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SYMBOLS LEGEND GENERAL NOTES
SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION GENERAL NOTES o- op �'
WINDOW WASHING DAVIT EP1 EMBED PLATE STEEL BEAM
XXk BEAM SIZE [XX] SHEAR STUD QUANTITY
XXk 1) GENERAL: 10/12/17
GRID LINES D
T IA)ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO 'ENGINEER' MEAN THE STRUCTURAL
qi 0
0 FALL PROTECTION TIE-BACK Cl CONCRETE COLUMN ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS "CONTRACTOR'S ENGINEER",
MECH UNIT (XX.Xk = MECH B1 CONCRETE BEAM "MECHANICAL ENGINEER", ETC.
- SECTION OR c=X" (XXX'XX")
X DETAIL CUT w UNIT OPERATING WEIGHT J1 CONCRETE JOIST ULTIMATE BM REACTION CAMBER INCHES
XX IN KIPS INCLUDING INERTIA OWS ONE-WAY CONCRETE SLAB (INCHES) 1 B)THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL
USING LRFD LOAD EL OF T/STEEL REQUIREMENTS. 'a. ' .
SHEET NUMBER -® BASE) TWS TWO-WAY CONCRETE SLAB COMBINATIONS (KIPS)
® EXTENT OF CONCRETE PAD SR1 STUD RAIL FULL HEIGHT SHEAR CONNECTION, SEE [8/Z5.01] 1C)UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING WIUTILITIES
/X �� ELEVATION CUT 111 II OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.
PAD THICKNESS YW1 WALLS, Y = (F)ND, (C)IP CONC, MOMENT CONNECTION, SEE [11/Z5.01]
E XX_____ E(P)RECAST, (M)AS, (R)ETAINING, DESIGN AXIAL DRAG FORCE OR DETAIL II .■ ,SHEET NUMBER
111 PENETRATION THRU CIP CONC (S)HEARWALL • XXk 1D)STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS
�— AXIAL DRAG CONNECTION, SEE [8125.01] DIMENSIONED OTHERWISE. III II ■ U
iil XXX'-XX" STRUCTURAL MEMBER THE FOLLOWING SECTION IS INTENDED TO ADDRESS UNKNOWN CONDITIONS IN REMODELS AND
ELEVATION CALLOUT SLAB TYPE ADDITIONS TO EXISTING BUILDINGS. U i 1111 WI
I 1 I STRUCTURAL MAS WALL /--- SLAB THICKNESS BRACING ABOVE LEVEL 2) EXISTING STRUCTURES:
X DRAWING REVISION CONTROL JOINT OWSXXA TYPE Y 4 BRACING BELOW LEVEL 2A)CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE
NUMBER CAST-IN-PLACE CONCRETE XXX'-XX" ` SPAN DIRECTION (IF ONE-WAY) DECK TYPE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. !` A /-
0 CURRENT REVISION CLOUD PRECAST CONCRETE T/SLAB -� ABOVE DECK CONCRETE THICKNESS V =
2VLIX.XXA 2B DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT _ . __. - __ _
OVERFRAMING NUMBER OF BARS ADDED IN STRIP XXX'-XX" TYPE NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE l 1.X.J H � h
WELDED-WIRE REINFORCEMENT ..../ - BAR SIZE ` — DECK SPAN DIRECTION ARCHITECT IN WRITING OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:
(n)#bTx - SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN ARCHITECT S
SYMBOL DESCRIPTION - ADDITIONAL REINFORCING T/SLAB AT SLAB-ON-DECK
ROUGHENED SURFACE, SLAB TYPE (n)#bBx - DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS 2901 Blake Street, Suite 100
INTENTIONALLY ROUGHEN TO 1/4" /-- SLAB THICKNESS LOC IN SLAB, SEE [ ] - CONDITIONS OF INSTABILITY OR LACK OF SUPPORT Denver Denver, Co 80205
AMPLITUDE, UNO SOGXXA TYPE SYMBOL DESCRIPTION SYMBOL DESCRIPTION - ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD 303.861.8555
XXX'-XX"— T/SLAB /� Consultant
<1_1> SERVICE LOAD PROVIDED FOR v EXISTING GRID LINES EXISTING WIDE LINE 2C)PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.
SPECIALTY DESIGNER F1 — FTG MARK (SF = STRIP FTG) \/ MARTIN/MARTIN
2D)CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTING CONSULTING ENGINEERS
STEP XX'-X"- T/FTG EL
12499 WEST COLFAX AVENUE,LAKEWOOD,COLORADO 80215
EXISTING MEDIUM LINE MAIN 303.431.6100 MARTINMARTIN.COM
DRILLED PIER DIAMETER IN INCHES
\\\\ SLOPE -/ PENETRATION INTO BEDROCK IN FEET EXISTING FRAMING (HALFTONE) 2E)CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE
DPXXA-XX'" CONSTRUCTION SCHEDULE.
TYPE EXISTING THIN LINE
0 KEY NOTE XX'-X"- __
T/DRILLED PIER ELEVATION 2F) SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS THROUGH EXISTING STRUCTURE AND
PD 1- PIER DOWELS NEW FRAMING SECURE APPROVAL PRIOR TO CUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND
SUBGRADE DPC1 _` EXISTING HIDDEN LINE SIZE OF PROPOSED OPENING.
DRILLED PIER CAP (IF PRESENT)
D CXX-- COLUMN SIZE OR FORM SAVER 1/ :)-X BASE PLATE TYPE MARK X'-XX" DIMENSIONS TO EXISTING STRUCTURE, — (E) TEXT EXISTING TEXT - OPAQUE 3A)DO NOT3) USE OF SCALEDRAWINGS.NGS: D
NOTES: FIELD VERIFY (ITALICS)
1. ITEMS NOT DESIGNED BY M/M ARE SHOWN HALFTONED, *— (E) TEXT EXISTING TEXT - OPAQUE W/ DOT 3B)WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS,
2. ITEMS INCLUDE: YW1 WALLS, Y = (F)ND, (C)IP CONC, X'-XX" THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE
- EXISTING CONSTRUCTION (P)RECAST, (M)AS, (R)ETAINING, DIMENSIONS TO FOR NEW STRUCTURE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR
- PERFORMANCE SPECIFIED ITEMS (STAIRS, RAILINGS, ETC.) CIP CONC (S)HEARWALL CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR
ABBREVIATIONS DESIGN CRITERIA WORK ELSEWHERE ON THE PROJECT.
POST-INSTALLED ANCHOR NOTES Qp0 REG/si<`
4) TEMPORARY CONDITIONS: �'i°� 1" i'!6"..4 °�FO1 11
4A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS ,i0•°\-\
;°�Q �� #1
/ Per (E) or L Lenght or Live Load QTY Quantity 1) CODES AND STANDARDS: ! 33304 0 ,
At EXIST Existing LB Precast L-Shaped Beam -- International BuildingCode 2015 POST-INSTALLED ANCHOR NOTES RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED •
@ E Earthquake Load LB(S) Pound(s) p R Radius or Rain Load "LATERAL LOAD RESISTING SYSTEM DESCRIPTION" IINAS THE RESULT OF THE CONTRACTOR'S ION METHODS AND/OR DESIGN CRITERIA FOR ADDITIONAL INFORMATION.ENCES. REFER TO �I410,• °"/\ * -
AB Anchor Bolt E-W East-West LCE Compression Embedment RAD Radius 1) PERSONNEL REQUIREMENTS: '��.�Gh k�
American Concrete EA Each LCS Com pression LapSlice RB Precast Rectan ular Beam 2) SEISMIC LOADS 1A)THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO
p p g 4B)CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER
ACI Institute EC Epoxy Coated LDH Hook Development Length RC Reinforced Concrete - SEISMIC DESIGN CATEGORY = C PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION
ADDNL Additional EE Each End LG Length RE: or... Refer to (Reference) - RISK CATEGORY = IV SUBMIT DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO PERIOD.
- EARTHQUAKE IMPORTANCE FACTOR, le = 1.50 INSTALL ANCHORS HAVE PASSED THE TRAINING COURSE PRIOR TO THE COMMENCEMENT OF
AESS Architecturally Exposed EF Each Face LL Live Load _ REINF Reinforce(ing)(d)(ment) - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 25.60 %g INSTALLING ANCHORS.
Structural Steel EJ Expansion Joint LLH LongLegHorizontal READ Required 4C)FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER SLABS ARE
p - MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 7.30 %g IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HAND Issuance
AFF Above Finished Floor EL Elevation LLV Long Leg Vertical REQT(s) Requirement(s) - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.205 1B)PERSONNEL WHO WILL INSTALL HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE
ALT Alternate ELEV Elevator LOC(s) Location(s) or Locate RET Return - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.083 IN CONCRETE THAT SUPPORT SUSTAINED TENSION LOADS SHALL BE CERTIFIED BY THE ACI/CRSI PERMIT 06/30/17
RO Rough Opening BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES.
ALUM Aluminum EMBED Embedded LONG Longitudinal _ g p g - SOIL SITE CLASS = C ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. THESE ANCHORS ARE DESIGNATED
American Plywood EN Edge Nail Lr Roof Live Load ROF Random Oriented Fiber WITH A (CERT) AFTER THE ANCHOR CALL OUT. SUBMIT DOCUMENTED CONFIRMATION THAT 5) SUBMITTALS AND SUBSTITUTIONS: Revisions Date
APA Association ENGR Engineer LSL Laminated Strand Lumber 3) WIND LOADS PERSONNEL HAVE PASSED THE TRAINING COURSE PRIOR TO THE COMMENCEMENT OF 5A)SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.
S Salvaged - RISK CATEGORY = IV INSTALLING ANCHORS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE
-APPROX Approximate EOR Engineer-of-Record LT Light ( ) BASIC ULTIMATE WIND SPEED, Vult = 120 mph
ARCH Architect or Architectural EQ Equal LTE Tension Embedment S South _ APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP
BASIC NOMINAL WIND SPEED, Vasd = 93 mph 2) INSTALLATION REQUIREMENTS: DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL
EQ SP Equally Spaced LTS Tension Lap Splice Length SC Slip Critical - EXPOSURE CATEGORY = C 2A)ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S
C B/or BO Bottom of EQUIP Equipment LTWT Lightweight SCHED Schedule - INTERNAL PRESSURE COEFFICIENT, Gcpi = +/-0.18 PRINTED INSTALLATION INSTRUCTIONS AND PER MANUFACTURER'S ON-SITE TRAINING. COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. C
SECT Section - CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS
BAL Balance ES Each Side Level or Laminated Veneer - ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO
BD Board EW Each Way LVL Lumber SIM Similar 4) DRIFTING, SLIDING AND UNBALANCED SNOW 2B)ALL ADHESIVE ANCHORS AND ADHESIVE ANCHORED REINFORCEMENT DESIGNS ARE FOR PREPARE THE SUBMITTAL
BF Braced Frame EXP Expansion LWC Light Weight Concrete SL Snow Load - GROUND SNOW LOAD = 119.0 psf INSTALLATION IN THE FOLLOWING CONDITIONS, UNLESS NOTED OTHERWISE. WRITTEN
SLH Short LegHorizontal - SNOW EXPOSURE FACTOR, Ce = 1.0 APPROVAL MUST BE RECEIVED FROM ENGINEER PRIOR TO INSTALLATION IN ALTERNATE
BG Backgouge EXP... Expansion Anchor - SNOW LOAD IMPORTANCE FACTOR, Is = 1.2 CONDITIONS. 5B)SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS
BL Brick Ledge EXT Exterior MACH Machine SLRS Seismic Load Resisting
- THERMAL FACTOR, Ct = 1.00 - DRY CONCRETE, UNLESS NOTED OTHERWISE.
BLDG Building MACH RM Machine Room System5C)NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT
SLV Short LegVertical - FLAT ROOF SNOW LOAD, Pf= 100.0 psf - CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST BE WITHIN DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE
BLKG Blocking F Fluid Load MAS Masonry THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED INSTALLATION ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR
BM Beam Fa Flood Load MAIL Material SOG Slab on Grade INSTRUCTION FOR ADHESIVE GEL AND CURE TIMES.
BN Boundary Nail FAB Fabricate MAX Maximum SP Space(s) - ANCHOR HOLES TO BE HAMMER DRILLED AND CLEANED. DESIGNING THE REPAIR.
BOS Bottom of Steel FD Footing Dowel MBS Metal Building Supplier SP @ Space at STRUCTURAL DRAWING LIST - CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS. 5D)ALL SHOP DRAWINGS SHALL BE SUBMITTED IN 24x36, 11x17 AND 8-1/2x11 FORMAT ONLY.
BOT or B Bottom FF Finished Floor MCJ Masonry Control Joint SPECS Specifications - HOLES TO BE CLEANED AND PREPARED IN STRICT ACCORDANCE WITH MANUFACTURER'S
SPRT Support SHEET NUMBER SHEET TITLE PRINTED INSTALLATION INSTRUCTIONS AND EVALUATION REPORT PRIOR TO ADHESIVE Project Information
BRG Bearing FIN Finish(ed) MECH Mechanical pp 5E)ALL SHOP DRAWINGS SHALL BE SUBMITTED IN ELECTRONIC FORMAT ONLY.
BSMT Basement FLG Flange MEP Mech/Elect/Plumb SS Stainless Steel S-001-1 GENERAL NOTES INJECTION.
BTWN Between FLR Floor MIN Minimum STD Standard S-001-2 GENERAL NOTES 2C)THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE 6) OSHA STANDARDS:
FND Foundation MISC Miscellaneous STIFF Stiffener S-001-D GENERAL NOTES LOCATED PRIOR TO INSTALLING POST INSTALLED ANCHORS OR REINFORCEMENT. EXISTING 6A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE
CC Center to Center FO Face of MIL Micro-Lam STL Steel S-002-1 QUALITY ASSURANCE REINFORCEMENT SHALL BE LOCATED USING A SCANNER, GPR, X-RAY, CHIPPING OR OTHER STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO
STR Structural MEANS. DO NOT DAMAGE OR CUT EXISTING REINFORCEMENT. COMPLY WITH ALL OSHA REQUIREMENTS.
CF Cold Formed FP Full Penetration or Fire MLS Masonry Lap Splice S-002-2 QUALITY ASSURANCE
CG Center of Gravity Proofing mm Millimeter SW Shearwall S-002-D GENERAL NOTES 6B)THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES,
SYM Symmetrical
3) SUBSTITUTION REQUESTS: Ce
CIP Cast-In-Place FRAM Framing MNFR Manufacturer5-003-D QUALITY ASSURANCE STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS ti
3A)SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BYLU
CJ Control Joint FS Far Side MO Masonry Opening CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP LU
S-004-D QUALITY ASSURANCE THE STRUCTURAL ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS ANDCO
Complete Joint FT Foot or Feet MTL Metal T Top or Thermal Load HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. I N—
CJP Penetration FTG FootingT&B Top and Bottom 5-101-B LEVEL 1 - RAMP PLAN PRODUCT DATA DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH z
T/or T.0 To of S-101-C LEVEL 1 -AMBULANCE BARN PLAN THE RELEVANT BUILDING CODES, LOAD RESISTANCE, INSTALLATION CATEGORY, CREEP 6C)WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. HOLES IN
CL Centerline FV Field Verify N North p APPROVAL, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE SPECIFIED LU 0
CLG Ceiling N-S North-South THK Thick or Thickness - 5-101-D LEVEL 1 - OXYGEN ENCLOSURE PLANS PRODUCT. COLUMNS FOR SAFETY CABLES SHALL BE SHOP INSTALLED, AND SHALL BE INDICATED ON SHOP V C7 0B CLMS Ceiling/ Light/ Mechanical/ GA Gage or Gauge NIC Not in Contract TL Total Load S-103-A LEVEL 3- ED ROOF PLAN DRAWINGS. ADJUST COLUMN SPLICE LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY
Superimposed Load GALV Galvanized NM Non-Metallic TOC Top of Concrete S-200-1 CONCRETE DETAILS WITH OSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS. B J Z -075
TOF To J
CLR Clear GC General Contractor p of Footin g S-201-1 MASONRY AND LIGHT GAUGE DETAILS POST-INSTALLED ANCHOR TABLE 6D)ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLED m
CMU Concrete Masonry Unit GL Glu-lam NO or# Number TOM Top of Masonry S-202-A ED ROOF DETAILS REGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS. 0 a
COL Column NOM Nominal TOP Topping S-203-B RAMP DETAILS Fy Fu 0 Z CD
CONC Concrete GR Grade or Grind NS Non-Shrink or Near Side TOS Top of Steel S-204-D 02 ENCLOSURE DETAILS (KSI) KSI ANCHOR TYPE PRODUCT COMMENT 6E WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE LU W
) 6E)
WHERE
Topof Wall STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL (' -0
CONN Connection GR BM Grade Beam NTS Not To Scale ADHESIVE SUBMIT CALCULATIONS � Z t6
TRANS Transverse HILTI HIT-HY 200 - - ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. _ co
CONST Construction NWC Normal Weight Concrete (IN CONCRETE) FOR SUBSTITUTIONS
CONT Continue or Continuous H Soil Lateral Load TWS Two-Way Slab ADHESIVE SUBMIT CALCULATIONS 7) CONSTRUCTION ENGINEERING:
CONTR Contractor HAS or O.F. Outside Face TYP Typical CONCRETE W/>12" EMBEDMENT) HILTI HIT-RE 500 SD - - THE W 1-
CD
COORD Coordinate HDAR Headed Anchor Stud OAE Or Approved Equivalent FOUNDATION NOTES (IN FOR SUBSTITUTIONS 7A)
IC PATED ON THER ON THE
DURING ITS SERVICE DOCUMENTS
PROVIDE DESIGNED ONLY
ENGINEERING OAND J CO CO
ULT Ultimate ADHESIVE SUBMIT CALCULATIONS Q
CSJ Construction Joint HD Headed or Holdown OC On Center HILTI HIT-HY 70 - - OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING J
CTR(D) Center(ed) HDAR Headed Anchor Rod OD Outside Diameter
UNO Unless Noted Otherwise FOUNDATION NOTES (IN GROUTED OR HOLLOW... FOR SUBSTITUTIONS MAY INCLUDE, BUT IS NOT LIMITED TO: ott W O
HDG Hot Dipped Galvanized OH Opposite Hand FOUNDATION DESIGN CRITERIA- LINKED TO STRUWARE DESIGN CRITERIA ADHESIVE ANCHOR RODS 36 58 THREADED ROD, - LAYOUT > U_
d PennyHK Hook OPNG Opening Service Level/ Nominal REVIEW CAREFULLY DUE TO VARYING GEOTECHNICAL REPORT REQUIREMENTS MIN MIN UNGREASED - DESIGN FOR FORMWORK, SHORING, AND RESHORING Cij
p g VasdDesi n Wind Speed AND POSSIBLE ADDITIONS AND/OR DELETIONS. - DESIGN OF CONCRETE MIXES J
D or DL Dead Load HORIZ Horizontal OPP Opposite g P EXPANSION ANCHORSSUBMIT CALCULATIONS_ _ — O
DAS Deformed Anchor Stud HT Height OVS Oversized VERT Vertical DELETE MANUAL INPUT SECTION BELOW (IN CONCRETE) HILTI KWIK BOLT TZ FOR SUBSTITUTIONS - ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION 5
o0
VIF Verifyin Field 1) DESIGN CRITERIA: - WELD PROCEDURES N—
DBL Double HVAC Heating-Ventilating and... OWS One-Way Slab1A)THE GEOTECHNICAL REPORT PREPARED BY CESARE, INC, NUMBER13.277.A, EXPANSION ANCHORS _ _ SUBMIT CALCULATIONS - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS
DCW Demand Critical Weld Vult Ultimate Design Wind DATED MARCH 13, 2015 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR (IN GROUTED MASONRY) HILTI KWIK BOLT 3 FOR SUBSTITUTIONS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES
DFS Deferred Submittal i.F. Inside Face PAF Power Actuated Fastener Speed THE PROJECT. - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND
Di Gravity Ice Load ID Inside Diameter PC Precast SCREW ANCHORS - - SUBMIT CALCULATIONS MATERIALS
DIA or 0 Diameter IN Inch PCA Portland Cement W Wind Load 2) FOOTINGS: HILTI KWIK HUS-EZ FOR SUBSTITUTIONS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS
DIAG Diagonal INT Interior Association W/ With 2A)FOOTING DESIGN CRITERIA:
DIM Dimension IT Precast Inverted Tee Beam PD Pier Dowel W/O Without - MAXIMUM TOTAL LOAD BEARING PRESSURE = 6000 PSF 8) COORDINATION:
DN Down PEN Penetration WD Width or Wood - MINIMUM CONTINUOUS FOOTING WIDTH = 1.3 FT 8A)STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN Sheet Information
WF Wide Flange
- MINIMUM SPREAD FOOTING WIDTH = 2 FT CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DO Ditto JST Joist PERP Perpendicular g ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.6 DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT
A DP Drilled Pier or DeepJT Joint PL Plate (Steel) Wi Wind-on-Ice Load - A Sheet Title:
FROST DEPTH TO BOTTOM OF FOUNDATION = 48 IN DOCUMENTS INTO SHOP DRAWINGS AND WORK.
DT Precast Double Tee PLF Pounds Per Lineal Foot WP Working Point or GENERAL NOTES
DTL(s) Detail(s) k Kip PREFAB Prefabricated Waterproofing 4) FOUNDATION WALLS: 8B)COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH
DWG(s) Drawing(s) PRELIM Preliminary WT Weight 4A)EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO
DWL(s) Dowels(s) PS Prestressed WWR Welded Wire Reinforcing - "ACTIVE" CONDITION = 40 PCF SHOP DRAWING SUBMITTAL.
PSF Pounds Per Square Foot WxH Width x Height - "AT REST" CONDITION = 60 PCF
PSI Pounds Per Square Inch - "PASSIVE" CONDITION = 300 PCF SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO Sheet Number:
- ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.6 THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF
PT Point or Post-Tension or SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO
Pretensioned THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. s . 0 0 I . 1
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