SYMBOL DESCRIPTION
MECH UNIT (XX.Xk = MECHUNIT OPERATING WEIGHTIN KIPS INCLUDING INERTIABASE)
PAD THICKNESS
STRUCTURAL MAS WALLCONTROL JOINT
OVERFRAMING
CAST-IN-PLACE CONC
X
XX.Xk
X" EXTENT OF CONCRETE PAD
SYMBOL DESCRIPTION
SOG
YW1
CONCRETE SLAB ON GRADE
WALLS, Y = (F)ND, (C)IP CONC, (M)AS
FTG MARK (SF = STRIP FTG)
T/FTG EL
F1
XX'-X"
SYMBOL DESCRIPTION
FULL HEIGHT SHEAR CONNECTION, SEE
MOMENT CONNECTION, SEE
BRACING
ABOVE DECK CONCRETE THICKNESS
TYPE
DECK TYPE
DECK SPAN DIRECTION
T/SLAB AT SLAB-ON-DECK
2VLIX.XXA
XXX'-XX"
XXk XXkBEAM SIZE [XX] c=X"
(XXX'-XX")CAMBER (INCHES)
EL OF T/STEEL
SHEAR STUD QUANTITY
SERVICE BMREACTION (KIPS)
STEEL BEAM
SYMBOL DESCRIPTION
ELEVATION CALLOUTXXX'-XX"
STEP
SLOPE
KEY NOTE
SUBGRADE
FORM SAVER
DRAWING REVISION NUMBER
CURRENT REVISION CLOUD
1
X
SERVICE LOAD PROVIDED FORSPECIALTY DESIGNER
WELDED-WIRE REINFORCEMENT
SECTION ORDETAIL CUT
SHEET NUMBER
ELEVATION CUT
SHEET NUMBER
NEW GRID LINES
EXISTING GRID LINES
X
XX
X
XX
X
X
SOGXXA
XXX'-XX"
SLAB THICKNESS
TYPE
T/SLAB
SLAB TYPE
INDICATES EXISTING ELEMENT(E) XX
XXX'-XX"
EXISTING ELEVATION TO BE FIELD VERIFIED
7/8" EXISTING DIMENSION TO BE FIELD VERIFIED
/6 S-501
/5 S-501
INDICATES MICROPILE
INDICATES MASONRY WALL TYPE.SEE SCHEDULE
MW x/2 S-400
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:40 PM
S-001
NOTES13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
35
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
SHEET NUMBER SHEET TITLE
S-001 NOTES
S-002 NOTES
S-003 QUALITY ASSURANCE
S-100 LEVEL 1 PLAN
S-110 LEVEL 2 ADDITION PLAN
S-120 ROOF PLAN
S-301 FOUNDATION DETAILS
S-302 FOUNDATION DETAILS
S-315 CONCRETE AND SOG DETAILS
S-400 MASONRY DETAILS
S-401 MASONRY DETAILS
S-500 TYP STL BM CONNS
S-501 STEEL DETAILS
S-520 TYP STEEL JOIST DETAILS
S-530 TYP METAL DECK DETAILS
S-531 TYP METAL DECK DETAILS
S-540 EXT WALL & CW REQUIREMENTS
STRUCTURAL DRAWING LISTSYMBOLS LEGEND
ABBREVIATIONSREQT(S) Requirement(s)
RET Return
RO Rough Opening
ROF Random Oriented Fiber
(S) Salvaged
S South
SC Slip Critical
SCHED Schedule
SECT Section
SIM Similar
SLH Short Leg Horizontal
SLRS Seismic Load ResistingSystem
SLV Short Leg Vertical
SOG Slab on Grade
SP Space(s)
SP @ Space at
SPECS Specifications
SPRT Support
SS Stainless Steel
STD Standard
STIFF Stiffener
STL Steel
STR Structural
SW Shearwall
SYM Symmetrical
T Top
T&B Top and Bottom
T/ or T.O. Top of
THK Thick or Thickness
TL Total Load
TOC Top of Concrete
TOF Top of Footing
TOM Top of Masonry
TOP Topping
TOS Top of Steel
TOW Top of Wall
TRANS Transverse
TWS Two-Way Slab
TYP Typical
ULT Ultimate
UNO Unless Noted Otherwise
VERT Vertical
VIF Verify in Field
W/ With
W/O Without
WD Width or Wood
WF Wide Flange
WP Working Point orWaterproofing
WT Weight
WWR Welded Wire Reinforcement
WxH Width x Height
LTWT Lightweight
LVL Level or Laminated VeneerLumber
LWC Light Weight Concrete
MACH Machine
MACH RM Machine Room
MAS Masonry
MATL Material
MAX Maximum
MBS Metal Building Supplier
MCJ Masonry Control Joint
MECH Mechanical
MEP Mech/Elect/Plumb
MIN Minimum
MISC Miscellaneous
ML Micro-Lam
MLS Masonry Lap Splice
mm Millimeter
MNFR Manufacturer
MO Masonry Opening
MTL Metal
N North
N-S North-South
NIC Not in Contract
NM Non-Metallic
NO or # Number
NOM Nominal
NS Non-Shrink or Near Side
NTS Not To Scale
NWC Normal Weight Concrete
O.F. Outside Face
OAE Or Approved Equivalent
OC On Center
OD Outside Diameter
OH Opposite Hand
OPNG Opening
OPP Opposite
OVS Oversized
OWS One-Way Slab
PAF Power Actuated Fastener
PC Precast
PCA Portland CementAssociation
PD Pier Dowel
PEN Penetration
PERP Perpendicular
PL Plate (Steel)
PLF Pounds Per Lineal Foot
PREFAB Prefabricated
PRELIM Preliminary
PS Prestressed
PSF Pounds Per Square Foot
PSI Pounds Per Square Inch
PT Point or Post-Tension orPretensioned
QTY Quantity
RAD or R Radius
RB Precast Rectangular Beam
RC Reinforced Concrete
RE: or REF Refer to (Reference)
REINF Reinforce(ing)(d)(ment)
REQD Required
EF Each Face
EJ Expansion Joint
EL Elevation
ELEV Elevator
EMBED Embedded
EN Edge Nail
ENGR Engineer
EOR Engineer-of-Record
EQ Equal
EQ SP Equally Spaced
EQUIP Equipment
ES Each Side
EW Each Way
EXP Expansion
EXP ANCH Expansion Anchor
EXT Exterior
FAB Fabricate
FD Footing Dowel
FF Finished Floor
FIN Finish(ed)
FLG Flange
FLR Floor
FND Foundation
FO Face of
FP Full Penetration or FireProofing
FRAM Framing
FS Far Side
FT Foot or Feet
FTG Footing
FV Field Verify
GA Gage or Gauge
GALV Galvanized
GL Glu-lam
GR Grade or Grind
GR BM Grade Beam
HAS orHDAS
Headed Anchor Stud
HD Headed or Holdown
HDAR Headed Anchor Rod
HDG Hot Dipped Galvanized
HK Hook
HORIZ Horizontal
HT Height
HVAC Heating-Ventilating and A/C
I.F. Inside Face
ID Inside Diameter
IN Inch
INT Interior
IT Precast Inverted Tee Beam
JST Joist
JT Joint
k Kip
L or LG Length
LB Precast L-Shaped Beam
LB(S) Pound(s)
LCE Compression Embedment
LCS Compression Lap Splice
LDH Hook Development Length
LL Live Load
LLH Long Leg Horizontal
LLV Long Leg Vertical
LOC(S) Location(s) or Locate
LONG Longitudinal
LSL Laminated Strand Lumber
LT Light
LTE Tension Embedment
LTS Tension Lap Splice Length
/ Per
@ At
AB Anchor Bolt
ACI American Concrete Institute
ADDNL Additional
AESS Architectural ExposedStructural Steel
AFF Above Finished Floor
ALT Alternate
ALUM Aluminum
APA American PlywoodAssociation
APPROX Approximate
ARCH Architect or Architectural
B/ or BO Bottom of
BAL Balance
BD Board
BF Braced Frame
BG Backgouge
BL Brick Ledge
BLDG Building
BLKG Blocking
BM Beam
BN Boundary Nail
BOS Bottom of Steel
BOT or B Bottom
BRG Bearing
BSMT Basement
BTWN Between
CC Center to Center
CF Cold Formed
CG Center of Gravity
CIP Cast-In-Place
CJ Control Joint
CJP Complete Joint Penetration
CL Centerline
CLG Ceiling
CLR Clear
CMU Concrete Masonry Unit
COL Column
CONC Concrete
CONN Connection
CONST Construction
CONT Continue or Continuous
CONTR Contractor
COORD Coordinate
CSJ Construction Joint
CTR(D) Center(ed)
d Penny
DAS Deformed Anchor Stud
DBL Double
DCW Demand Critical Weld
DFS Deferred Submittal
DIA or Ø Diameter
DIAG Diagonal
DIM Dimension
DL Dead Load
DN Down
DO Ditto
DP Drilled Pier or Deep
DT Precast Double Tee
DTL(S) Detail(s)
DWG(S) Drawing(s)
DWL(S) Dowels(s)
(E) orEXIST
Existing
E-W East-West
EA Each
EC Epoxy Coated
EE Each End
GENERAL REQUIREMENTS DESIGN CRITERIA
DEFFERED SUBMITTALS
FOUNDATIONS
FOUNDATION NOTES
1. DESIGN CRITERIA:1A. THE GEOTECHNICAL REPORT PREPARED BY TERRACON, NUMBER 25135113, DATED OCTOBER 29,2013, PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT.
2. FOOTINGS:- MAXIMUM TOTAL LOAD SOIL BEARING PRESSURE = 2000 PSF- ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.3- FROST DEPTH = 36 INCHES
3. MICROPILES:3A. MICROPILES ARE A PERFORMANCE SPECIFIED SYSTEM DESIGNED AND PROVIDED BY THECONTRACTOR. REFER TO THE SPECIFICATION FOR REQUIREMENTS.
3B. CRITERIA:- SEE DETAILS FOR REQUIRED SERVICE DESIGN LOADS.
DESIGN CRITERIA
1. CODES AND STANDARDS:1A. GENERAL DESIGN- INTERNATIONAL BUILDING CODE 2006-2. SEISMIC LOADS- SEISMIC DESIGN CATEGORY = B- OCCUPANCY CATEGORY = III- EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.25- MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.21- MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.05- DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.22- DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.08- SOIL SITE CLASS = D- BASIC STRUCTURAL SYSTEM: BUILDING FRAME SYSTEM- STRUCTURAL SEISMIC LATERAL SYSTEM: ORDINARY MASONRY SHEAR WALLS AND STEEL SYSTEMSNOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE- RESPONSE MODIFICATION FACTOR, R = 3- SEISMIC RESPONSE COEFFICIENT, Cs= 0.0917- SYSTEM OVERSTRENGTH FACTOR, OMEGA = 3- DESIGN BASE SHEAR EAST-WEST DIRECTION = 65 KIPS- DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 65 KIPS- SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
3. WIND LOADS- OCCUPANCY CATEGORY = III- WIND IMPORTANCE FACTOR, Iw = 1.15- BASIC WIND SPEED = 90 MPH- EXPOSURE CATEGORY = B- INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18
4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THECONTRACTOR- PRESSURES LISTED BELOW ARE BASED ON A 10 SF EFFECTIVE WIND AREAS. FINAL CALCULATIONS TOBE COMPLETED BY CONTRACTOR- SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’- TYPICAL WALL AREA INWARD PRESSURE = 17 PSF- TYPICAL WALL AREA OUTWARD PRESSURE = 18 PSF- WALL CORNERS(OUTWARD) = 23 PSF- TYPICAL ROOF AREA (OUTWARD) = 18 PSF- ROOF SPECIAL ZONES (EAVES, RAKES, RIDGES AND CORNERS) (OUTWARD) = 47 PSF- PARAPETS (INWARD OR OUTWARD) = 60 PSF- SCREEN WALLS (INWARD OR OUTWARD) = 60 PSF- TYPICAL NET UPLIFT FOR JOIST DESIGN = 10 PSF
5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:- STEEL BRACED FRAME AND MASONRY SHEAR WALLS WITH FLEXIBLE METAL DECK DIAPHRAGMS ATROOF AND RIGID CONCRETE ON METAL DECK DIAPHRAGMS AT ELEVATED FLOOR.
6. GRAVITY LOADS6A. SEE GRAVITY LOADS TABLE
6B. DRIFTING, SLIDING AND UNBALANCED SNOW- GROUND SNOW LOAD = 30 PSF- SNOW EXPOSURE FACTOR Ce = 1.0- SNOW LOAD IMPORTANCE FACTOR Is = 1.10- FLAT ROOF SNOW LOAD Pf=30 PSF
DEFERRED SUBMITTALS
1. GENERAL:1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OFPERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BESUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR:- EXCAVATION SHORING- MICROPILES- METAL STAIRS- CURTAIN WALL- ARCHITECTURAL/METAL CLADDING PANELS- LIGHT GAGE METAL STUDS- METAL RAILINGS
GENERAL NOTES
1. GENERAL:1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURALENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”,“MECHANICAL ENGINEER”, ETC.
1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONALREQUIREMENTS.
1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTINGUTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.
1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESSDIMENSIONED OTHERWISE.
2. EXISTING STRUCTURES:2A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITEOBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.
2B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARENOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFYTHE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:- SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN- DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS- CONDITIONS OF INSTABILITY OR LACK OF SUPPORT- ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD
2C. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTINGSHOP DRAWINGS.
2D. CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THECONSTRUCTION SCHEDULE.
2E. SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS NOT ALREADY INDICATED INCONSTRUCTION DOCUMENTS THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TOCUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND SIZE OF PROPOSEDOPENING.
3. USE OF DRAWINGS:3A. DO NOT SCALE DRAWINGS.
3B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS,THE CONTRACTOR SHALL NOTIFY ARCHITECT.
4. TEMPORARY CONDITIONS:4A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR ISRESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIREDAS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO“LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION.
4B. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER SLABS AREIN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HANDOPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADEBEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES.
5. SUBMITTALS AND SUBSTITUTIONS:5A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.- CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS- ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TOPREPARE THE SUBMITTAL
5B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS
6. OSHA STANDARDS:6A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ONTHE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTORTO COMPLY WITH ALL OSHA REQUIREMENTS.
6B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES,STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL ASCLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIPHAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED.
6C. WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. DO NOTPLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. ADJUST LOCATIONSOR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMITPROPOSED LOCATIONS.
6D. ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLEDREGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS.
6E. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THESTRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALLERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.
7. CONSTRUCTION ENGINEERING:7A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADSANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERINGAND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCHENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:- LAYOUT- DESIGN FOR FORMWORK, SHORING, AND RESHORING- DESIGN OF CONCRETE MIXES- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION- WELD PROCEDURES- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES- EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT ANDMATERIALS- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS
8. COORDINATION:8A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED INCONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHERDISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACTDOCUMENTS INTO SHOP DRAWINGS AND WORK.
8B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITHARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TOSHOP DRAWING SUBMITTAL.
8C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BECONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOADDEFLECTIONS OF SPAN/360 OF THE FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTALCONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION.
GRAVITY LOADS TABLE
LOCATIONSUPERIMPOSEDDEAD LOAD (PSF) LIVE LOAD (PSF)
LIVE LOADREDUCTION
PARTITIONLOAD (PSF)
POINTLOAD (LB)
ROOF 18 (INCLUDES 5ROOFING LOAD)
20 MIN UNIFORM LOAD, SEENOTE 6B FOR SNOW LOADS
No -- --
GYM ROOF 13 (INCLUDES 5ROOFING LOAD)
20 MIN UNIFORM LOAD, SEENOTE 6B FOR SNOW LOADS
No -- 2000
CORRIDORS ABOVE1ST LEVEL
10 80 Yes -- 2000
CLASS ROOMS 5 40 Yes -- 2000
STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING
QUALITY ASSURANCE GENERAL NOTES
1. GENERAL:1A. SCOPE OF WORK- THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIALINSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN.- SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIREDBY IBC 2006 SECTION 109.- REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCEAND QUALITY CONTROL.- REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION ANDTESTING THAT MAY BE REQUIRED.- SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BYAMENDMENTS TO THESE DOCUMENTS.
1B. DEFINITIONS- SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVINGJURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS.- SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2006 SECTION1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.- (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OFWORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEINGPERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.- (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEINGPERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.
1C. DEFICIENCIES IN WORK- CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THECONTRACT DOCUMENTS AND REFERENCED STANDARDS.- ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THECONTRACTOR.
2. SHOP FABRICATIONS:2A. GENERAL- PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIESAS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THEFABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION OR FABRICATION HAS A CURRENT ICC-ES EVALUATION REPORT.- SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATIONAND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED.- AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OFCOMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2006 SECTION 1704.2.2.- APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING(NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OFAWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNTCP-189.
2B. SHOP FABRICATIONS INCLUDED- SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS- SHOP FABRICATED COLD FORMED STEEL ELEMENTS
ITEM FREQUENCY STANDARD
SUBGRADE
CRITERIA
- EXCAVATION P VERIFY EXCAVATIONS ARE EXTENDED TOTHE PROPER DEPTH AND HAVE REACHEDTHE PROPER BEARING MATERIAL
--
SOILS SPECIAL INSPECTIONS
- BEARING MATERIAL P VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY
SOILS REPORT
CONTROLLED FILL
- PLACEMENT C VERIFY USE OF PROPER MATERIALS, DENSITIES,COMPACTION, AND LIFT THICKNESSES
--
- PRIOR TO PLACEMENT P VERIFY SUBGRADE HAS BEEN PROPERLYPREPARED
--
SOILS SPECIAL INSPECTION NOTES:1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION REQUIREMENTS.2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR COMPACTED FILLAND/OR CONTROLLED LOW-STRENGTH MATERIAL.
QUALITY ASSURANCE TABLES CONTINUE ON SHEET S-003
CONCRETE MIX TABLE NOTES:
PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DONOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKEDREADILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENTTO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALLSELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIREDRESULTS.
USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXESUSED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBICYARD
FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATEPUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THEPROVISIONS OF NOTE b BELOW.
a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWINGAGGREGATE SIZE NUMBERS PER ASTM C33:
3/4”: #67 AGGREGATE1”: #57 AGGREGATE
b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAININGADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR+/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTEDEXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILLHAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTEDIS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 11/2%.
c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER IN ORDER TOACHIEVE THE SLAB VAPOR TRANSMISSION REQUIRED FOR THE SPECIFIED FLOORINGMATERIALS
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:41 PM
S-002
NOTES13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
36
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
MASONRY
CONCRETE STEEL
REINFORCING MATERIAL TABLE
REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS
TYP REINFORCING A615 60 90 --
WELDED & FIELD BENT REINF A706 60 80 --
WELDED WIRE REINFORCING, SMOOTH A185 65 75 --
WELDED WIRE REINFORCING, DEFORMED A497 70 80 --
CONCRETE MIX TABLE
CONC MIX TYPE
INTENDED USE 28 DAY STRENGTH, f'c (KSI)
CONCRETE W
EIGHT
MAX W
/C RATIO, INCLUDING FLY ASH
MAX AGGREGATE SIZE (IN), NOTE a
TOTAL AIR CONTENT (%), NOTE b
OTHER REQUIREMENTS, N
OTE c
1 FOOTINGS 3 NWC -- 1 -- FAR
2 WALLS, PILASTERS 4 NWC 0.50 3/4 -- FAR
3 ALL CONC EXPOSED TOWEATHER OR DEICERS:BEAMS, SLABS, WALLS,COLUMNS
5 NWC 0.40 3/4 6 FAR
4 INT TOPPING SLABS,SLABS ON DECK
3.5 NWC 0.50 3/4 NP FAR
5 INT SLABS ON GRADE 3.5 NWC -- 1 NP FAR
6 SLAB ON GRADE WITHMOISTURE SENSITIVEFLOORING
3.5 NWC -- 1 NP SVT, FAR
7 ALL CONC OTHERWISENOT SPECIFIED
4 NWC 0.50 3/4 6 FAR
STEEL MATERIAL TABLE
STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS
ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED
ANCHOR RODS INMASONRY
F1554 GR 36, F1554 GR 55,OR A307 GRADE A/C
36 58 WELDABLE, STD HEX HEAD
BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USETENSION-CONTROLLED WHEREPOSSIBLE
COLD-FORMEDSTUDS/PLATE, 33 AND 43MIL
A1003 33 -- --
COLD-FORMEDSTUDS/PLATE, 54 MIL ANDHEAVIER
A1003 50 -- --
COLD-FORMED TRACK,ALL THICKNESSES
A1003 33 -- --
DAS A496 70 80 --
HAS A108 51 65 STUDS ARE 3/4"Ø UNO
OTHER SHAPES A36 36 58 --
PIPE A53 GR B 35 60 --
PLATES A36 36 58 --
RECT HSS A500 GR B 46 58 --
ROUND HSS A500 GR B 42 58 --
WELDING ELECTRODES,THICKNESS OF THINNERPART > 0.1 INCHES (12 GA)
E70 PER AWS
WELDING ELECTRODES,THICKNESS OF THINNERPART ≤ 0.1 INCHES (12 GA)
E60 OR E70 -- -- PER AWS
WF, WT A992 50 65 --
MASONRY NOTES
1. DEFINITIONS:1A. STRUCTURAL MASONRY IS DEFINED AS BEING EITHER LOAD BEARING AND/OR SERVING AS PART OF THELATERAL LOAD RESISTING SYSTEM. STRUCTURAL MASONRY IS SHOWN ON THE STRUCTURAL PLANS ANDDEFINED IN SCHEDULES AND DETAILS ON THE STRUCTURAL DRAWINGS.
1B. SEE ARCHITECTURAL DRAWINGS FOR ALL MASONRY VENEER REQUIREMENTS. SEE DETAILS ON THESTRUCTURAL DRAWINGS FOR MASONRY VENEER LOOSE LINTELS.
2. DESIGN STRENGTH:2A. DEVELOP 1500 PSI COMPRESSIVE STRENGTH (f’m) IN 28 DAYS.
2B. STEEL REINFORCING:- PRIMARY REINFORCING: ASTM A615, 60 KSI- HORIZONTAL JOINT REINFORCING: ASTM A82, PREFABRICATED, LADDER TYPE
3. SPLICES:3A. SEE MASONRY LAP SPLICE SCHEDULE FOR LAP LENGTHS.
4. INSTALLATION REQUIREMENTS:4A. GROUT SOLID ALL CELLS CONTAINING REINFORCING, EMBEDDED ITEMS, AND ALL OTHER CELLS NOTEDON THE CONTRACT DOCUMENTS.
CONCRETE NOTES
1. GENERAL:1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECTSPECIFICATIONS.
1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING MANUAL” WITH ADDEDREQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: “BUILDING CODE REQUIREMENTS FOR STRUCTURALCONCRETE.”
2. REINFORCING MATERIALS:2A. SEE ‘REINFORCING MATERIALS TABLE’
3. REINFORCING FABRICATION:3A. SPLICES:- NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUNDCORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS.- SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS.- SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS ‘LTS’ UNLESS NOTED OTHERWISE.- SPLICE TOP BARS AT MIDSPAN AND BOTTOM BARS OVER SUPPORT UNLESS NOTED OTHERWISE.
3B. MISCELLANEOUS REINFORCING REQUIREMENTS:- PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT.- MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED.- NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING INACCORDANCE WITH AWS D1.4, LATEST EDITION.- PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICALDETAILS.
4. STRUCTURAL CONCRETE MIX REQUIREMENTS:4A. SEE ‘CONCRETE MIX TABLE’
5. SLAB-ON-GRADE:5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARECOMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING.
5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS ANDLEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT.
6. NON-SHRINK GROUT:6A. CONFORM TO ASTM C1107.
6B. ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.
7. PLACING REINFORCEMENT:7A. REINFORCEMENT PROTECTION:- SEE ‘CONCRETE COVER TABLE’- SEE ACI 318-05 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS
7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT ATPOSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACEBEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.
8. CONSTRUCTION/CONTROL JOINTS:8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS.CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC ANDLONG-TERM SHORTENING/SHRINKAGE.
8B. CONSTRUCTION JOINTS IN SLABS-ON-DECK AND SLABS-ON-GRADE SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUMLENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER.
8C. CONCRETE CONSTRUCTION JOINT SURFACE SHALL BE CLEANED AND ALL LAITANCE AND LOOSE MATERIAL REMOVED PRIORTO SECOND CONCRETE PLACEMENT.
9. MEP AND OTHER OPENINGS AND EMBEDMENTS:9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFOREPLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICHMAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED.
9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT ANDPIPE.
STEEL NOTES
1. CONNECTIONS:1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILSHEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN.
2. WELDING REQUIREMENTS:2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS.QUALIFICATION TESTS.
2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISENOTED.
2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED.INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.
2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLESJ2.3 AND J2.4.
2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.
2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES.
3. COMPOSITE GRAVITY FRAMING:3A. COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION (Rp = 0.6).SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.
3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METAL DECKAND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp = 0.75). SEETYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.
4. CAMBER:4A. FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTER ERECTION.
4B. CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TO SELF WEIGHT OFCONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETE THICKNESS PLUS 1/2”THICKNESS FOR DECK LEVELING AND 1/2” THICKNESS FOR BEAM LEVELING. INCLUDE QUANTITY OF ADDEDCONCRETE DUE TO DECK AND BEAM DEFLECTION IN BID.
4C. VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACING CONCRETE.ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHIN TOLERANCES.
5. STRUCTURAL STEEL INSTALLATION:5A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TOCOLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”,SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-05. OTHER HIGH-STRENGTH BOLTSMAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.
6. STEEL JOISTS:6A. DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI)STANDARD SPECIFICATIONS, LATEST EDITION.
6B. SIZE, TYPE, AND SPACING OF JOIST BRIDGING PER CURRENT SJI REQUIREMENTS. USE ‘X’ BRIDGING ATDISCONTINUOUS ENDS OF BRIDGING UNLESS OTHERWISE NOTED ON PLANS OR DETAILS.
6C. REFER TO PLANS, DETAILS, AND SPECIAL JOIST LOADING DIAGRAMS FOR ADDITIONAL JOIST DESIGNREQUIREMENTS INCLUDING UNBALANCED, CONCENTRATED, AXIAL, AND UPLIFT LOADS.
6D. DESIGN JOISTS AND BRIDGING FOR NET UPLIFT FORCES INDICATED IN DESIGN CRITERIA.
7. METAL DECK:7A. SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE.
7B. QUALITY CONTROL AND QUALITY ASSURANCE FOR STEEL DECK INSTALLATION SHALL BE INACCORDANCE WITH SDI QA/QC-2011, “STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FORTHE INSTALLATION OF STEEL DECK” AS MODIFIED BY TABLE C-1 CONTAINED IN THE COMMENTARY TOTHAT STANDARD.
7C. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 ANDDIAPHRAGM DESIGN MANUAL, LATEST EDITIONS.
7D. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMITCONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES.
7E. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILL INACCORDANCE WITH TYPICAL DECK OPENING DETAILS.
7F. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALLDECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS.
7G. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS.
7H. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS, SPACING ANDATTACHMENT.
8. STRUCTURAL COLD FORMED METAL FRAMING:8A. COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THE CONTRACTOR.PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUM SPACING INDICATED.VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING, ETC. AS REQUIRED TO SATISFYPERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUM STUD GAGE SPECIFIED IS REQUIREDFOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOT BASE BIDS ON MINIMUM GAGE OR MAXIMUMSPACING SPECIFIED.
8B. REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOP FORCESNOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR AT LOCATIONS OTHERTHAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCES LARGER THAN SPECIFIED.CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSION LOADS.
ITEM FREQUENCY STANDARD
REINFORCING STEEL
CRITERIA
- DURING PLACEMENT P VERIFY GRADE, FINISH, SIZE, BAR QUANTITY,LOCATION, SPACING, COVER, HOOK LENGTHS,SPLICE LENGTH, SPLICE LOCATIONS, BENDDIAMETERS, COATING, SURFACE CONDITION,AND SUPPORT.
ACI 318 3.5,7.1-7.7
- WELDING C VERIFY ASTM A706 REINFORCING STEEL.AWS D1.4
- FIELD BENDING P --ACI 301 3.3.2.8
- COATED REINFORCING P --ACI 301 3.2.1.2
BOLTS AND EMBEDMENTS
CONCRETE
- MIX DESIGN EACHTRUCK
VERIFY USE OF APPROVED DESIGN MIXTURE FOREACH TRUCK LOAD
--
- PLACEMENT OF CONCRETE C ACI 318 5.9-5.10
- CURING P ACI 318 5.11-5.13
- SHORE/FORM REMOVAL P FOR BEAMS AND STRUCTURAL SLABSACI 318 6.2
STRUCTURAL CONCRETE SPECIAL INSPECTIONS
- PRIOR TO PLACEMENT OFCONCRETE
100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY USE OF PLACINGTEMPLATE WHERE SPECIFIED.
--
- WELDING -- INSPECT PER THE STRUCTURAL STEEL TABLE--
- MECHANICAL CONNECTORS C --ICC-ES REPORT
- FORMWORK PRIOR TOPLACEMENT OF CONCRETE
P INSPECT FIRST POUR OF EACH TYPE (GRADEBEAM, COLUMN, STRUCTURAL SLAB, SLAB-ON-DECK, ETC.)
ACI 318 6.1.1
- PRIOR TO PLACEMENT OFCONCRETE
100%
--
--
ITEM FREQUENCY STANDARD
REINFORCING STEEL, BOLTSAND EMBEDMENTS
CRITERIA
- WELDING -- PER STRUCTURAL STEEL TESTING--
CONCRETE
- AIR CONTENT WHEN AIRENTRAINMENT IS SPECIFIED ANDLIGHTWEIGHT CONCRETE
EACHCOMPOSITE
SAMPLE
--ASTM C231 PRESSUREMETHOD (NWC)OR ASTM C173
VOLUMETRIC METHOD(LWC)
STRUCTURAL CONCRETE TESTING
- COMPOSITE SAMPLE OBTAIN AT POINT OF PLACEMENT. FOR DRILLEDPIERS OBTAIN NEAR BEGINNING OF LOAD PRIORTO PLACEMENT IN SHAFT. ADJUST FREQUENCYAS REQUIRED TO PROVIDE MINIMUM 5 TOTALTESTS PER MIX BUT NOT MORE THAN ONESAMPLE PER TRUCK LOAD.
ASTM C172
- SLUMP/SLUMP FLOW EACHCOMPOSITE
SAMPLE
SPECIFIED SLUMP SHALL BE AS SUMBITTED INTHE MIX DESIGN ± 1 1/2". PERFORM ADDITIONALTESTS WHEN CONCRETE CONSISTENCYAPPEARS TO CHANGE.
ASTM C143 (SLUMP)OR ASTM C1611(SLUMP FLOW)
1. f'c < 5000 PSI 100 CY/MIX/DAY
2. f'c > 5000 PSI ANDSHOTCRETE
50 CY/MIX/DAY
3. DRILLED PIERS EACH SHAFT
- TEMPERATURE EACH COMPOSITESAMPLE AND 60
MINUTEINTERVALS
REQUIRED WHEN AIR TEMPERATURE IS 40 °FAND BELOW OR 80°F AND ABOVE.
ASTM C1064
- UNIT WEIGHT FOR STRUCTURALLIGHTWEIGHT CONCRETE
--ASTM C138
- COLD WEATHER CURING -- RECORD MAXIMUM AND MINIMUM CONCRETETEMPERATURE DURING CURING PERIOD, WHENDAILY AVERAGE AIR TEMPERATURE OF 40 °F ORBELOW IS EXPECTED FOR 3 SUCCESSIVE DAYSDURING CURING PERIOD.
ASTM C1074
EACHCOMPOSITE
SAMPLE
- COMPRESSIVE STRENGTH EACHCOMPOSITE
SAMPLE
TEST ONE CYLINDER SPECIMEN AT 7 DAYS ANDTWO CYLINDER SPECIMENS AT 28 DAYS. IFDESIGN STRENGTH IS NOT ACHIEVED AT 28DAYS, TEST REMAINING CYLINDER AT 56 DAYS.ACCEPTANCE CRITERIA PER ACI 318.
ASTM C31 (6x12SPECIMENS)
AND ASTM C39
STRUCTURAL CONCRETE TESTING NOTES:1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLEBASIS FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE.2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATEOF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVESTRENGTH, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENTAIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTMC39.
MEASURE CONCRETE FLOORFLATNESS (FF) AND FLOORLEVELNESS (FL)
PERFORM MEASUREMENTS WITHIN 48 HOURSOF FINISHING OPERATIONS AND PRIOR TOREMOVAL OF SHORES OR FORMS. MEASUREAREAS INDICATED IN THE SPECIFICATIONS.
ASTM E1155--
ITEM FREQUENCY STANDARD
EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS
CRITERIA
- PRIOR TO INSTALLATION OFANCHOR
EACHANCHOR
VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY SOLID GROUTED AREAAROUND ANCHORS IN GROUTED MASONRY.VERIFY MAXIMUM IMPACT WRENCH TORQUERATING FOR SCREW ANCHORS.
ICC-ES REPORT
POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS
ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE
- DURING INSTALLATION OFANCHOR
C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.
ICC-ES REPORT
- AFTER INSTALLATION OFATTACHED ASSEMBLY
100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.
--
- PRIOR TO INSTALLATION OFANCHOR
EACHANCHOR
VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY SOLID GROUTEDAREA AROUND ANCHORS IN GROUTEDMASONRY.
ICC-ES REPORT
- DURING INSTALLATION OFANCHOR
C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.
ICC-ES REPORT
- AFTER INSTALLATION OFATTACHED ASSEMBLY
100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.
--
- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.
ICC-ES REPORT
- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.
ICC-ES REPORT
- CURE TIME 100% VISUAL VERIFY FULL CURE TIME HAS ELAPSED PRIOR TOAPPLICATION OF TORQUE OR LOAD TO ANCHOR.
--
TEST ANCHOR WITH CALIBRATED TORQUEWRENCH TO 100% OF THE INSTALLATION TORQUENOTED IN ICC-ES REPORT. ATTAIN SPECIFIEDTORQUE WITHIN 1/2 TURN OF THE NUT.
ITEM FREQUENCY STANDARD
EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS
CRITERIA
POST-INSTALLED ANCHORS/REINFORCING STEEL TESTING
- TORQUE TEST 100% --
ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE
TEST THE INSTALLATION OF THE FIRST 3 OF EACHTYPE, BASE MATERIAL, AND POSITION (DOWN,HORIZONTAL, OVERHEAD). OBSERVE ASTM E488MINIMUM EDGE DISTANCES FOR DETERMININGTEST LOCATIONS. SUBMIT PROPOSED TESTLOCATIONS AND REQUESTS FOR REQUIREDTENSION TEST LOAD VALUES TO ENGINEER.
- TENSION TEST FIRST 3 AND 1%OF REMAINING
ASTM E488STATIC TENSION
ITEM FREQUENCY STANDARD
PRIOR TO START OF WORK
CRITERIA
- OBSERVE PREPARATION OFGROUT SPECIMENS AND/ORPRISMS
C --ASTM C1019ASTM C1314
STRUCTURAL MASONRY SPECIAL INSPECTIONS (LEVEL 1)
AT START OF WORK
- LOCATION OF REINFORCEMENT,BOLTS AND EMBEDMENTS
-- --
- PROPORTIONING OF SITE-PREPARED MORTAR
-- VERIFY THE CONTRACTOR'S METHODS ANDWORKMANSHIP ARE COMPLIANT.
ACI 530.1 2.6A
- MORTAR JOINT CONSTRUCTION -- ACI 530.1 3.3B
- PLACEMENT OF REINFORCINGSTEEL (BARS, JOINTREINFORCING AND TIES)
EACH DAYOF WORK
VERIFY TYPE, SIZE, BAR QUANTITY, LOCATION,SPACING, COVER, SPLICE LENGTH, SPLICELOCATIONS, SURFACE CONDITION, SUPPORT ANDSECURING. SEE STRUCTURAL CONCRETE TABLEINSPECTION ITEMS FOR WELDING, FIELD BENDING,COATED REINFORCING, AND MECHANICALCONNECTORS.
ACI 530.1 3.4
PRIOR TO GROUT PLACEMENT
- GROUT SPACE 100% VERIFY SPACE IS FREE OF MORTAR DROPPINGSAND DEBRIS, AND CLEANOUTS PROVIDED ASREQUIRED.
--
- PLACEMENT OF BOLTS ANDEMBEDMENTS
EACH DAYOF WORK
VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY GROUT SPACE AROUNDANCHORS IN FACE SHELL.
--
- PLACEMENT OF GROUT C --ACI 530.1 3.5
DURING GROUT PLACEMENT
- COLD WEATHERCONSTRUCTION
EACH DAYOF WORK
REQUIRED WHEN AIR TEMPERATURE ISBELOW 40 °F.
ACI 530.1 1.8C
- HOT WEATHERCONSTRUCTION
EACH DAYOF WORK
ACI 530.1 1.8D
- PROPORTIONING OF SITE-PREPARED GROUT
P --ASTM C476
DURING WORK
- SIZE AND LOCATION OFMASONRY ELEMENTS
EACH DAYOF WORK
--ACI 530.1 3.3F
- REINFORCING STEEL (BARS,JOINT REINFORCING AND TIES)
100% VERIFY TYPE, SIZE, BAR QUANTITY, LOCATION,SPACING, COVER, SPLICE LENGTH, SPLICELOCATIONS, SURFACE CONDITION, SUPPORT ANDSECURING.
ACI 530.1 3.4
- BOLTS AND EMBEDMENTS 100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY GROUT SPACE AROUNDANCHORS IN FACE SHELL.
--
- MORTAR JOINT CONSTRUCTION 100% --ACI 530.1 3.3B
REQUIRED WHEN AIR TEMPERATURE ISABOVE 90 °F .
- ASSEMBLY COMPRESSIVESTRENGTH (f'm)
-- VERIFY PRECONSTRUCTION TESTING MEETSPROJECT REQUIREMENTS.
--
STRUCTURAL MASONRY SPECIAL INSPECTION NOTES:1. ITEMS NOTED AS FREQUENCY OF "EACH DAY OF WORK" ARE TO BE OBSERVED AT LEAST 2 TIMES EACH DAY THATMASONRY CONSTRUCTION IS IN PROGRESS.
ITEM FREQUENCY STANDARD CRITERIA
STRUCTURAL MASONRY TESTING (LEVEL 1)
DURING WORK
- SELF-CONSOLIDATING GROUTSLUMP FLOW
EACH TRUCKLOAD
ASTM C1611 VERIFY SLUMP FLOW AND VISUAL STABILITYINDEX (VSI).
REINFORCING STEEL, BOLTSAND EMBEDMENTS
- WELDING -- -- PER STRUCTURAL STEEL TESTING
STRUCTURAL MASONRY TESTING NOTES:1. SEE SPECIFICATION FOR REQUIREMENTS OF PRECONSTRUCTION LOAD TESTS TO BE PERFORMED BY CONTRACTOR.
ITEM FREQUENCY STANDARD
FRAMING
CRITERIA
- MEMBERS AND CONNECTIONS P VERIFY TYPE, SIZE, LOCATION, SPACING--
- BRIDGING AND BLOCKING P --
- FIELD CUTS AND NOTCHES P NO CUTS OR NOTCHES THROUGH SECTIONFLANGES PERMITTED.
--
STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS
- PUNCHOUTS P VERIFY SPACING REQUIREMENTS FROMBEARINGS AND CONNECTIONS AND REINFORCINGIS USED WHERE REQUIRED
--
- SPLICING P NO SPLICING OF STRUCTURAL MEMBERSPERMITTED UNLESS SPECIFIED ON THECONSTRUCTION DOCUMENTS.
--
VERIFY TYPE, LOCATION, AND ATTACHMENT
WELDED ATTACHMENTS
- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE
AWS D1.1/D1.3
- DURING WELDING P
--
AWS D1.3
- CORROSION RESISTANCETREATMENT
P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA
--
SCREWED ATTACHMENTS
- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES
--
- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.
--
- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.
--
- COLD FORMED STEELASSEMBLIES
P ICC-ES REPORT VERIFY TYPE, NUMBER OF FASTENERS, ANDINSTALLATION IN CONFORMANCE WITH ICC-ESREPORT
- AFTER WELDING 100% VISUAL AWS D1.3
--
POWER-ACTUATED FASTENERS
- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE
AND BASEMATERIAL
VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.
ICC-ES REPORT
- DURING INSTALLATION P --ICC-ES REPORT
- AFTER INSTALLATION 100% VISUAL VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND FASTENER HEAD STAND-OFFIS ACCEPTABLE (FULLY DRIVEN).
--
ITEM FREQUENCY STANDARD
METAL DECK
CRITERIA
- METAL DECK P VERIFY TYPE, GAGE, AND LOCATION--
- ATTACHMENT P --
- FIELD CUTS AND NOTCHES P VERIFY CUTS OR NOTCHES THROUGH SECTIONARE REPAIRED.
--
STRUCTURAL METAL DECKING SPECIAL INSPECTIONS
VERIFY ATTACHMENT TYPE, SIZE, SPACING,AND EDGE DISTANCES
WELDED ATTACHMENTS
- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE
AWS D1.1/D1.3
- DURING WELDING P
--
AWS D1.3
- CORROSION RESISTANCETREATMENT
P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA
--
SCREWED ATTACHMENTS
- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES
--
- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.
--
- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.
--
- AFTER WELDING 100% VISUAL AWS D1.3
--
POWER-ACTUATED FASTENERS
- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE
AND BASEMATERIAL
VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.
ICC-ES REPORT
- DURING INSTALLATION P --ICC-ES REPORT
- AFTER INSTALLATION 100% VISUAL VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND FASTENER HEAD STAND-OFF ISACCEPTABLE (FULLY DRIVEN).
--
ITEM FREQUENCY STANDARD
PRIOR TO START OF WORK
CRITERIA
- PRIOR TO FABRICATION ORERECTION
-- VERIFY PLATES AND SHAPES CONFORM TOASTM STANDARDS SPECIFIED, REVIEWMANUFACTURER'S CERTIFIED MILL TESTREPORTS OR CERTIFICATE OF COMPLIANCE
--
STRUCTURAL STEEL SPECIAL INSPECTIONS
DURING BOLTING
-- VERIFY BOLT ASSEMBLY CONFORMS TO ASTMSTANDARDS SPECIFIED, REVIEW CERTIFICATE OFCOMPLIANCE, OBSERVE PRE-INSTALLATIONVERIFICATION TESTING OF PRETENSIONEDFASTENER ASSEMBLIES, VERIFY APPROPRIATEFAYING SURFACE CONDITION
AISC 360 /RCSC SPECIFICATION
- PRIOR TO BOLTING
P VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.
AISC 360 /RCSC SPECIFICATION
- SNUG-TIGHTENED JOINTS
P AISC 360 /RCSC SPECIFICATION
- PRETENSIONED AND SLIP-CRITICAL JOINTS
C AISC 360 /RCSC SPECIFICATION
- PRETENSIONED AND SLIP-CRITICAL JOINTS USINGCALIBRATED WRENCH OR TURN-OF-NUT METHOD WITHOUTMATCHMARKING
- PRIOR TO WELDING
DURING WELDING
P --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"
C --AWS D1.1- SINGLE PASS FILLET WELD> 5/16" AND MULTIPASSFILLET WELD
C --AWS D1.1- PARTIAL PENETRATIONGROOVE WELD
C --AWS D1.1- COMPLETE PENETRATIONGROOVE WELD
P VERIFY TYPE, SIZE, SPACING, AND LOCATIONSAWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)
-- VERIFY MATERIALS, PROCEDURES, WELDERQUALIFICATIONS, AND REVIEW CERTIFICATESOF COMPLIANCE
AWS D1.1 /AISC 360
AFTER WELDING
100% VISUAL --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"
100% VISUAL VERIFY TYPE, SIZE, SPACING, AND LOCATIONSAWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)
- DURING ERECTION P VERIFY INSTALLATION OF BRACING ANDSTIFFENING, MEMBER LOCATIONS, ANDCONNECTIONS. REPORT ANY OBSERVATION OFKINKS, BENDS, OR OTHER DAMAGE.
--
FRAMING
VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.
VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.VERIFY TIGHTNESS OF NUT FOR 10% OF BOLTS(2 MIN) AT EACH JOINT.
STRUCTURAL STEEL INSPECTION NOTES:1. IN TENSIONED JOINTS, WHEN SPLINES ARE NOT SHEARED OR INDICATOR WASHERS ARE NOT PROPERLY DEFORMED, THETESTING AGENCY SHALL DETERMINE THAT PROPER BOLT TENSION HAS BEEN ACHIEVED BY THE APPLICATION OF APROPERLY CALIBRATED TESTING TORQUE OR THE CONTRACTOR MAY REMOVE AND REPLACE ALL DEFICIENT BOLTS. ALLCOST OF ADDITIONAL INSPECTION SHALL BE BORNE BY THE CONTRACTOR.
ITEM FREQUENCY STANDARD
WELDING
CRITERIA/REMARKS
- PARTIAL PENETRATIONGROOVE WELD
100% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR
ULTRASONIC ORRADIO GRAPHIC
STRUCTURAL STEEL TESTING
100% ULTRASONIC ORRADIO GRAPHIC
- COMPLETE PENETRATIONGROOVE WELD
1% BEND TEST,100% RING TEST
BEND TEST: PER AWS D1.1 BENT STUD (TORQUETEST FOR THREADED STUDS) ACCEPTANCECRITERIA.RING TEST: STRIKE WITH HAMMER, IF THE STUDRINGS, STUD IS ACCEPTABLE. IF STUD DOES NOTRING, PERFORM AWS D1.1 BEND TEST.
AWS D1.1SECTION 7
- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS), DEFORMEDANCHOR STUD (DAS), THREADEDSTUDS
- FILLET WELD 10% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR
ASTM E709MAGNETIC PARTICLE
FRAMING
100% ANY CRACK REGARDLESS OF SIZE OR LOCATIONSHALL CAUSE WELD TO BE REJECTED.
ASTM E709 MAGNETICPARTICLE
- THERMAL CUTTING OF SHAPESAND PLATES EXCEEDING 2INCHES THICK
100% CRITERIA TO BE MET 6 INCHES ABOVE ANDBELOW EACH WELD, OR SHALL BE CAUSEFOR REJECTION.
ASTM A898 (LEVEL 1CRITERIA)
- SHAPES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS
100% ANY DISCONTINUITY CAUSING A TOTAL LOSSOF BACK REFLECTION THAT CANNOT BECONTAINED WITHIN A CIRCLE 3 INCHES INDIAMETER SHALL BE REJECTED.
ASTM A435- PLATES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS
STRUCTURAL STEEL TESTING NOTES:1. THE WELDING INSPECTOR SHALL HAVE THE AUTHORITY TO REJECT WELDMENTS. SUCH REJECTION MAY BE BASED ONVISUAL INSPECTION WHERE IN THE INSPECTOR'S OPINION THE WELDMENT WOULD NOT PASS A MORE DETAILED INVESTIGATION.2. IF DEFICIENT WELDS ARE DISCOVERED, THE REMAINING UNINSPECTED WELDS SHALL RECEIVE SUCH ULTRASONIC ORMAGNETIC PARTICLE TESTING AS MAY BE REQUIRED BY THE ARCHITECT AND ENGINEER. ALL COST OF ADDITIONAL TESTINGSHALL BE BORNE BY THE CONTRACTOR.3. REPORTS OF WELD TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DESCRIPTION OF EACH WELD, IDENTIFYINGMARK OF THE RESPONSIBLE WELDER, CRITIQUE OF DEFECTS NOTED BY VISUAL INSPECTION OR TESTING, STATEMENT OFACCEPTABILITY PER AWS STANDARDS.
- EMBEDDED PLATE ASSEMBLIESWITH PLATES EXCEEDING 3/4INCH
100% ULTRASONIC TEST ALONG CENTERLINE OF PLATE WIDTHAFTER STUD/REBAR SHOP WELDING.
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:43 PM
S-003
QUALITY ASSURANCE13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
37
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
K L M NH
11
4
5
6
7
8
J
9
6.8
7.6
6.2
20'-0
"9'
-11"
11'-4
1/2
"23
'-10
1/2"
18'-1
1 1/
2"8'
-0"
9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8" 1'-7 3/8"
1'-0 3/4"
4.2
2
GFEDCBA
12'-0" 12'-0" 11'-1" 12'-11" 14'-2" 14'-2" 14'-2"
14'-0
"14
'-0"
14'-0
"14
'-0"
21'-8
"
SOG4
1'-4 1/2"
1'-4
1/2
"
6 7/
8"
1'-1 1/2"
1'-7
1/2
"
1'-7 1/2"1'-7 1/2" 80'-9"
26'-8" 27'-5" 26'-8"
2'-0 1/2"
20'-5
1/2
"
TO IF WALL2 7/8"
HSS6x6x5/16BP-1
10" TYP10" TYP
10"
2
S-100
(E) SOG4
100'-0"(E) CAISSONBEARING AT 80'-0"
1
S-302
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
HSS6x6x3/16
F4x4
F4x4 F6x6 F8x8
F5x5
F5x5 F6x6 F6x6
F8x8
F6x6
F5x5
3'-3 3/4"
HS
S6x
6x3/
8
(E) SOG4
12
S-301
12
S-301
1'-1 1/2"
1'-1
1/2
"
8"
8"
9
S-301TYP
10
S-301
10
S-301
10
S-315
(E) SF2-2
97'-6"
(E) SF2-8
(E) SF3-8
97'-6"
97'-6"
(E) SOG4
97'-10"
2
S-110
4
S-100
SF1-8
SF1-8
SF2-6
SF1-6
SF1-8
SF1-6
SF1-6
SF2
SF2-6
SF2-6
SF1-6
2" EJ
2" EJ
1
13
S-301
13
S-301
S-302
4
TYP, UNO
HSS6x6x5/16BP-2
S-302
2S-302
5
TYP
13
S-302
7'-5 5/8"8'-2 5/8"
2'-1
0 3/
4"10
'-4"
9 1/
4"
16
S-315
16
S-315
TYP
20
S-540
9
S-315
STEP FTG
STEP FTG
9
S-315
14
S-301
11
S-301
11
S-301
11
S-301
14
S-301
3
S-100
15
S-301
15
S-301
MW8
MW8
MW8
MW8
MW10
1'-1
1/2
"
1'-6"
1'-6
"
6
S-302
6
S-302
7
S-302
6
S-302
STEP B/GB
96'-0"
SOG4
100'-0".
1'-3"
1'-3
"
100'-0"
SOG4
100'-0"
STEP T/WALL
STEP T/WALL
7
S-302
15
S-302
16
S-302
16
S-302
1'-3
"
PROVIDE MIN 2 BATTERED PILES WITH 30k T&C
LEVEL 1100'-0"
Second Floor Addition111'-8"
M N
HSS4x4x1/4
HSS4x4x1/4
EQ
EQ
WP
40°
S-501
9
S-501
10
S-501
7
FOUNDATION PLAN NOTES:
1. SEE ARCH AND MECH DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILLS, PADS, AND CURBS NOT SHOWN.
2. TOP OF INTERIOR FOOTINGS SHALL BE 99'-4" UNLESS NOTED OTHERWISE.
3. TOP OF EXTERIOR FOOTINGS SHALL BE 96'-6" UNLESS NOTED OTHERWISE.
4. MASONRY WALLS TYPE MW10 UNO.
5. REFER TO TYPICAL DETAILS:
LEVEL 1100'-0"
Second Floor Addition111'-8"
H J
LINE OF (E) COL
2"SEE ARCH
OPENINGWIDTH
EXTEND FTG 4"
(2)#7 T&B W/32"NOMINAL LINTELDEPTH
(2)#7 T&B W/32"NOMINAL LINTELDEPTH
BM POCKET
(4)#7 EF FULL HT JAMBREINF W/32" JAMBWIDTH
19
S-400
12
S-400
12
S-400
KEYNOTE LEGEND
1
2
(N) RAMP AT EXISTING SOG SEE ARCH FOR LOC ANDSIZE. SEE:
ALIGN WEBS TO ALLOW FOR CONTINUOUS DUCT PASSAGE.
3 NEW OPENING IN (E) MASONRY WALL. SEE ARCH FORLOCATION AND SIZE. 6'-8" MAX OPENING WIDTH. FORLINTEL SEE: /17 S-401
/12 S-315
LEVEL 1100'-0"
Second Floor Addition111'-8"
12
S-400
19
S-400
19
S-400
(6) #7 EF FULL HTJAMB REINF W/48"JAMB WIDTH
(2)#7 T&B W/ 32"NOMINAL LINTELDEPTH
TYP JAMB REINF
TYP JAMB REINF
FLOOR SLAB
TYP LINTEL REINF
NOTES:1. FOR ADDNL INFORMATION SEE2. GROUT SHOWN IS ADDNL TO TYP.
/9 S-400
NOTES:1. FOR ADDNL INFORMATION SEE2. GROUT SHOWN AS ADDNL TO TYP.
/9 S-400
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:44 PM
S-100
LEVEL 1 PLAN13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
NL
NL
38
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
1/8" = 1'-0"
FOUNDATION PLAN1
1/4" = 1'-0"
BRACE ELEVATION2
2 / S-301 TYP SPREAD FOOTING
6 / S-301 TYP STRIP FOOTING
10 / S-302 COL BASE PLATE SCHEDULE
5 / S-315 TYP SOG KEY PLAN
18 / S-315 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO
19 / S-315 TYP WALL PENETRATIONS
9 / S-400 TYP STRUCTURAL MASONRY WALL ELEV
1/4" = 1'-0"
WALL END GRID 6.24
1/4" = 1'-0"
CMU AT GRID 1 DOOR3
K L M NH
11
4
5
6
7
8
J
9
6.8
7.6
6.2
4.2
2
GFEDCBA
W24
x55
[26]
W24
x55
[26]
STAIR SUPPORT
W8x
18 [6
]
3VLP
A3
3VLI
3
2
S-100
OPEN
OPEN
3VLI
3
3VLI3
OPEN
W12
x26
[8]
W12x19 [9]
PRE-MANUFACTUREDSTAIR
3VLI3
8'-0
"18
'-11
1/2"
23'-1
0 1/
2"11
'-4 1
/2"
9'-1
1"20
'-0"
9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8"12'-0" 12'-0" 11'-1" 12'-11" 14'-2" 14'-2" 14'-2"
5 1/
2"
3'-1 1/4" 5 1/2"
EQ
EQ
5 1/2"
5 1/2"
5 1/
2"
1 3/4" EJ 10"
4"
W12
x19
[7]
W14
x22
W14
x22
W14x26
W14x26
11k
W12
x19
[12]
c=3
/4"
9k 11k
9kW16x36 [16]
8kW18x40 [16]
8kW14x26 [14]
25k
W18
x40
[20]
20k W14x22 [14] c=1 1/4" 17k W14x34 [27] 20k W14x22 [14] c=1"
17kW14x22 [14] c=1 1/4"
17kW14x22 [14] c=1 1/4"
17k W14x22 [14] c=1 1/4"
17k W14x22 [14] c=1 1/4"17k W14x22 [14] c=1 1/2"
17k W14x22 [14] c=1 1/2"
10k W16x31 [14] 10k W16x31 [14] W21x44
24k
W21
x44
[18]
2" EJ
2" EJ
17'-
7 1/
4"
10
S-401
2
S-501
2" E
J
2" EJ
2
S-110
4
S-100 11
S-540
7
S-540
7
S-540
7
S-540
11
S-540
W14x22 [14] c=1 1/2"17k
A
AA
A
5
S-501
9
S-530
9
S-530
9
S-530
9
S-530
9
S-530
9
S-530
9
S-530
SE
EA
RC
H4"
4"
SEE ARCH
111'-8"
111'-8"110'-4"
SLOPE
W36x135 ( 111' - 11" )
W36x135 ( 111' - 11" )
12
S-530 15
S-401
3ABOVE
3
14
S-540
2
S-401
2
S-401
S-400
10 TYP ATELEV
20
S-540
17
S-540
6
S-501
2
S-401
2
S-401
S-400
10
DN
DN
OH
1
S-501
1
S-501
9
S-530
1/2"
14
S-531
1'-4
"
W8x10
15
S-531
W14
x22
W8x
10 [6
]
11
S-501
3 1/8"12
S-501
W8x
10
W8x18 LINTEL BELOW
16
S-531
FLOOR FRAMING PLAN NOTES:
1. BEAMS SHALL BE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTERHWISE.
2. TOP OF STEEL ELEVATION IS AT BOTTOM OF DECK UNLESS NOTED OTHERWISE.
3. REFER TO TYPICAL DETAILS:
LEVEL 1100'-0"
Second Floor Addition111'-8"
9
HS
S4x
4x3/
8
HS
S4x
4x3/
8
HS
S4x
4x3/
8
HSS6x6x3/8
17
S-540
KEYNOTE LEGEND
1
2
(N) RAMP AT EXISTING SOG SEE ARCH FOR LOC ANDSIZE. SEE:
ALIGN WEBS TO ALLOW FOR CONTINUOUS DUCT PASSAGE.
3 NEW OPENING IN (E) MASONRY WALL. SEE ARCH FORLOCATION AND SIZE. 6'-8" MAX OPENING WIDTH. FORLINTEL SEE: /17 S-401
/12 S-315
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:44 PM
S-110
LEVEL 2 ADDITION PLAN13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
NL
NL
39
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
1/8" = 1'-0"
SECOND FLOOR FRAMING PLAN1
9 / S-400 TYP STRUCTURAL MASONRY WALL ELEV
1 / S-500 TYP BEAM CONNECTIONS
11 / S-530 METAL DECK SLAB SCHEDULE
16 / S-530 TYP METAL DECK SLAB OPENINGS
10 / S-531 TYP SHEAR STUD LAYOUT
7 / S-531 TYP SLAB CONST JOINT LOCATIONS
3/16" = 1'-0"
CURTAIN WALL BACK UP ELEVATION2
K L M NH
11
4
5
6
7
8
J
9
6.8
7.6
6.2
4.2
2
GFEDCBA
. .
3NA
RTU2.2k
. .
. .
RTU2.5k
2
S-100
5 1/
2"20
'-0"
9'-1
1"11
'-4 1
/2"
23'-1
0 1/
2"18
'-11
1/2"
8'-0
"
9'-0" 14'-2 1/2" 26'-8" 27'-5" 26'-8"
1.5B
.
SLOPE
1/4:12
SLOPE
1/4:12
3VLI3
OPEN
W10x30LINTEL BELOW
. .
. .
. .
1.5BA
10K
1
14K
CS
2
14K
CS
2
14K
CS
2 10K
1
10K
112
K1
20K
5
20K
5
18K
3
26K
6
32LH
10
26K
6
24K
CS
3
24K
CS
3
W16x31
24K
CS
3
10k W16x31 10k W16x31 10k W18x40
15k W16x31 13k W16x31 9k W16x31
W16x31
9k W16x31
10k
W18
x40
W12
x19
10k
W16
x31
W14
x26
W16
x31
5 1/2"
5
S-530
5
S-530
5
S-530
5 1/2"
5 1/
2"
7
S-401
6
S-401
6
S-401
S-401
2TYP
1
S-501
EJ
4
S-100
10
S-540
10
S-540
13
S-540
13
S-540
10
S-540
13
S-540
10
S-540
A
AA
A
2
6
S-401
14
S-401
3
12
S-540
20
S-540
7'-6" 9'-9" 9'-11" 9'-9" 9'-0" 9'-0" 9'-0" 9'-11 1/2" 2 7/8"
HATCH
12
S-4017
S-401
SIM
16
S-401
2
S-401
TOC= 224'-4"
13
S-531
3'-1 1/2" 5 1/4"
123'-4 5/8"
SEE ARCHT/WALL @PERIMETER
124'-0"
124'-0"
124'-4"B/DECK @ CLOF WALL
T/WALL
5 1/
2"17
'-7 1
/4"
4
5
DCBA
1.5B
HOIST BEAM
SLOPE 1/4:12137'-10 3/8"SEE ARCH
T/WALL
2
S-401
18
S-401
137'-10"
B/DECK
ROOF FRAMING PLAN NOTES:
1. BEAMS/JOISTS SHALL BE EQUALLY SPACED BETWEEN GRID LINES OR ALONG GIRDERS UNLESS DIMENSIONED OTERHWISE.
2. TOP OF STEEL ELEVATION IS AT BOTTOM OF DECK OR BOTTOM OF JOIST SEAT UNLESS NOTED OTHERWISE.
3. REFER TO TYPICAL DETAILS:
KEYNOTE LEGEND
1
2
(N) RAMP AT EXISTING SOG SEE ARCH FOR LOC ANDSIZE. SEE:
ALIGN WEBS TO ALLOW FOR CONTINUOUS DUCT PASSAGE.
3 NEW OPENING IN (E) MASONRY WALL. SEE ARCH FORLOCATION AND SIZE. 6'-8" MAX OPENING WIDTH. FORLINTEL SEE: /17 S-401
/12 S-315
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:45 PM
S-120
ROOF PLAN13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
40
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
1/8" = 1'-0"
ROOF FRAMING PLAN1
1/8" = 1'-0"
ELEVATOR ROOF2
9 / S-400 TYP STRUCTURAL MASONRY WALL ELEV
1 / S-500 TYP BEAM CONNECTIONS
7 / S-520 TYP JOIST CHORD SUPPORT
6 / S-520 TYP JOIST BRG CONN
11 / S-530 METAL DECK SLAB SCHEDULE
18 / S-530 TYP METAL DECK ROOF OPENINGS
20 / S-531 TYP MECH SUPPORT ON ROOF DECK
BOT REINFPER SCHED
TOP REINF IFNOTED INSCHED
PLAN
W
L
L BARS
W BARS
APPROVEDBRG MATL, SEEEARTHWORKSPEC (L x W)
PLAN DIMENSIONS
CLR3"
T
T/FTG, SEE PLAN
L BARS
W BARS
3" CLR
CLR2"
MARK
STRIP FOOTING SCHEDULE
FOOTING SIZEW x T
LONGITUDINALREINF
REMARKS
SF1-6 1'-6" x 1'-0" (3)#5 BOT -
TRANSVERSEREINF
LONGITUDINALREINF
TRANSVERSEREINF
#5 @ 12" OC
APPROVED BRGMATL, SEEEARTHWORKSPEC
PLAN AT FOOTING INTERSECTIONSLTS AT ALL BAR SPLICES
W
T
3" C
LR
T/FTG, SEE PLAN
3" CLR
TOP REINF IFNOTED IN SCHED
AT
CO
NS
T J
TS
LTS
OR
CO
NT
THRU FOOTINGLTS OR CONT
NOTES:1. CLEAN SURFACE AND REMOVE LAITANCE. WET SURFACE AND REMOVE STANDINGWATER IMMEDIATELY PRIOR TO PLACING CONC
2. SEE FOR POUR LENGTH LIMITS AND CONTROL JOINT DETAILS.
SEE NOTE 1
S-301
8
SF1-8
SF2
SF2-6
1'-8" x 1'-0"
2'-0" x 1'-0"
2'-6" x 1'-0"
-
-
-
(3)#5 BOT
(3)#5 BOT
(4)#5 BOT
#5 @ 12" OC
#5 @ 12" OC
#5 @ 12" OC
1ST POUR 2ND POUR
ELEVATION VIEW
11 1/8"
LTE LTE
MATCH SIZE ANDNUMBER OF FTGBOT BARS
NOTE 2
60'-0" MAXNOTE 2
NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS.
60'-0
" M
AX
A
A
B
EQ
EQ
EQ
#5x @12", ALTERNATE
HOOK DIRECTION
#5@12" (3 MIN) 6"
#5 DOWEL. DRILLAND EPOXY ATEXISTING
12" MIN P/C SILL
MARK FOOTING SIZEL x W x T
REINFORCING SERVICECAPACITY
(KIPS)
REMARKS
32
50
F4x4 4'-0"x4'-0"x1'-0" (4) #5 EW BOT
72
F5x5 5'-0"x5'-0"x1'-0" (5) #5 EW BOT
F6x6 6'-0"x6'-0"x1'-2" (6) #5 EW BOT
128F8x8 8'-0"x8'-0"x1'-6" (8) #6 EW BOT
SPREAD FOOTING SCHEDULESOIL ALLOWABLE PRESSURE = 2000 PSF
-
-
-
-
S-315
6
S-302
10
1
1
LTS + 2'-0"
WALLDWLS
TYPUNO
LTSLTS
T/FTG
T
SEE PLAN
MATCH SIZE AND NUMBEROF FTG LONG BARS
(1'-0" MIN)
T
#5x @12"OC
#5@12" (4 MIN)
6"7"
-
#5@12" (2 MIN)
SEE PLAN
DOWELS TO MATCH VERTMAS REINF.SEE: /9 S-400
3"
#5x @12"OC
#5@12" (4 MIN)
SEE PLAN
7"
-
DOWELS TO MATCH VERTMAS REINF.SEE: /9 S-400
#5@12" (2 MIN)
L4x4x1/2
HSS6x6 BACKUPFRAMING
L2x2x3/8
PL1/2x6 1/2x0'-8" W/(2)5/8"ØDASx2'-4" AT 4" GAGE
FOR STEM WALLINFORMATIONSEE:
S-301
11
3/163/16
L2x2x3/8
3/16
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:46 PM
S-301
FOUNDATION DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
41
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE2 TYP SPREAD FOOTINGNO SCALE6 TYP STRIP FOOTING
NO SCALE8 TYP STRIP FOOTING CONST JTNO SCALE12 STEM WALL @ STOREFRONT
NO SCALE9 TYP STEEL COL AT FOOTING
NO SCALE10 TYP SINGLE STEP AT WALL FOOTING
NO SCALE11 TYP STEM WALL W/ BRICK
NO SCALE13 STR MAS WALL OVER FOOTING
NO SCALE14 STEM WALL W/ BRICK @ CMU
NO SCALE15 STEM WALL AT BACK UP FRAMING
3"
8"
1 1/2" BLOCKOUTFOR BASE PL
CONT HORIZWALL REINF
SEE PLAN SEE PLAN
SE
E P
LAN
SE
E P
LAN
(8)#7 VERT
#3 TIES AT, (2) AT 3" OCAND REMAINDER AT12" OC
REINF AT PILASTER
OMIT WALL VERT
1 1/2" WALLBLOCKOUT FORBASE PL
2" C
LR T
YP
(8)#7 VERT
#3 TIES AT, (2) AT 3" OCAND REMAINDER AT12" OC
1 1/2" WALLBLOCKOUT FORBASE PL
SE
E P
LAN
SE
E P
LAN
SEE PLANSEE PLAN
2" C
LR T
YP
DOUBLE NUT ORHEADED ANCHOR ROD
NOTES:1. SEE PLAN FOR BASE PLATE MARK2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE
PL WASHER 1/2x2x2 W/STD HOLE
OPTIONAL LEVELINGNUTS
1 5/16"Ø HOLES
HSS COLUMN
AT HSS COL
5/16
T
TYP BASE PLATE SCHEDULE
BASEPLATEMARK
BP-1
BP-2
PLATETHICKNESS
T (IN)
PLATEWIDTHB (IN)
PLATELENGTH
N (IN)
A
E
1 1/
2" N
S G
RO
UT
AB
OV
E N
UT
2" M
IN P
RO
JEC
TIO
N
A
3/4 13 13
ANCHORDIAM (IN)
MIN ANCHOREMBEDE (IN)
BPARRANGEMENT
3/4 18 TYPE A
3/4 13 22 3/4 18 TYPE B
2" 4 1/2" 4 1/2" 2"
2"4
1/2"
4 1/
2"2"
1'-1
"
1'-1"
TYPE A
2" 9" 4 1/2" 4 1/2" 2"
2"4
1/2"
4 1/
2"2"
1'-1
"
1'-10"
TYPE B
N
9
1'-4
"S
EE
PLA
N
SEE PLAN
2" CLR TYP
(10)#7 VERT
APPROX LOCOF ANCHORBOLTS
#3 TIES AT, (2) AT 3" OCAND REMAINDER AT12" OC
1 1/2" WALLBLOCKOUT FORBASE PL
LEVEL 1100'-0"
8"2'
-0"
20k EA
S-302
14#5 @ 1'-0" OC T&B EWHOOK EA END
DEMO AND REPLACESLAB ON GRADE ASNEEDED
S-315
20
SERVICE LOAD PERMICROPILE, SEE DETAILS
END PLATE BY MICROPILECONTRACTOR
BOTTOM OF CONCRETE =TOP OF GROUT
STEEL CASING AS REQD BYMICROPILE CONTRACTOR
MIN
9 1/
2"
CONT REINF FORMICROPILE LENGTH
DOWELS TO MATCH VERTMAS REINF.SEE: /9 S-400
STEM WALL REINFPER /11 S-301
(3)#7 T&B
#4 TIES @ 18" OC
#5@8" OC EF
3" C
LR
2" CLR
2" C
LR
100'-0"
2'-8
" M
IN
1'-0
"
T/PIT SEE PLAN
BEYOND /14 S-302
S-302
8
60k EA
100'-0"
1'-8
" M
IN
AT B/GB STEPEXTEND B/BARS LTS
FOR REINFSEE /6 S-302
#5@ 12" OCEW T&B
3" C
LR
#5 DOWELSAT 12" OC
3"
#5xCONTLTS
(E) FOUNDATION.PROVIDE EXCAVATIONSHORING PER SPEC.
4 1/2"
3"
2"
1"
GRADE BEAMPERPENDICULAR
HOOK T&B GRADEBM REINF
DOWELS TO MATCH VERTMAS REINF.SEE: /9 S-400
#5 @ 8" OC HORIZ
#4 @ 12" OC VERTW/ 180° HOOKS
100'-0"
1'-0
"
T/PIT SEE PLAN
S-302
8
(2) #7 T&B
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:48 PM
S-302
FOUNDATION DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
42
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
3/4" = 1'-0"1 TYP PILASTER SECTION
1" = 1'-0"2 TYP PILASTER
1" = 1'-0"5 CORNER PILASTER
NO SCALE10 COL BASE PLATE SCHEDULE NO SCALE4 BRACED FRAME PILASTER
3/4" = 1'-0"13 MICROPILE CAP
NO SCALE14 TYP MICROPILE FOUNDATION
NO SCALE6 FDN AT ELEVNO SCALE7 FDN AT ELEV - 2
NO SCALE8 ELEVATOR PIT SLAB
NO SCALE15 GRADE BM CONFIG AT (E) WALL
NO SCALE16 FDN WALL AT (E)
PLAN AT PILASTER
FIRST POUR
PLAN AT COLUMN
CJ ORCONST JT
90°
CL COL
TOOLED JT ATEXPOSED AREAS
COLUMN FACE
COLUMN
ISOLATION JT
CONCRETE ENCASEMENTTO COVER COL BASE,TYP
SECTION AT COLUMN
COLUMN ORPILASTER
CONST JOINT
DIAMOND ORROUNDBLOCKOUT
TYP4" M
IN
90
°
90
°
4" MIN
A
A
PREFORMED JT FILLER
CONT VAPORRETARDER,SEE ARCH
2ND POUR1ST POUR
EXTEND REINFTHRU JT
1/8" .
NOTES:1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLY TOPERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12 HOURSAFTER CASTING)
LAP (2) MESHPANELS OR LTS
1"
NOTE 1
SLAB REINF
T2"
MIN
#4 ES CONT
2
1
CONSTRUCTION JOINT
CONTROL JOINT
6"1 1/2"
EQ
EQ
EQ
S-315
6
S-315
6
7
S-315
PROVIDE JT EW ATALL RE-ENTRANTCORNERS
CONTROL ORCONSTRUCTION JT
RATIO = 1:1.5
10'-0" MAX EWMAX ASPECT
NOTES:1. KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT2. PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING. COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS
PROVIDE (1) #4 TYPTRIM REINF AT ALLOPNGS, NOTCHES,AND RE-ENTRANTCORNERS
SEE GENERALNOTES FOR POURLENGTH AND AREALIMITS
S-315
2TYP SLABREINF
~
~
~~
2'-0
" T
YP
4"
PROVIDE ISOLATION JOINT. 1/4" PREFORMED JT FILLER OVER FULLSLAB DEPTH, FILLER SHALL NOT PROTRUDE ABOVE SLAB.ELASTOMERIC JT SEALANT WHERE REQD (SEE ARCH)
9
S-315
P C
LR
CONT VAPORRETARDER, SEE ARCH
BAR SUPPORTS,SEE SPEC
NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC
SLAB REINF
NO
TE
1T
TYPICAL SLAB-ON-GRADE SECTION
2'-6"
TOP REINFORCING
MATCH TOP REINF
2'-0" HOOK
#4x
#4x4'-0@12", EC,CTR
(1) #4xCONT
TYPICAL
2'-6
"
@12" TOP2"
LTS + H
1 1/
2" C
LREQEQ
H
A
A
STAIR STRINGER ANDCONN TO SOG BY STAIRMNFR
(3) #4xCONT
#4x2'-0"
BEYOND STRINGERS
2'-0" (MIN), EXTEND THICKENED ZONE 1'-0"
1'-0
" M
IN
2'-0"@24"
3" C
LR
21
28
36
43
62
71
80
90
100
LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES)
#3
#4
#5
#6
#7
#8
#9
#10
#11
8
11
14
16
19
22
25
28
31
12
15
19
23
26
30
34
38
42
6
8
10
12
13
15
17
19
22
21
28
36
43
62
71
80
90
100
GENERAL NOTES:1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH,'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESHCONCRETE IS CAST BELOW THE BAR3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2"COVER)
LAP SPLICE NOTES:1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAPLENGTHS SCHEDULED5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH)INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP
ADJUSTMENTS TO GIVEN LAP LENGTHS:1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY50%2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%3. SCHEDULED LAP LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY50%4. SPLICE LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS,MULTIPLY SPLICE LENGTHS NOTED BY Fy/60,000
HOOK EMBEDMENT NOTES:1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY20%3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40%
77
70
62
55
48
131
118
105
93
81
22
33
27
16
37
56
46
28
COMP TENSION
78
87
8
9
12
14
17
19
21
24
27
12
15
19
23
26
30
34
38
42
6
7
8
10
12
13
15
17
19
18
25
31
37
54
62
70
78
87 67
60
54
47
42
113
102
91
80
70
19
28
24
14
32
48
40
24
COMP
17
22
28
33
48
55
62
70
78
6
6
7
9
10
12
13
15
17
17
22
28
33
48
55
62
70
78 60
54
48
42
37
101
91
81
72
63
17
25
21
13
29
43
36
2218
25
31
37
54
62
70
8
9
11
14
16
18
20
23
25
12
15
19
23
26
30
34
38
42
LCE LCS LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
LCE LCS
F'c = 3,000 PSI THRU 3,500 PSI
BAR SIZE(IN-LB)
F'c = 4,000 PSI F'c = 5,000 PSI
COMP TENSIONTENSION
LCE LCS LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
#10
#13
#16
#19
#22
#25
#29
#32
#36
BAR SIZE(METRIC)
D2 D2
D1D1
NOTES:1. ALL BENDS SHALL BE MADE COLD2. #14 & #18 BARS SHALL BE BEND TESTED& LAB APPROVED PRIOR TO BENDING
1
6
90° HOOK
PRINCIPAL REINFORCING
180° HOOK
90° HOOK#3-#5
STIRRUPS ONLY
135° HOOK#3-#8
TIE OR STIRRUP
MAX OFFSET BEND
~ ~~
~
~ ~
D1
#3 - #8 6d
#9 - #11 8d
#3 - #5 4d
#6 - #8
#9 - #11
6d
8d
D2
d
12d
d
4d2 1/2" MIN
d
6d4" MIN
d6d4"
MIN
TYPICAL REINFORCING BENDS
CONCRETE COVER
CASE COVER (IN)
COLUMNS, GIRDERS, AND BEAMS 1 1/2
CONCRETE PLACED AGAINST EARTH 3
CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2
CONCRETE PLACED ON VOID FORMS WITH MASONITE OR PLYWOOD COVERING 2
JOISTS 1 1/2
SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 1
ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC
DETAIL SIMILARFOR CIRCULAROPENINGS
NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS
LTS + 18", TYP
3'-0" MAX
W
H, 3
'-0"
MA
X
TYPICAL OPENING
T
MA
X D
=0.3
T O
R 2
"W
HIC
HE
VE
R IS
SM
ALL
ER
D = OUTSIDE DIAMETER
3D (12" MIN)CLEAR
NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BEACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BENOTIFIED.SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THEWALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OFRECORD.IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTEDFOR REVIEW
AT PIPING OR CONDUIT
NOTE 1
D 12" MAX
NO
TE
1ALIGN PEN'SVERTICALLY
B/WALL
NOTES:1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREAAS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TOACCOMMODATE PENETRATIONS
ED
GE
S, T
YP
12"
FR
OM
ALL
TYP EW2" CLR TO REINF,
NOTE 2
AT OPENINGS 12" OR LESS
(E) GRADE BEAMW/ LEDGE
(E) SLAB-ON-GRADE
4" 2'-0"
3"
1
1
2'-0"
#4@18" OC
ADHESIVE DOWEL
(2) #4
#4@18"
2'-0". 6".
ADHESIVE ANCHOR
8" M
IN
SLAB-ON-GRADE
BUILT ON (E) SOG
SLAB ON-GRADE
S-315
20
S-315
20
RE: ARCH FOR ADDNL RAMP INFORMATION.
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:49 PM
S-315
CONCRETE AND SOGDETAILS
13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
43
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE6TYP SOG BLOCKOUT ATCOLUMN/PILASTER
NO SCALE7 TYP SOG JOINTS
NO SCALE5 TYP SOG KEY PLAN
NO SCALE2 TYP SOG SCHEDULE
SLAB-ON-GRADE SCHEDULE
TYPE THICKNESS T REINFORCING BAR POSITION P REMARKS
SOG4 4" 6x6-W2.1xW2.1 1 1/2" --
NO SCALE9 SOG EXT THRESHOLD
NO SCALE10 SOG BELOW METAL STAIRNO SCALE18 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO
NO SCALE19 TYP WALL PENETRATIONS
NO SCALE16 SOG THRESHOLD AT (E)NO SCALE20 SOG DOWEL TO EXISTING NO SCALE12 RAMP SLAB SECTION
#3
#4
#5
#6
#7
16
21
26
43
60
16
26
40
54
63
ENGLISH
#22
#19
#16
#13
#10
METRIC
BAR SIZE
MASONRY LAP SPLICE SCHEDULE
RE
INF
CE
NT
ER
ED
8", 1
0", 1
2"M
AS
RE
INF
AT
FA
CE
AN
DA
T B
ON
DB
EA
MS
NOTES:1. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS2. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN INSTEAD OF SCHEDULEDLAP LENGTHS3. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE LENGTHS BY 50%4. MECHANICAL COUPLERS MAY BE USED IN LIEU OF ANY LAP LENGTH SHOWN.5. WHEN LOW LIFT GROUTING IS USED, AND THE LAP LENGTH EXCEEDS THE GROUT LIFT HEIGHT, AMECHANICAL COUPLER IS REQUIRED IN LIEU OF LAPPED REINF6. VERTICAL REINF IN PILASTERS WITH AT LEAST 3 1/2" CLEAR SHALL BE SPLICED PER THE "REINFCENTERED" COLUMN7. HORIZONTAL BOND BEAM REINF SHALL BE SPPLICED PER THE "REINF AT FACE" COLUMN
f'm = 1500 psi
RE
INF
CE
NT
ER
ED
6" M
AS
2" CLR
REINFORCING
VERTJOINT
STRUCTURAL MASONRY WALL SCHEDULE
WALLTHK HORIZ
GROUTSOLID
NOTES:1. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED (UNO) IN GROUTED CELLS2. PROVIDE `LADDER' TYPE HORIZONTAL JOINT REINFORCEMENT WITH 2-W1.7 (9 GA)WIRES (MIN) AT 16" OC, TYPICAL, AND AT 8" OC IN PARAPETS.
MARK
REINFCENTERED
REINFEACHFACE
GROUT
DOWELS
SPACING
2 1/
2"
-NOTE 2 #5@24"10" #5@24"MW10 NO
-NOTE 2 #5@24"8" #5@24"MW8 NO
(2) #4xCONT
3/4" CLR3/4" CLR
3" C
LR
DO NOT CONTINUEJOINT REINF THRU CJ
CONTINUE BOND BEAM REINF &BOND BEAM GROUT THRU CJW/O INTERRUPTION PROVIDE CJ'S IN STR MAS
ONLY WHERE SHOWN ONTHE STR OR ARCH PLANS
REINF VERT CELL ES OF JOINT
ON HEAD JOINT AT CJ
CONTROL JOINT (CJ): HEAD JOINTSOF UNITS ALIGN AT CJ. NO MORTAR
INTERSECTION CORNER
NOTES:1. 90 DEG CORNER AND INTERSECTION IS SHOWN. WALLS MEETING AT OTHER ANGLESSHALL HAVE (a) BLOCK OVERLAPPING 4" MIN AT ALL HEAD JOINTS OR (b) FACE SHELL BROKENOPEN AND COMMON CORE GROUTED2. IF HEAD JOINT ALIGNS OVER THE FULL WALL HEIGHT, BREAK OPEN FACE SHELLS ANDGROUT WALLS TOGETHER FULL HEIGHT, TYP AT ALL CORNERS AND INTERSECTIONS
VERT REINF
STD HOOK
SIZE & SPACING OFL-BAR TO MATCHHORIZ REINF
MLS MLS
SEE NOTE 2
VERT REINF
ONE HORIZ BARSHOWN, WALLS W/2 HORIZ BARS SIM
SIZE & SPACING OFL-BAR TO MATCHHORIZ REINF
MLS
(90 DEG SHOWN, 45 DEG & ALLOTHER ANGLES ARE SIMILAR)
REINFORCED MASONRYLINTEL SCHEDULE VERT REINF, SEE
WALL SCHED
CLEAR SPAN, L REINF
GROUT SOLID
NOMINALDEPTH
L ≤ 4'-0" (2) #5 BOT8"
(2) #5 T&B24"4'-0" < L ≤ 10'-0"
(2) #5 T&B32"10'-0" < L ≤ 13'-0"
L > 13'-0"REQUEST DESIGN FROM
ENGINEER
FULL HT JAMBREINF
LINTEL REINF
TYP WALL REINF
MLS
CJ WHERE NOTED. ALIGNWITH EDGE OF OPENING.CONTINUE ALL HORIZLINTEL REINF & GROUTACROSS CJ
A
A
3"
16"
JAMBWIDTH
REINF FULLHT WALL
(3) #5
(2) #5
4'-0" < L ≤12'-0"
L ≤ 4'-0"
LINTEL CLEARSPAN, L
MASONRY WALL JAMBSCHEDULE
24"
MASONRY LINTELPLACE SCHEDULED BARS ATEACH JAMB, FULL HT.
SEE SCHED
JAMB WIDTH
REQUEST FROM ENGRL > 16'-0"
SEE ELEVS FORUNIQUE
CONDITIONS/3 S-100
/4 S-100 SEE SCHEDULE FOR JAMBSREQUIRING BAR EA FACE.
CLEAR SPAN
SEE SCHEDULE
JAMB WIDTH
3"
~
~
NOTES:1. MECHANICAL AND PLUMBING PIPING SHALL NOT RUN IN STRUCTURAL MASONRYWALLS, COLUMNS, AND PILASTERS
1
1VERT CONDUIT RUNS PERMITTED IN UNREINFORCED VERT CELLS. VERTCONDUIT IS NOT PERMITTED IN REINFORCED CELLS OR LINTELS
2 JUNCTION BOXES NOT PERMITTED IN REINFORCED CELLS
~
2
3 HORIZ CONDUIT RUNS ARE NOT PERMITTED THRU REINFORCED CELLS,IN LINTELS, OR IN BOND BEAMS
3
INDICATES REINFORCED AND GROUTED CELLS
AT CONDUIT
A B
VERTICAL CONDUIT
HORIZ BONDBEAM REINF
VERT CONDUIT.CENTER IN WALL
HORIZ OPENINGS
~
~
MAXD, 1 1/2"
~
~
~
~
~
~
3xD CLR, 8" MIN
3xLA
RG
ES
T D
CLR
3xD CLR
D
D, 16" MAX
L, 1'-4" MAX
H, 1
'-4"
MA
X
OF 3xL OR 3xH
CLR DIST GREATER
CLUSTER OFPENETRATIONS
PENETRATIONSSHALL NOTINTERRUPTVERTICALREINFORCEMENTOR BOND BEAMS,TYP
WHERE OPENINGINTERRUPS HORIZJOINT REINF, ADDJOINT REINFABOVE ANDBELOW OPENING
1'-4"
AT PIPING/PENETRATIONS THRU WALL
A B
.
TYPMLS,
B/WALL
ROOF OR FLOOR BEYOND
10
S-401
7
S-400
19
S-400
10
S-400
12
S-400
1 BOND BEAM W/ (2) #4 AT T/PARAPET AND EACH FLOOR AND ROOF LEVEL
KEYNOTES:
1
MLS
12
2 BOND BEAM W/ (2) #4 AT BOTTOM OF ALL OPNGS
11
3 STEP BOND BEAM AS REQUIRED
4
4 JAMB REINF EACH SIDE OF ALL OPENINGS, FULL HEIGHT
2
5 MASONRY LINTEL
6 HORIZ JOINT REINF, SEE 'STR MASONRY WALL SCHEDULE'
JAMB WIDTH
6
7 DOWELS TO MATCH LOCATION OF VERTICAL BARS. HOOK IFSTRAIGHT BAR CANNOT BE EMBEDDED INTO CONCRETE LTE
7
8 AT SERIES OF TWO OR MORE OPNGS, MASONRY LINTEL REINFSHALL BE CONT. IF SPACE BTWN OPNGS IS NOT SUFFICIENTTO ACCOMODATE 'TYP JAMB REINF' FOR BOTH OPENINGS,USE OVERALL WIDTH OF SERIES OF OPNGS TO DETERMINELINTEL DEPTH AND REINF
9 CONTROL JOINT (CJ) OR END OF WALL
9
10
8
11 PERPENDICULAR WALL BEYOND
S-400
2
MLS + 8"
3
8"
12 STEEL BEAM BEYOND
2
5 5 5
13 STEEL JOIST BEYOND
14 EMBED PLATE BEYOND
15 VERT REINF ALL CORNERS, SIZE TO MATCH TYP REINF
13
14
1'-4" MIN1'-4" MIN
1'-4
"1'
-4"
2'-0" 2'-0"2'-0
"
2'-0
"
2'-0" 2'-0"
TYPMLS,
16
CLR SPAN
LTE
4
5
RUNNING BOND PATTERN, TYP, UNO.
10
4
2
S-401
8"
22
15
16 GROUT CELLS WITH REINFORCEMENT AND ALL SHADED AREAS
17 SEE ARCH AND MEP DRAWINGS FOR CONDUIT, PIPING, AND OTHER PENETRATIONS
TYP ATCJ
3
S-400
AT HORIZBARS, TYP
TYP ATPERP WALL
TYPREINF
TYP ATJAMB
TYP ATLINTEL
SEE FOR LAP MASONRY SPLICE & DEVELOPMENT LENGTH, TYP
17
FOR PENNREQMTS S-400
18
S-400
6
S-400
12
6
S-401
ELEVATION REPRESENTSCONSTRUCTION CONCEPTSONLY. SEE PLAN FOR ACTUALARRANGEMENT
3 5/8" MAX
VERTICAL LEG OFANGLE TIGHT TO BACKOF VENEER
VENEER TIES
VENEER LOOSE LINTEL SCHEDULEREMARKSLINTELOPENING LENGTH, L
LLV6"
LLV6"
LLV6"
4"
BEARING EE
L ≤ 6'-0" L3 1/2x3 1/2x1/4
10'-0" < L ≤ 12'-0"
6'-0" < L ≤ 8'-0"
8'-0" < L ≤ 10'-0"
L6x3 1/2x1/2
L6x3 1/2x5/16
L5x3 1/2x1/4
-
STRUCTURAL WALLSYSTEM
8" M
AX
LAP, TYP
1'-0"
LADDER REINFORCING
LAP, TYP
1'-0"SEE ARCH FOR WIDTH AND LOCATION OF BLOCK
PROVIDE JAMB REINFORCING EACHSIDE OF ACOUSTIC BLOCK PANEL,FULL HEIGHT, EA SIDE OF PANEL.
PROVIDE TYPICAL VERTICAL WALLREINFORCING IN ACOUSTIC BLOCK PANELS-400
19 S-400
19
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:51 PM
S-400
MASONRY DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
44
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE6MASONRY STRENGTH DESIGN LAPSPLICE SCHEDULE - 1500
NO SCALE2 STR MASONRY WALL SCHEDULE
NO SCALE3 TYP STR MAS BOND BEAM
NO SCALE7 TYP STR MAS WALL CONTROL JOINT
NO SCALE10 ELEVATOR CORE WALL CORNER REINF
NO SCALE12 TYP STR MAS LINTEL
NO SCALE19 TYP STR MAS JAMB SCHEDULES & DETAILS
NO SCALE18 TYP STR MAS CONDUIT/PIPING PENETRATIONS
NO SCALE9 TYP STRUCTURAL MASONRY WALL ELEVNO SCALE13 TYP MAS VENEER LOOSE LINTEL
NO SCALE20 MASONRY TRANSITION TO ACOUSTIC BLOCK
CTR PL ON BLOCKOR HEAD JT
8"
EQ EQ2" Ø MIN HOLE AT EA HDAS
1 1/2" TYP
L4x4x5/16xCONT
EMBED PL3/8x8x1'-0@ 4'-0" OC MAX
DECK DIRECTIONVARIES
12" MAX
12"
MA
X
ANGLE SPLICECENTERED ONEMBED PLATE
PLAN VIEW
1/4 41/4 4
AT EAEMBEDPLATE
(2) #4x2'-8 ORTYP BOND BMREINF
(4) 1/2"Øx5HDAS UNO
A
B
A
B
AT ROOF
L4x4x3/8xCONT
EMBED PL3/8x1'-4"x1'-0@ 3'-0" OC MAX WITH(6) 3/4"Øx5" HDAS.CENTER PL ON BLOCKOR HEAD JOINT.
DECK DIRECTIONVARIES. SEE PLAN.
3/16 123/16 12
AT EAEMBEDPLATE
B
AT FLOOR
2"6"
6"2"
(2) #
5xC
ON
T IN
EA
CE
LL
GR
OU
T S
OLI
D
1 1/
2"
(2) 1/2"Ø DASx2'-4" ATEA EMBED PLATE
JOIST BEARING PLATES
(2) 3/4"Ø HDAR, CTR INWALL, 7/8"Ø HOLES INBEARING PL
(2) #4xCONT BONDBEAM REINF
LH, DLH, SLH: 6"
JOIST BRG LENGTH:K SERIES: 4"
JOIST PLATE, TxWxL
EDGE OF PLATEFLUSH WITHFACE OF WALL
BRG PLATE,SEE SCHEDULE
LH
1" NS GROUT
GROUT JOIST POCKET SOLIDAFTER WELDING. OMIT WHEREJOISTS SITS AT T/WALL
W
L
PLAN
3/16 23/16 2
TYP
1/4 41/4 4
AT SLH
PROVIDE ERECTIONBOLTS OR THREADEDSTUDS WHERE REQDFOR ERECTION
SE
E P
LAN
9"
VA
RIE
S, 1
1/2
" M
IN
1 1/
2"
3/4x8x1'-4
K 3/4x8x1'-4
1 1/2x7x1'-6
3/4x7x1'-1
BEAM BEARINGPLATE SCHEDULE
1 3/4x7x1'-10
10" CMU; f'm=1500psi
≤39k
≤21k
≤48k
NOTES:1. REACTIONS ARE SERVICE LEVEL (ASD)2. IF REQD, INCREASE LENGTH OF BEARINGPLATE TO PROVIDE 3" MIN ES OF BEAMFLANGE3. SET BEARING PLATE TO MATCH SLOPE ATROOF
REACTION PL t x W x L
SEE NOTE 3
(2) 3/4"Ø HDAR, CENTERIN WALL, 7/8"Ø HOLESIN BEARING PL
BR
G P
L, t
1" N
S G
RO
UT
1" A
BO
VE
T/N
UT
(2) #4x4'-0" OR CONTBOND BM REINF
GROUT POCKET SOLIDAFTER WELDING
MIN
2" C
LR
W
NO
TE
2
L
PLAN
1 1/4x7x1'-4≤34k
7/8"Ø HOLES
.
1 5/8"
5/16 35/16 3
3/16
9"
EQEQ
1 1/
2"
VA
RIE
S, 1
1/2
" M
IN
EMBED PL @ 4'-0" EFOF WALL. STAGGERPLATES ON OPPFACES
L5x3x5/16xCONT EF
S-401
2
1/4 41/4 4AT EA
EMBED PL
FOR ADDNLINFO
18GA PLATE CONT
DECK ORIENTATIONPERP AT SIM
ALIGNED
JOIST BEARINGLENGTH
(2) 3/4"Ø HDAR, CTR INWALL, 7/8"Ø HOLES INBEARING PL
BRGPL3/4x9x1'-10",CENTER ONWALL
S-401
6FOR ADDNLINFO
CL WALL
EQ
EQ
STAGGERED
2'-8
" M
AX
1 1/
2"
IF ANCHOR RODLOCATION CONFLICTSWITH JOIST SEATWIDTH, INCREASEPLATE LENGTH ASREQUIRED, TYP
LH, DLH, SLH: 6"
JOIST BRG LENGTH:K SERIES: 4"
A
A
RE:FOR SINGLE JOIST BRG PLATE.
/6 S-401
A
A
MLS
TYP STL BM CONN
(2) 5/8"Ø DASx2'-4". 4 TOTAL
(2) 5/8"Ø DAS. 6 TOTALAND (1) #5 L-BAR. 3 TOTAL.SEE:
6"6"
1 1/
2"1
1/2"
EMBED PL1/2x15x1'-5"
3"
3"
FULLY GROUTEDBOND BEAM
~
3 1/
2"1
1/2"
N
EDGE OF DECK
MAS WALL
(4) 3/4"Øx5" HDAS. CTR IN CELL
/10 S-400
3"
8"
(E) MULTI-WYTHE MAS
1'-1"
(E) SOLID BRICK MAS WALL
INSTALL ANGLES TIGHTTO MASONRYSURFACES
(2) L5x3 1/2x1/4
PL1/4x4xOPENING WIDTH
(2) L6x4x3/8
PROVIDE 6" MINBEARING EE OF ANGLES
3/16 2-123/16 2-12
POCKET LH JOISTFOR BRG PL SEE(NO GROUT REQD)
T/WALL BEYOND
/6 S-401
K JOIST BRG AT T/WALLBEYOND
PL PER /7 S-401
W/(6
)#5
2'-0
" B
B
5/8"0"
5/8"Ø DASx2'-0".MATCH VERT WALLREINF
BM POCKETBEYOND. GROUTSOLID
PL1/2x8xCONT
5/16 2-12
8" 8"
1 1/2"
PL3/4x5x1'-5 1/2"
FOR ADDNLINFORMATIONSEE:
S-401
10
3" M
AX
1/2"
MIN
EMBED PL @ 2'-8" EFOF WALL. STAGGERPLATES ON OPPFACES
L5x3x5/16xCONT EF ORBENT PL AT SLOPES1/4 4
1/4 4AT EAEMBED PL
FOR ADDNLINFOS-401
2
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:52 PM
S-401
MASONRY DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
45
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE2 TYP STR MAS/MTL DECKNO SCALE6 TYP STR MAS JOIST BRG PLATENO SCALE10 TYP STR MAS BM BEARING
NO SCALE7 STR MAS INT MTL DECK
NO SCALE14 STR MAS JOIST BRG ES
NO SCALE15 MAS DRAG CONN AT CORNER
1" = 1'-0"17 NEW OPENING IN (E) MASONRY
1 1/2" = 1'-0"12 STR MAS BRG LH @ GRID 6.2NO SCALE16 LINTEL AT ELEV WALL
NO SCALE18 STR MAS INT MTL DECK - CONT DECK
3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL
BEAM SIZES
COPE CONDITION
# OF BOLTS 432 65 7 8 9 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9
COPE TYPE
UNCOPED COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"
22-30
12-19 & C10
31 & UP
18-28
10-15 & C8
33-45
49 & UP
14-22 & C12
26-35
40 & UP
W8
W10
W12
W14
W16
W18
W21
W24
W27 - W44
22-26
30-38
43 & UP
26-31
36-57
67 & UP
35-46
50-71
76 & UP
44-57
62-93
101 & UP
55-62
68 & UP
76 7 8 96 7 8 96 7 8 9
T INDICATES TOPCOPE ONLY
TB INDICATES TOPAND BOTTOM COPE
TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBT TBTTTB TTB TBT TTBT TTB TTB TTB TBTBT TBT TBT TTBT TTB TTB TTBTBT TBT TB
12 616
16 916
16 1116
14 7
16 916
16 1116
16 1316
15 7 26 17
16 9 2828 20
16 11 282816 26
2828 20
28 24
28 27
4128 22 39
26 41
28 41
544128 26 41 54 54
54 54
54 54
665441 66
54
66
78 78
103
10 6#
14 7
16 8
11 6#
16 7
16 9
16 10
11 6 23 12
16 7 28 15
16 9 28 20
28 15
28 18
21
17 30
20 36
27 41
21 37 54 54
24 41 54 54
28 41 54 54
66
66
78
8 6#
12 6
16 7
9 6#
13 6
16 7
16 9
10 6# 20 10
14 6 28 13
16 7 28 17
26 13
28 16
28 18
28 14 41 24
28 17 41
28 41
18 54
21 54
54
66
66
66
78
54
665441
786654
28 41
28 41
28 41
28 41
5441
54
5441
665441
786654 90
54
54
41 54
54
41 54
66
66
78665441
786654 90 103
28
28 41
28 41
28 41
28 41
28 41
28 41
5441
5441
665441
786654
66
66
5441
5441
78665441
786654
28 41
28 41
28 41
5441
5441
5441
665441
31
24 41
25 41
38
32 50
54
54
66
66
66
5437
5441
5441
78665441
6 6#
9 6#
14 6
7 6#
10 6#
14 6
16 7
8 6# 14 7
11 6# 21 9
15 6 28 13
20 9
25 12
28 14
22 10 35 17
28 13 41
28 41
14 54
16 54
54
66
66
66
78
27 41
28 41
28 41
5441
5441
5441
665441
22
18 33
20 35
29
23 39
46
54
66
66
66
4429
5233
5441
78665233
16
16
16
28
78665441 78665435
10390 1039010390
28 24 17 22 13 19 11 14 9
28 28 21 28 16 27 14 21 11
28
28
4128
4128
4128
4128
28 4128 41
28 4128 41
6641
6641
665441 41 54 66 665441 665441
78665441 78665441 78665441 78665441 78665441 78665441 78665441
786654 786654 10390 10390 786654 786654 10390 10390
COPED AT TOP FLG ONLY..
COPED T&B
S-500
8
T/2
MIN
S-500
7
BEAM TO GIRDER
5/165/16
TYP
TYP
RECT OR ROUNDHSS COLUMN ORPIPE
1/2"
T/2
MIN
5/165/16
BEAM TO HSS COL
~~
3/8"
THRU PLATE OPTION
SLOT WALLOF HSS COL
5/165/16
S-500
8
A
A
TYPICAL
W
1 1/2"
1/2" MAX1 1/2" MAX AT SKEWED CONNS1/2" AT ORTHOGONAL CONNS,
XXkXXk
XXkXXk
XXk
XXk
XXkXXk
XX
kX
Xk
XX
k
XX
kX
Xk
XXkBEAM SIZE
BE
AM
SIZ
E
NOTES:1. REFER TO STEEL NOTES FOR MATERIAL GRADES OFCONNECTION MATERIAL BOLTS & WELDS.2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES ANDDETAILS ARE SERVICE LEVEL.3. REACTION APPLIES TO BOTH ENDS OF BEAM WHEREONLY ONE REACTION IS GIVEN.6. 6k MINIMUM REACTION SHALL BE ASSUMED WHERE NOREACTION OR OTHER REQUIREMENTS ARE PROVIDED.
FABRICATOR MAY SELECT SINGLE PLATE,SINGLE ANGLE, DOUBLE ANGLE, OR ENDPLATE CONNECTION THAT PROVIDESREACTION NOTED ON PLAN
BEAM REACTION
FOR SINGLE PLATE CONN SCHEDULE
FOR SINGLE ANGLE CONN SCHEDULE
S-500
20
SEE PLAN
AT BMSPLICE
S-500
18
d
TOP & BOTTOM COPE
TOP COPE ONLY
TY
P
3"1
1/2"
d/2
MIN
COPE LENGTH, SEE SCHED
d
SEE SCHED
COPE LENGTH
d/2
MIN
1 1/
2"
TY
P
3"
NOTE:THE GEOMETRY SHOWN IS THE BASIS FORCALCULATIONS OF LIMIT STATES INVOLVINGCOPED BEAMS. ALL EDGE DISTANCEDIMENSIONS SHOWN ARE MINIMUMS.
1 1/
2"
k +
1 1/
2"
1/2" RADIUSTYP COPE
.
BOTTOM COPE ONLY
d/2
MIN
3" T
YP
k +
1 1/
2"1
1/2"
USE 'TOP COPED'VALUES IN TABLE
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
DE
PTH
TOP
CO
PE
DE
PTH
BO
TTOM
CO
PE
DE
PTH
TOP
CO
PE
DE
PTH
BO
TTOM
CO
PE
1 1/
2"1
1/2"
1 1/
2"
1 1/
2"
TOP & BOTTOM COPE - SLOPED
ALL HOLES INBEAMS ARESTANDARDHOLES
ALL HOLES INBEAMS ARESTANDARD HOLES
ALL HOLES INBEAMS ARESTANDARD HOLES
SEE SCHED
COPE LENGTH
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1 1/
2" M
IN
SUPPORT, SEE DTLS
PL 3/8:≤ 5 BOLTS, STANDARD OR HORIZSHORT SLOTS MAY BE USED≥ 6 BOLTS, HORIZ SHORT SLOTSREQUIRED
TY
P
3" M
IN
1 1/
2" M
IN
3" MAX 1 1/2" MIN
3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL
BEAM SIZES
COPE CONDITION
# OF BOLTS 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9
COPE TYPE
COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"
22-30
12-19 & C10
31 & UP
18-28
10-15 & C8
33-45
49 & UP
14-22 & C12
26-35
40 & UP
W8
W10
W12
W14
W16
W18
W21
22-26
30-38
43 & UP
26-31
36-57
67 & UP
35-46
50-71
76 & UP
44-57
62 & UP
76 7 8 96 7 8 96 7 8 9
W24 TO W44
2 3 4 5
UNCOPED
6 7 8 9
T INDICATES TOPCOPE ONLY
TB INDICATESTOP ANDBOTTOM COPE
10 6
10 9
10 10
10 7 20 17
10 9 20 20
10 10
10 10
10 7 20 17
10 9 20 20
10 10 20 20
20 20
20 20
20 20
46 46
6#
10 7
10 8
10 6# 20 13
10 7 20 16
10 9
10 10
10 6 20 12
10 7 20 15
10 9 20 20
20 15
20 18
20
17 30
20 33
20 33
20
8 6#
10 6
10 7
9 6# 19 11
10 6 20 14
10 7
10 9
10 6# 20 10
10 6 20 13
10 7 20 17
20 13
20 16
20 18
20 14 33 24
20 17 33
20 33
18 46
20
20
20 33
20 33
20 33
20 20
20
31
20 33
46
6 6#
9 6#
10 6
7 6# 14 9
10 6# 20 11
10 6
10 7
8 6# 14 7
10 6# 20 9
10 6 20 13
20 9
20 12
20 14
20 10 33 17
20 13 33
20 33
14 46
16 46
20 33
20 33
22
18 33
29
23 39
46
20 20 33 33
20 20 33 33
20 20 33 33
20 20 33 33 33 32
33 33 46 46
46 4633 33
10 20
20
20
20
46
20 33
20 33
20 33
20 33
33 46 59
33 46 59 72 84 97
10 20
10 20
10
10
10 20
10 20
10
10
10 10
TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT
4620 33 46 4620 20 33 33 2020 46 4633 33
4620 33 46 4620 20 33 33 2020 46 4633 33 2020 33 33 46 46 2020 33 33 46 46
33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 29 46 44 59 59
33 46 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59
33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97
BOLTED BEAM / WELDED SUPPORT
AT COLUMN
BOLTS STAGGERED..
BOLTS ALIGNED
T/2
MIN
AT GIRDER
S-500
4
S-500
7
BOLTED BEAM / BOLTED SUPPORT WELDED BEAM / BOLTED SUPPORT
BOLTS STAGGERED..
BOLTS ALIGNED
T/2
MIN
3 5/8" MAX
5/163 SIDES,TYP5/16
5/8" RETTOP FULLRET BOT
S-500
4
A
A
A
1 1/4" MIN
BOLTED BEAM/BOLTED SUPPORTSHARED HOLES
tw
FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TOVALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THISTABLE AND THE CONNECTION SCHEDULE.NP=NOT PERMITTED
23456789
# O
F B
OLT
S
0.24
" ≤
tw <
0.3
0"
0.30
" ≤
tw <
0.3
5"
0.35
" ≤
tw <
0.4
1"
NP12192734424957
NP15243443536271
NP17283950627283
MIN
1 1/
4"M
IN1
1/4"
3" M
IN, T
YP
,
MAX
3"
AT DBL ANGLES
STANDARD OR HORIZSHORT SLOTTEDHOLES MAY BEUSED, TYP
3/8" ANGLETHICKNESS
BO
LTS
MA
Y B
ES
TA
GG
ER
ED
OR
ALI
GN
ED
ANGLE END PLATE
MIN
1 1/
4"M
IN1
1/4"
TY
P3"
MIN
PL 3/8
EQ EQ
OF PLATE
BOLT GAUGE SHALLNOT EXCEED DEPTH
BEAM WEB
MIN
1 1/
4"
AT
DO
UB
LE A
NG
LE
3" M
AX
AT
SIN
GLE
AN
GLE
, NO
LIM
IT
FITTED STIFFENER
FULL DEPTH STIFFENER
STIFFENER PL MAYOCCUR ON ES
PLATE WELD SCHEDULE
STIFFENERPL THK
STIFFENER PL
WELD SIZEa (UNO)
3/16" 3/16"
1/4" 3/16"
5/16" 1/4"
3/8" 1/4"
1/2" 5/16"
5/8" 7/16"
3/4" 1/2"
1" 5/8"
1 1/4" 7/8"
NOTES:1. ACTUAL STIFFENER GEOMETRYVARIES. SEE DETAILS2. STIFFENER SURFACES THATCONTACT BM FLANGES SHALL BEFINISHED FOR BEARING
NOTCH PL ATBM RADII, TYP
STIFFENER PL
aa
3 SIDES
aa
2 SIDES
k
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:54 PM
S-500
TYP STL BM CONNS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
46
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM NO SCALE20 TYP BEAM SINGLE PLATE CONNECTION SCHEDULE
NO SCALE1 TYP BEAM CONNECTIONS
NO SCALE7 TYP BEAM COPE GEOMETRY
NO SCALE8 TYP BEAM SINGLE PLATE
NO SCALE18 TYP BEAM SINGLE ANGLE CONNECTION SCHEDULE
NO SCALE4 TYP BEAM ANGLES/END PLATE
NO SCALE2 TYP WF BEAM STIFFENER
STIFF PL 3/8 ES
CAP PL 3/4W/ (4) BOLTS
3"
TYPICAL
1/41/4
TYP
k
(2) BOLTS
1/2" 3"
AT BEAM END
5/16AT HSS,TYP
MAXIMUM # OF BOLTSSHOWN IN STL CONNSCHED
PL 3/8
STRIP FLG ONE SIDEOR COPE
5/165/16
k
PL 3/4 W/ (4)BOLTS T&B
STIFF PL, MATCHTHK COL(3/8" MIN), ES
3"
1/4TYP
CJP
5/165/16
WP
3/163/16
3/163/16
6" MIN
3/163/16
PL3/8
S-302
10
WP
6" MIN
PL3/8, TYP
3/163/16
TYP
30°T/SLAB ON
MTL DECK
30°
3/163/16
6" MIN
3/163/16
WP
6" MIN
3" T
YP
1 1/
2" T
YP
SEE PLAN FORBM TO COL CONNREQUIREMENTS
3" MAX1 1/2" TYP
1" MAXPL3/8
3/163/16
3/163/16
PL3/8. USE MAX#BOLTS THAT FITGUSSET DIM. (3) MIN
1/4 2-12
STAIR STRINGERCONN BY CONTR
PL1/2xCONT
1/41/4
STIFFENER PL1/2
5/165/16
3 SIDES
NOTCH PL ATBM RADII
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:55 PM
S-501
STEEL DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
47
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE1 BM OVER COLUMNNO SCALE5 FULL HEIGHT SHEAR CONN
NO SCALE2 INTERRUPTED COLNO SCALE6 MOMENT CONN
NO SCALE9 BRACED FRAME BASE CONNECTION
NO SCALE10 BRACED FRAME BEAM CONNECTION
NO SCALE7 BRACED FRAME ROOF CONNECTIONNO SCALE11 STAIR SUPPORT BEAM
NO SCALE12 BRIDGE MOMENT CONN
JOIST SERIES MIN BEARING
K, KCS 2 1/2"
LH 4"
SEAT DEPTHTYP WELD
d l
2 1/2"
5"
1/8
3/16
2"
2"
TYP JOIST BEARING AND WELD SCHEDULE
~
d ld l
TYP WELDALL JOISTSTO BRG
ERECTION BOLTS PERJST MNFR REQTS, TYP
AT BEAM/JOIST GIRDER: JOIST 1-SIDE
TY
P
SE
AT
DE
PT
H,
1/2" TYP
TYPMIN BRG,
ALIGNED
STAGGERED
~
~
LESS THAN REQD FOR JST BRG
MIN JOIST BRG, STAGGER JOIST CL'S IF BM FLG WIDTH IS
CL, TYP1/4" MAX FROM
CL, TYP1/4" MAX FROM
AT BEAM/JOIST GIRDER: JOIST 2-SIDES
PL 3/4 MIN AT HSS
JOIST 2-SIDESJOIST 1-SIDE
3" MIN 5/16TYP AT HSS
TYPMIN BRG,
1/2" TYP
1/2" MIN
3/163/16
STABILIZER PL, TYP ATCOL, COORD SIZE W/ JSTMNFR
13/16"Ø HOLE TYP
DO NOT WELD BOT CHORDTO STABILIZER, TYP UNO
6" MIN
1" MAX
JOIST PANELPOINT
L
JOIST PANEL POINT
L
NOTES:1. STIFFENER REQUIRED FOR ALL CONCENTRATED LOADS WHERE L EXCEEDS 3"
L2 1/2x2 1/2x1/4STIFFENER
HANGINGLOAD
SUPPORTEDCONCENTRATED LOAD
PROVIDE L2 1/2x2 1/2x1/4 KICKER WELDEDTO TOP CHORD OF ADJACENT JOISTWHERE HORIZONTAL LOADS IMPOSEDON BOTTOM CHORD
HORIZONTALLOAD
3/162 1/2" MINEE, TYP
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:56 PM
S-520
TYP STEEL JOIST DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
48
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE6 TYP JOIST BRG CONN
NO SCALE7 TYP JOIST CHORD SUPPORT
NOTES:1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE3. COMPOSITE DECK DESIGN IS SIZED BASED UPON THE FOLLOWING MAXIMUM CONDITIONS: a. WET WEIGHT OF CONC = 145 PSF NORMAL WEIGHT b. DECK DEFLECTION = 3/4" c. AVERAGE SLAB THICKNESS INCREASED BY 1/2" FOR LEVELING d. CONST LIVE LOAD = 20 PSF. IF CONST LIVE LOAD WILL EXCEED 20 PSF, THEN CONTR SHALL DESIGN
DECK FOR INCREASED LOADING4. DECK TYPE 'VLJ' MAY BE SUBSTITUTED FOR DECK TYPE 'VLI'5. SCHEDULED STUD LENGTH IS NET-IN-PLACE LENGTH OF HDAS6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY.
DECK CONNECTION SCHEDULE
PERP SUPPORT MEMBERS PARALLEL SUPPORT MEMBERS SIDELAPSTYPE
A
CONNECTION PATTERN
3/4"Ø PUDDLE WELDS 36/4
CONNECTION PATTERN
3/4"Ø PUDDLE WELDS 12" OC
CONNECTION PATTERN
#10 SCREW 3'-0" OC
B 5/8"Ø PUDDLE WELDS 36/7 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 5 / SPAN
C 5/8"Ø PUDDLE WELDS 24/4 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 11 / SPAN
NOTES:1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATECOMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARESATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIBHEIGHT IS NO LESS THAN 1.5.
1.5 (B, F, A, VL) DECK36/7 PATTERN:
36/4 PATTERN:
3N DECK 24/4 PATTERN:
2VLI AND 3VLI DECK 36/4 PATTERN:
INDICATES CONNECTIONLOCATION, TYP
36" COVERAGE
24" COVERAGE
36" COVERAGE
TYP FASTENER LAYOUT AT PERP SUPPORT
PARALLELSUPPORT CONN
PARALLELSUPPORTBELOW
PERP SUPPORTBELOW
DE
CK
SP
AN
EDGE OF MTL DECKSHEET, TYP
SIDELAPCONNS
PERP SUPPORTCONN, EACHSHEET ATCOMPOSITE
LAP ENDS OFROOF ANDFORM DECKSHEETS 2" UNO,BUTT ENDS OFCOMPOSITEDECK SHEETS
DECK CLOSURES ASREQUIRED
TYP DECK CONNECTIONS
L4x4x5/16, 4 SIDES OFOPNGS
INDIVIDUAL OPNG ORGROUP OF SMALLEROPNGS
COPE LEG EE
STL BM OR JOIST
PLAN VIEW
SECTION
TY
P4'
-0"
MA
X,
AT JOIST, EXTENDANGLE LEG TO EDGE
TYP
10'-0" MAX,
~ ~
~~
3/163/16
TYP
3/16TYP
C6x13 AT 'B' DECKMC8X21.4 AT 'N' DECK,PLACE OVER HIGHFLUTE NEAREST OPNG
PLAN VIEW
SECTION
NOTES:1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT
AT JOIST, EXTENDCHANNEL TO EDGE
3/16
ANGLE TOCHANNEL,
TYP
AT OPENINGS LARGER THAN 13"
AT OPENINGS LARGER THAN 6" UP TO 13"
TY
P6"
MIN
,
EW
13"
MA
X
PL 16GA (MIN)ABOVE ORBELOW DECK
INDIVIDUAL OPNGOR GROUP OFSMALLER OPNGS
L3x3x1/4, FIELD CUTAS REQUIRED
AT BEAM, EXTENDCHANNEL TO CL, MIN
3/16
AT EACHANNELTOE, TYP
#10 TEK SCREWSAT PLATE EDGES,(2) PER FLUTEPERP TO DECKAND AT CORNERS
6" MAX
ALTERNATE FRAME OPTION TYPICAL FRAME OPTION
CLR DIM IN ANY DIRECTION:≥ 24", PROVIDE REINF PLATE AS SHOWN< 24", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN, PROVIDEFRAME
EXTENTS OF GROUP
EX
TE
NT
S O
F G
RO
UP
1'-1 3
/ 4"
AT OPENINGS UP TO 6"
EW
6" M
AX
ROOF DECK OPNG:COORD SIZE ANDLOC WITH MEP ANDARCH, TYP
CLR DIM IN ANY DIRECTION:≥ 18", NO REINFORCEMENT REQUIRED< 18", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN,PROVIDE REINF PLATE OR FRAME
10 "
OF
GR
OU
P
EX
TE
NT
S
OF GROUP
EXTENTS
ADJACENT OPNG
ADJACENT OPNG
1/4" MAX
2" MIN BRG AT BEAM
~EXTEND AS REQ'DTO ACHIEVE EDGEOF DECK DIM, TYP
AT BEAM/JOIST GIRDER
EXTENSION ERQ'D1/2" TYP UNLESS
TYPMIN BRG,1" MAX
TYP
SEE PLAN
3/16TYP
ADJUSTABLEL5x3 1/2x5/16 (LLV)CONT, UNO PL 3/4 MIN AT HSS
AT HSS COLUMN
3" MIN 5/16TYP AT HSS
S-520
6SEE FOR ADDNL
JST BRG INFO
~
AT BEAM
ADJUSTABLEL5x5x5/16 CONT,UNO
3/16 2-12
1" C
LR
ADJUSTABLEANGLE/BENT PL3/8xCONT
1/2"Ø DAS @ 24" OC
SEE PLAN
3/16 2-12
(2) #4xCONT UNO
DECK ORIENTATIONVARIES
8" 2"
3" MAX LTS
SLAB REINF, SEE METALDECK SLAB SCHED
2" MIN
EDGE OFSLAB
(2) #4 TYP
NOTES:1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS2. CENTER BARS IN SLAB ABOVE METAL DECK
HOOK BARS IF NOT POSSIBLETO ACHIEVE 2'-0" EXTENSIONBEYOND EDGE OF OPNG
2" CLR, TYP'2'-0" TYP
TRIM REINFORCING
PLAN VIEW
GIRDER
C8x11.5 TYP
OFFSET HDASON FLG IF REQD
1 1/2" TYP
~10'-0" MAX
6'-0
" M
AX
L8x4x3/4x8 LLV,CNTR CHANNELWEB ON ANGLE
CONN OPTIONS TO STEEL
~ ~ MTL POUR STOPBY DECK MNFR
3/163/16
TYP
1/4
3/163/16
TO CONCRETE
L3x3x1/4x9 W/ (2)3/4"Øx6 1/2" EMBEDEXP ANCHORS
6"
3/163 SIDES
STEEL BEAMOR CONC WALL
PL 3/8
AT OPENINGS LARGER THAN 10"
~
B
10"
Ø O
R10
" S
Q M
AX
#5 T&B ES
(2) #5@3"CTR ES
NOTES:1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING)4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BECONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL.5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN
SLEEVE, TYP
3x DIA OF LARGER
2'-0
" T
YP
EX
TE
ND
BA
RS
2" T
YP
2" TYP
DE
CK
SP
AN
MAX
10"
NOTE 4
NOTE 5
AT OPENINGS 10" OR LESS
CUT 2 VERTRIBS MAX
DRAIN BODY OR DECKCLOSURE
DRAIN FLASHING(IF REQD)
C4x5.4x4'-0 ES OFOPNG
(IF REQD)
1' MAX TO EDGEOF FLASHING
NOTES:1. DECK MAY BE CUT PRIOR TO SLAB POUR2. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALLNOT EXTEND OVER THE TOP OF COMPOSITE BEAMS3. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING
MAX OPNG
1'-2"x1'-2"1" MIN
1 1/
2" M
IN
1/8 11/8 1
ES OFCHANNELAT EACHHIGH FLUTE
AT FLOOR DRAIN
A
A B
A
1/2"Ø DAS x 1'-6" @24" OC
L5x3x5/16xCONTLLH
3/16 2-123/16 2-12
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:57 PM
S-530
TYP METAL DECK DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
RR
Designer
Approver
49
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE11 METAL DECK SLAB SCHEDULE
METAL DECK SLAB SCHEDULE
SLAB MARK
DECK CONCRETE
MAXUNSHOREDCLEAR SPAN
MIN DECKGAGE,1-SPAN
MIN DECKGAGE, 2SPAN ORMORE
MAX DECKCANTILEVER
DECK CONNTYPE (SEESCHED)
DECKDIAPHRAGMSHEAR (PLF) REMARKSTYPE
DEPTH(IN)
CONC ABOVEDECK (IN)
TOTALTHK(IN)
CONC TYPE (SEEGEN NOTES)
SHEAR STUDLENGTH (IN) SLAB REINF
3VLI3 3 VL 3 3 6 TYPE 4 5 6x6-W2.9xW2.9 WWR 10'-11" 16 18 1 A -- --
3VLPA3 3 VLPA 3 3 3 TYPE 4 5 6x6-W2.9xW2.9 WWR 10'-11" 16 18 1 A -- ACOUSTIC
1.5B 1.5B 1 1/2 -- -- -- -- -- 7'-8" 18 20 - B 431 --
1.5BA 1.5BA 1 1/2 -- -- -- -- -- 5'-6" -- 20 - B 431 ACOUSTIC
3NA 3NA 3 -- -- -- -- -- 10'-6" -- 20 - C 442 ACOUSTIC
METAL DECK PROPERTIES
DECKTYPE D
ECK DEPTH (IN)
DECK GAGE
DECK FY (KSI)
DECK USAGE
I (IN^4
/FT)
S POS (IN^3
/FT)
S NEG (IN^3
/FT) MINIMUM DECK
BEARINGS (IN)
EXTERIOR
INTERIOR
3VL 3 20 50 COMPOSITE 0.919 0.534 0.551 2 1/2 5
3VL 3 18 50 COMPOSITE 1.252 0.770 0.797 2 1/2 5
3VL 3 16 40 COMPOSITE 1.580 1.013 1.013 2 1/2 5
1.5B 1 1/2 22 33 ROOF 0.155 0.186 0.192 2 4
1.5B 1 1/2 20 33 ROOF 0.201 0.234 0.247 2 4
1.5B 1 1/2 18 33 ROOF 0.289 0.318 0.327 2 4
3N 3 22 33 ROOF 0.770 0.382 0.433 2 4
3N 3 20 33 ROOF 0.960 0.501 0.552 2 4
3N 3 18 33 ROOF 1.330 0.688 0.749 2 4
NO SCALE18 TYP METAL DECK ROOF OPENINGS
NO SCALE5 TYP ROOF EDGENO SCALE9 TYP SLAB EDGE
NO SCALE20 TYP METAL DECK SLAB OPENINGS 1" = 1'-0"12 SLAB EDGE AT BRIDGE
~~
~~
~ ~
~~
~~
~ ~~
~
EQ
EQ
~ ~
CONST JTPARALLELTO GIRDERS
EQEQ
5'-0" .
#4x4'-0"@12" CTR IN SLABOVER DECK
CONST JTPARALLELTO BEAMS
.
.
BEAM
BEAM
BEAM
BEAM
GIR
DE
R
GIR
DE
R.
.
NOTES:1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO
SEE GENERAL NOTES FOR POURLENGTH AND AREA LIMITS
BEAM [50]
GIR
DE
R [2
6,8,
26]
NOTES:1. PROVIDE STUDS AT 24" MAX WHERE NUMBER OF STUDS IS NOT INDICATED
DE
CK
SP
AN
~~
~~
~~
~
~ ~
~
~
# OF STUDS AREINDICATED THUSON FRAMING PLAN
LENGTH OF BEAM
50 STUDS SPACED OVER FULL
EQ
SP
AC
ED
26 S
TU
DS
EQ
SP
AC
ED
8 S
TU
DS
EQ
SP
AC
ED
26 S
TU
DS
CONSIDER NON-ORTHOGONALBEAMS TO BE "DECKPERPENDICULAR"FOR STUD LAYOUTA
#4x5'-0" @1'-6" TOPAT GIRDER OR
DIRECTION CHANGE
DECKCLOSURESBY DECKSUPPLIER
1" MIN
SIDELAPCONNECTION PERCONNECTIONSCHEDULE
PARALLEL SUPPORTCONNECTION PERCONNECTIONSCHEDULE
SEE DECK PERPCONDITION FORSTUD LAYOUTAT DECKTRANSITION
CLR
1" M
IN
SEE MTLDECKSCHED FORSTUDLENGTH
1" C
LR
CO
VE
R1"
MIN
TYP STUD, DECK, AND WWR INFO
BEAM FLANGE LIMITATIONS
bf
MIN4"
1 3/
8"M
IN1
3/8"
MIN
3"MIN
TY
P1"
MIN
1 3/
8"M
IN
3" M
IN
1 3/
8"M
IN
3" M
IN
3" MIN
BE
AM
CL
STUDS MAY BEINSTALLEDEITHER SIDE OFDECK STIFFENER(STRONG ORWEAK POSITION)
1 STUD/RIB 2 STUDS/RIB 3 STUDS/RIB.. . .
DECKSTIFFENER
DE
CK
SP
AN
STUD PLACEMENT AT DECK PERPENDICULAR
SEE NOTE 1, TYP
SE
E N
OT
E 1
3" MIN
1 3/8" MIN
1 3/8" MIN
3" M
IN1 3/8" MIN
3" MIN1 3/8" MIN
1 3/8" MIN3" MIN3" MIN
1 3/8" MIN
SIN
GLE
RO
W S
PA
CIN
G.
.
MU
TLI
PLE
RO
W S
PA
CIN
G
DE
CK
SP
AN
4 1/
2"M
IN4
1/2"
MIN
4 1/
2"M
IN
SPACE STUDSUNIFORMLY OVERLENGTH OR BTWNSUPPORTEDMEMBERS
STUD PLACEMENT AT DECK PARALLEL
STEP 1:
STEP 2:
.
.
CASE 2: # STUDS < # RIBSSTEP 1 = ONE STUD EVERY OTHER RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEMPTY RIBS STARTING FROM THE BEAM END
.
. . . . .
STEP 1:
STEP 2:
.
CASE 3: # RIBS < # STUDS < 2x # RIBSSTEP 1 = ONE STUD EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END
. . . . .. . . . ..
. . ..
.
BEAM CL
BEAM CL
STEP 1:
STEP 2:
.
.
CASE 1: # STUDS < # RIBS/2STEP 1 = ONE STUD EVERY THIRD RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEVERY OTHER EMPTY RIB STARTING FROM THE BEAM END
.
. . .
BEAM CL
. .
36" MAXIMUM
STUD LAYOUT AT DECK PERPENDICULAR
MIN
1 3/
8"
3" M
IN3"
MIN
MIN
1 3/
8"
D
BC
C
B
AD
4" M
IN
MIN1 3/8"
3 7
/8"
4" ≤ bf5" < bf ≤ 5 3/4"5 3/4" < bf7 1/4" < bf < 8 3/4"8 3/4" ≤ bf
~
A
A
B
PLAN
CURB PERPENDICULAR TO SUPPORT
NOTES:1. FOR EQUIP WEIGHTS LESS THAN 200 LBSCURB MAY BE SUPPORTED ON ROOF DECK2. FOR EQUIP WITH CURB LOADS LESS THAN 50PLF USE DETAIL C3. FOR EQUIP WITH CURB LOADS LESS THAN 100PLF PROVIDE DOUBLE LAYER OF DECK ANDDETAIL C. EXTEND DOUBLE DECK 1'-0" MIN EACHSIDE OF CURB AND 2" MIN PAST ADJACENTSUPPORT MEMBER4. FOR EQUIP WITH CURB LOADS GREATERTHAN 100 PLF USE DETAILS A AND B
SUPPORTING BEAM OR JOIST
MC6x12 AT 1 1/2"ROOF DECK, MC8x21.4AT 3" ROOF DECK,SPACE @ 4'-0 OC MAX
MECH CURB
MC, TYP
BMS OR JOISTSBELOW
X.Xk
SUPPORTING BMOR JOIST
MC6x12 AT 1 1/2" ROOFDECK, MC8x21.4 AT 3"ROOF DECK
MECH CURB
BCURB PARALLEL TO SUPPORT
~
~ ~
2" MIN
DECK SPAN
100 PLF TO 250 PLF MAX
100 PLF TO 250 PLF MAX
3/16 33/16 3
TYP
2"EJ, SEE PLAN
PROVIDE RECESS FOREXP JT COVER. CONTRCOORD W/MNFR
ADJUSTABLE BENT PLSEE:
EMBED PL3/8x5xCONTW/1/2"ØHDAS @2'-0" OC(3 MIN)
(E) WALL
/9 S-530
SEE PLANSEE PLAN
PROVIDE RECESS FOREXP JT COVER. CONTRCOORD W/MNFR
EDGE ANGLEPERLINE OF (E) /9 S-530
1/2"
SLAB EDGE BEYOND
(E) WALL
S-531
14
S-531
14
1/2"
SLAB EDGE BEYOND
(E) WALL
(E) SLAB
6"
#4 x 3'-0" @ 12"OC ADHESIVEDOWELS
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:58 PM
S-531
TYP METAL DECK DETAILS13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
50
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE7 TYP SLAB CONST JOINT LOCATIONS
NO SCALE10 TYP SHEAR STUD LAYOUT
NO SCALE12 TYP MECH SUPPORT ON ROOF DECK
NO SCALE13 THRESHOLD AT ELEV EJ
NO SCALE14 THRESHOLD AT EX JT
NO SCALE15 THRESHOLD AT BRIDGE
NO SCALE16 THRESHOLD AT BRIDGE - WEST END
S-530
9 FOR SLABEDGE INFO
NO KICKER OR FULL DEPTHBEAM CONN REQD
VERT SLIP CONNBY CFSFCONTRACTOR
BRICK VENEEROR METALPANEL
DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF)
COLD FORMED METAL FRAMING USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCESPECIFIED SYSTEM DESIGNED AND PROVIDED BY THE CONTRACTOR (CFSF CONTRACTOR).REFER TO SPECIFICATIONS FOR PROFESSIONAL ENGINEERING AND SUBMITTALREQUIREMENTS. CONTRACTOR SHALL DESIGN ALL MEMBERS AND CONNECTIONS FORMING ACOMPLETE SYSTEM FOR THE WIND FORCES INDICATED IN THE DESIGN CRITERIA SECTION. INADDITION TO THOSE FORCES THE FOLLOWING CONSTRAINTS SHALL BE MET:
1. FRAMING MEMBERS WILL BE THE DEPTH NOTED ON WALL SECTION ON THE ARCHITECTURALDRAWINGS. CONTRACTOR WILL CONSIDER THE NEED FOR LARGER SIZES IN SOME AREASWHEN PREPARING BIDS.
2. MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVENIN THE FOLLOWING TABLE:
MATERIAL ATTACHED TO STUDS MIN. MIL THICKNESS MAX. STUD SPACINGBRICK BACKUP 43 16" OCALL OTHERS 33 16" OC
COLD FORMED STEEL TRACK THICKNESSES SHALL BE EQUAL TO OR GREATER THAN THE WALLSTUDS ATTACHED TO IT.
DO NOT BASE BIDS ON THE ABOVE MINIMUM THICKNESSES. VARY THICKNESS, FLANGE WIDTH,YIELD STRESS, AND SPACING AS REQUIRED TO SATISFY PERFORMANCE CRITERIA.
3. FRAMING MEMBERS WILL DELIVER FORCES TO THE STRUCTURAL FRAME AT THELOCATIONS, DIRECTIONS, AND MAGNITUDES NOTED IN THE DETAILS. VARIATIONS PROPOSEDBY THE CONTRACTOR/CFSF ENGINEER TO ACCOMMODATE PREFABRICATION AND ALTERNATESCHEMES WILL BE SUBJECT TO THE EOR'S REVIEW.
4. LOADS:-WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDINGTRIBUTARY AREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA AREALLOWED AS PERMITTED IN THE GOVERNING BUILDING CODE.-CFSF ENGINEER IS RESPONSIBLE FOR CALCULATING CUMULATIVE FORCES AT WINDOWJAMBS AND MULLIONS FROM DISTRIBUTED LOADS PROVIDED IN THESE DOCUMENTS'.COORDINATE MULLION AND JAMB LOCATIONS WITH THE GENERAL CONTRACTOR.-CFSF CONTRACTOR SHALL ACCOUNT FOR ANY ECCENTRICITY AT CONNECTIONS OF WINDOWHEADER TRACK OR SILL PLATE WHICH COULD CAUSE ECCENTRIC LOADS ON COLD FORMEDMETAL FRAMING.
5. DEFLECTION CRITERIA-MAX HORIZONTAL DEFLECTION:
FOR STUDS SUPPORTING METAL PANELS = SPAN/240FOR STUDS SUPPORTING MASONRY VENEER = SPAN/600FOR STUDS SUPPORTING OTHER = SPAN/240
-PER IBC TABLE 1604.3 FOOTNOTE F, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THECOMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITSEXCEPT AT COLDFORMED STEEL FRAMING SUPPORTING MASONRY VENEER.- MAX VERTICAL LIVE LOAD DEFLECTION LIMITS USED IN DESIGN OF STRUCTURAL MEMBERS ATVERTICAL SLIP CONNECTIONS:
PERIMETER BEAMS AT STUD INFILL FRAMING= 3/8”PERIMETER BEAMS AT STUD BY-PASS FRAMING= 3/4”INTERIOR FRAMING = SPAN/ 360
6. ADDITIONAL CRITERIA FOR CFSF.-PROVIDE DOUBLE JAMB STUDS MIN AT ALL OPENINGS.-PROVIDE 1 ROW AT MID-HT (MIN) HORIZONTAL STUD BRIDGING.-PROVIDE 1 STUD EA SIDE OF MASONRY CONTROL JOINTS RE: ARCH FOR LOCATIONS
600 S 162 - 54
MATERIAL THICKNESS:MATERIAL THICKNESSES ARE GIVEN IN1/1000 INCHES(EXAMPLE: 54 MILS = 0.054", 1 MIL = 1/1000")
MEMBER DEPTH:
MEMBER DEPTHS ARE GIVENIN 1/100 INCHES(EXAMPLE: 6" = 600 x 1/100")
FLANGE WIDTH:FLANGE WIDTHS ARE GIVEN IN 1/100 INCHES(EXAMPLE: 1 5/8" = 1.625" = 162 x 1/100")
STYLE:THE FOUR ALPHA CHARACTERS UTILIZEDBY THE DESIGNATOR SYSTEM ARE:S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONS(EXAMPLE: STUD OR JOIST SECTION = S)
TYPICAL ANNOTATION
KNURLED SHANK
FASTENERS ARE TO BEDRIVEN THROUGH THETHICKNESS OF STEEL
IN STEEL IN CONCRETE
1/3
SLA
B T
HK
P M
AX
=
PAF
COLD FORMED STL 3" MIN EDGE DISTANCE
4" MIN FASTENER SPACING
d (MIN) BTWN FASTENERS
COLD-FORMED STLd (MIN) TO EDGE OF
CO
LD-F
OR
ME
D S
TL
d (M
IN) T
O E
DG
E O
F
EDGE OF ATTACHEDCOLD-FORMED STL
TEK SCREWS
TEK SCREW SIZE
#10
#12
d
5/8"
3/4"
#6, #8 1/2"
TYPICAL CF-P TEK SCREW SPACING
TYPICAL CF-P POWDER ACTUATED FASTENER (PAF)
AT DECK PERPENDICULAR
AT DECK PARALLEL
S-530
5
1/2" 5 1/8" SEE PLAN1/2" ± 1/2"
VERT SLIP CONNBY CFSFCONTRACTOR
BRICK VENEEROR METALPANEL
JOIST OR BEAM
RIGID CONN BYCFSF CONTRACTOR
DESIGN FOR WINDLOAD REACTION ATSTOREFRONT WHEREOCCURS
VERTICAL SLIPCONNECTION TOROOF EDGE ANGLEBY CW SUPPLIER
S-530
5
5 1/8" SEE PLAN
DECK DIRECTION VARIESSIM AT JOIST, ANGLE BEARS ON JOIST
5 5/8" SEE ARCH
INDICATES CW MULLION
MEMBER AND CONN BYCFSF CONTRACTOR
KICKER AND CONN BY CFSFCONTRACTOR. MAX KICKERSPACING = 4'-0". ADJUST KICERLOCATIONS AS NEEDED TO AVOIDJOIST WEBS
GIRT BY CFSFCONTRACTOR
PL OR LT GACLIP BY CFSFCONTRACTORRIGID CONN BY CSFS
CONTRACTOR
ADJUSTABLE ANGLE /BENT PL 5/16xCONT
3/16 2-12
VERT SLIP CONN TOEDGE ANGLE BY CWSUPPLIER
VERT SLIP CONNTO ANGLE BYCFSF CONTR
S-501
5
A
B
DESIGN STUDS TOCANTILEVER FROMDECK EDGE WHEREPOSSIBLE
STUD PACK ASREQUIRED
SLIP CLIP TO DECKEDGE
CLIP TO COLBEYOND BY CFSFCONTR
STUD PACK ASREQUIRED
ROOF DECK LEVELN
COLD-FORMED GIRT BYCFSF CONTRACTOR
CW
GIRT BY CFSFCONTR. DESIGN TOSPAN TO STUDPACK JAMBS
CW
GIRT BY CFSFCONTR. DESIGN TOSPAN TO STUDPACK JAMBS
A B
DESIGN GIRT FORWIND LOAD FROM CW
RIGID CONN BYCFSF CONTRACTOR
SLIP CONN BY CFSFCONTRACTOR
SHEETNo.
PROJECT ENGR
PROJECT MGR
CHECKED BY
DATE
PROJECT No.
Martin/Martin Consulting Engineers12499 W. Colfax Avenue
Lakewood, Colorado 80215303.431.6100
SHEET
OF 88
DENVER PUBLIC SCHOOLSDEPARTMENT OF FACILITIES MANAGEMENT
SCHOOL DISTRICT NO. 1 - SCHOOL NO. 225 - SITE NO. 047 - DENVER CO
DENVER PUBLIC SCHOOLSDEPARTMENT OF
FACILITIES MANAGEMENT
CROFTON2409 ARAPAHOE STREET
DENVER, COLORADO 80205
DATE
Delta Description Date Issued ApprovedMadeAuthority
DESIGNERS:
DATE PRINTED:
MM JOB #:
PRINCIPAL:
EOR:
PROJE
CT M
ANAGER:
12/11/2013 5:50:59 PM
S-540
EXT WALL & CWREQUIREMENTS
13.0668.S.01
100% CONSTRUCTION DOCUMENTS
12 December 2013
Checker
Designer
Approver
51
NL, CTG, S
W
NL
TM
13.066
8.S.01
TM
NO SCALE7TYP CF BYPASS VERT DEFLECTIONCONN AT FLR
NO SCALE6 TYP COLD FORMED WALL FRAMING INFONO SCALE10TYP CF BYPASS VERT DEFLECTIONCONN AT ROOF
3/4" = 1'-0"11 CF BYPASS RIGID CONN AT FLR
NO SCALE13CURTAIN WALL BYPASS VERTDEFLECTION CONN AT ROOF
3/4" = 1'-0"12 CF-P SPANDREL W/KICKER AT ROOF
3/4" = 1'-0"14 CW & CF BYPASS CONN AT FLOOR
NO SCALE20 CW & CF BRACING AT DIAGONAL
NO SCALE17 CW CONN AT OVERHANG