Plans (2) BUP201 500MM00048
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STRUCTURAL ABBREVIATIONS STRUCTURAL DRAWING SYMBOLS STRUCTURAL NOTES: rKur
GENERAL FOOTINGSG
AB ANCHOR BOLT THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK FOUNDATION CRITERIA MAR 3 2015
ADDL ADDITIONAL NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD CONTRACTOR SHALL 'VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARYTABLE 2 CITY (!)f=FleARE) 16
AFF ABOVE FINISH FLOOR ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% OF REQUIRED STRUCTURAL SPECIAL INSPECTICMILLMICA DIVISIGN
ALT ALTERNATE 1 SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND INSPECTION .0 OREGON
ARCH ARCHITECTURAL DETAIL REFERENCE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND MATERIALS, ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION
ATR ALL THREAD ROD S1.01 FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL. COMPACTED CODE or FREQUENCY
BLDG BUILDING THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN SYSTEM or MATERIAL IBC CODE STANDARD REMARKS 23,
BLKG BLOCKING DURING CONSTRUCTION. APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE REFERENCE REFERENCE Cont Periodic • AL
BM BEAM FOOT(PSF). FABRICATORS JEXPIRES: 12 -31 -20151
BN BOUNDARY NAIL 1 A DETAIL SECTION CUT THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS SPECIAL INSPECTION IS REQUIRED
BOF BOTTOM OF FOOTING �S_ -"01 OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONCRETE FOR STRUCTURAL LOAD-BEARING
BOT BOTTOM CONSTRUCTION LOADS.ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE FABRICATORS 1704.2.5 X MEMBERS AND ASSEMBLIES COPYRIGHT 2015
BRNG BEARING EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY INSTITUTE,ACI 318 AND IBC CHAPTER 19. Miller Consulting Engineers, Inc.
BSMT BASEMENT DURING CONSTRUCTION. THE CONTRACTOR SHALL,AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED FABRICATED ON THE PREMISES OF
BTWN BETWEEN BUILDING OR WALL PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. ALL CONCRETE SHALL I CONCRETE A FABRICATORS SHOP.
C CAMBER SECTION CUT AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL HAVE A MAXIMUM WIC RATIO = 0.45, EXCEPT FOOTINGS SHALL BE A MAXIMUM OF 0.50. ALL EXTERIOR "TOLERANCES AND REINFORCING
CIP CAST IN PLACE ��-o 1 INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A CONCRETE SLABS SHALL HAVE 5% +/-1%AIR ENTRAINMENT.ALL CONCRETE WITH REINFORCEMENT SHALL PLACEMENT PER ACI 7.5;SPACING
Ci CONTROL OR CONSTRUCTION JOINT WORKMANLIKE MANNER AT THE CONTRACTORS EXPENSE. HAVE NO CHLORINE OR CHLORIDES. REINFORCING STEEL AND 1705.3 ACI 318:3.5 LIMITS FOR REINFORCING ACI 7.6 CAAlk
Cip COMPLETE JOINT PENETRATION PRESTRESSING TENDON 1910.4 ACI 318:7.1-7.7 X PROTECTION OF REINFORCEMENT
CL CENTERLINE ELEVATION OF WALL THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL PLACEMENT 1901.3.2 PER ACI 7.7
CLG CEILING PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE. CONDUITS
CLR CLEAR S1,01 OR FRAME AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ONE THIRD OF THE THICKNESS
CMU CONCRETE MASONRY UNIT ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PLACEMENT OF BOLTS
COL COLUMN OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL INSTALLED IN CONCRETE TABLE ACI 318:1.3.2.0
CONC CONCRETE ENGINEER'SREVISION ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE WHERE ALLOWABLE LOADS 17053 ACI 318:8.1.3 M I L L E R
CONN CONNECTION SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 11.6.9. HAVE BEEN INCREASED OR 1908'5 ACI 318:21.1.8 X ALL BOLTS VISUALLY INSPECTED
CONST CONSTRUCTION A# NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE WHERE STRENGTH DESIGN 1909.1 ACI 318- C 0 N S U L T I N G
CONT CONTINUOUS SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND REINFORCING STEEL IS USED APPENDIX D
DBA DEFORMED BAR ANCHOR WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60. ALL E N G IN E E R S
DBL DOUBLE 1 REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706.ALL WELDED WIRE FABRIC SHALL CONFORM TO TABLE
DFIL DOUGLAS FIR-LARCH FIELD VERIFICATION ASTM A185. 1705.3
DIA DIAMETER GRID LINES CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS TO CONFIRM NO OBSTRUCTIONS TO CRANE OPERATIONS. VERIFYING USE OF 1904 ACI 318:
CHAPTER 4 X 9570 SW Barbur Blvd
DIAG DIAGONAL CONTRACTOR TO FIELD VERIFY ALL FOUNDATION CONDITIONS TO CONFIRM CRANE FOOTINGS DO NOT UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3" FROM EARTH AND 2" FROM FORMED REQUIRED MIX DESIGN(S) 19042
ACI 318:5.2-5.4 Suite One Hundred
DIST DISTANCE IMPACT EXISTING BUILDING FOOTINGS OR OTHER STRUCTURES. SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR 1910.2
DL DEAD LOAD i BENDS. FOR ALL CORNERS WITH#5 REINFORCING STEEL AND SMALLER, PROVIDE 2'-6-X 2'-6-REINFORCING 1910.3 Portland, OR 97219
DN DOWN TEMPORARY SHORING STEEL OF SAME SIZE AND SPACING AS HORIZONTAL BARS. PROVIDE ONE #4 X 4'-W DIAGONALLY AT EACH TABLE ACI 318: 1.3.2.D Phone 503.246.1250
DTL DETAIL WHEREVER SHORING IS REQUIRED,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A RE-ENTRANT CORNER IN SLABS.ALL REBAR DOWELS TO BE SET IN PLACE PRIOR TO PLACING CONCRETE. CONCRETE PLACEMENT 1705.3 ACI 318:5.9-5.10 X Fax 503.246.1395
DWG DRAWING ROTATE VIEW SYMBOL SHORING SYSTEM THAT PREVENTS SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND I www.miller-se.com
(E) EXISTING PROTECTS PERSONNEL,THE PUBLIC,AND THE BUILDING,SUPPORTING STREETS,WALKWAYS,UTILITIES, CONTINUE HORIZONTAL WALL REINFORCING THROUGH PILASTERS, COLUMNS AND INTERSECTING WALLS. STEEL
EA EACH IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING PROVIDE A MINIMUM OF ONE#5 X 5-W FOR SINGLE LAYER REINFORCING AND TWO#5 X 5'-0* FOR DOUBLE AISC 360 A3.3
EF EACH FACE CONSTRUCTION,AS REQUIRED.THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT LAYER REINFORCING DIAGONALLY CENTERED AT EACH CORNER OF ALL WALL OPENINGS. ADDITIONALLY, AISC 360 N 3.2
EL ELEVATION N OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED, PROVIDE A MINIMUM OF ONE #5 FOR SINGLE LAYER REINFORCING AND TWO #5 FOR DOUBLE LAYER MATERIAL VERIFICATION OF ASTM U)
EN EDGE NAIL REINFORCING ON ALL SIDES OF OPENING EXTENDING A MINIMUM OF 2'-6"BEYOND THE OPENING. BOLTS, STANDARDS X MANUFACTURERS CERTIFIED TEST
HIGH-STRENGTH
EOR ENGINEER OF RECORD BUILDING CODE NUTS,AND WASHERS SPECIFIED IN REPORTS w
EQ EQUAL ALL PHASES OF THE WORK SHALL CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE, BASED USE MINIMUM 30'LAP FOR#4 BAR AND SMALLER UNLESS NOTED OTHERWISE (UNO). USE MINIMUM 36- LAP CONSTRUCTION
NORTH ARROW
EW EACH WAY ON THE 2012 INTERNATIONAL BUILDING CODE (IBC), INCLUDING ALL REFERENCE STANDARDS, UNLESS FOR#5 BAR UNO. DOCUMENTS z
EXT EXTERIOR NOTED OTHERWISE. RCSC 2.1
FF FINISH FLOOR ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS, PLASTIC CHAIRS RCSC
FN FIELD NAIL SPECIAL INSPECTION I STRUCTURAL OBSERVATION OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1, AND SPECIFICATION
FLR FLOOR SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704. THE SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. REINFORCING STEEL SHALL BE FOR
FDN FOUNDATION TOS CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION. IT IS DETAILED IN ACCORDANCE WITH THE 'ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED SNUG-TIGHT JOINT STRUCTURAL
FT FEET EL. 100'-0" REFERENCE ELEVATION THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING BY A QUALIFIED THIRD CONCRETE STRUCTURES,-ACI 315. HIGH-STRENGTH BOLT 1705.2.1.1 JOINTS USING X ALL CONNECTIONS INSPECTED AND
FTG FOOTING PARTY,SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER. INSTALLATION ASTM A325 OR VERIFIED SNUG
GA GAUGE CONCRETE ANCHORS A490 BOLTS
GALV GALVANIZED REFERENCE THE SPECIAL INSPECTION TABLE ON SHEET 50.01 FOR ITEMS REQUIRING SPECIAL ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING SECTION 9
GLB GLUE LAMINATED BEAM INSPECTION,TESTING,AND STRUCTURAL OBSERVATION. CONCRETE(WET-SETTING OF ANCHOR BOLTS IS NOT PERMITTED). AISC 360, 11
GWB GYPSUM WALL BOARD SURFACE-STEPPED SECTION M2.5
HDG HOT-DIP GALVANIZED SHOP DRAWINGSISUBM[TTALS STRUCTURAL STEEL ASTM A6
HDR HEADER SHOP DRAWINGS FOR SPECIFIC PRODUCTS GENERATED BY SUPPLIER SHALL BE SUBMITTED FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATION ASTM
HF HEM-FIR ITEMS NOTED IN THE SUBMITTAL SCHEDULE. DRAWINGS SHALL BE TO SCALE AND ACCURATELY INDICATE FOR STRUCTURAL STEEL BUILDINGS(AISC 360-10). STANDARDS
HT HEIGHT SURFACE-SLOPE UP ALL PERTINENT ASPECTS OF THE ITEM(S)AND METHOD OF CONNECTION TO THE WORK. SHOP DRAWINGS MATERIAL VERIFICATION OF 1705.2.1 SPECIFIED IN
HORIZ HORIZONTAL Sk4ALL INDICATE ERECTION AND TEMPORARY BRACING INFORMATION FOR CONTRACTORS USE. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIALSTRUCTURAL STEEL 22O3.1 CONSTRUCTION X CERTIFIED MILL TEST REPORTS
HSA HEADED STUD ANCHOR DOCUMENTS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR STANDARDS: TABLE 41705.2 DOCUMENTS 00
HSS HOLLOW STRUCTURAL SECTION SURFACE-SLOPE DOWN THE SEAL AND SIGNATURE OF A LICENSED ENGINEER REGISTERED IN THE STATE THAT THE PROJECT IS AISC 360 N3.2
ID INSIDE DIAMETER BEING CONSTRUCTED. W-SECTIONS: ASTM A992, FY=50 KSI AISC 360 A3.1
IN INCH RECTANGULAR HSS: ASTM A500, GRADE B, FY=46 KSI AISC 360 M5.5"
SINGLE PASS FILLET WELDS z
INT INTERIOR CONTRACTOR SHALL REVIEW AND MODIFY THE SUBMITTAL AS REQUIRED FOR CONFORMANCE WITH DATE ALL OTHER SECTIONS AND PLATES: ASTM A36 AWS D1.1 ALL WELDS VISUALLY INSPECTED >_
JST JOIST SURFACE-SLOPE AND SIGNATURE ON ALL SETS OF DOCUMENTS PRIOR TO SUBMITTAL TO THE ENGINEER.SCHEDULE LESS THAN OR EQUAL TO TABLE 1705.2 SECTION 6 X PER AWS D1.16.9 5/16" 0
JT JOINT TWO DIRECTIONS SUBMITTALS TO ALLOW SUFFICIENT TIME FOR REVIEW AND POSSIBLE RE-SUBMITTAL. UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A325 AND ALL ANCHOR RODS TO BE SAE GRADE 5, AISC 360 N3.2 w
K KIP(S) WITH MATCHING NUTS. UNLESS CONNECTION IS NOTED AS SLIP-CRITICAL OR PRETENSIONED, NUTS SHALL AISC 360 A3.4 Z U)
KSI KIPS PER SQUARE INCH DESIGN LOADS BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS LU
L ANGLE BEAM MOMENT CONNECTION LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. FOR SLIP-CRITICAL AND PRETENSIONED MATERIAL VERIFICATION OF ASTM MANUFACTURER'S CERTIFIED TEST U-) -r U
LLH LONG LEG HORIZONTAL FA -SEE PLAN FOR DETAILS INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS. THE FOLLOWING ARE THE DESIGN CONNECTIONS, INSTALLATION OF FASTENERS SHALL BE PER RCSC SECTION 8.2. ANCHOR BOLTS AND STANDARDS X REPORTS z z
LLV LONG LEG VERTICAL REQUIREMENTS: THREADED RODS SPECIFIED IN LU 0
CONSTRUCTION 06 > 0
LONG LONGITUDINAL DRAG STRUT CONNECTION ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED DOCUMENTS 06 W < LU
LVL LAMINATED VENEER LUMBER H -SEE PLAN FOR DETAILS STRUCTURAL DESIGN CRITERIA IN CONCRETE. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL EXPOSED STRUCTURAL VERIFYING USE OF PROPER COPY OF WELDING PROCEDURE m fl�
LWC LIGHT WEIGHT CONCRETE RISK CATEGORY STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT,COLOR BY OWNER. AISC 360 N3.2 Z Z Z 0
MAX MAXIMUM 1 11 WPSIS SPECIFICATIONS CV
MIN MINIMUM DESIGN DEAD LOADS ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY(AWS)D1.1 USING E70XX ELECTRODES. VERIFYING WELDER AND < F,
MIR MIRROR DECKING SPAN DIRECTION 5 TON CRANE WEIGHT 3636 LBS WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN WELDING INSPECTOR 1705.2.2.1 X COPY OF QUALIFICATION CARDS 0 w of �: dJl
NIC NOT IN CONTRACT 5 TON HOIST WEIGHT 364 LBS INSTITUTE OF STEEL CONSTRUCTION(AISC).WELDING SHALL BE PERFORMED BY AWS CERTIFIED QUALIFICATIONS U)
3 TON CRANE WEIGHT 2746 LBS 0 F_
NOM NOMINAL WELDERS FOR WELD TYPES SPECIFIED.WHERE WELD LENGTHS ARE NOT SHOWN,THE WELD SHALL BEU-) X
NTE NOT TO EXCEED DENOTES No.OF 3 TON HOIST WEIGHT 254 LBS FULL LENGTH OF MEMBERS BEING JOINED.ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE 0 U) CD 0
NTS NOT TO SCALE SHEAR STUDS MEMBER BEING WELDED. D
(N) NEW W21 x44(10) DESIGN LIVE LOAD
OC ON CENTER5 TON CRANE LIFT 10,000 LB
OD OUTSIDE DIAMETER C=I* 5 TON CRANE WHEEL LOAD 5573 LBS/WHEEL CM OF TIGAltD
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OPP OPPOSITE 5 TON CRANE VERTICAL IMPACT LOAD 1523 LBS/WHEEL THE RUNWAY AND RELATED SUPPORT VIEWED FOR CODE COMPLIANCE- DRAWN BY:
OWJ OPEN WEB JOIST DENOTES BEAM 5 TON CRANE RUNWAY LOAD(LONG. CHECKED BY:
CAMBER STRUCTURE IS DESIGNED TO MEET CMAA
PAF POWDER ACTUATED FASTENER TRACTIVE) 557 LBS/WHEEL 70 CRANE CLASSIFICATION TYPE 'C' USE. Appmve&- tLj-' PROJECT NO: 150119
PERP PERPENDICULAR DENOTES PLYWOOD 5 TON CRANE RUNWAY LOAD 518 LBSNVHEEL DESIGN IS BASED ON 500,000 CYCLES. OTCsPROJECT
DATE: 02.23.2015
pip PARTIAL JOINT PENETRATION SHEAR PANEL TYPE (TRANSVERSE)
PL PLATE (SEE SCHEDULE) 3 TON CRANE LIFT 6,000 LB Permit P70 ZQ22.4,la
PSI POUNDS PER SQUARE INCH 3 TON CRANE WHEEL3814 LBS/WHEEL Address: A(_
PSF POUNDS PER SQUARE FOOT DENOTES HOLDOWN LOAD
PT PRESSURE TREATED TYPE(SEE SCHEDULE) 3 TON CRANE VERTICAL IMPACT LOAD 953 LBS/WHEEL Suite#:
3 TON CRANE RUNWAY LOAD(LONG. PROJECT SCOPEz
QTY QUANTITY TRACTIVE) 381 LBS/WHEEL Br. Dattwo Jt5_ 0
RAD RADIUS S DENOTES THE SCOPE OF THESE DRAWINGS INCLUDE (2) RUNWAY SYSTEMS. THE YSYSTEM4S.--,,,
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REF REFERENCE H HOLDOWN STRAP 3 TON CRANE RUNWAY LOAD 313 LBSNVHEEL INTENDED TO CARY(2)3 TON CRANES AND(1)5 TON CRANES. THE WEST RUNWA Y IS IkTEN-D-E_D_ _TO CARRY 1-4-�;.-r
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REV REVISED,REVISION DENOTES PLYWOOD 6��x I $--
SC SLIP CRITICAL IMPORTANCE FACTOR IE=1.0
SHEARWALL APPROVED PLANS
SHT SHEET SPECTRAL RESPONSE ACCELERATIONS SS='0.971, S1 0.421 INCLUDE UN-ATFACRE03
SHT'G SHEATHING SITE CLASS D 0 C--4m F__q SPECIPICATION BOOK
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SPECTRAL RESPONSE COEFFICIENTS SDS=0.719, SDI =0.443 -%,eMUCTURALCALCS
Sim SIMILAR DENOTES HOLDOWN W/ 3 p- S--':- Tzn in 3 GEOTECH REPORT w
SMS SHEET METAL SCREW ANCHOR ROD(AS OCCURS) SEISMIC DESIGN CATEGORY D ❑
SOG SLAB ON GRADE LONGITUDINAL SEISMIC FORCE RESISTING MISC DOCUMENTS
SQ SQUARE SYSTEM BRACED STEEL FRAMES-NON BUILDING
SS STAINLESS STEEL TRANSVERSE SEISMIC FORCE RESISTING
STD STANDARD SYSTEM CANTILEVERED COLUMN-NON BUILDING
STRUCTURAL DRAWING INDEX
STIL STEEL SEISMIC RESPONSE COEFFICIENT Cs 0.48(TRANS.) ❑ Structur Vazx.-�j SO.01: STRUCTURAL NOTES
T&B TOP AND BOTTOM Cs 0.24(LONG.) 0 SPECIAL INSPECTION TABLES L
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TOC TOP OF CONCRETE '"" ` `-"`'
RESPONSE MODIFICATION FACTORS R=3.0(LONG.)
TOS TOP OF STEEL OMEGA= 1.551.01: BRIDGE CRANE PLAN STRUCTURAL NOTES
TOF TOP OF FOOTING ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE [3 SPT-,Ar;;'E 04 F!r-3-R 6 Z:!:5.s421_3 Vel.303 S1.02: EAST BRIDGE CRANE SECTIONS
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