Loading...
Plans w RECEIVE[ STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS STRUCTURAL NOTES: CONCRETE GENERAL AB ANCHOR BOLT MIXING,PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE MAR 3 2015 ADDL ADDTIONAL THE CONTRACTOR S RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK INSTITUTE.ACI 318 AND IBC CHAPTER 19. AFF ABOVE FINISH FLOOR NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS.SHOULD ALT ALTERNATE \ ANY QUESTION ARSE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS.THE CONTRACTOR CONCRETE SHALL BE 4000 POUNDS PER SQUARE INCH(PSI)MINIMUM AT 28 DAYS.ALL CONCRETE SHALL ARCH ARCHITECTURAL DETAIL REFERENCE SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE HAVE A MAXIMUM AM RATIO=0.45.EXCEPT FOOTINGS SHALL BE A MAXIMUM OF 0.50.ALL EXTERIOR ATR AU.THREAD ROD PROJECT.THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND CONCRETE SLABS SHALL HAVE 5%+T-1%AIR ENTRAINMENT.ALL CONCRETE WITH REINFORCEMENT SHALL c.QrE� � �Ffc'�(� CITY O F TIGARD BLDG BUILDING FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION HAVE NO CHLORINE OR CHLORIDES. C,��'' GIN£ "� UILDING DIVISION • BLKG BLOCKING THEREOF.THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS ` O�• BM BEAM DURING CONSTRUCTION. DEEP FOUNDATIONS BN BOUNDARY NAIL j DETAIL SECTION CUT • BOF BOTTOM OF FOOTING THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE UNLESS HEUCAL STEEL SOIL ANCHORS i 04`3 COPYRIGHT 2015 ROT BOTTOM OTHERWISE SPECIFICALLY NOTED. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR ALL HELICAL STEEL SOIL ANCHORS AND ASSOCIATED BRACKETS ARE TO BE MANUFACTURED BY • BRNG BEARING CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS,DIRECTION AND RELATED FOUNDATION SUPPORT WORKS OR APPROVED ALTERNATIVE AND SHALL BE INSTALLED BY A CERTIFIED 1 Miller Const!ting Engineers,Inc. BSMT BASEMENT EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AND OTHER PERSONS AND PROPERTY DEALERANSTALLER PER MANUFACTURERS INSTRUCTIONS.HELICAL ANCHOR SELECTION SHALL BE BASED ,/-/IJV/ �f- BTWN BETWEEN BUILDING OR WALL DURING CONSTRUCTION.THE CONTRACTOR SHALL,AT HIS OWN EXPENSE,ENGAGE PROPERLY QUALIFIED ON DESIGN LOAD::AND INFORMATION PROVIDED BY THE ENGINEER AND GEOTECHNICAL REPORT. C CAMBER SECTION CUT PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED ULTIMATE HELICAL ANCHOR LOAD CAPACITY SHALL EXCEED DESIGN(WORKING)LOADS WITH A MINIMUM - v FC CIP CAST IN PLACE ® AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL FACTOR OF SAFETY OF 2.0 UNLESS NOTED OTHERWISE.HELICAL STEEL ANCHORS SHALL BE INSTALLED ?,f6 '-' QC ell CJ CONTROL OR CJP COMPLETE JOINT ON ETNETRATION JOINT WO MANLIKE MANNER AT THE WORKMANSHIP TORSEEXPE SE. D REPLACED WITH SPECIFIED MATERIAL IN A KEEP MINIMUM URATE INSTALLATION RECORDS FOR EACH ANCHOR(INCLUDING INSTALLATION TORQUE,DEPTH, N /<` vG'13Y G'.• - CL CENTERLINE ANGLE). HEUCAL ANCHORS TO BE PROOF TESTED BASED ON THE FOLLOWING CRITERIA 20%OF •� _ 0\ ELEVATION OF WALL Mik LG CEILING THESE PLANS.SPECIFICATIONS. ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE ANCHORS TO BE AT LEAST 150%OF THE DESIGN LOAD WITH ONE ANCHOR TO BE TESTED TO 200%.THE Y�("1 LR CLEAR F�•i► OR FRAME PROJECT SPECIFIED HEREIN.MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS MAXIMUM TEST LOAD MUST BE HELD FOR AT LEAST 10 MINUTES WITH LESS THAN 0.04 INCHES MOVEMENT R. vI P, MU CONCRETE MASONRY UNIT AND SPECIFICATIONS OR THE DESIGN,ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON BETWEEN 1 AND 10 MINUTES.IF THE ANCHOR MOVEMENT BETWEEN 1 AND 10 MINUTES EXCEEDS 0.04 OL COLUMN ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. INCHES,THE 150%LOAD SHALL BE MAINTAINED FOR AN ADDITIONAL 50 MINUTES AND THE MOVEMENTS M I L L E R ONC CONCRETE /� OBSERVATION VISITS TO THE JOB STE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL SHALL BE RECORDED AT 20.30,50,AND 60 MINUTES.THE ANCHOR IS ACCEPTABLE IF LESS THAN 0.04 `{ CORN CONNECTION /#\ REVISION SYMBOL ENGINEERS RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHER 1SE. INCHES OF MOVEMENT IS OBSERVED DURING THE 10 MINUTE CREEP TEST OR IF THE CREEP CURVE !EXPIRES:r``- 06-30-20 r�!/ f C O N S U L T I N G ONST CONSTRUCTION SHOWS A DECREASING CREEP RATE THAT IS LESS THAN 0.08 INCHES FOR THE 10 TO 60 MINUTE TEST.ALL I E�,r I R W= ONT CONTINUOUS NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE MEASUREMENTS SHALL BE ACCURATE TO WITHIN 0.001 INCHES.FOR ANCHORS WITH LESS THAN 10,000 E N G I N E E R S BA DEFORMED BAR ANCHOR SUPPRESSION,ELECTRICAL.MECHANICAL LAND USE.SITE PLANNING,EROSION CONTROL FLASHING AND LBS ULTIMATE LOAC,THERE IS NO REQUIREMENT FOR TESTING. BL DOUBLE WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. FA. DOUGLAS FIR-LARCH GROUTED ANCHORS LA DIAMETER BUILDING CODE GROUT SHALL BE A CEMENT GROUT MADE FROM EITHER TYPE I. II, 111,OR V PORTLAND CEMENT GRID LINES 9570 SW Barbur Blvd TAG DIAGONAL A LL A PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY GODS,BASED CONFORMING TO ASTM 0150.GROUT MX SHALL PROVIDE A STRENGTH OF AT LEAST 3,000 PSI AT TIME OF ST DISTANCE ON THE 2012 INTERNATIONAL BUILDING CODE(IBC),INCLUDING ALL REFERENCE STANDARDS,UNLESS ANCHOR TESTING.STEEL PILES TO BE TESTED TO 150%OF THE DESIGN LOADING.THE MAXIMUM TEST Suite One Hundred Portland,OR 97219 NOTED OTHERWISE. LOAD MUST BE HELD FOR AT LEAST 10 MINUTES WITH LESS THAN 0.04 INCHES MOVEMENT BETWEEN 1 AND DL DEAD LOAD Phone 503246.1250 DN DOWN 10 MINUTES. IF THE MOVEMENT EXCEEDS 0.04 INCHES THE 150% TEST SHALL BE HELD FOR AN Fax 503.246.1395 DTL DETAIL DESIGN LOADS ADDITIONAL 50 MINUTES AND THE ANCHOR MOVEMENT SHALL BE RECORDED AT 20,30 50 AND 60 DWG DRAWING -r ROTATE VIEW SYMBOL MINUTES.THE ANCHOR IS ACCEPTABLE IF LESS THAN 0.04 INCHES OF MOVEMENT IS OBSERVED DURING www.dn ler-s e.co m (E) EXISTING LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS(NOT)USED DESIGN FOR MECHANICAL LOADS THE CREEP TEST OR IF THE CREEP CURVE SHOWS A DECREASING CREEP RATE THAT IS LESS THAN 0.08 EA EACH INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS. THE FOLLOWING ARE THE DESIGN INCHES FOR 10 TO 60 MINUTE TEST. EF EACH FACE REQUIREMENTS: EL ELEVATION EN EDGE NAIL N STRUCTURAL DESIGN CRITERIA EQR ENGINEER OF RECORD RISK CATEGORY J II EQ EQUAL NORTH/MOW EW EACH WAY DESIGN DEAD LOADS EXT EXTERIOR FULL SWIM SPA 22996 LBS - FF FINISH FLOOR I FLOOR RR - 10 PSF FN FIELD NAIL FLR FLOOR - H FON FOUNDATION LIVE LOAD FT FEET /TOS�,-0- REFERENCE ELEVATION FLOORS J m PSF L.1� FIG FOOTING GAUGE SEISMIC DESIGN DATA O GA = GALV GALVANIZED IMPORTANCE FACTOR IE 1.0 OLE GLUE LAMINATED BEAM SPECTRAL RESPONSE ACCELERATIONS SS=0.957.S1.0.423 - O- GWB GYPSUM WALL BOARDRR\\r SURFACE-STEPPED SITE CLASS D ^ HDG HOT-DIP GALVANIZED SPECTRAL RESPONSE COEFFICIENTS SOS=0.713,SD1=0.445 LL. MDR HEADER SEISMIC DESIGN CATEGORY D CITY OF TIGARD HE HEM-FIR BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAMED SHEAR WALLS HT HEIGHT SURFACE-SLOPE UP DESIGN BASE SHEAR 10.783 KIPS HORR HORIZONTAL SEISMIC RESPONSE COEFFICIENT CS=0.426 REVIEWED FOR CODE COMPLIAN n ( HSA HEADED STUD ANCHOR RESPONSE MODIFICATION FACTOR R=2 • HSS HOLLOW STRUCTURAL SECTION ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE Approved. ID INSIDE DIAMETER SURFACE-SLOPE DOWN • ///''''''►►► • IN INCH FOUNDATION CRITERIA OTC • CL INT INTERIOR ru) r• JST JOIST .c.?n� SURFACE-SLOPE CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY JT JOINT 14. TWO DIRECTIONS CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95%OF y K KIP(S) MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND #: > KSI KIPS PER SQUARE INCH MATERIALS.ASTM D698(STANDARD PROCTOR).OR ASTM D1557(MODIFIED PROCTOR).THE COMPACTION Permit • `— CC L ANGLE SHALL BE VERIFIED BYA QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED � ��/;/ ��= LEN LONG LEG HORIZONTAL STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN Address: ` I i ` ` 7` 5 F LLV LONG LEG VERTICAL APPROVED GEOTECHNICAL REPORT.ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE L �-LONG LONGITUDINAL FOOT(PSF). c �} CO o LVL LAMINATED VENEER LUMBER Suite Tf• `I) J U O LWC LIGHT WEIGHT CONCRETE ALL FOUNDATION ELEMENTS SHALL BE SUPPORTED ON SUBGRADE PER THE GEOTECHNICAL REPORT �. . ` J 4E LU MAX MAXIMUM DATED FEBRUARY 12,2015 BY GEOPACIFIC ENGINEERING,INC.HELICAL PILES SHALL COMPLY WITH THE ,, Dates ., / �jJ Z O MIN MINIMUM PROVISIONS SPECIFIED IN THE GEOTECHNICAL REPORT. y IG;I- D `/ MIR MIRROR co ci NIC NOT IN CONTRACT STRUCTURAL STEEL F n Q NTE NOT TO EXCEED DESIGN.FABRICATION,AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATION 2 C NTS NOT TO SCALE FOR STRUCTURAL STEEL BUILDINGS(JSC 360.10). (N) NEW OC ON CENTER ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL OFFICE COPY _,_I 00 OUTSIDE DIAMETER STANDARDS: DRAWN BV: CH OPP OPPOSITE OWJ OPEN WEB JOIST WSECTIONS: ASTM A992,FY=50 KSI ♦_j PAF POWDER ACTUATED FASTENER RECTANGULAR HOS: ASTM A500.GRADE B,FY=46 KSI PROJECTDNO: 141137 PER? PERPENDICULAR ROUND HSS: ASTM 11500,GRADE B,FYv42 KSI PJP PARTIAL JOINT PENETRATION PIPE: ASTM A53,GRADE B,TYPE E OR S,FY=35 KSI ISSUE DATE: 02.262015 PL PLATE ALL OTHER SECTIONS AND PLATES: ASTM A36 PSI POUNDS PER SQUARE INCH UNLESS NOTED OTHERWISE,ALL BOLTS TO BE ASTM 11325 AND ALL ANCHOR RODS TO BE ASTM F1554 PSF POUNDS PER TREATED FOOT GRADE 55,WITH MATCHING NUTS.UNLESS CONNECTION IS NOTED AS SLIP-CRITICAL OR PRETENSIONED, Z PT QUANTITY TREATED NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL o1 RAD RADIUS CONNECTIONS(RCSC)SPECIFICATION FOR STRUCTURAL JOINTS,SECTION 8.1.FOR SUP-CRITICAL AND a REF REFERENCE PRETENSIONED CONNECTIONS.INSTALLATION OF FASTENERS SHALL BE PER RCSC SECTION 82 R RE REINFORCING REVD NO REQUIRED ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER.EXCEPT SURFACES TO BE EMBEDDED VSED, REV REVISED,REVISION IN CONCRETE OR MASONRY,OR STEEL TO BE GALVANIZED.EMBEDDED SURFACES SHALL BE FREE OF SC SUP CRITICAL CONTAMINANTS.ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBIITNG PAINT, SHT SHEET COLOR BY OWNER 5 SHEATHING ALL ZINC(GALV.)COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123.REPAIRS OF 504 M SIMILAR S SHEET GALVANIZED COATINGS ARE TO CONFORM TO ASTM A750.HOT DIP GALVANIZED COATINGS ON ASTM A325 `W` • S N SCREW FASTENER ASSEMBLIES SHALL CONFORM TO ASTM A153.SURFACE PREPARATION OF GALVANIZED STEEL 6 SOG SLAB B ON GRADE METAL RADE SQ TO RECEIVE A FINISH COAT OF PAINT SHALL CONFORM TO ASTM D6386. STRUCTURAL DRAWING INDEX ST STAINLESS STEEL ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY(AWS)D1.1 USING E70XX ELECTRODES. STD STANDARD WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN 50.01: STRUCTURAL NOTES ¢ STL STEEL AND BOTTOM INSTITUTE OF STEEL CONSTRUCTION(RISC).WELDING SHALL BE PERFORMED BY AWS CERTIFIED - T38 TOP AU HE WELDERS FOR WELD TYPES SPECIFIED.ME WELD LENGTHS ARE NOT SHOWN,THE WELD SHALL BE S1.O1: PLAN SHEET CONTENT TSG TONGUE AND GROVE SECTION TOC TOP OF CONCRETE FULL LENGTH OF MEMBERS BEING JOINED.ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS DETAIL STRUCTURAL NOTES TOS TOP OF STEEL NOTED OTHERWISE ON STRUCTURAL DRAWINGS.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS TOE TOP Of FOOTING THE MEMBER BEING WELDED.ALL WELDS DENOTED AS'DEMAND CRITICAL'SHALL BE MADE WITH A FILLER TOW TOP OF WALL METAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH TOUGHNESS AS INDICATED IN SECTION 7.3B TYP TYPICAL OFAISC361. UNO UNLESS NOTED OTHERWISE VERT VERTICAL • VIF VERIFY IN FIELD WI WITH sNs_.r WAD WITHOUT WF WIDE FLANGE WP WORK POINT WWR WELDED WIRE REINFORCING O I 22'-0' 1,0' 10-o 10,C7' 1'-0' qiw' 2 57.01 �TYP. TYP. • DECKING P ER PLAN-- S1 01 COPYRIGHT in —r-- I 1 Miller Consulting Engineers,Inc. — I l f __il ) I I S4,4 - l mo- A, , milli, to O i�i������T�� 18 GA EXPANDED © .,-,..1.4.1.4.1.41.4.1.4,.. METAL GRATING O I PIPE SLEEVE MILLER ..• =-=-... PER PLAN.TYP. CONSULTING 4.= �:.C.C..:.. ENGINEERS © _ 0 © . 1 �. , . I 1 , . `y. 9570 SW Barbur Blvd•s, 2S, ✓/..1%��% •J I:. \ / /,%/ 1 I.• .//:\�/.,�/,\ •I I. 4��/\�/���‹� Suite One Hundred a a .. Portland,OR 97219 11—11- .aI IJ , .4• II II Phone 503246.1250 b — --.ill — — — — — _ — �- — —\ - — — - — — .S ¢ e II II°. • .)II III . a1 Ili; FILL PIPES Inn Fax w503.24-6.1395 4'SCH.40 ` t :41, 11— I V111-- i VII FILL PI ET www.miller-se.com SLEEVE, C4x425 z /� OVERLAP.TYP.• TYP. k § .. .11 II- II II.. 11 I .s. 4 441.- • . ' 4-4 IL4J MC8x18.7 MC8x18.7 MCBx16.7 •. 1 I" I I • '. I O o O I I }I 1•-.TYP. 18-DIA x 48.OEEP CONC FTC,TYP. 1A I— m IX 1 IV I o III H554x4xYa I ...K.� Jr I I r FOUNDATION (1 SUPPORiWORKS' Li. HA•287 HELICAL PILE / W/8-10 HELICES PER GEOTECH(9 TOTAL), CO C4x425,TYP.AT TYP. PERIMETER NOTE:SEE 6/S8.01 Q � FOR PILE LOADS L^ rs 'J L 1 PLATFORM PLAN Q PLATFORM SECTION ".\\''�G' ,v<£ `r0 • c�c u, S1.01 3/4*1'-0 S1.01 `� 043 -1-0 G o Ir �l, chi o `� OREGON p -J ¢w 9 O W ZC • SUPPORT N - ��'1qY 2`;•ZO� U c3n0 c O< CV 0 ■ • DECKING Sic R' W�� G V F '�; }•DIA BOLT SUPPORT W/NUT, . PER PLAN Or PL 3n3$ 1 121 1?7 1/2 /i 11.1. 'I _—_-�,--_ W/NUBOLT __ 'EXPIRES: Q6-3Q-2Q (F� DRAWN BY �BCH ���� CHECKED BY: ,G.1-,.....1.1,..t IMMO PROJECT NO: 141137 O —— —— I. ————5AB ISSUE DATE 02.26.2015 i j� i TyP. � OO :11 PILE LOADS(ULTIMATE) I TYP. .I------/t ;o I ',, " PILE VERTICAL LOAD LATERAL LOAD ZO I &- -— —— I '__'__-_ % O 1,852 LBS 674 LBS yI o _ Ir / w��/� f ,1 —_I-- • . I 2 3.207 LBS 1.348 LBS ° I• L BEAM PER I PLY<x4Y=x 0'-8'• I �:, 400 O 5,567 LBS 1.368 L65 l F PLAN EA SIDE I • I Yz,Ow.THRU I •■/ I ® 9,615 LBS 2,696 LBS PIN PILE I • BOLT.TYP. I • mmm ''�'� O • PER PLAN 3 CONNECTION DETAIL 4 PERIMETER CHANNEL CONN 5 PLATFORM TO BEAM CONN 6 PILE DESIGN LOADS . SHEET CONTENT S1.01 3'=1'.0' 51.01 3''1'.0 51.01 3'=1'0' S1.01 3/4'=1'.O PLAN SECTION DETAIL LINE IS 2 INCHES SHEET I AT FULL SCALE 1 C��I •O (F NOT r.SCALE ACCORDINGLY) J I