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Plans (11) BUP2O1 / 00032 GENERAL DRAWING LIST - 11 $ g l SUBMITTALS: „.CEI . o, SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/ ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR THE FOLLOWING 3 ITEMS: S0.01 GENERAL NOTES AND DRAWING LIST • REINFORCING STEEL S0.02 LEGEND, ABBREVIATIONS LIST, INSPECTION 1 20\7 - SCHEDULE,AND DESIGN CRITERIA FEB g P -CONCRETE MIX DESIGN OTiVr�x S2.01 FLOOR PLAN RETAIL BUILDING#1 a 1 gIF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS,THEY SHALL BEAR THE SEAL AND SIGNATURE OF S2.02 ROOF PLAN RETAIL BUILDING#1 �L�i1yGDN�SIG` r t= THE STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. ITEMS DESIGNED BY OTHERS SHALL BEAR THE SEAL S2.11 ENLARGED FLOOR PLAN AND Nu a AND SIGNATURE OF THE STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN,AND SUBMITTED TO THE ENLARGED ROOF PLAN VERIZON r „ ARCHITECT/ ENGINEER FOR REVIEW. ONCE APPROVED, THEY SHALL BE SUBMITTED TO THE BUILDING OFFICIAL. S4.01 TYPICAL CONCRETE AND STEEL DETAILS �' TESTING AND INSPECTIONS: 1 TESTING AND INSPECTION TO CONFORM TO IBC CHAPTER 17 AND 1703, 2009 EDITION. ALL PREPARED SOILS AND BEARING SURFACES SHALL BE o INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. SOILS COMPACTION SHALL BE SUPERVISED BY AN PCEIEAPPROVED TESTING AGENCY OR GEOTECHNICAL ENGINEER. F $ Fd MISCELLANEOUS: a CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS,AND EXISTING CONDITIONS IN THE FIELD PRIOR TO PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS,THE CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT/ ENGINEER BEFORE PROCEEDING. NOTED DIMENSIONS TAKE PRECEDENCE-DO NOT SCALE DRAWINGS. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL ; T[jp5 EXCAVATIONS,AS REQUIRED, AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN A P--,' STRENGTH. 4e+-sir fi , 3#0 CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. jj • SITE WORK t ALL EARTHWORK, MATERIAL, BACKFILL, AND COMPACTION SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL " : ).ii Kt..t; REPORT. EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL. OVER-EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE 'so, AT THE CONTRACTOR'S EXPENSE. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR MATERIAL, SLAB OR TEMPORARY BRACING. 41 n I 1 S CONCRETE CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE IBC MATERIALS: CEMENT ASTM C150, Type I or Type II COARSE AND FINE AGGREGATE ASTM C33 WATER Clean and Potable STRENGTH: W/C MAX SLABS 3000 (psi @ 28 days) 0.40 ADMIXTURES: WATER REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL CONFORM TO ASTM C 494,AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CACL2 OR OTHER WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED. AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C 260 SHALL BE USED IN ALL CONCRETE MIXES FOR FLATWORK WHICH IS EXPOSED TO WEATHER. THE AMOUNT OR ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 301 AND MEASURED IN THE FIELD AT THE DISCHARGE END OF THE PLACING HOSE. MISCELLANEOUS: WATER/CEMENT (W/C) RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL. W/C RATIO SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM W/C RATIO SHOWN ABOVE. FIELD-MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. 1" THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN Cl)VE CONFORMANCE WITH IBC SECTION 1905. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED ON THE PROJECT,AS WELL AS Z THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL CONFORM TO THE SPECIFICATIONS. Q FORM WORK SHALL FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORM WORK,ACI 347. Z IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE W FOR A PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. SEE SPECIFICATIONS FOR CURING REQUIREMENTS. r �H/ REINFORCING STEEL: O eC DEFORMED BAR REINFORCEMENT ASTM A615-GR.60 Z O SPECIAL DUCTILE QUALITY(SDQ) DEFORMED BARS ASTM A706-GR.60 LOW ALLOY SPECIAL INSPECTION REQUIRED Z WELDED WIRE FABRIC ASTM A185&ASTM A82 State of Oregon Structural Specialty Code o FY= 65KSI J DEFORMED BAR ANCHORS ASTM A496 ❑ Concrete and Reinforcing Steel 2 r/ SDQ REBAR SHALL BE USED IN DUCTILE FRAME MEMBERS AND SHEAR WALL BOUNDARY ELEMENTS. ASTM A615, GR.60 REBAR MAY ALSO BE USED IN ❑ Bolts Installed in Concrete 0 THESE MEMBERS AND ELEMENTS IF THE ACTUAL FY PER MILL TESTS DOES NOT EXCEED THE SPECIFIED FY BY MORE THAT 18 KSI AND THE RATIO OF THE Q ACTUAL FU TO THE ACTUAL FY IS NOT LESS THAN 1.25. MILL TEST CERTIFICATIONS FOR SDQ ASTM A615, GR. 60 REBAR SHALL BE SUBMITTED TO THE 0 Special Moment-Resisting Concrete Frame w OWNER'S SPECIAL INSPECTOR AND ARCHITECT/ ENGINEER PRIOR TO PLACING THE REBAR. 0 Rein ng Steel&Prestressing Steel Tendons CC I— H p0M DETAIL, FABRICATE, AND PLACE PER ACI 315 AND ACI 318. SUPPORT REINFORCEMENT PER CRSI MANUAL OF STANDARD PRACTICE, MSP-1. Structural Welding 0 N = N J LL Cr) ❑ High-Strenght Boning H CONCRETE COVER: O O Z BEAMS STIRRUPS AND COLUMN TIES 1 1/2" 0 Structural Masonry O 12 2 ti9 SLAB BARS 3/4"TYP, 1" FOR RATED CONST. (— NONSTRUCTURAL SLAB-ON-GRADE MID-DEPTH ❑ Reinforced Gypsum Concrete n 0 p cc WALL BARS: INTERIOR FACES 3/4" Q ❑ Insulating Concrete Fill wU - ZU) EC — EXPOSED TO EARTH OR WEATHER 1 1/2" (NO. 5 AND SMALLER) ) J 2" (NO. 6 AND LARGER) 0 Spray Applied Fire-Resistive Materials 0 'C Q o FOOTING: BOTTOM 3", TOP 1 1/2", SIDE 2" ❑ Pilings,Drilled Piers and Caissons d —I r R ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB-ON-GRADE, BUT SHALL BE PLACED BELOW THE SLAB IN THE SUB-BASE. ❑ Shotcrete REMOIG WELDING OF REINFORCING, WHEN APPROVED BY ARCHITECT/ENGINEER, SHALL BE PER AWS D1.4 REINFORCING STEEL WELDING CODE. REBAR TO BE 0 Special Grading, Excavation and Filling ASTM A706, GR. 60 LOW ALLOY. USE E70XX WELDING ELECTRODES WHEN WELDING TO STRUCTURAL STEEL AND E90XX WHEN WELDING TO REBAR. ❑ Smoke-Control Systems GROUT FOR BEARING PLATE: 0 Other Inspections FOR BASE BEARING PLATE, GROUT SHALL BE NON-SHRINK TYPE WITH MINIMUM Ft=8,000 PSI. STEEL • STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE REQUIRMENTS OF CHAPTER 22 OF THE IBC. CITY or'TIG RD MATERIALS: REVIEWED FOR CODE COMPLIANCE o ANGLES, BASE PLATES AND MISCELLANEOUS STEEL ASTM A36 Approved; mo I / DATE o WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL 60 KSI, OTCs ; 12.23.16 C MIN. METAL DECK AND COLD-FORMED BCCA Permit#; QP2d(7— m T WELDING: r Address: Mail l% 1..��ii • 16194 ALL WELDING SHALL BE IN ACCORDANCE WITH THE"STRUCTURAL WELDING CODE"ANSI/AWS D1.1 AND SHALL BE BY AWS CERTIFIED WELDERS. o. ONLY WELDS THAT ARE PREQUALIFIED, PER AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH Suite#: i� FIEAWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE MINIMUM SIZES AND FOR FINAL CONNECTIONS. MINIMUM WELD SIZE SHALL BE 3/16 IN. BY' Iiia rr��� Date: 16194S-001.dwg E UNO. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN.THE CONTRACTOR IS RESPONSIBLE c-2-17G SHEET TIRE of FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. ALL FULL .v rn PENETRATION FIELD AND SHOP WELDS SHALL BE FULL TIME INSPECTED AND TESTED BY ULTRASONIC, NON-DESTRUCTIVE PROCEDURES. RESULTS 1'/ /�' GENERAL NOTES OF TESTS SHALL BE SUBMITTED FOR REVIEW BY THE ARCHITECT/ENGINEER. OFFICE COPY as MISCELLANEOUS: COPY Y AND DRAWING LIST o ALL STEEL EXPOSED TO WEATHER, MOISTURE, SOIL, OR AS NOTED SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION PER ASTM A123. ALL FIELD WELDS ON GALVANIZED MATERIAL SHALL BE COATED WITH BRUSH APPLIED ZINC-RICH PAINT COMPLYING WITH ASTM A780 (GALVACON OR `T: EQUIVALENT). SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF THE ARCHITECT/ENGINEER. -- to N BCRL t i i rir COPYRIGHT 2016 -BORA,INC.ALL RIGHTSRESERVED On 0 N SHEET N N U N CM S0 . 01 LI0 0 PRELIM' GENERAL SYMBOLS LEGEND WOOD / LIGHT GAUGE ABBREVIATIONS LIST INSPECTION SCHEDULE I.s4:�111 SYMBOLS LEGEND m d AB ANCHOR BOLT JBE JOIST BEARING ELEVATION Verification and Inspection Continuous Periodic Comment 2 a sil. ADDL ADDITIONAL ADJ ADJUSTABLE JNT JOINT JST JOIST Fabrication and Erection/Placement X See Note 12 / 11 S1.00 HOLDOWN } { OTHER WALL ABOVE AFF ABOVE FINISH FLOOR High Strength Bolts N/A Turn-of-nut method. See Note 13 AMPL AMPLITUDE K KIP (1,000 LBS) q se R ANCH ANCHOR KSF KIPS PER SQ FT Welding (structural) See Note 5 DETAIL BOX SHEET ARCH ARCHITECTURAL Complete and Partial Penetration Groove X " a ADDRESS NUMBER 7 4L L LENGTH (LONG) POST ABOVE k WALL BELOW g/ BOTTOM OF LB POUND Multi Pass fillet X r BF BRACED FRAME LF LINEAL FOOT _I Single Pass fillet > 5/16" X SECTION CALLOUT 0 BLDG BUILDING LGA LIGHT GAUGE W '1, k, ISI BLKG BLOCKING LL LIVE LOAD COw Single Pass fillet < 5/16 X See Note 4 a POST BELOW k BEARING WALL BM BEAM LLH LONG LEG HORIZONTAL Floor and Roof deck X See Note 4PCI BMU BRICK MASONRY UNIT LLV LONG LEG VERTICAL BOT BOTTOM LOC LOCATION Anchors and studs X See Note 4 MAY BE USED TO - - S - - - BRG BEARING LONGIT LONGITUDINAL Cold-formed steel N/A See Note 4 SEAL FURTHER IDENTIFY BSMT BASEMENT LSH LONG-SLOTTED HOLE Stairs and railingsystems N/A See Note 4 EXTENTS OF E JOIST HANGER _-__ SHEARWALL ABOVE BTWN BETWEEN Y ELEVATION MATL MATERIAL Welding (reinforcement) N/A See Note 9 C CAMBER MAX MAXIMUM ELEVATION CALLOUT CC CENTER TO CENTER MECH MECHANICAL Steel detailing and placement X SW-? CIP CAST IN PLACE MFR MANUFACTURE(R) Reinforcing placement X See Note 12 r +} /a BEAM SHEARWALL TYPE CJ CONSTRUCTION, MIN MINIMUM ;4°,4: a , a L , •----• CONTROL JOINT MISC MISCELLANEOUS Reinforcing welding See above > ( , CL CENTERLINE f. i 3 F` = Anchor bolts X 1 I CLR CLEAR NIC NOT IN CONTRACT L1J • r ' .j '' CMU CONCRETE MASONRY UNIT NO. NUMBER j Concrete sampling and test specimen preparation X 1 I I I JOIST COL COLUMN NOM NOMINAL - i' , • CONC CONCRETE NS NEAR SIDE U Concrete / shotcrete placement X t •����• I OR SHEARWALL CONN CONNECTION N-S NON-SHRINK 0 Concrete curing X ,` A CONST CONSTRUCTION NTS NOT TO SCALE v Prestressed N/A See Note 6f. S1.00 DRAG 7////// CONT CONTINUOUS NW NORMAL WEIGHT ' - CONNECTIONallk CONTR CONTRACTOR Precast erection X COORD COORDINATE OC ON CENTER SHEATHING SIDE DETAIL CALLOUT CP COMPLETE PENETRATION OD OUTSIDE DIAMETER Posttensioned X See Note 7 (l` ( CTR CENTER O.F. OUTSIDE FACE a Mortar proportions X CTRD CENTERED OPNG OPENING CY CUBIC YARD OPP OPPOSITE, } Mortar joints X ODB DIVIDER BEAM OPPOSITE HAND Block and reinforcing placement Z X See Note 12 O DBA DEFORMED BAR ANCHOR PAF POWDER ACTUATED 0 Reinforcing welding See above DBL DOUBLE FASTENER cc Grout placement X DE DECK EDGE PB POST BELOW CD DET DETAIL PEN PENETRATION Grout sampling and test specimen preparation X DIA DIAMETER PL PLATE; PROPERTY LINE Anchorages (incl. connection to other construction) X GRIDS DIAG DIAGONAL PLYWD PLYWOOD DKG DECKING PP PARTIAL PENETRATION INSPECTION SCHEDULE NOTES: h DN DOWN PSI POUNDS PER SQ IN Y WP A WP • WP DO DITTO PSF POUNDS PER SQ FT 1. ALL ITEMS MARKED WITH AND"X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY A REGISTERED SPECIAL INSPECTOR FROM AN APPROVED TESTING AGENCY. THE DWF DEFORMED WIRE FABRIC P-T PRESSURE-TREATED TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION RECORDS TO THE ARCHITECT, ENGINEER,AND DESIGN-BUILDER. THE TESTING AGENCY SHALL WORK POINTS DWG DRAWING P/T POST-TENSIONED NOTIFY DESIGN-BUILDER IMMEDIATELY OF ANY DISCREPANCIES THAT ARE FOUND. DWL DOWEL 2. ALL MANUFACTURER DESIGNED AND PREFABRICATED COMPONENTS SHALL CONFORM TO SPECIAL INSPECTION REQUIREMENTS OF CHAPTER 17 OF THE IBC AS DEFINED BY THE -1 - I_ /`//`//`�/�`/ R, r RADIUS REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR DESIGN. 1= ,1 I 1=1 I I- \� X EA EACH RD ROOF DRAIN 3. SPECIAL INSPECTIONS SHALL NOT BE REQUIRED WHERE THE FABRICATOR IS APPROVED IN ACCORDANCE WITH SECTION 1704.2.2 OF THE IBC. EE EACH END REF REFERENCE 4. PERIODIC SPECIAL INSPECTION IS ACCEPTABLE PROVIDED THE MATERIALS,WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF THE COMPACTED UNDISTURBED EF EACH FACE REINF REINFORCING WORK; PERIODIC INSPECTION ARE MADE OF THE WORK IN PROGRESS AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP EARTH EL ELEVATION REM REMAIN(DER) WELDING. ELECT ELECTRICAL READ REQUIRED 5. WELDING INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1 ELEV ELEVATOR RET RETURN 6. CONTINUOUS INSPECTION SHALL BE PERFORMED FOR APPLICATION OF PRESTRESSING FORCES AND GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE EMBED EMBEDMENT RO ROUGH OPENING RESISTING SYSTEM. /'^ ) - NORTH EN EDGE NAILING 7. PERIODIC INSPECTION SHALL BE PERFORMED FOR THE VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS AND PRIOR TO REMOVAL OF SHORES AND I- eD EOS EDGE OF SLAB SC SLIP CRITICAL FORMS FROM BEAMS AND STRUCTURAL SLABS. Z EQ EQUAL SCHED SCHEDULE 8. SPECIAL INSPECTIONS FOR SOILS SHALL BE DEFINED BY THE GEOTECHNICAL ENGINEER. EQUIP EQUIPMENT SE SLAB EDGE 9. PERIODIC INSPECTION OF REINFORCING WELDING IS ACCEPTABLE WHEN IT IS NOT RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,AND NOT ES EACH SIDE SECT SECTION USED FOR BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND NOT USED AS SHEAR REINFORCEMENT. Z EW EACH WAY SHT SHEET 10.LEVEL 1 SPECIAL INSPECTIONS. LEVEL 2 SPECIAL INSPECTIONS ARE REQUIRED FOR ESSENTIAL FACILITIES PER TABLE 1604.5 OF THE IBC. IN ADDITION TO LEVEL 1 SPECIAL w EX EXISTING SHTHG SHEATHING INSPECTIONS, LEVEL 2 SPECIAL INSPECTIONS REQUIRE CONTINUOUS INSPECTION OF THE GROUT SPACE PRIOR TO GROUTING AND ANCHORAGES. EXP EXPANSION SIM SIMILAR 11.NOTUSED. _ F- PROJECT NORTH SYMBOL EXT EXTERIOR SOG SLAB-ON-GRADE 12.VERIFICATION OF MATERIAL PROPERTIES, GRADE,TYPE AND SIZE IS REQUIRED. O Ey SP SPACE 13.PERIODIC INSPECTION IS PERMITTED WITH MATCHMARKING TECHNIQUES,THE DIRECT TENSION INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER(TWIST-OFF BOLT)METHOD. z LL FDN FOUNDATION SPCG SPACING 14.DESIGN-BUILDER TO PROVIDE A PLAN FOR COLD AND HOT WEATHER PLACEMENT OF CONCRETE OR MASONRY AND THE SPECIAL INSPECTOR IS TO PERFORM PERIODIC INSPECTION TO U O 1. FF FINISHED FLOOR SPEC SPECIFICATION PROVIDE VERIFICATION FOR THE NEED TO IMPLEMENT SUCH PLANS. Z LL T/SLAB i T/STL i T/STL FLG FLANGE SQ SQUARE EL '- " EL " EL_'-_" FLR FLOOR SS STAINLESS STEEL _ J FRMG FRAMING STD STANDARD 2 n/ (OPTIONAL) FS FAR SIDE STIFF STIFFENER DESIGN CRITERIA m O FT FEET STL STEEL Q AT FLOORS ALL OTHERS FTG FOOTING STRUCT STRUCTURAL FV FIELD VERIFY SW SHEARWALL STRUCTURAL DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE (IBC),2009 EDITION. II J TOP OF STRUCTURE SYM SYMMETRICAL CC i- GA GAUGE GRAVITY DESIGN LOADS: I- 0N N SLOPE GALV GALVANIZED T/ TOP OF ROOF LIVE 20 (psf) JO LL ? N cn / GOVT GOVERNMENT T&B TOP AND BOTTOM ROOF DEAD 17 (psf) I GR GRADE T&G TONGUE AND GROOVE SNOW: GROUND SNOW LOAD 25 (psf) D 0 O O SLOPE GWB GYPSUM WALLBOARD TEMP TEMPERATURE EXPOSURE C _I K 0 LLI THK THICK(NESS) IMPORTANCE FACTOR 1.0 0 0 oO HD HOLDOWN TRANS TRANSVERSE H Q HDR HEADER TYP TYPICAL LATERAL DESIGN LOADS: w 2 Z d HGR HANGER WIND: BASIC WIND SPEED 95 mph (3-sec gust) O Q Q oo Q HT HEIGHT UNO UNLESS NOTED EXPOSURE C J ^ r HORIZ HORIZONTAL OTHERWISE IMPORTANCE FACTOR 1.0 SEISMIC: SITE CLASS D REVISIONS IBC INTERNATIONAL VERT VERTICAL USE GROUP I EXTENTS OF SPAN BUILDING CODE DESIGN CATEGORY D ID INSIDE DIAMETER W/ WITH Ss 0.95 i I.F. INSIDE FACE W WIDE OR WIDTH Si 0.34 IN INCH WHS WELDED HEADED STUD IPORTANCE FACTOR 1.0 SPAN INT INTERIOR W/O WITHOUT R 3.5 WP WORK POINT TOTAL BASE SHEAR V=0.203W WWF WELDED WIRE FABRIC S2.01 SOIL: • SOIL DESIGN INFORMATION PER THE GEOTECHNICAL REPORT BY TERRACON DATED JULY 28,2011. ALLOWABLE SOIL BEARING PRESSURE EQUALS 3000 PSF(ON S2.02 COMPACTED STRUCTURAL GRAVEL FILL) ME U o MATCHLINE 12.23.16 0 o BCRA N0. 0 > 16194 m FLAG NOTE cn } ANNOTATION SYMBOLS 16194S-002.dwg c-i SHEET 1111E 0 0 0' LEGEND, ABBREVIATIONS LIST, E INSPECTION SCHEDULE, AND DESIGN CRITERIA E a BCRA ©COPYRIGHT 1016 -BCRA INC.ALL RIGHTS RESERVED CO o Sc N N (N U N 0 to S 0 . 02 15 ri a., 0 PRELIMINARY Oi IIS 111.111.l h Q 3 NOTES: 9ffi� QQ 1. SEE S0.01 AND 50.02 FOR STRUCTURAL GENERAL NOTES, SYMBOLS,ABBREVIATIONS,AND INSPECTION SCHEDULE. F 2. TOP OF SLAB ON GRADE TO MATCH EXISTING. n 3. SEE S4.01 FOR AND STEEL DETAILS. 4. REFER TO ARCHITECTURAL FOR A FULL LIST OF LANDLORD CONSTRUCTION REQUIREMENTS. 11; � CON) 1— c7i SEAL � P L ;:. :> a a 0 0 0 0 0 0 0 0 0 0 19V-0" / / 29'-6" / 20'-0" / 20'0" / 20'0" / 20'0" / 20'-0" / 20'-0" / 20'-0" / 29'-6" 0 \\ - o I ///f IA44 CO V NEW SOG I I I I I I I Iz j Q LLI EX COLS,TYP H NEW INT WALLS I QE_ _ z Ct -Er- 13- _ 0 z 0s J I I I I I I I I I VERIZON 1 m L.L.. J0 j' ill CL H IH Q 1 N N EX SOG 0 rn O 1- C0 7 CC 0 CC O O I I I I I I I I I I w 2 zd O Q -es, o 0 CCT REHSONS 0 \ IF rn EX WALLS,TYP Y x D mE 12.23.16 0 CD BMA NO. 16194 CID DEO EU al 161945-201.dwg o SHEET TIRE 0 cn FLOOR PLAN RETAIL BUILDING #1 E 0 c d NORTH FLOOR PLAN RETAIL BUILDING #1 cN A EDBORA SCALE: 1/8" = 1'-0" OCOPV0.IGHT 3018 -9LFq INC.PLl1UGM5 PE5ENVE0 a MT (N N N 0 0 1 0 ro S2 . 01 a_000 PRELIMINARY Y 1:at •� O N 3 NOTES: 1. SEE S0.01 AND S0.02 FOR STRUCTURAL GENERAL NOTES, SYMBOLS,ABBREVIATIONS,AND INSPECTION SCHEDULE. 2. REFER TO ARCHITECTURAL FOR A FULL LIST OF LANDLORD CONSTRUCTION REQUIREMENTS. : 1;-5 CO) : L) 1 PICI N 1 SEAL ?C r L�; i II e,),.\)(41.:\ Vic ft!“Ws<, d :74 13_., "_ d 0I. 0 0 0 0 0 0 0 0 it " 199'-0" / / / 29'-6" / 20'-0" / 20'-0" / 20'-0" 20'-0" / 20'-0" / 20'-0" / 20'-0" / 29'-6" / I I I I I I I I I I -- -- ELT - _� u - �� u u - L 1 1 u I I I I I I I n 11 II P c_v 17 J L_x_, * I "A" I I I I I I I n 1 1 I IrZ9 1 m N 1 1 Z w al L. I I I I I I I H- o Et Q I — — — — - - - - - - - ° - z O tf � 13- 1 Z VERIZON J 3� I I I I I I I x x- - - }� I m J 0. 1 W x F i_ 0 co :3 I I I 4 I D a) LN MECH UNIT PER MECH - O OOZ Jin QD EX ROOF FRMG,TYP F— I I I I I I o w 2 Zco d O Q Q o CC Ir - 0 ° -�-1 REIASIOKS t. WE 0 J 12.23.16 0 cD ar(A N0. 16194 m ono FIE 161945-202.dwg 0 9EET 1TIIE N V) ROOF PLAN cn RETAIL BUILDING #1 hiE 0 c NORTH A ROOF PLAN RETAIL BUILDING #1 c7ciI SCALE: 1/8" = 1'-0" O BCI COPYRIGHT 3"1E -SORE.INL.PLL RIGHTS RESERVED N �� N N U N ( O cu S2 . 02 0 en PRELIMINARY 0 CO 0 0 0 0 :_ 10,1 g NOTES: $ 1. SEE S0.01 AND S0.02 FOR STRUCTURAL GENERAL NOTES, SYMBOLS, ~ ABBREVIATIONS,AND INSPECTION , 1 g SCHEDULE. 2. TOP OF SLAB ON GRADE TO MATCH I I L5 20'-0" 29'-6" EXISTING. 20'-0" 29'-6" 23 us / / / 3. SEE S4.01 FOR DETAILS. / / / 4. REFER TO ARCHITECTURAL FOR A FULL (......) 1 "a^o LIST OF LANDLORD CONSTRUCTION 2 REQUIREMENTS. I R 1- N SEAL M 4.0 ITYP O - - - - - - - — — I — J 1 LJ I 77 P. , I (3)800S162-43 AT SPCC SEE J/S4.01 FOR STRAP fit41.!\\ff:tbi :, i TO MATCH TANK DIMS, TO WALL CONNPROVIDE BLKG @ WATER HEATER 48"OC MINTANK PER MECH I— a� J I 3 f . . Al 4 SEE F/•4.01 FOR MECH t• C 17 UNIT F• •MING SUPPORT , a, f rill( /// 1 1/8" PLYWD I I I I I I I I I I I I I I I I I I I I I it I Y * * -- ZoI PROVIDE 44x6"DWL @ 18"0C, I EMBED 3"W/ HILTI HIT HY200 --- J EPDXY OR EQUIVALENT,TYP © MAXIM M POINT LOAD ,.0 OF 1,010 LBS AT EA * NEW 4 1/2"SLAB ON GRADE I W/#4 @ 18"OC EW AT MID ) MAXIM M SIZE 10 TON DEPTH,TYP RESTROOM CEILING FRMG MECH NIT PER MECH P sL\----) I I I [ I L EX FR G,TYP '��'////•••���� Z d CO Z NEW INT WALLS PER ARCH Q TILr) Lo _ w 1 ( B I \ ❑ 0 \ E] __ riLJ I J z H I I I Z O zLL _ Y J_ 2 LJ_n/ 00 EX 4 1/2" SLAB ON GRADE,TYP * / SEE F/S4.0 ! FOR MECH I J O // UNIT FRAM G SUPPORT w 1 II— pcn2 o0, = n I I I I I oZ 0 11- 007 * i— I— I: 0 0 0 -- -- w Z o Q I I I � � J � � n 4 Ln en N N MAXIMUM 'DINT LOAD Rohs OF1,000L:• ATEA * MAXIMUM -IZE 10 TON I MECH UNIT PER MECH I I I I I . _ DATE 0 12.23.16 0 BORA ND. I I 16194 In COD ME 16194S-211.dwg sat mU 0 y \ f r - - L � I - — — — — — — I — O — \ \ —T I �� I — — — , ENLARGED FLOOR PLAN .. — r -I_ AND 0- LJ N E ENLARGED ROOF PLAN iT I I I I I I VERIZON E R R /•^` Qr— O COPYRIGHT 2016 -&GRA INC ALL RIGHTS RESERVED In b SHEET CV cNi NORTH NORTH N N A ENLARGED FLOOR PLAN - VERIZON B ENLARGED ROOF PLAN - VERIZON i o E, 43 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" S2 . 11 N 0 cm PRELIMINARY I (11:s.:s1 83/4"x1 1/2" KEYED JOINT PROVIDE BOND NBREAKER AT JOINT g0, SLAB ON GRADE E2 3 MECH CURB PER MFR rill nREINFORCINGPER -__ __-- ct a R Ls 1/g PLAN, NOTE 4 la 11=1 A 1/8 NOTE 1 n JST PER PLANI - - THICKENED SLAB EDGE Cm) ,4 ce 2255/256" PER TYPICAL DETAILS VAPOR BARRIER r e MAX PER ARCH .o a \PCONSTRUCTION JOINT PICIg ---\ CL CL `- `ZI JO ST JO ST SAW CUT 1/3 SLAB DEPTH SEK \ 3/16 OP- PL 1/4x3x0'-6" ---- - 1/2" SLAB ON GRADE _ _ yi ! MAX 3/16 ANGLE PER PLAN III=III=I I Sc ' a UNIT PER VERT LEG REINF / REINFORCING =� I _ I _ rl,r a I,Lce o MECH PER G-S4.01 ! PER PLAN NOTE 1 � - � , � � k:\® VAPOR BARRIER PER ARCH CONTROL JOINT .1/..< � 4 \ 7 NOTES: i 7 SECTION A-A 1. NATIVE SOIL OR FILL PREPARED AND COMPACTED PER SPECIFICATIONS. 2. REINFORCE SLABS-ON-GRADE UP TO 4 1/2"THICK WITH#4 18"OC, EACH WAY,AT MID-DEPTH. MECHANICAL FRAMING TO JOIST CONNECTION @ � , . F Ott 3. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN THE SLAB-ON-GRADE AT 12'-0" MAXIMUM SPACING EACH WAY. SPACING BETWEEN CONSTRUCTION JOINTS SHALL BE 50'-0" MAXIMUM.JOINTS SHALL BE PROVIDED 6r,0 SUCH THAT THE RATIOS OF THE SIDES OF THE SLAB PANELS DO NOT EXCEED 2 TO 1. 4. AT THE CONDITION WHERE DOWEL BARS EXTENDING FROM EXISTING SLAB DO NOT EXIST, PROVIDE#6 Ili **) 1 I SMOOTH DOWEL @ 18"OC, GREASE END AND EMBED 6" INTO EXISTING SLAB. DIAMOND DOWEL PLATE IS AN ACCEPTABLE ALTERNATIVE. TYPICAL DETAIL D SLAB ON GRADE SCALE: NTS � I I I I I I I I I I I I GENERAL CONTRACTOR TO PROVIDE I 1/8 AND INSTALL FIELD STRUT(L2x2x3/16) TOP CHORD PANEL 1/8 > EACH SIDE OF JOIST AT ALL / I I ANGLE PER PLAN LOCATIONS WHERE LOAD DOES NOT OCCUR WITHIN OF / TED 3"OR I I r A PANEL POINT. INSTALL ANGLE WITH GREATER rr^^ ONE END AT LOCATION OF LOAD AND CONCENTRATED l vJ -- OTHER END AT A PANEL POINT ON LOAD+II H I THE OPPOSITE CHORD, TYP Z I I I illw I IHL Z I I 3/16 • w L5x5x5/16, TYP PL 1/4x3x0'-6" 11" H I I 3/16 / O L.L I I ? I Z — ` - - - - - - - - - - - - - - SECTION B-B Z O MECHANICAL FRAMING TO JOIST CONNECTION / �/ — _ — m LL 3/16 \ 1 1/2 / LiDC;3/16 11/2 I- 0a) `Al -J NOTES: I- D °' 1. SEE G/S4.01 FOR JOIST WEB REINFORCEMENT AT CONCENTRATED LOAD. O Og O w CD Lt 111 re ADDING VERTICAL LEG TO JOIST O ADDING VERTICAL LEG TO JOIST W 2 Z d � ¢ Qc SCALE: NTS SCALE: NTS J F REVISIONS PLYWD PER PLAN EX COLD-FORMED STUD CL STEMWALL "—"—"—"—"—"—"—"— BEYOND SOU TRACK GATMATCH ii-f- raWAii-n a-IM A / 12" / STUD WALL MAX ,� 1J�6 PER EX DWL.AT PLAN CONDITION WHERE WEBS STIFF AT BRG ir iv EX VENEERN-- - - - IDWL IS NOT EXISTING, JST PER PLAN � � iIPROVIDE#4x1'-0" DWL,z\ EMBED 4" MIN INTO ¢ w - 0.071"SHEET PER STEMWALL W/HILTI • z ao FASTENED TO PLAN I I HIT HY200 EPDXY a� 'oit TOP TRACK o J// EACH CELL ALL I 12.23.16 _J w NEW SLAB ON E\ \ AROUND I GRADE PER PLAN BCRA NO m \ / T/SLAB - - �� BLKG ES OF JST lir 16194 I • aoo Fl1E 3 \ / 16194S-401.dwg a - w I SIC 7111E cr, I /%\ > 1 TYPICAL CONCRETE 1 I AND STEEL DETAILS / \ ,r,T/FTG - - - - E Y I #4x BAR Pi \ C I N jy ..02C-,,,,,,,,,... IIIIIII STUD TO ALIGN E WALL STRAP W/CEILING JST �� I WATER TANK TANK TO WALL - ,—, PER MECH - iik SHEET T _` EX FTG ©C OWGGHT 3016 -BCRq INGPLL RIGXIS RESERVED 4111,1- 04 N U N E o tt TYPICAL DETAIL FOR S4 . 01 WATER HEATER TANK TO WALL CONNECTION CEILING FRAMING CONNECTION OPENINGS UP TO 12" PERPENDICULAR TO DECK CONTINUOUS FOOTING SCALE: 1" = 1'-0" SCALE: 3" = 1'-0" SCALE: NTS SCALE: 1 1/2" = 1'-0" PRELIMINARY