CONDITION) 10d AT 6"O.C. I /,01.° L._—. 6 A I 1 1 E R �V� L L� R `� 3i"DIA.ROD BTWN. I ///�/ CONSULTING HOEDOWNS W/WASHERS (E)ORIGINAL //� ENGINEERS '��� ROOF *I �� LTT19 HOEDOWN W/ *1611,.. �� 8d x 1)"NAILS,TYP. A . ./11111111 ���������.������� ��� . 9511 SW Bar6ur Blvd �� ''� �I-A (N)2X BLK'G Suite One Hundred ��� In =�I Portland,OR 91219 ilh. , Phone 503.246.125Q H Fax 503.246.13p �_,_i_-- 1 wvFw.miller-se.com PRE-INSTALL HOLDOWN TO BLK'G PRIOR TO I CONT.2x4 DF/L#2 TOP INSTALLINGBLOCK LA(INSTALL HOEDOWN TO I AND BOT.PLATES WALL TOP PLATES AT SIM.CONDITION) IR ADDITION TOP 1 PLATES !E)ORIGINAL ' CEILING 11 I IIIUMMII 4 Z 0 $+ 1 1 CONNECTION DETAIL 2 ATTIC SHEAR WALL SECTION S8.01 11/2"=1•-0" S8.01 11/2=1.0' 0 s Q O J (1)in' WF /� VJ' Q O Z w O Z Ea 0 QZ Z NO Q o Cels O LLI to 0 W or o a 3-I- DRAWN BY: /BCH rr CHECKED BY: �RAV���1 r PROJECT NO: /0:::,:n'030830 ISSUE DATE: 10.08.2013 s O a U W O c W O W 11 SHEET CONTENT DETAILS • LINE IS 2 INCHES SHEET AT FULL SCALE I J(�S 8.01 QF N0T7-SGLFACCORDeiGLY) • > r • . . _r► miewrimomenr LUMBER SPECIFICATIONS TRUSS SPAN 25'- .00' TPI92/UBC94 SINGLE MEMBER FORCES G0 LOAD DURATION INCREASE - 1.15 T 1- -3461 8 1- 3191 W 1- 126 SIZE SPECIE GRADE PANELIS) SPACED 24.0" O.C. T 2- -2212 B 2- 3190 W 2- -1145 TOP CHORDS: 1‘,80 T 3- -2212 8 3- 3190 W 3- 1707 2x 4 OF ORDS: 1- 4 LOADING T 4- -3461 B 4- 3191 W 4- -1145 BOTTOM CHORDS: LL( 25.0)+OL( 7.0) ON TOP CHORD - 32.0 PSF 2x 4 OF •I&BTR 1- 4 DL ON BOTTOM CHORD - 10.0 PS W 5- 126 WEBS: TOTAL LOAD - 42.0 PS ���� LEFT - 1050 RIGHT - 1050 2x 4 OF STAND 1- 5 IC LATERAL SUPPORT <- 12'OC, UON, S°. .. ��} BEARING kREA,,REDUIRED (SO. IN) BC LATERAL SUPPORT <. 12'0C, UON. q�yN T 1 1.68 2.59 HF / 2.47 SPF 1 ,"A t.,r�C4J01NT 5 1.68 2.59 HF / 2.47 SPF 12-06-00 12-06=00A 1) 12 12 y� k\\*4 6.001/ C-4x6 Q 6.00 \2\s'. V 4.0' _\ c\ `r EN ^/ \\:\.‘ \---)),,, 'r-r :s.. ..) C-2.5x4.3 C 2.5x4,3 �� N. ma C-5x9,4 �1�► t4 PRO? 01 C-3x9.4 C-1x2.6 . ' r!'t 1 �� !yy� o C-1x2,6 C 3x9.4 0 , I I '� \• Alf 4.00t: „I, 1ACID . -----13 3.00 y 3.00 r (1)12 or e•,� Ov�. y 12-06-00 12-06-00 y r p. C A,1�,-°'J 25-00-00 Scale: 1/4' JOB NAME: FINAL TOUCH 13965 SW 102ND, TIGARD TUALTIN VALLEY BUILDERS SUPPLY WAI5xNO5: Oarwrel Nota.,unless otherwise noted: F ILE NO. SC-25-6/3-42 I. head J General Not..end Wanting.b.fore wnMnotlon of 1. Design to support load.as•shown. Ver 6.0.10 2. euadr end w.,oion contr.otor should b..dvl..d of N Carvel Notes and 2. Design assumes the top and bottom chords to be laterally braced at Waning.before comet/rotten oommorww. 2'-O o.c.and at 12'-0"sees respectively. DATE: 3/21/96 3. 1x3 wmpreoron web bracing moot be Installed who shown+. 3. 2x4 Impact bridging or lateral brach recommended where shown + + a. MI lateral isnot rsototing d.nsna.ueft w t 4. Installation of truss Is the res nsibl entporry ertd prnunent br.a V. po 1 of the respective contractor. moat b.deigned and provided by6. and Design assumes tcrease.are" be used In a non-corrosive environment, daslgnr of oomplot.otmciva and are for"dry condition"of use. REF.: 15-1 DES. BY: SC Contpw .. o. .umer y no r. on.blwoh y for*obracing. 9. Design assumes full bearing at all supporta shown.Shim or wedge II Compulhue Inc, b. No bad should be applied to soy wmpon.nt testi after all Wooing and necessary. a ts.t.nre w....plot.,anti stt no ams ahead any 1..4.grrtr eta..a.dgn 7. Design assumes adequate drainage Is provided. SEO•: 870398 loads be applied to any component, 8. Plates shall be located on both lacer of truss,and placed so their canter 5. Computtoe has no control overend mammas no fwponabdWy for the lines coincide with Joint center lines. IWrurAC llMNa ENastkntrq cOVtrlln era r[.ss fsbderuon,handling,efdpm.nt and Installation of o0 9. Digits Indicate size of plate In Inches. 7. Tiale d mponrdl. 10.For basic design value.of the Com sunup Plate,Indicated bytheprefix .sign le ItrM.h.d oublsci to the bNtetlorw on truer design*set forth C",see I.C.B.O.R.R.4211. p P by the Truer Rata Inolhuto In'Bradng Wood Tess..,Hie-al",a copy of 11.The Computrus Net Section Plate is Indicated by the prefix"CN",the wM,h will h•tumbril.' ,n by Coputmo upon room«'. designator 1181 indicate.18 ga.material is used.All others are 20 us 4 1 . . , - ASf-- _o i3 - 00,1 35 t 3 c, s- S to /02- iso PRop fe43.1 ce 72 je ta 1 �/� )1 - �'y �iti 9, a e 9� FSif EN N4A��. 9 X\_ ''' . TrzvcSEciTYR (e) (2) 2+ 6, #2_ r.)F, u.1 (q) I Oe( TbE--N Arcs w 173 VAST R►T (p q x 6 -#2 OF PGGT C-N .. Z EED AT (LOOP RE)C E l--17 c i) 164 Tzo E-'J cS AT-- ToP n INN D i30-170A--t. (, SEE 0(23---G. /LA j t J4 , bpircD (0-6F-2Z13 FO2 Z..trccn,4 KA�.. na4 iS. b �.- l 0I-/V 1 F2$i SEc7tcic\/ rt1ES7- L,31),-Li_ 9570 SW Barbur Blvd Project Name Taylor House Addition Project130830 A4 Suite One Hundred # 11411 Portland, OR 97219-5412 Location 13965 SW 102nd Ave, Tigard, Oregon MILLER Client Peter& Bonita Taylor CONSULTING (503)246-1250 OA `� �/ ENGINEERS Fax: 246-1395 By CM Ck'd `� Date 2/14/14 Page.-5K/ of 1 frc5 Dia - v0-2-3.5-- /i,ST Z9/3 `®&Z.�4Si 1 3,G:..5---S CO / U. kci Air NOTES: 1. VERIFY EXISTING CONDITIONS PRIOR TO WORK AI I(�, 0 PR .s 71'-03115 _rCo. _Gt 4$• �ob COPYRIGHT2013 Vw ^9 �/- Miller Consulting Engineers,Inc. 13'-1015/16' 6'-71/16' 24'-111!4" 25'615/16' j�'. 725, . � LW e 1 / eG� �' "EG. A- (E)(2)2x6 TOP PLATE,TYP. 7.1$ a' 0' i, Ny- (N)4X6#2 OF POST, •®c ji`,A0. MILLER SEE DETAIL SKI V�P .. CONSULTING A p LEXPIRES: 12-31-201y I ENGINEERS — ADDITION MANUF. O SCISSOR TRUSSES — DESIGNED BY OTHERS 9570 SW Berbur Blvd— w Suite One Hundred • Portland,OR 97219 — Phone 503.246.1250 Fax 503.246.1395 / www.miller-se.com 1 1 I _I a 7 I • 56.01 I —I — W T SIM. I I ` • y 2x4 DF/L#2(MIN.) I (N)PONYWALL _ — _.- I't----- IN ATTIC ADDITION .— AT24"O.C. _ I OVER-BUILD I2 ) _ 172727'ZZ I202.72_TLrLIZnrw I I FRAMING, ..... - 2 © I � l Q , : I I I . / I / __� _ I I�� / J I FRA AT 24 O.C. :: {E)A• - FRAME ROOF MING I I I I I I I I- O Z • �' 0 ¢z I o0 Z Z0 I I I I i Q ox �- � O ^ (E)A-FRAME ROOF W rn] FRAMING AT 24"• (lc. F- on I d M� . I I I I • L-- • - I DRAWN BY: �w B•C�H, J/// • I I I CHECKED BY; -�-�fV I PROJECT NO: 130830 ISSUE DATE: 10.08.2013 • ' O F a 0 N ra O ; • p a; ; 20'-6" 21'-3 3/8" 4'-0" 24'-10 13/16' O . O. w O • SHEET CONTENT ROOF FRAMING PLAN ID N g ROOF FRAMING PLAN a"=1'-0 LINE IS 2 INCHES SHEET AT FULL SCALE I S1 .03 OF xOT T-SCOI.E/ &IDLY)