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Froelich-engineers.com CONSTRUCTION DOCUMENTS — 02/11/2019 aUCTURg4 FO r POFFs 51411IiE� r s OREGON �4,yo'or 22 STRUCTURAL SHEETS : THYT.� Sheet Number Sheet Title EXPIRE S000 COVER SHEET S001 GENERAL STRUCTURE NOTES & SPECIAL INSPECTION FLUENT S100 OVERALL AND ENLARGED PLAN DESIGN S600 ELEVATIONS AND DETAILS 1931 SE POWELL BLVD PORTLAND, OR 97202 STRUCTURAL SYMBOLS / LEGEND: INCH DBA DEFORMED BAR ANCHOR HAS HEADED ANCHOR STUD OD OUTSIDE DIAMETER THK THICK SFi"f-"° I0N REQUIRED e ii'F ructuraf Sec # NUMBER,POUND DBL DOUBLE HC HOLLOW CORE OH OVERHEAD THRD THREADED 82t9 Of ,�q � P lalty Code & AND DEFL DEFLECTION HCP HOLLOW CORE PLANK OPNG OPENING TOB TOP OF BEAM El - INDICATES COLUMN ABOVE RECEIVED Concrete andR�:infareing Steel FEET DEMO DEMOLITION HDD HEADED ANCHOR STUD OPP OPPOSITE,OPPOSITE HAND TOC TOP OF COLUMN,TOP OF CURB INDICATES COLUMN BELOW -� t Bolts ie�stallc.�l in Concrete OCT 7 209 r r - L_J @ AT DEPT DEPARTMENT HDR HEADER OSWJ OPEN WEB STEEL JOIST TOF TOP OF FOOTING Gpecia!k4cn?ar=t-Resisting Concrete Frame CITY OF TIGARD (E) EXISTING DET DETAIL HEX HEXAGONAL TOJ TOP OF JOIST - INDICATES STRUCTURAL STUD WALL ABOVE. 0 Reinforcing DIVISIOReinforcing Steei&Prestressng Si Tendons (N) NEW DF DOUG FIR(DOUGLAS FIR) HM HOLLOW METAL P/L PORPERTY LINE TOL TOP OF LINTEL,LANDING - INDICATES CONCRETE WALL ABOVE. 0Stn.lc;tura3 4Jelding DIA DIAMETER HORIZ HORIZONTAL PAF POWDER ACTUATED FASTENERS TOL TOLERANCE 0 High-Strenght Bolting AB ANCHOR BOLT DIAG DIAGONAL HSS HOLLOW STRUCTURAL SHAPE PC PRECAST TOP TOP OF PIER,TOP OF PLATE - INDICATES CMU WALL ABOVE. st �...� .rE.n;ctur;~,I i!,;a.-rOnrf ACI AMERICAN CONCRETE INSTITUTE DIAPH DIAPHRAGM HT HEIGHT PCF POUNDS PER CUBIC FOOT TOPV TOP OF PAVEMENT - INDICATES STRUCTURAL WALL BELOW. 9slnfor:•�x+Gypsum Concrete ADD ADDENDUM,ADDITION DIM DIMENSION HVAC HEATING,VENTILATION,AIR CONDITIONING PERF PERFORATE,PERFORATED,PERFORMANCE TOS TOP OF SLAB.TOP OF STEEL --——— .' ;:,sulating C,oncrr ie Fill ADJ ADJUST,ADJUSTABLE DKG DECKING PERIM PERIMETER TOW TOP OF WALL - INDICATES NON-STRUCTURAL WALL BELOW. n Spray VALIDITY OF PERMIT ray appiied r..,r,-R-zNSIS ive Materials AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL DL DEAD LOAD IBC INTERNATIONAL BUILDING CODE PERIM PROFESSIONAL ENGINEER TRANS TRANSVERSE THE ISSUANCE OF A PERMIT - INDICATES ARCH WALL ABOVE. -' `` Drs.:P ers and Caissons BASED ON CONSTRUCTION AFF ABOVE FINISH FLOOR DWG DRAWING ICF INSULATED CONCRETE FORMS PERP PERPENDICULAR TRANSL TRANSLUCENT "7 DOCUMENTS AND OTHER ALT ALTERNATE DWGS DRAWINGS ID INSIDE DIAMETER PL PLATE TYP TYPICAL - INDICATES ELEVATION. DATA SHALL NOT PREVENT '- = Sp,e+a! ALUM ALUMINUM DWL DOWEL IN INCH,INCHES PLF POUNDS PER LINEAL FOOT Excavation and Fiking THE CODE OFFICIAL -ROM yzltems REQUIRING THE CORRECTION APPROX APPROXIMATELY INFO INFORMATION PLWD PLYWOOD UNO UNLESS NOTED OTHERWISE OF ERRORS. OSSC 105.4 ARCH ARCHTECTURE EIFS EXTERIOR INSULATED FINISH SYSTEM INSP INSPECTION PNL PANEL UTIL UTILITY L .-... _.......... ASTM AMERICAM SOCIETY FOR TESTING AND MATERIALS ELEV ELEVATOR INSUL INSULATION PREFAB PREFABRICATED AVG AVERAGE ENGR ENGINEER INT INTERIOR PREFIN PREFINISHED VERT VERTICAL AWS AMERICAN WELDING SOCIETY EOR ENGINEER OF RECORD PSF POUNDS PER SQUARE FOOT VFY VERIFY EQ EQUAL JST JOIST PSI POUNDS PER SQUARE INCH VIF VERIFY IN FIELD BALC BALCONY EQPT EQUIP JT JOINT,JOINTS PSL PARALLEL STRAND LUMBER BD BOARD ES EACH SIDE PT PRESERVATIVE TREATED,POST-TENSIONED W/ WITH BEV BEVEL EW EACH WAY K KILOPOUND(1000 POUNDS) W/O WITHOUT BKR BACKER EXIST EXISTING KIP KILOPOUND(1000 POUNDS) QTY QUANTITY WD WOOD BLDG BUILDING EXP EXPANSION WF WIDE FLANGE(STRUCTURAL STEEL) BLK BLOCK EXPO EXPOSED L ANGLE,LEFT,LENGTH RAD RADIUS WR WATER RESISTANT,WATER RESISTIVE BLKG BLOCKING EXT EXTERIOR LAM LAMINATE,LAMINATED RCP REFLECTED CEILING PLAN WS WATERSTOP BM BEAM LAT LATERAL RD ROOF DRAIN WT WEIGHT BOC BOTTOM OF CURB F OF F FACE TO FACE LB POUND REF REFERENCE WWF WOVEN WIRE FABRIC BOT/BTM BOTTOM FAB FABERICATIONS/FABRICATED LF LINEAL FEET,LINEAR FOOTAGE REINF REINFORCED,REINFORCING z Z BOW BOTTOM OF WALL FB FLAT BAR LIN LINEAR REQ REQUIREMENTS,REQUIRED W BP BASE PLATE FDTN FOUNDATION LIN FT LINEAL FEET,LINEAR FOOTAGE REQ'D REQUIRED BRDG BRIDGE,BRIDGING FE FROELICH ENGINEERS LL LIVE LOAD REV REVISION 75; W BRG BEARING FF FINISH FLOOR LLH LONG LEG HORIZONTAL RO ROUGH OPENING BRK BRICK FFE FINISH FLOOR ELEVATION LLV LONG LEG VERTICAL O BSMT BASEMENT FIN FINISH LNTL LINTEL SCHED SCHEDULE BU BUILT-UP FLR FLOOR LONG LONGITUDINAL SE STRUCTURAL ENGINEER FOC FACE OF CONCRETE LSL LAMINATED STRAND LUMBER SECT SECTION S CEM CEMENT,CEMENTITIOUS FOF FACE OF FINISH LT WT LIGHTWEIGHT SF SQUARE FEET CGS CENTER OF GRAVITY OF STRAND FOM FACE OF MASONRY LVL LAMINATED VENEER LUMBER SGL SINGLE ` CIP CAST IN PLACE FOS FACE OF STUD SHT SHEET 1 0 Z CJ CONTROL JOINT FR FIRE RATED,FIRE RESISTIVE MANUF MANUFACTURER,MANUFACTURED SHTG SHEATHING Q CL CENTER LINE FIRM FRAMED,FRAMING MAX MAXIMUM SIM SIMILAR7 C _z F-- CLG CEILING FRT FIRE RETARDANT TREATED MB MACHINE BOLT SIMP SIMPSON STRONG TIE W CLR CLEAR FT FOOT,FEET MECH MECHANICAL SL SNOW LOAD Q W 0 CMU CONCRETE MASONRY UNIT FTG FOOTING MEZZ MEZZANINE SOG SLAB ON GRADE Q U COL COLUMN FURRG FURRING MFR MANUFACTURER,MANUFACTURED SPEC SPECIFICATION,SPECIFICATIONS Q U COMP COMPOSITE,COMPENSATION FLIT FUTURE MIN MINIMUM SQ SQUARE QW CONC CONCRETE MISC MISCELLANEOUS SS STAINLESS STEEL =' � C) COND CONDITION GA GAUGE MTL METAL STD STANDARD W 0 CONN CONNECTION GALV GALVANIZED MUL MULLION STIFF STIFFENER CONSTR CONSTRUCTION GC GENERAL CONTRACTOR STL STEEL 100% CONT CONTINUOUS GEN GENERAL N NORTH STRUCT STRUCTURAL CONSTRUCTION CORR CORRIDOR GL GLU-LAMINATED NIC NOT IN CONTRACT SUSP SUSPENDED CTR CENTER GLB GLU-LAMINATED BEAM NO NUMBER SYM SYMMETRICAL DOCUMENTS CTRL CONTROL GND GROUND NOM NOMINAL CTSK COUNTERSINK GR GRADE NTS NOT TO SCALE T&B TOP AND BOTTOM CU CUBIC GYP GYPSUM T&G TONGUE AND GROOVE REV DATE ISSUE TITLE CUST CUSTOM GYP BD GYPSUM BOARD OC ON CENTER TAN TANGENT PROJECT MANAGER: T3 DESIGNER: SNF DRAWN BY: SNF PROJECT NO: 19-T180 DATE: 10/02/2019 SCALE: AS SHOWN SHEET TITLE: COVER SHEET SHEET NUMBER: S000 GENERAL STRUCTURAL NOTES & SPECIAL INSPECTIONS SCOPE OF WORK THESE DRAWINGS ARE FOR A NEW STORFRONT OPENING IN AN EXISTING PARTIALLY GROUTED STRUCTURAL STEEL: CMU WALL. OPENING IS TO BE REINFORCED WITH NEW STEEL BEAMS AND COLUMNS. 1, STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM ASTM SPECIFICATIONS AND GRADES: TABLE2 REQUIRED STRUCTURAL SPECIAL INSPECTIONS FR O E L I C H GENERAL: STRUCTURAL STEEL INSPECTION ENGINEERS ; 1. THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE WIDE FLANGE SECTIONS ASTM A-992, GRADE 50(Fy=50 KSI) SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS 17700 SW Upper Boones Ferry Rd. REFERENCE REFERENCE CONTINUOUS PERIODIC Suite INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, MECHANICAL,AND PLATES WHERE NOTED ASTM A572, GRADE 50(Fy=50 KSI) Portia 5�(�UCTUq,1� ELECTRICAL DRAWINGS.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE CHANNELS,ANGLES, PLATES--EXCEPT AS NOTED ASTM A-36(Fy=36 KSI) CONCRETE Office REQUIREMENTS FROM THE ENTIRE SET OF CONTRACT DOCUMENTS(INCLUDING THE PROJECT HOLLOW STRUCTURAL SECTIONS(TUBES) A-500, GRADE B(Fy=46KSI) SPECIAL INSPECTIONS APPLY TO ANCHOR Portia SPECIFICATIONS)INTO THEIR WORK. PRODUCT NAME,TYPE,AND DIMENSIONS, HOLE G NE s/ PIPE ASTM A53, TYPE E OR S(Fy=35 KSI) froelic �Gj Fig 2. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE DIMENSIONS,COMPLIANCE WITH DRILL BIT INSPECTION OF ANCHORS INSTALLED IN 1909.1 ACI 318: 51411 f PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. HARDENED CONCRETE TABLE 1705.3 3.8.6, 8.1.3,21.1.8 REQUIREMENTS, CLEANLINESS OF THE HOLE SCI r 3. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE 2. DESIGN, FABRICATION,AND ERECTION SHALL BE IN ACCORDANCE WITH THE INSPECTION SPECIFICATION AND ANCHOR,ADHESIVE EXPIRATION DATE, O; GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL BUILDINGS"WITH ANCHOR/ADHESIVE INSTALLATION,ANCHOR 4. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. "COMMENTARY"AND THE"CODE OF STANDARD PRACTICE,"WITH EXCEPTIONS AS NOTED IN THE EMBEDMENT,AND TIGHTENING TORQUE OREGON PROJECT SPECIFICATIONS. 5. DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS 3. REFERENCE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR MEMBERS PART OF J s�AT FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THE SEISMIC LOAD RESISTING SYSTEM(SLRS). /�O 22 PSG THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE ASSUMED ONE AND THE SAME. IF 4. BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING A325 OR T. QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THE A490 HIGH STRENGTH BOLTS. BOLTS SHALL BE SNUG TIGHT UNLESS NOTED OTHERWISE. ARCHITECT/ENGINEER FOR CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING. 5. HIGH STRENGTH BOLTS USED AS PART OF THE SEISMIC LOAD RESISTING SYSTEM(SLRS)NOTED EXPIRES ON THE DRAWINGS AND DETAILS SHALL BE FULLY TENSIONED AND ALL FAYING SURFACES SHALL CODE REQUIREMENTS: BE PREPARED AS REQUIRED FOR CLASS A OR BETTER SLIP-CRITICAL JOINTS. 1. CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC), BASED UPON THE 2012 6. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING INTERNATIONAL BUILDING CODE(IBC). CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE 2. ALL REFERENCE TO OTHER CODES AND STANDARDS(ACI,ASTM, ETC.)SHALL BE FOR THE SPECIFICATION(WPS)AS REQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER EDITIONS NOTED IN CHAPTER 35 OF THE IBC. OF RECORD.THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER. 7. FOR MEMBERS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM(SLRS), REQUIREMENTS OF TEMPORARY CONDITIONS: AWS D1.8(SEISMIC SUPPLEMENT)SHALL APPLY. 1. THE STRUCTURE HAS BEEN DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION.THE 8. ALL WELDS USED IN THE SEISMIC LOAD RESISTING SYSTEM(SLRS), SHALL BE MADE WITH A FILLER FLUENT CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT METAL THAT HAS A CHARPY V-NOTCH (CVN)TOUGHNESS OF 20 FT-LBS AT 0 DEGREES REQUIRED AS A RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR FAHRENHEIT(F),AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION, DESIGN SEQUENCES. ALL COMPLETE JOINT PENETRATION WELDS DESIGNATED AS"DEMAND CRITICAL"SHALL BE MADE 2. CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES SHALL RECOGNIZE AND WITH FILLER METAL THAT HAS A CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F,AND 40 CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE FT-LBS AT 70 DEGREES F. CONSTRUCTION PERIOD. 9. FOR COMPLETE JOINT PENETRATION WELDS ASSOCIATED WITH MEMBER SPLICES AND CONNECTIONS NOT PART OF THE SLRS, WELDS SHALL BE MADE WITH FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40 DEGREES F. EXISTING CONDITIONS: 10. FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC LOAD RESISTING SYSTEM, 1. ALL EXISTING CONDITIONS, DIMENSIONS,AND ELEVATIONS SHALL BE FIELD VERIFIED.THE DISCONTINUITIES CREATED BY ERRORS, OR BY FABRICATION OR ERECTION OPERATIONS, SUCH CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM AS TACK WELDS, ERECTION AIDS,AIR-ARC GOUGING,OR FLAME CUTTING, SHALL BE REPAIRED AS 1931 SE POWELL BLVD CONDITIONS SHOWN ON THE DRAWINGS. REQUIRED BY THE STRUCTURAL ENGINEER. PORTLAND, OR 97202 11. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16"MINIMUM, UNLESS NOTED OTHERWISE ON THE DRAWINGS. DESIGN CRITERIA: 12. WELDING SHALL BE MADE BY AWS CERTIFIED WELDERS"MEETING CITY OF PORTLAND 1. DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO STANDARDS.`* THE DEAD LOADS,THE FOLLOWING LOADS AND ALLOWANCES WERE USED FOR DESIGN,WITH 13. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE BETWEEN THE ARCHITECTURAL LIVE LOADS(LL)REDUCED IN ACCORDANCE WITH THE IBC: AND STRUCTURAL DRAWINGS TO PRODUCE THE SHOP DRAWINGS. 14. ALL STEEL EXPOSED TO WEATHER, MOISTURE,SOIL,OR AS NOTED ON PLANS SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A-123, OR HAVE AN APPROVED PROTECTIVE COATING. DESIGN CRITERIA 15. PROVIDE NON-SHRINK GROUT UNDER ALL BASE PLATES.GROUT SHALL BE FACTORY-PACKAGED, MINIMUM DESIGN LOADS FOR BUILDINGS&OTHER STRUCTURES-ASCE7-10 6000 PSI MINIMUM AT 28 DAYS AND SHALL COMPLY WITH ASTM C 1107. ROOF DEAD LOADS: 20 PSF ROOF+5PSF MECHANICAL 16. PROVIDE WEEP HOLES AT ALL EXTERIOR CLOSED SECTIONS WHERE MOISTURE MAY ACCUMULATE. ROOF SNOW LOADS: 25 PSF SNOW+DRIFTING WIND: 120 MPH&EXPOSURE"B" SEISMIC: SEISMIC DESIGN CATEGORY: D SITE CLASS ID(ASSUMED) STRUCTURAL OBSERVATION: 1. THE STRUCTURAL ENGINEER OF RECORD(SER)WILL PERFORM STRUCTURAL OBSERVATIONS 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 PERFORM THESE OBSERVATIONS: STRUCTURAL OBSERVATIONS CONSTRUCTION PHASE OBSERVATION COMMENTS BY SER AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF. FOOTNOTE A, B A. STRUCTURAL OBSERVATIONS ARE INTENDED TO VERIFY GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS. SPECIAL INSPECTIONS AND TESTING ARE STILL REQUIRED. B. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH VISIT. SPECIAL INSPECTION AND TESTING: 1. SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF THE IBC AS SUMMARIZED IN THE SPECIAL INSPECTION AND TESTING PROGRAM ON SHEET S0.01.THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE INSPECTIONS. CONCRETE ACCESSORIES: 1. DEFORMED BAR ANCHORS(D.B.A.)SHALL BE NELSON TYPE D2L(ICC ESR-2907)OR APPROVED EQUAL. 2. HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS(ICC ESR-2856) OR APPROVED EQUAL. 3. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END-WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT AND IN ACCORDANCE WITH THE ASSOCIATED ICC REPORTS. 4. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. EMBEDDED ITEMS SHALL NOT BE LOADED, NOR SHALL WELDS BE APPLIED, FOR A MINIMUM OF 7-DAYS AFTER CASTING OF CONCRETE. 5. APPROVED POST-INSTALLED ANCHORS ARE AS FOLLOWS: APPROVED POST-INSTALLED CONCRETE ANCHORS U) TYPE ANCHOR ICC REPORT SIMPSON TITEN HD ICC ESR-2713 7 CONCRETE DEWALT SCREW-BOLT+ ICC ESR-3889 z SCREW HILTI KWIK HUS-EZ ICC ESR-3027 w SIMPSON SET-3G ICC ESR-4057 EPDXY ADHESIVE DEWALT PURE110+ ICC ESR-3298 75G HILTI HIT-RE 500V3 ICC ESR-3814 Uj ACRYLIC SIMPSON AT-XP IAPMO UES ER-263 ADHESIVE DEWALT AC200+ ICC ESR-4027 HILTI HY 200 ICC ESR-3187 O SIMPSON STRONG-BOLT II ICC ESR-3037 EXPANSION DEWALT POWER STUD+SD2 ICC ESR-2502 HILTI KWIK BOLT-TZ ICC ESR-1917 NOTES: 5 G A. ANCHOR LOCATIONS AND REQUIREMENTS SHALL CONFORM TO THOSE NOTED SPECIFICALLY ON THE STRUCTURAL DRAWINGS.ALL OTHER LOCATIONS REQUIRE PRIOR APPROVAL. B. ALL ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE TO THE APPLICABLE ICC z O REPORT AND MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. C. REINFORCEMENT SHALL NOT BE CUT IN NEW, OR EXISTING CONCRETE DURING Q Q INSTALLATION OF POST-INSTALLED ANCHORS. z D. ANCHORS THAT ARE LEFT EXPOSED TO WEATHER SHALL BE STAINLESS STEEL,OR Ld HOT-DIPPED GALVANIZED. w > a 6. ADHESIVE ANCHORS SHALL BE INSTALLED ONLY IN DRY, HAMMER-DRILLED HOLES. 0 7. INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED ONLY BY ACI/CRSI CERTIFIED Q ADHESIVE ANCHOR INSTALLERS. U) 8. ADHESIVE ANCHOR INSTALLATIONS IN HORIZONTAL, UPWARDLY INCLINED,AND OVERHEAD C Q ORIENTATIONS SHALL UTILIZE ADHESIVE MANUFACTURER'S PISTON PLUG AND TUBING DELIVERY c U SYSTEM. PLACE ADHESIVE RETAINING CAP IN THE HOLE AFTER ADHESIVE INJECTION. U) 9. ADHESIVE ANCHOR INSTALLATIONS EXCEEDING 10"EMBEDMENT IN DOWNWARD INCLINED,AND DOWNWARD ORIENTATIONS SHALL UTILIZE ADHESIVE MANUFACTURER'S PISTON PLUG AND M o TUBING DELIVERY SYSTEM. W 100% CONSTRUCTION DOCUMENTS REV DATE ISSUE TITLE PROJECT MANAGER: T3 DESIGNER: SNF DRAWN BY: SNF PROJECT NO: 19-T180 DATE: 10/02/2019 SCALE: AS SHOWN SHEET TITLE: STRUCTURAL NOTES & SPECIAL INSPECTION SHEET NUMBER: S001 U _ IS S A 4L-Y'O I C 1 x FROELICH S EE GI DE S ENGINEER 5 17700 SW Upper Boones Ferry Rd. I 1 Suite#115 2 E)I JOI TS AT OC Portland, ----- Office: (50; �FiUCTUF�,q I S100 Portland, C AREA OF WORK Froelich-enc '`�'�!`�� PIP F I � 51411 FSE' .y 11 1 E) TE L G RD C r 1 Ll OREGON , I E)I JOI TS AT I � � I � � I ��I TOA�T�22 x I Ix L---- T. I ( � EXPIRESIV I a 1 i �I I � � I I I, FLUENT DESIGN 1 I U) 1931 SE POWELL BLVD U) PORTLAND, OR 97202 x w o w w w w w w w 0rvo x 0 orv, 0 c o 0 0 U) p V U) U) V 0 C7 Ix O O (9 g j g g Q g g � I g g g J g g g Q < < LU J J D J J _jI J J J C� J (D C7 U U U CD (D 0 W W W W W W W W to W W W U) W W W N _T O O I O O J J J J J J J I I co (1) to W W W W W W I I O O X IL———— I_---- D J J J x w w FRI FRI x ILAII Nff i I I I 1 / I Q N 1 OVERALL TILT BUILDING EXTENTS SCALE: 1/16"= 1'-0" S 100 19-T180 z W Z i X ( )I-JOISTS AT 4',0"OC- N L.L EXIST OPENING IN TILT PANEL WHICH HAS BEEN INFILLED WITH CMU TO BE OPENED BACK UP TO (E) STEEL GIRDERS ORIGINAL CONDITION, CMU REMOVED EXTENTS z O OF EXISTING CONCRETE PANEL TO REMAIN C Q Z WW w w Q I I U Q U I V) (N)6'-0" N x 8'-0"OPENING IN EXISTING 6 1/2 WIDE CONCRETE TILT PANEL I I 100 0 W/ 5 EA WAY CENTERED IN WALL (N)6'-0"W x 8'-0"OPENING N i i �� REF ELEVATION 1/S600 EXISTING CONCRETE TILTPANEL REF ELEVATION lS600 --------------------� CONSTRUCTION (E)I-JOISTS AT " OC- DOCUMENTS 1 0 S600 _____. `° 2 S600 REV DATE ISSUE TITLE 0 U PROJECT MANAGER: T3 V) DESIGNER: SNF g DRAWN BY: SNF Q PROJECT NO: 19-T180 J J (� C� DATE: 10/02/2019 w w SCALE: AS SHOWN SHEET TITLE: OVERALL AND PARTIAL 2 ENLARGED PLAN PLANS 5100 SCALE: 1/16" = V-0" 19-T180 SHEET NUMBER: S101 FROELICH ENGINEERS a 17700 SW Upper Boones Ferry Rd. Suite#115 Portland, Oregon 97224 Office: (503)624-7005 Portland, OR. I Bend, OR. I Denver, CO. froelich-engineers.com 1/4 (3) SIDES (N) COLUMN ti0 FPOF REF PLAN L4x4x1/4x0'-4" STAGGERED EA SIDE G'E Fss 0- AT 2'-0" OC W/ 1/2" DIA ALL THREAD �� 0, F'Q ROD EMBED 3" (MIN)W/SIMPSON (E) ROOF 51411 PE* XSET 3G ADHESIVE, (BOTH SIDES FRAMING \—(E) GLB cc r` Q 2 AT SIM COND) TYP ,OREGON 411 �T T. 22 1g� G u O�1!Y T. 3„ � EXPIRE (E) CONC MIN TOE G OF CONC N O OPENING AS TILT WALL OCCURS FLUENT DESIGN � 6._°�� (N) OPENING IN---_ EXISTING TILT PANEL, REF PLAN (E)TILT PANEL OF ORIGINAL BUILDING (E)TILT PANEL FROM ADDITION IN 2007 1931 SE POWELL BLVD 3 STRONGBACK CONN TO WALL 8'-0" PORTLAND, OR 97202 5600 SCALE: 1"= 1'-0" 19-Tl 80 (E) CONC SLAB W/#4 HOOKS INTO TILT UP PANEL AT 18"OC 5'-0" TYPICAL(E) CONC FOOTING CONDITION PER 2007 ADDITION ASBUILTS, EXISTING FOOTING WAS ADDED ON TO W/A V-6" FOOTING EXTENSION J EXIST LEDGER 1 NEW OPENING 0 5600 19-T180 SCALE: 1/4" = 1'-0" 1/4"CAP PLATE O 2" MAX L4x4x1/4x0'-4" EA SIDE W/ 1/2" DIA ALL THREAD ROD EMBED 3"(MIN) 3, W/SIMPSON SET 3G ADHESIVE; O O REF DETAIL 3/S600 TYP(3) SIDES 1/4 4 STRONGBACK HEAD CONN TO WALL 4 S100 5600 SCALE: 1" = 1'-0" 19-Tl 80 -- A ix I I 1 . fin l / n U) II (E) ROOF z (E)GLB I I FRAMING HSS6x6x1/4" STRONGBACK COLUMN W II C I I EA SIDE OF OPENING G II W II > 1 1/2" 1'-0" 1 1/2" I I O L I I (N) OPENING IN f / 7 I ( EXISTING TILT PANEL, 0. I 3 1/2" PL 1/2" I I REF PLAN 7' i 16'-0" FROM kND OF WALL 6'-0" 3 SECTI N A-A sloo o (E)TILT PANEL OFI I \ 0 ORIGINAL BUILDING­""*, I I 1 Q Q fA' I A (E)TILT PANEL FROM ADDITION IN 2007 I I L4x4x1/4xo'-4"STAGGERED EA SIDE AT W > COLUMN—,\\, I BEYOND I I 2'-0" OC W/ 1/2" DIA ALL THREAD ROD Q REF PLAN ( I 1/4 8 I I -0 EMBED 3" (MIN) W/SIMPSON SET 3G w (2) 1/2" DIA ALL THREAD ROD ADHESIVE, (BOTH SIDES AT SIM COND) Q 44" EMBED 2 3/4" INTO EXISTING I I TYP (E) CONC SLAB, 4" I CONC SLAB W/SIMPSON SET MIN THICKNESS 3G ADHESIVE (E) CONC SLAB W/#4 HOOKS I I \ INTO TILT UP PANEL AT 18"OC LO II 5 TYPICAL (E) CONC FOOTING CONDITION S100 PER 2007 ADDITION ASBUILTS, I I 5'-0" EXISTING FOOTING WAS ADDED ON TO I I 100% 5 STRONGBACK BASE CONN TO SLAB W/A 1'-6" FOOTING EXTENSION I I CONSTRUCTION �OO SCALE 1"= 1'-0" J 19-T180 1 " DOCUMENT 2'-4" 1'-6" rTN� NEW OPENING W1 STRONGBACK EA SIDE REV DATE ISSUE TITLE �OO SCALE: 1/4" = 1'-0" 19-T180 PROJECT MANAGER: T3 DESIGNER: SNF DRAWN BY: SNF PROJECT NO: 19-T180 DATE: 10/02/2019 SCALE: AS SHOWN SHEET TITLE: ELEVATIONS AND DETAILS SHEET NUMBER: S600