Post on 19-Mar-2018
PLAN KEYS AND SYMBOLS
1S101
1S101
1S101
S1011
REFERENCE
XXX' - YY"
ELEVATION VIEW1 = DRAFTING NUMBER
S101 = SHEET NUMBER
WALL / BUILDING SECTION1 = DRAFTING NUMBER
S101 = SHEET NUMBER
SECTION CUT1 = DRAFTING NUMBER
S101 = SHEET NUMBER
DETAIL CALL OUT1 = DRAFTING NUMBER
S101 = SHEET NUMBER
ADDENDUM NUMBER00
STEPS AND SLOPES IN DECKS & SLABSYY" = STEP HEIGHT
ELEVATION CALLOUTREFERENCE = T/OBJECT OR B/OBJECT XXX'-YY" = OBJECT ELEVATION
YY"
CX
M1
OP?
SPLICE IN BEAM/GIRDER
MOMENT CONNECTIONS THROUGH BEAM
MOMENT CONNECTIONS TO COLUMN
STEEL BEAM WITH CONCRETE EMBED PLATE,RE: TYPICAL DETAILS
STEEL BEAM WITH BEAM POCKET,RE: TYPICAL DETAILS
STEEL BEAM PENETRATION,RE: BEAM PENETRATION SCHEDULE
DIRECTION OF DECK SPAN ORDIRECTION OF REINFORCING
JOIST TYPEJ1 = JOIST TYPE, RE: SCHEDULE
J1
KEYED NOTEK = KEYED NOTE, RE: SCHEDULE
K
GRADE BEAM TYPEGB1 = GRADE BEAM TYPE, RE: SCHEDULE
COLUMN TYPECX = COLUMN TYPE, RE: SCHEDULEBPX = BASE PLATE, RE: SCHEDULExxK = TRANSFER LOAD
GB1
M1 EMBED PLATE TYPEA1= EMBED PLATE TYPE, RE: SCHEDULE
A1
DECK/SLAB TYPED1= DECK/SLAB TYPE, RE: PLAN ANDPLAN NOTES
D1
FOUNDATIONS
DRILLED PIER NOTATIONPXX = PIER TYPE RE: SCHEDULEXX /xx = COMP (K)/TENSION (K)XX'-XX" = TOP ELEVATIONYY'-YY" = APPROX BOT ELEVATION
PXXXX'-XX"/YY'-YY"
XX /xx
S S FOOTING / FOUNDATION / GRADE BEAM STEP
STEEL BRACE PLAN KEY
STEEL BRACING ABOVE FLOOR/ROOF
STEEL BRACING BELOW FLOOR/ROOF
WALLS AND COLUMNS
CIP CONCRETE WALL ABOVE
(E) CONSTRUCTION ABOVE
WALL BELOW (ALL MATERIALS)
WALL ABOVE W/ WINDOW *
WALL ABOVE W/ DOOR *
CIP CONCRETE COLUMN ABOVE
STEEL COLUMN ABOVE
COLUMNS BELOW (ALL MATERIALS)
*CIP CONCRETE SHOWN; GRAPHICS APPLY TO OTHER WALL MATERIALS
STEEL FRAMING
STEEL JOIST
BEAM / GIRDER NOTATIONRL = REACTION LEFT (K)SIZE = MEMBER TYPE(XX) = # OF STUDSRR = REACTION RIGHTXX'-YY" = T/STL ELEVATION
XX'-YY"
RL RRSIZE(XX)
SECTIONS AND DETAILS
CIP CONCRETE
(E) CONSTRUCTION
PROJECT DESCRIPTION
1. Project consists of a (2) story school building addition to an existing building. Building
addition will act independently of existing building with an expansion joint between the two
structures. Foundations consist of drilled piers and grade beams on void form.
Superstructure is composite concrete slabs on composite structural steel framing
supported by steel columns. Roof framing is steel deck on steel joists supported by steel
framing and steel columns. Lateral system is steel braced frames. Minor renovations to the
existing building will be performed.
2. This description is for general orientation only. The General Contractor is responsible for all
scope items described in the drawings and project specifications as well as for all material
and labor that can reasonably be inferred there from.
GENERAL APPLICATION
1. These drawings must be used in conjunction with the architectural drawings on the project
to clearly define all requirements for construction.
2. No Contractor should attempt to bid nor construct any portion of this project without
consulting the project architectural, mechanical, and electrical documents.
3. All things which, in the opinion of the Contractor, appear to be deficiencies, omissions,
contradictions or ambiguities in the drawings shall be brought to the attention of the
Structural Engineer. Corrections or written interpretations shall be issued before affected
work may proceed.
4. The Contractor shall inform the Structural Engineer, clearly and explicitly in writing of any
deviation or substitution from requirements of the contract documents. Contractor shall
not be relieved of any requirement of the contract documents by virtue of the Structural
Engineer's review of shop drawings, project data, etc., unless the Contractor has clearly and
explicitly informed the Structural Engineer in writing of any deviations or substitutions at
time of submission.
EXISTING CONSTRUCTION
1. Information on existing construction taken from structural drawings prepared by Yon
Tanner Architecture, dated May 12, 2009.
2. All information, dimensions, elevations, etc. shall be considered approximate and shall be
field verified by contractor prior to ordering or fabricating material.
3. Report all discrepancies to the General Contractor and Architect/Engineer.
4. In as much as the addition to remodeling, retrofit, renovation or rehabilitation of an
existing building requires that certain assumptions be made regarding existing conditions,
the contractor must immediately notify the structural engineer if any existing condition
deviates from those indicated in the contract documents.
5. Contractor shall verify all existing conditions prior to ordering materials or proceeding
with new work in areas affected by existing conditions. Structural Engineer shall be
informed in writing of conflicts between existing and proposed new construction.
6. No openings nor any changes or additions shall be made in any existing structural
elements without written approval of the Structural Engineer. Where the function of an
existing element as structural or non-structural is unclear, the determination of its
function will be made solely by the structural engineer.
MISCELLANEOUS NOTES
1. The Contractor is solely responsible for all safety regulations, programs and precautions
related to all work on this project.
2. The Contractor is solely responsible for the protection of persons and property either on or
adjacent to the project and shall protect it against injury, damage, or loss.
3. Means and methods of construction and erection of structural materials are solely the
Contractor's responsibility.
4. The structure is designed to function as a unit upon completion of construction of the project
and then, only to support the design loads indicated. The contractor is responsible for
means, methods and sequence of construction and the adequacy of the structure to support
loads occurring during construction of the project. Furnish all temporary bracing, shoring,
and/or support as may be required.
5. No openings, nor any change in size, dimension or location shall be made in any structural
element without written approval of the Structural Engineer.
6. Where dimensions or weights of MEP. equipment or systems are variable from manufacturer
to manufacturer, verify dimensions and weights shown on drawings with selected
manufacturer prior to ordering materials. Notify Structural Engineer of discrepancies.
7. Do not place equipment when shipping or operating weight exceeds weight indicated on
structural drawings.
8. Openings through floors and/or roofs for passage of utilities are not located nor dimensioned
on structural drawings. Contractor shall obtain and coordinate such locations and
dimensions with the contractor requiring the opening.
9. Show all openings through structural members on shop drawings and submit for review.
Openings not shown on structural drawings are subject to acceptance and shall be
specifically indicated for review and acceptance.
10. Verify elevator and escalator pit dimensions, locations, loadings, and details with the
elevator/escalator supplier prior to the fabrication and/or installation of any material.
11. Fireproofing of structural elements is not shown on the structural drawings. Refer to the
specifications and architectural documents.
12. Do not scale these drawings, use the dimensions shown. In case of conflict, request
clarification from architect and structural engineer.
13. No structural modifications, alterations, or repairs shall be made without prior review by
Structural Engineer. Submit details and calculations prepared by a professional engineer
registered in state where project is located and employed by contractor.
14. Where supported slabs are to be used for staging or temporary storage area the contractor
shall verify that unit loads do not exceed the design loads for the supporting slabs.
Wind Loading
Basic Wind Speed 136 MPH
Exposure Category C
GCpi +/- 0.18
Wind Base Shear
340 K
Wind Design Pressure Components & Cladding 50sqft
East/West
231 KNorth/South
Seismic Loading
1.25
Mapped Spectral Response Acceleration
Seismic Importance Factor, Ie
0.191Ss
0.060S1
DSite Class
Spectral Response Coefficients
0.204Sds
0.096Sd1
BSeismic Design Category
Structural Steel Systems not Specifically
Detailed for Seismic ResistanceBasic Seismic Force Resisting System
3Response Modification Factor, R
0.085Seismic Response Coefficient, Cs
Analysis Procedure Used
Seismic Base Shear
342 KEast/West
342 KNorth/South
Snow Loading
30 PSFGround Snow Load, Pg
30 PSFMinimum Flat Roof Snow Load, Pf
1.1Importance Factor, Is
CTerrain Category
1.0Exposure Factor, Ce
1.0Thermal Factor, Ct
1.0Slope Factor, Cs
Live Loads and Superimposed Dead Loads
Foundations
36 INMinimum Frost Depth
(Note 2)
(Notes 3,4,5,7)
(Notes 6,7)
Local Jurisdiction: State of Colorado
Building Code: 2015 International Building Code
Geotechnical Engineer Information: Brian Gisi, PE# 49671
Ninyo & Moore #501115001
6001 South Willow Drive, Suite 195
Greenwood Village, CO 80111
(303) 741-4407
Date of Report: 04/04/2016
S-601Drilled Pier Schedule Located on:
-38 PSFInterior Roof Zone (Zone 1)
-50 PSFRoof End Zone (Zone 2)
-50 PSFCorner Roof Zone (Zone 3)
+33/-36 PSFInterior Wall Zone (Zone 4)
+33/-41 PSFWall End Zone (Zone 5)
STRUCTURAL DESIGN CRITERIA
Building Category: III
20sqft
-39 PSF
-60 PSF
-60 PSF
+35/-38 PSF
+35/-45 PSF
100sqft
-37 PSF
-43 PSF
-43 PSF
+31/-34 PSF
+31/-38 PSF
30 KSFDrilled Pier End Bearing
2 KSFAllowable Skin Friction (Compression)
2 KSFAllowable Skin Friction (Tension)
10 KSFMinimum Dead Load Pressure
>25 FT, min 10 FT bedrock penetrationMinimum Pier Socket Length
NOTES:
100'-0"= First Floor ElevationReferenced Datum
1. The governing building code defines the applicable edition of referenced codes and
standards. Where governing building code does not define referenced codes and
standards, the latest edition shall be used.
2. The wind speed stated above is an ultimate load in accordance with the 2015 IBC. The
value is derived from the unfactored design wind speed defined by the City if Arvada
Building Department: V1 = V2*[1/sqrt(0.6)]
3. Ground snow load is according to the City of Arvada Building Department on 02/09/2016
4. Minimum flat roof snow load according to the City of Arvada Building Department on
02/09/2016
5. All snow loads on the structure for both flat and sloped roofs are calculated in accordance
with the 2015 IBC and based on the ground snow load stated above. Roof snow loads shall
consider the following load conditions: partial loading, unbalanced roof snow loads, snow
drifting, and sliding snow
6. Minimum uniform and concentrated live loads as well as partition loads and applicable
live load reductions are determined according to Section 1607 of the IBC
7. See Load Keys for numerical definition and area designation of snow, live, and other
gravity loads used in design
(Note 1)
Roof Design Pressure for Net Uplift
72 PSFWall Design Pressure for Parapet 84 PSF 63 PSF
10 PSFInterior Roof Zone (Zone 1) 10 PSF 10 PSF
17 PSFRoof End and Roof Corner Zone (Zone 2/3) 19 PSF 15 PSF
Equivalent Lateral Force Procedure
SPECIFICATIONS
1. General Notes are not a substitute nor a replacement for the project specifications. These
notes are intended as a guide to the design and/or construction requirements established for
this project.
SUBMITTALS
1. See Material sections of these General Notes for required shop drawings.
2. Submit one (1) copy of the required information (Manufacturers Data, Shop Drawings, etc)
via electronic media (PDF or similar).
3. Reproducible copies of contract documents shall not be used.
4. Submittals shall be sent directly to the Architect for review and distribution.
5. Submittals shall be reviewed by Contractor and Subcontractor prior to submission.
Drawings shall bear Contractor's approval stamp accepting responsibility for coordination
of dimensions shown in the contract documents, quantities and coordination with other
trades.
6. Allow 14 calendar days in the Structural Engineer's office for review of submittals.
7. Submittals will be returned to the Architect with Structural Engineer's review comments via
electronic media.
DEFERRED SUBMITTALS
1. Submit shop drawings along with calculations noted to be signed by a registered Engineer in
the state where the project is located when required by specification. These deferred
submittals (shop drawings) shall first be submitted to the project Architect and/or Engineer
of record for review and coordination. Following the completion of the review and
coordination by the Architect/Engineer of record; a submittal may then be made by the
Contractor to the local Building Department for review and approval, which shall include a
letter stating this review and coordination has been performed and completed and plans
and calculations for the deferred items are found to be acceptable (e.g., with regard to
geometry, load conditions, etc.) with no exceptions.
2. The list of items for deferred submittals includes the following items:
Prefabricated stair units and their connections
Interior and exterior cold-formed steel studs
Pre-manufactured hand/stair railings and their connections
Elevator and connections to the structure
Lateral support, anchorage calculations, and structural details for the mechanical
units employed for this project
Light Pole Bases
All others required by the local jurisdiction
QUALITY ASSURANCE
1. The Contractor is responsible for quality assurance, including workmanship and materials
furnished by subcontractors and suppliers.
2. Inspection or testing by the Owner does not relieve the Contractor of his responsibility to
perform the work in accordance with the Contract Documents.
3. Workmanship: The Contractor is responsible and shall bear the cost of correcting work
which does not conform to the specified requirements.
4. Correct deficient work by means acceptable to the Architect. The cost of extra work incurred
by the Architect to approve corrective work shall be borne by the Contractor.
QUALITY CONTROL
1. The Owner's Testing Agency shall perform testing and special inspections required by the
structural documents, building code and the local authority. The Testing Agency shall
comply with ASTM E329 and upon completion of work, the Testing Agency shall furnish a
certificate of compliance, signed by the professional engineer overseeing special inspections
and testing. The professional engineer must be registered and licensed in the state where
the project is located.
2. The Testing Agencies individual overseeing testing and inspection of soils and foundations
shall be a professional engineer practicing the discipline of geotechnical engineering referred
to as the Geotechnical Engineer in the structural portion of the construction documents .
The Geotechnical Engineer is responsible for testing and inspections of soils, earthwork and
foundations for conformance to the foundation design and the geotechnical report. See
foundation section of the general notes.
3. See special inspections section of the general notes for required testing and inspection.
SPECIAL INSPECTION
1. Special inspection and testing shall be performed as required by the local jurisdiction, the
building code and the construction documents. See quality assurance section of the general
notes.
2. Coordinate and schedule inspection and testing prior to the start of work requiring
inspection and testing while providing special inspection reasonable notice.
3. All deficiencies shall be corrected for acceptance by the testing agency.
4. Inspections performed by the local jurisdiction do not replace inspection or testing required
by the owners testing agency.
5. Special inspection and testing is required for the items shown in the special inspections and
testing table.
SPECIAL INSPECTIONS AND TESTING
ClassCategory/Material
X
54321
Component/Work
Footing Soil Bearing Material
So
ils
an
d F
ou
nd
ati
on
s
XSlab-on-Grade Subgrade Material
XXXCompaction
XXX
X
XXX
X
XX
XX
XX
XX
Drilled Pier Load Testing and/or Sonic Eco Testing
Drilled Pier Drilling and Drilled Pier Soil Embed Material
Permanent Soil Retention Elements
Formwork Installation
Reinforcing Placement
Steel Embeds
Cast Embedded Anchors
Concrete Strength, Slump, Temperature, and Air Content
X
X
XX
X
Concrete Placement
Concrete Curing
Post-Installed Anchors
Floor Flatness Survey
XXWelded Reinforcing
Ca
st-i
n-P
lace
Co
ncr
ete
X
XXFabrication Facility
XXStructural Steel Erection
XXConnection Erection and Assembly
Pretensioned and Slip Critical Bolts/Joints Using Turn-
of-Nut without Matchmarking or Calibrated Wrench
Methods of Installation
XXXSingle Pass Fillet Welds 5/16" or Less
All Other Welds Including Complete and Partial
Penetration Groove Welds
XXShear Stud Placement
XXSteel Joist Erection
XXConnection Erection and Assembly
Pretensioned and Slip Critical Bolts/Joints using Turn-of-Nut
without Matchmarking or Calibrated Wrench Methods of
Installation
XXXSingle Pass Fillet Welds 5/16" or Less
All Other Welds Including Complete and Partial Penetration
Groove Welds
XXShear Stud Placement
XXDeck Placement and Attachment
Exterior Walls and Connections
XXX
XXX
Str
uct
ura
l S
tee
l
X
XXX
Ste
el Jo
ists
an
d J
ois
t G
ird
ers
XXX X
Steel Decking
Cold-Formed Steel
FramingXX
NOTES:
1. Special inspection and testing are to conform to chapter 17 of the IBC and the local building
department.
2. Unless noted as continuous inspection, all inspections are periodic. Periodic inspection is defined as
part-time or intermittent inspection of the work. It is the Special Inspector's responsibility to
determine and coordinate the frequency and duration of the inspection relative to the Contractor's
schedule and sequencing of the work in order to meet the inspection and reporting requirements.
3. Class 1: Inspection verification of size, location, quantity, and tolerance.
4. Class 2: Inspection and testing verification of strength, grade, classification, quality, density,
proportions, and manufacturers certified test reports.
5. Class 3: Continuous inspection and verification of operations and conditions.
6. Class 4: Audit and inspection of fabrication facility's quality control program, and collection of
facilities records during the course of fabrication for Class 2 and 3 inspections and testing.
7. Class 5: Verification of certifications
X
XBeam Camber (in-place)
XXConnection Erection and Assembly
Pretensioned and Slip Critical Bolts/Joints Using Turn-
of-Nut without Matchmarking or Calibrated Wrench
Methods of Installation
XXXSingle Pass Fillet Welds 5/16" or Less
All Other Welds Including Complete and Partial
Penetration Groove Welds
XXShear Stud Placement
XXX
XXX X
Fa
bri
cati
on
Ere
ctio
n
XXVerification of mix design use on site (prior to placement)
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Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:11
:53
PM
S-001
GENERAL NOTES
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
ABBREVIATIONS
OC on centerOF outside faceOH opposite handOPNG opening
PAF powder acutuated fastenerPC precastPERP perpendicularPJP partial joint penetrationPL, @ platePLF pounds per lineal footPSL parallel strand lumberPT post-tensioningPT pressure treated
RE: referenceREINF reinforcementREQD requiredRET retaining
SC slip criticalSCHED scheduleSCL structural composite lumberSIP structural insulated panelSOG slab on gradeSPA spacingSTFNR stiffenerSTL steelSUBFLR subfloor
T/, TOx top of (S=slab, C=conc, etc)THK thicknessTL transfer loadTRAN transverseTYP typical
UNO unless noted otherwise
VERT verticalVIF verify in field
W widthWP work pointWWF welded wire fabric
ABBREVIATIONS
GA gageGB grade beamGC general contractorGEN generalGLB glulam
HAS headed anchor studHDR headerHK hookHORIZ horizontal
IF inside faceINT interior
JST joistJT joint
KIP, K 1000 poundsKLF 1000 pounds per lineal foot
L lengthLAT lateralLBS poundsLLH long leg horizontalLLV long leg verticalLONG longitudinalLSL laminated strand lumberLVL laminated veneer lumberLW, LWT lightweight
MAS masonryMAX maximumMECH mechanicalMFR manufacturerMIN minimumMTL metal
(N) new constructionNo NumberNOM nominalNS near sideNW, NWT normal weight
ABBREVIATIONS
AB anchor boltADDNL additionalAFF above finish floorALT alternateARCH architectural
BLDG buildingBM beamBOT, B/, BOx bottom of (S=slab, C=conc, etc)BRG bearingBS both sidesBTWN between
CFS cold-formed steelCIP cast-in-placeCJ construction / control jointCJP complete joint penetrationCLR clearCMU concrete masonry unitCOL columnCONC concreteCONN connectionCONST constructionCONT continuous
D depthDIA, H diameterDIM dimensionDK deckDTL detailDWGS drawingsDWL dowel
(E) existing constructionEA eachEF each faceEJ expansion jointELEV elevationEOx edge of (S=slab, C=conc, etc)EW each wayEXP expansionEXT exterior
FDN foundationFLR floorFOx face of (S=slab, C=conc, etc)FS far sideFTG footing
NEW SHEET = ñ REVISED DRAWING = òNO MODIFICATIONS = ó SHEET DELETED = ô
SHEETNO. SHEET NAME
ISSUE DATE AND TITLE
7/15/2016
- P
ERMIT S
ET
8/4/
2016 -
BID S
ET
S-001 GENERAL NOTES ñ òS-002 GENERAL NOTES - MATERIAL SPECIFIC ñ òS-010 LOAD KEYS ñ òS-020 TYPICAL DETAILS - CONCRETE ñ òS-021 TYPICAL DETAILS - STEEL ñ òS-022 TYPICAL DETAILS - STEEL ñ òS-023 TYPICAL DETAILS - COLD-FORMED STEEL ñ òS-030 GRID LAYOUT PLAN ñ òS-101A FOUNDATION AND LEVEL 1 FRAMING PLAN
AREA Añ ò
S-101B FOUNDATION AND LEVEL 1 FRAMING PLANAREA B
ñ ò
S-101C FOUNDATION AND LEVEL 1 FRAMING PLANAREA C
ñ ò
S-102B LEVEL 2 FRAMING PLAN AREA B ñ òS-102C LEVEL 2 FRAMING PLAN AREA C ñ òS-120A ROOF FRAMING PLAN AREA A ñ òS-120B ROOF FRAMING PLAN AREA B ñ òS-120C ROOF FRAMING PLAN AREA C ñ òS-201 BRACED FRAME ELEVATIONS ñ òS-202 BRACED FRAME ELEVATIONS ñ òS-203 BRACED FRAME ELEVATIONS AND DETAILS ñ òS-401 ENLARGED FRAMING PLANS ñ òS-501 FOUNDATION DETAILS ñ òS-502 FOUNDATION DETAILS ñ òS-503 FLOOR FRAMING DETAILS ñ òS-504 ROOF FRAMING DETAILS ñ òS-505 ROOF FRAMING DETAILS ñ òS-506 ROOF FRAMING DETAILS ñ òS-601 SCHEDULES ñ ò
REVISION DATE
FOUNDATIONS
GENERAL:
1. The foundations have been designed based on the design criteria and the Geotechnical
Report referenced in the Structural Design Criteria section. Earthwork and foundation soil
preparation shall be performed to provide soil properties meeting the design criteria.
2. The Geotechnical Engineer shall inspect and test soils, earthwork and foundations - see
special inspection and quality assurance sections of the general notes. Prior to placing
foundations and slabs-on-grade, obtain approval from the Geotechnical Engineer indicting
earthwork and soil preparation has been performed adequately to conform to the
foundation design criteria.
3. Provide 4" void form beaneath all pier caps, grade beams, and structural slabs at grade per
the Geotechnical Report.
4. Bottom of exterior footings, grade beams, and walls shall bear below final exterior grade for
frost protection - see structural design criteria section of the general notes.
5. Foundation walls or grade beams having earth placed on each side shall have both sides
filled simultaneously to maintain a common elevation.
6. Brace all foundation walls against movement, which backfill is to be placed until floor slabs at
the top and bottom of the wall are in place. Brace foundation walls as necessary to prevent
movement and overstress due to equipment loading regardless of sequencing of top and
bottom floor slabs.
7. Contractor shall provide continuous site drainage by a mechanical method to control surface
and underground water as required to maintain a dry working site.
8. Foundation drainage and waterproofing is not shown or specified within the structural
portion of the construction documents. Reference other portions of the construction
documents for drainage, waterproofing and items associated with other disciplines.
CAST-IN-PLACE CONCRETE
GENERAL:
1. All concrete work shall conform to ACI318 and ACI 301 and tolerances shall conform to ACI
117 unless noted otherwise. Contractor shall keep a copy of these references on site at all
times.
2. Concrete Compressive Strength – See Specified Strength of Concrete table
3. Materials – See Concrete Materials table
TESTING:
1. Tests and inspections shall be performed in compliance with ACI 301 and Chapter 17 of the
IBC. See Special Inspections.
2. Concrete shall not be placed until reinforcing and embedded items have been inspected by
the owner's independent inspection agency and/or the special inspector.
3. See "Special Inspections and Testing" Table.
SUBMITTALS:
1. Submittals shall conform to ACI 301 .
2. Submittals for all concrete shall include: mix designs, construction joint locations,
reinforcing, embedded items, and MEP sleeves and penetrations.
3. Submittals for architecturally exposed concrete shall also include: form facing materials and
mock-ups if required by the Architect.
4. Submittals for suspended concrete (suspended slabs, frames, joists, and beams) shall also
include reshoring and backshoring plans and calculations. Shop drawings and calculations
shall be signed and sealed by a Professional Engineer licensed in the state where the work
will be done.
5. Reinforcing shop drawings shall include placement drawings 1/8"=1'-0” minimum scale
complete with wall elevations and slab plans. Include special reinforcement required at
openings through concrete structure. Include all accessories specified and required to
support reinforcement. Detailing of reinforcing shall confirm to ACISP-66.
6. Embed shop drawings shall include placement drawings 1/8”=1’-0” minimum scale locating
all embed plates, anchors, and anchor bolts for structural and non-structural components
attaching to concrete. Contractor is responsible for coordinating with all trades for
determining the need for embeds and locations. Post installed anchors are not allowed
unless approved by the structural engineer during the shop submittal process.
FORMING:
1. Provide void forms under foundation elements as shown on the drawings.
2. All formwork shall conform to Class B finish in accordance with ACI 117 unless noted
otherwise by architectural drawings. Refer to architectural drawings for architectural finish
concrete.
3. All construction joints shown on the drawings shall be incorporated into the structure
unless elimination is approved by the Structural Engineer. Additional joints required to
facilitate construction shall be located at points of minimum shear and shall be detailed on
reinforcing shop drawings for review. Locate vertical joints in girders, beams, grade beams,
joists, walls and slabs within the middle third between supports designed and detailed with
dowels and keys for transfer of design shear, unless noted otherwise. Reinforcing shall
pass continuously through construction joints. Where joints are shown as roughened,
mechanically roughen surface to 1/4" amplitude clean and free of laitance.
4. Unless otherwise shown in the architectural drawings, provide chamfers at all columns,
beams, walls, and slab edges that are exposed to view in the finished structure.
5. Unless otherwise shown in the architectural drawings, provide drip edges at the underside
of all exposed slab edges.
6. Locate door openings, window openings, MEP openings, drip slots, reglets, brick ledges,
curbs, and ledges per architectural drawings. For openings not dimensioned on structural
drawings refer to architectural drawings.
REINFORCING AND EMBEDDED ITEMS:
1. Provide standard hooks on bars terminating at a concrete face unless noted such as at
edges of openings, slab edges, expansion joints, ends of beams, and ends of walls.
2. Unless noted otherwise, provide (2) #5's at each side of openings. Extend 2'-0" beyond
edges of opening.
3. Unless noted otherwaise, splice continuous top and bottom bars in grade beams and walls
as follows: top bars at mid-span, bottom bars over support.
4. Splice bars with class B contact laps per the reinforcing contact lap splice length table,
unless noted otherwise.
5. Splice welded wire fabric by lapping one full mesh space plus 2".
6. Unless noted otherwise, provide continuous reinforcing around corners and through
construction joints, control joints, contraction joints, and joints between all abutting
members. Provide epoxy coated reinforcing through construction joints at garage slabs and
slabs exposed to de-icers.
7. Welding of reinforcing is prohibited, unless noted otherwise and shall conform to ASTM
706.
8. Provide embeds (including anchors) for all supporting structural and non-structural
elements including but not limited to hand rails, canopies, window washing davits,
miscellaneous steel, bollards, etc.
PLACING AND FINISHING:
1. Handling, placing, constructing, and curing shall conform to ACI 301 including placement of
concrete in wet weather, cold weather, and hot weather.
2. For concrete thickness of 2'-6” or greater or when the cement content exceeds 600lb/cyd,
conform to Mass Concrete of ACI 301.
3. Contractor shall furnish additional concrete due to wet concrete deflection of composite
deck and support system.
4. Curing compounds should not be used on surfaces that are to receive additional concrete,
paint, tile, or other material requiring a positive bond unless the contractor has
demonstrated that the membrane can be satisfactorily removed before subsequent
application is made, or the membrane dissipates or can serve satisfactorily as the base for
the later application.
5. All concrete work shall be poured in-place unless noted otherwise. Shotcrete placement
method will only be permitted if approved by the structural engineer prior to permit
submittal. All requests and submittals to place concrete by the shotcrete method shall
conform to ACI 506.2; including pre-production test panels for each mix proportion,
shooting orientation, and nozzleman per ASTM C 1140; nozzleman grading (2.5 maximum);
and test panels during production (1 per each 50yd placed, min 1 per day). Requests for
shotcrete placement shall be limited to foundation walls with simple reinforcing. All
pilasters or in-wall columns shall be formed and poured separately from shotcrete
operations.
Element
Drilled Piers 4000, NW
GENERAL CONCRETE MIX NOTES:
1. Strength (f`c) is the 28 day compressive strength at 28 days unless noted otherwise or
compressive strength at the specified age.
2. Concrete is normal weight concrete unless noted otherwise. Normal weight concrete (NW) shall
have a dry density of 145 ± 5 pcf unless noted otherwise.
3. Required minimum average splitting tensile strength = 6.7*√(f'c) regardless of concrete density.
4. Mix designs shall be in accordance with ACI 301.
5. Exposure Class indicates the severity of the anticipated exposure of concrete members for each
exposure indicated below according to ACI 318/ACI301.
Freeze Thaw Exposure noted thus: F0,F1,F2,F3
Water-Soluble Sulfate in Soil Exposure noted thus: S0,S1,S2,S3
Permeability Requirements noted thus: P0,P1
Corrosion Protection of Reinforcement noted thus: C0, C1, C2
Refer to ACI 301/ACI 318 for specific requirements based on the exposure category indicated in
the mix design table above
6. Corrosion Protection of Reinforcement requirements (C0,C1,C2):
Maximum water-soluble chloride ion (CL-) content in concrete, by % weight of cement
Reinforced Concrete: C0 = 1.0 C1 = 0.3 C2 = 0.15
7. Where concrete is exposed to F3 freeze thaw exposure, restrictions on maximum fly ash and/or
other cementitious materials apply. Refer to Table 4.4.2 in ACI 318 for requirements
CONCRETE MIX DESIGN REQUIREMENTS
-
MaxW/C
MaxAgg
1"
f'c (psi) Slump
6"-8"
ExposureClass
AirContent
-I/II
CementType
1,2
Pier Caps 4000, NW 0.45 3/4" -I/II
3
Tops of Piers in contact with
concrete columns & pilasters4000, NW 0.45 3/4"I/II
Interior Slab-on-Grade (SOG) 4000, NW 0.50 3/4"I/II
Foundation Walls not integral to
pilasters & columns4000, NW 0.50 3/4" -I/II
Pilasters & Foundation Walls
integral to pilasters or
supporting concrete columns
4000, NW 0.45 3/4"I/II
-
-
-
F0,P0
CO,SO
F0,P0
CO,SO
F0,P0
CO,SO
F0,P0
CO,SO
F0,P0
CO,SO
F0,P0
CO,SO
Slab on Deck 4000, NW 0.40 3/4" -I/IIF0,P0
CO,SO
Exterior Slab-On-Grade 4000, NW 0.40 3/4" 5I/IIF1,P0
C2,SO
Grade beams, Tiebeams, Stem
Walls4000, NW 0.45 3/4" 5I/II
Footings 4000, NW - 3/4" -I/IIF0,P0
CO,SO
Other
TABLE FOOTNOTES:
1. Minimum air content equals 5% if concrete is exposed to freezing temperature and moisture
regardless of value indicated in table.
2. Tolerance on air content as delivered shall be +/- 1.5% for f'c <= 5000 psi
3. Slump tolerances as follows (ACI 117)
Specified Slump not greater than 4" = +/- 1"
Specified Slump more than 4" = +/- 1 1/2"
Where Slump is specified as a ranger = No Tolerance
See ACI 301 for slump of concrete before addition of plasticizers or high-range water reducing
admixtures
4"
4"
4"
4"
4"
4"
4"
4"
4"
4000, NW 0.45 3/4" -I/IIF0,P0
CO,SO4"
F1,P0
CO,SO
Concrete cast against & permanently exposed to earth
Assembly Cover (in)
3
REQUIRED CONCRETE COVER FOR NON-FIRE-RATED ASSEMBLIES
#6-#18 (non-post-tensioned)
Co
ncr
ete
no
t E
xpo
sed
to E
art
h o
r W
ea
the
r
Walls, slabs #14-#18 (Non-Post-tensioned)
Walls, slabs #11 and smaller (Non-Post-tensioned)
2
#5 and smaller (non-post-tensioned) 1 1/2
Co
ncr
ete
Exp
ose
d
to E
art
h o
r
We
ath
er
1 1/2
3/4
AssemblyCover (in)
REQUIRED CONCRETE COVER FOR FIRE-RATED ASSEMBLIES
Columns, beams, girders
Slabs
Re
info
rcin
g
Ste
el
1 hr 2 hr 3 hr 4 hr
*Slabs and beams are considered restrained unless otherwise noted on plans.
NOTES:
1. Clearances are the clearance between reinforcing and concrete surface. Unless noted otherwise
in drawings, specified in-place cover shall be the greater of the appropriate not-fire-rated and
the fire-rated. In-place cover shall not exceed tolerances specified in ACI 117.
2. Tabulated values for siliceous aggregate.
1 1/2 1 1/2 1 1/2 2
3/4 1 1 1 1/4
Portland Cement
Material Standard
ASTM C150, Type I or Type II
CONCRETE MATERIALS DESIGNATION
ASTM C618, Class C or FFly Ash
ASTM C33Aggregate
PotableWater
ASTM C494, Type A or Type DWater Reducing Admixture
High Range Water Reducing Admixture
Accelerator Admixture
ASTM C260Air Entraining Admixture
ASTM C309, Type I, Class ACuring Compound
ASTM A615-grade 60 (Specified Yield Strength = 60ksi)Reinforcing Bars
ASTM 706-grade 60 (Specified Yield Strength = 60ksi)Welded Reinforcing Bars
ASTM A185Welded Wire Fabric
ASTM E1745-Class BVapor Retarder below Slab-on-Grade
ASTM C494, Type F or Type G
ASTM C494, Type C or Type E
NOTES:
1. Type III Portland cement may be used if acceptable to the Architect.
CONCRETE COMPRESSION STRENGTH (psi)
CONCRETE REINFORCING TENSION CONTACT LAP SPLICE LENGTHS
Cla
ss B
Cla
ss A
Ca
se #
2C
ase
#1
Ca
se #
1C
ase
#2
Bars
#6T
Bars
#7U
Bars
#6T
Bars
#7U
Bars
#6T
Bars
#7U
Bars
#6T
Bars
#7U
Top
Other
57 db
44 db
3,000 4,000
71 db
55 db
85 db
66 db
107 db
82 db
74 db
57 db
93 db
71 db
111 db
85 db
139 db
107 db
49 db
38 db
62 db
47 db
74 db
57 db
92 db
71 db
64 db
49 db
80 db
62 db
96 db
74 db
120 db
92 db
Where:
Class B: Class B tension splice
Case #1:
Class A: Class A tension splice
Clear spacing greater than or equal to 2*db AND cover greater than or equal to db.
Case #2: Clear spacing less than 2*db or cover less than db.
Top:Where horizontal reinforcement is placed such that more than 12 inches of fresh
concrete is cast below the development length or splice.
Other: Other condition not satisfying Top qualification (bottom horizontal reinforcing)
db: Diameter of reinforcing bar
CONCRETE REINFORCING TENSION CONTACT LAP SPLICE NOTES:
1. All tension splices shall be contact class B splices unless noted otherwise. Splice length shall
not be less than 12 inches.
2. Splice Lengths in table are for single bar splices with maximum yield strength of 60ksi non-epoxy
reinforcing bars.
3. For epoxy coated bars; zinc and epoxy coated bars; or epoxy coated wires multiply "Bot"
reinforcing splice length by 1.5 and multiply "Top" reinforcing splice lengths by 1.31
4. For lightweight concrete multiply splice length by 1.33.
5. For reinforcing with a specified yield strength greater than 60ksi multiply splice length by
(specified yield strength/60ksi)
6. For individual bars within a bundle lap lengths shall be multiplied by 1.33 for four-bundles and
1.20 for three bar bundles. Individual splices within a bundle shall not overlap. Entire bundle
shall not be lap spliced.
7. Bars larger than #11 shall not be lap spliced. For bars larger than #11, mechanical splice shall be
used. Mechanical splices shall have strength greater than or equal to 125% the yield strength of
the reinforcing bar. Mechanical splices shall be staggered.
8. Where bar of different size are lap spliced in tension the minimum splice length shall be the
larger of the length of a Class B tension splice or the smaller bar, or the length of a class A
tension lap splice of the larger bar.
9. Lap splices are not permitted where minimum clearance between reinforcing cannot be
maintained.
10. Lap splice lengths shall not be less than the larger of 12 inches multiplied by all applicable
multipliers or the table length multiplied by all applicable multipliers.
Top
Other
Top
Other
Top
Other
Top
Other
Top
Other
Top
Other
Top
Other
Bar Size
CONCRETE REINFORCING TENSION CONTACT SPLICE LENGTHS
FOR CONCRETE COMPRESSION STRENGTH 4000 PSI CASE 1
Lap Class Top Bars Other Bars
#3A
B
19"
24"
14"
19"
A
B
A
B
A
B
A
B
A
B
A
B
A
B
#4
#5
#6
#7
#8
#9
#10
A
B#11
25"
32"
19"
25"
24"
31"
29"
37"
42"
54"
48"
62"
54"
70"
60"
79"
67"
87"
31"
40"
37"
48"
54"
70"
62"
80"
70"
90"
78"
102"
87"
113"
NOTES:
1. The table above is for concrete compression strength of 4000psi and Case#1 reinforcement.
2. The table above is for Case #1 reinforcement with clear spacing greater than 2*db AND cover
greater than or equal to db.
3. Top bars are horizontal reinforcement placed such that more than 12 inches of fresh concrete is
cast below the development length or splice. All tension splices shall be class B splices unless noted
otherwise.
4. Other bars are reinforcement other than Top bars.
Specified Yield Strength (fy) 60ksi
CONCRETE REINFORCING COMPRESSION CONTACT SPLICE LENGTHS
Specified Yield Strength (fy) 60ksiT >
30db (0.9fy - 24)db
CONCRETE REINFORCING COMPRESSION CONTACT SPLICE NOTES:
1. Splice length shall not be less than 12 inches.
2. db is bar diameter
3. Compression splices permitted only when lap splice is noted in drawings as compression,
otherwise see tension splice table.
CONCRETE REINFORCING DOWEL EMBEDMENT LENGTHS
Tension Dowels
Standard Hook
CONCRETE REINFORCING DOWEL EMBEDMENT LENGTHS NOTES:
1. Refer to " Concrete Reinforcing Tension contact Lap Splice Lengths" table for tension dowels
without standard hooks. Values for Class A tension splices are permitted to be used.
2. Embedment length shall not be less than 12 inches.
3. db is bar diameter
4. Compression dowel embedment lengths are permitted only when dowel is noted in drawings as
compression, otherwise use tension embedment length.
5. Extend dowels to far edge of member UNO.
Concrete
Compression
Strength Other
3000psi Note 122db
4000psi 19db
Compression Dowels
22db
19dbNote 1
STRUCTURAL STEEL
GENERAL:
1. All structural steel work shall conform to AISC 360 and tolerances shall conform to AISC 303
unless noted otherwise. Contractor shall keep a copy of these references on site at all times.
2. Materials – See Steel Materials Table
3. Qualifications - Fabricator and Erector shall be experienced in fabrication and erection of
projects of similar size and complexity.
TESTING:
1. Tests and inspections shall be performed in compliance with AISC 360 and Chapter 17 of the
IBC. Inspections include: Welding, high strength bolting, anchor rod placement, proper use
of joint details, fabricated steel, and erected steel frame. Testing includes: UT of full
penetration welds, bolt tensioning procedures, shear stud bend tests.
2. See "Special Inspections and Testing" Table.
SUBMITTALS:
1. Submittals shall conform to AISC 360.
2. Submittals for structural steel shall include erection drawings, shop drawings, and mill test
reports.
3. Erection drawings shall include plan drawings at 1/8"=1'-0” minimum scale complete with
sections, elevations, and details as required to properly erect the structural steel frame.
4. Shop drawings shall include piece drawings which indicate cuts, connections, camber, holes,
welds and dimensions as required for fabrication of the members. Part drawings are not
required to be submitted unless specifically requested.
CONNECTIONS:
1. Engineer of Record (EOR) has designed all connections. If a connection design is
inadvertently omitted from contract documents the contractor shall request specific
connection design from the EOR.
2. Connection Design Forces: Unfactored ASD values
3. Simple Beam Connections: Select connections with capacities equal to or greater than
beam reactions shown on the drawings. Single sided connections shall be detailed to use
the maximum number of bolt rows that can fit into the supported beam web. Double sided
connections shall be detailed such that the angle or bent plate length is at least 60% of the
supported beam "T" dimension.
BOLTS:
1. Where indicated on the drawings as slip critical and where oversized or long-slotted holes
are utilized in shear bolted joints shall be slip critical. Faying surfaces shall be prepared to
meet the requirements of a Class A surface, and bolts shall be installed to the fully tensioned
condition.
2. Where bolts are subject to non-static loading, are utilized to interconnect parts of a built up
compression member, or all Group B fasteners loaded in tension shall be installed to the
fully tensioned condition.
3. Bolts not subject to the requirements for slip critical connections and not required to be
fully tensioned may be installed to the snug-tight condition.
4. A307 bolts may be used only where indicated.
WELDS:
1. Fillet Welds: Size as indicated, but not less than AISC minimum size.
2. Groove Welds: Full penetration unless noted otherwise.
3. Welds are continuous unless noted otherwise.
ACCESSORIES:
1. Headed Stud Anchors: Shop weld except where applied through metal deck or where shop
installation would result in a tripping hazard.
SHOP CLEANING AND PAINTING:
1. Uncoated Steel: All steel not specifically indicated as painted, steel to receive spray-on-
fireproofing or to be galvanized, and faying surfaces of slip critical connections shall be
uncoated. Prepare surface per SSPC-SP1.
2. Primed Steel: Steel indicated to painted, with no specific paint requirements stated, shall
have the surface prepared per SSPC-SP2 minimum and receive one coat of fabricator's
standard rust-inhibitive primer paint applied to a minimum dry-film thickness of 1 mil.
3. Galvanized Steel: Steel indicated to be galzanized shall be cleaned, prepared, and
galvanized in accordance with ASTM A123. Repair minor defects, damaged areas, and
welded joints in accordance with ASTM A780.
4. Other specified coatings: Where indicated on the drawings, provide specified coating
system as indicated. Clean and prepare steel as required by the specification or coating
manufacture.
ERECTION:
1. No final bolting or welding shall be performed until as much of the structure which will be
stiffened thereby has been properly aligned.
2. Field correction of fabrication or other errors will be permitted only when approved by the
EOR. Finish gas-cut sections in accordance with AWS D1.1.
W and WT Sections
Material Standard
ASTM A992 (50 ksi) or
ASTM A572 Gr. 50 (50 ksi)
STEEL MATERIALS DESIGNATION
ASTM A36 (36ksi)M, S, C, MC, L, MT, ST Sections
ASTM A572 Gr. 50 (50ksi)HP Sections
ASTM A53 Gr. B (35ksi)Pipe
ASTM A500 Gr. B (46 ksi)Rectangular HSS
Round HSS
Plates, Bars, and threaded rod
- typical
- when noted as 50ksi
ASTM F1554 Gr. 55 w/
Supplement S1Anchor Rods
ASTM A325 or ASTM F1852
ASTM A490 or ASTM F2280
ASTM A307 Gr. A
Bolts
- typical (Group A)
- where noted as Group B
- where indicated as A307
ASTM A563, Heavy HexNuts
ASTM A500 Gr. B (42 ksi)
ASTM A36 (36ksi)
ASTM A572 Gr. 50 (50ksi)
ASTM F436, except plate washers to be ASTM A36Washers
ASTM F959Direct-Tension-Indicator Washers
ASTM A108Headed Stud Anchors
E70, 70ksiWeld Electrodes
STEEL JOISTS
GENERAL:
1. Steel joists shall conform to SJI-K-2010 or SJI-LH/DLH-2010 as applicable.
2. Qualifications - Joist Manufacture shall be a member of the Steel Joist Institute.
TESTING:
1. Tests and inspections shall be performed in compliance with AISC 360 and Chapter 17 of the
IBC. Inspections include welding, high strength bolting, and proper use of joint details.
2. See "Special Inspections and Testing" Table.
SUBMITTALS:
1. Submittals for steel joists shall include erection drawings.
2. Erection drawings shall include plan drawings at 1/8"=1'-0” minimum scale complete with
sections, elevations, and details as required to properly erect the steel joists and joist
girders.
DESIGN LOADING:
1. Top Chord: capable of supporting 100% of the applied total uniform loading.
2. Extended Ends: capable of supporting the same total uniform load as the main span unless
specifically noted otherwise.
3. Bottom Chord: capable of supporting a 100 pound concentrated load between panel
points.
4. Design joist seats to resist an uplift force equivalent to the net uplift pressure given in the
drawings times the tributary area for the joist or joist girder.
5. Design bottom chords as a compression member when resisted net uplift indicated on the
drawings. Provide bridging as required to brace bottom chord during uplift conditions.
FABRICATION:
1. Fabricate joists per relevant SJI specifications.
2. Provide holes for bolted erection connections and bottom chord extensions when required
by OSHA requirements.
WELDS:
1. Weld electrodes: E70, 70ksi unless noted otherwise.
2. Weld joists and joist girders to supporting elements per SJI requirements.
SHOP CLEANING AND PAINTING:
1. Clean and paint joists in accordance with SSPC Specification No. 15 unless noted otherwise.
ERECTION:
1. Erect in accordance with AISC, SJI and OSHA requirements and guidelines. Do not erect
damaged joists. Do not field cut, drill, or modify joists without specific written instructions
of the joist manufacture.
2. Provide and anchor bridging per SJI and typical details.
STEEL DECKING
GENERAL:
1. Non-composite steel floor deck shall conform to SDI-NC1.0.
2. Composite steel floor deck shall conform to SDI-C1.0.
3. Steel roof deck shall conform to SDI-RD1.0.
4. Qualifications - Deck Manufacture shall be a member of the Steel Deck Institute.
TESTING:
1. Tests and inspections shall be performed in compliance with AISC 360 and Chapter 17 of the
IBC. Inspections include: Welding, proper use of joint details.
2. See "Special Inspections and Testing" Table.
SUBMITTALS:
1. Submittals for steel deck shall include deck placement drawings.
2. Deck placement drawings shall include plan drawings at 1/8"=1'-0” minimum scale
complete with details as required to properly erect the steel deck.
DECK MATERIALS:
1. Steel for Deck: minimum yield strength of 33ksi.
2. Provide all required accessories including cell closures, pour stops, ridge, and valley plates.
DECK ATTACHMENTS:
1. Weld Electrodes: E60, 60ksi unless noted otherwise. Low hydrogen electrodes not required.
2. Self-drilling self-tapping screws (Tek screws): size as indicated, zinc plated per ASTM F1941,
minimum zinc thickness = 5 microns.
3. Low-velocity fasteners (shot pins): 0.145" (minimum) diameter hardened pins.
4. For composite decks, headed stud anchors may replace welds for deck attachment.
5. See plan notes and typical details for required deck attachment type and pattern.
COMPOSITE STEEL FLOOR DECK:
1. Minimum deck thickness = 20 ga.
2. Headed Stud Anchors: Provide 3/4" diameter by length indicated on plans. Weld through
deck using automated welding equipment. Space studs at 12" maximum. For beams with a
web thickness of less than 0.3", studs shall be centered over the beam web.
3. Cantilever Beams: Place number of studs indicated on plan on backspan of beam only. On
cantilever section, place additional studs at 12" spacing.
4. Formed Openings Through Deck: See typical details for requirements at deck openings.
Deck to remain in place until opening is required. Trade requiring opening is responsible for
cutting opening.
5. See architectural drawings for fire rating requirements. Provide deck stamped with
appropriate UL label when required.
STEEL ROOF DECK:
1. Do not suspend point loads in excess of 20 pounds from deck. Attachments shall be spaced
8 feet apart or more, and within 2 feet of member supporting roof deck. Provide sub-framing
as required for heavier point loads.
2. Formed Openings Through Deck: See typical details for requirements at deck openings.
Deck to remain in place until opening is required. Trade requiring opening is responsible for
cutting opening.
3. See architectural drawings for fire rating requirements. Provide deck stamped with
appropriate UL label when required.
COLD FORMED METAL FRAMING
GENERAL:
1. All members shall be designed in accordance with the American Iron and Steel Institute (AISI)
"Specification for the Design of Cold-Formed Steel Structural Members". All framing
members shall be formed from galvanized steel, G60, corresponding to the requirements of
ASTM A446 with the following minimum yield strengths: 12, 14, and 16 GA joists and studs:
Grade D, Fy = 50ksi minimum; 18 GA and lighter: Grade A, Fy = 33ksi minimum.
2. All members shown are standard designations of Steel Stud Manufacturers Association
(SSMA). Design of members indicated on structural drawings is based upon minimum
member properties published by SSMA.
3. Design: Performance designed by others. See Specifications.
4. Detailing: See Specifications.
5. Manufacturer: Member of the Steel Stud Manufacturers Association (SSMA) with minimum
5 years of experience in similar work. See specifications for additional requirements.
SUBMITTALS
1. Shop drawings shall include a scale layout of each plan area of the building and scale
elevations of all walls showing panel layouts and locations, member sizes, spacing, member
locations, and connections. Layouts shall be drawn to a minimum scale of 1/8" = 1'-0"
unless the information presented requires a larger scale.
2. Layouts shall indicate framing locations and size of block outs for mechanical, plumbing and
electrical work: panelization joints etc. and shall indicate joist and truss hangers, web
stiffeners, blocking and bracing or other reinforcing required in accordance with typical
details and manufacturers published standards and details.
3. Shop drawings shall be reviewed by the Contractor prior to submission. Drawings shall bear
the Contractor's approval stamp accepting responsibility for dimensions, quantities, and
coordination with the other trades.
ERECTION
1. All framing components shall be cut squarely for attachment to perpendicular members or
as required for an angular fit tight against abutting members.
2. Axially loaded studs shall be installed in a manner which will assure that their ends are
positioned tight against the inside of runner webs prior to fastening. Provide weak-axis
horizontal bracing at 48 inches maximum vertical spacing, both stud flanges.
3. Roof rafters/joists shall have solid blocking, a cut-to-length CS type closure or joist section,
placed between outer joists, over all interior supports, adjacent to openings and at 8'-0"
maximum spacing. Between solid blocking, provide strap bracing of 1 1/2"x20 GA straps.
Joist bridging shall be provided at mid-span or, for spans exceeding 15'-0", at 8'-0" maximum
spacing.
4. Where studs frame to structural floor or roof members subject to deflection from occupant
live loading, either a deep leg double track or a 'Z' clip assembly shall be provided at the top
runner to accommodate vertical structural movement. Failure to provide top connections
capable of accommodating movement could result in crushing and buckling of the stud
members and damage to architectural components or finishes.
5. Fastening of components shall be with self drilling screws or welding. Screws shall be of
sufficient size to insure the strength of the connection. All welds of galvanized steel shall be
touched up with a zinc rich paint. All welds of carbon sheet steel shall be touched up with
paint. Wire tying of components will not be allowed.
6. Joist bridging shall be provided where indicated on the drawings or where indicated by
manufacturers published standards and/or details.
7. End blocking shall be provided where joist ends are not otherwise restrained from rotation.
8. Additional joists shall be provided under parallel partitions when the partition length equals
or exceeds one half the joist span. Also provide additional joists around all floor and roof
openings which interrupts one or more spanning members.
9. Cutting of steel framing members may be done with a saw or cutting shears. Torch cutting
of load bearing members is not permitted.
10. Complete, uniform, and level bearing support shall be provided for the bottom runner. At
splices, where support is not common to both runners, either butt weld runners or use a stud
section inserted in the runner as a splicing member attached per manufacturer's
recommendations. Runner intersections shall butt evenly.
11. Studs shall be plumbed, aligned, and securely attached to both top and bottom runners.
Splices in studs ARE NOT PERMITTED. Temporary bracing, where required, shall be provided
until erection is completed.
12. Where manufacturer's recommendations for erection, attachment, assembly, bracing,
alignment, or other installation or assembly requirements are more stringent than indicated
in these drawings or the Project Specifications, the manufacturer's recommendations shall
apply.
25
Gage Minimum Design Thickness
EQUIVALENT THICKNESS FOR VARIOUS SHEET METAL GAGES
0.0188"
22 0.0283"
20 0.0346"
18 0.0451"
16 0.0566"
14 0.0713"
18 mils
27 mils
33 mils
43 mils
54 mils
68 mils
12 0.1017" 97 mils
KL
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falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:11
:57
PM
S-002
GENERAL NOTES -MATERIALSPECIFIC
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
REVISION DATE
LOAD AREA PATTERNSELF
WEIGHT(psf)
LIVE LOADREDUCTION
DESCRIPTIONOF LOAD NOTES
SUPERIMPOSED LOADS
DEAD LOAD(psf)
LIVE LOAD(psf)
SNOW LOAD, Pf(psf)
TYPICAL CLASSROOM FLOOR1580 40 -- YES
DRIFTING SNOW LOAD DIAGRAMNOTES:
1. DRIFTING SNOW LOADS ARE DEFINED BY DIAGRAM TO THE RIGHT. LOAD TRUNKATESWHERE L IS LESS THAN Ld.
2. ROOF LIVE AND SNOW LOADS DO NOT ACT CONCURRENTLY.3. STAIRS TO BE DESIGNED BY STAIR MANUFACTURER. SELF WEIGHT AND
SUPERIMPOSED DEAD LOADS TO BE DETERMINED BY STAIR MANUFACTURER.4. VERTICAL WIND LOADS ARE MWFRS LOADS AND HAVE NOT BEEN REDUCED BY DEAD
LOADS. NEGATIVE LOADS ARE UPLIFT. RE: STRUCTURAL DESIGN CRITERIA TABLEFOR COMPONENTS AND CLADDING DESIGN CRITERIA.
5. RTU LOADS SHOWN TO INCORPORATE BOTH THE 4" HOUSEKEEPING PAD (50 psf)AND WEIGHTS OF ROOF TOP UNITS INDICATED.
PdPf
Ld
ALTERNATE 1000 LB POINT LIVE LOAD
LOAD KEY LEGEND
6
5
4
3
2
1
7
8
9
10
11
12
FIRST FLOOR CORRIDOR1580 100 -- YES
VERTICAL WINDLOAD (psf)
--
-- ALTERNATE 1000 LB POINT LIVE LOAD
CORRIDOR ABOVE FIRST FLOOR1580 80 -- YES-- ALTERNATE 1000 LB POINT LIVE LOAD
LIBRARY STACK ROOM1580 150 -- NO-- --
LIGHT STORAGE/MEP1580 125 -- NO-- --
TYP ROOF1015 20 30 ROOF-20 --
DRIFTED ROOF1015 20 30 + DRIFT ROOF-20 Pd = 35 psf, Ld = 8'-0"
DRFITED ROOF1015 20 30 + DRIFT ROOF-20 Pd = 50 psf, Ld = 11'-3"
DRIFTED ROOF1015 20 30 + DRIFT ROOF-20 Pd = 70 psf, Ld = 15'-9"
DRIFTED ROOF1015 20 30 + DRIFT ROOF-20 Pd = 90 psf, Ld = 20'-3"
RTU10015 20 30 ROOF-20RTU-5, 6, 7, 8 W/ 4" CIP
HOUSEKEEPING PAD
RTU11015 20 30 ROOF-20 RTU-9, 10 W/ 4" CIP HOUSEKEEPINGPAD
13 CANOPY ROOF510 20 65 ROOF-20 UNIFORM 65 psf SNOW LOAD
1
A
2 3 4 5 6
B
C
D
E
F
13
G
H
J
K
L
M
7 8 9 1011 12
4
6.5
1
1
1
2
1
5
2
1
5
B.5
1
A
2 3 4 5 6
B
C
D
E
F
13
G
H
J
K
L
M
7 89 10
11 12
6.5
66
7
10
7
7 7
7
88
9
7
1
5
1
3
1
1
8
8
8
13
13
1313
13
11
11
APPROXIMATEEXISTING ROOFPROFILE
B.5
11
11
6
6
1
A
2 3 4 5 6
B
C
D
E
F
13
G
H
J
K
L
M
7 8 9 1011 12
6
6.5
6
6
7
7
8
8
8
8
8
9
8
8
8
8 9
8
9
8
8
8
8
8
8
8
8
8
11
13
12
12
13
B.5
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:00
PM
S-010
LOAD KEYS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/32" = 1'-0"1 LOAD KEY - FOUNDATION AND LEVEL 1
1/32" = 1'-0"2 LOAD KEY - LEVEL 2 AND LOWER ROOF
1/32" = 1'-0"3 LOAD KEY ROOF
REVISION DATE
CLASS
B S
PLICE
STANDARD HOOK
INTERSECTIONSEND OF WALL
CLASS
B S
PLICE
"U" BAR
NOTES:1. DOWELS AND CORNER BARS MATCH HORIZONTAL REINF EXCEPT USE #5 DOWELS &
CORNER BARS FOR HORIZONTAL BARS #6 AND LARGER
OBTUSE ANGLE CORNERSRIGHT ANGLE CORNERS
STANDARD HOOK
CLASS B TYP
RE: PL
AN
1'-0" TYP
CLASS B TYP
CLASS B TYP
TYPICAL DETAIL SHEET NOTES1. It is the contractor's responsibility to understand the typical details on this sheet
and apply them as needed on the project.2. Typical details on this sheet are generally not referenced from any other drawing
on the project.3. Typical details on this sheet MAY be referenced on plans or details to clarify or
identify a particular condition. The presence of such a reference does not alter theobligation of the contractor to apply the detail(s) as needed even if they are notreferenced.
STANDARD HOOK
INTERSECTIONSEND OF WALL
NOTES:1. DOWELS AND CORNER BARS MATCH HORIZONTAL REINF EXCEPT USE #5
DOWELS & CORNER BARS FOR HORIZONTAL BARS #6 AND LARGER
OBTUSE ANGLE CORNERSRIGHT ANGLE CORNERS
CLASS B TYP
RE: PL
AN
CLASS B TYP
CLASS
B TYP
STANDARD 180DEG HOOK
CLASS
B TYP
NOTES:1. LOCATION OF CONSTRUCTION JOINTS IN WALLS: SUPPORTED ON CONTINUOUS FOOTINGS AT
CONTRACTOR OPTION.2. LOCATE CONSTRUCTION JOINTS IN WALLS ACTING AS GRADE BEAMS AT POINT OF MINIMUM SHEAR,
GENERALLY AT MIDDLE THIRD OF SPANS.
THICKNES
S
ALL REINF CONT
B LAP SPLICEOR
.
FIRST POUR
WALL REINF
NOTES:1. LOCATION OF CONSTRUCTION JOINTS IN WALLS: SUPPORTED ON CONTINUOUS FOOTINGS AT CONTRACTOR
OPTION.2. LOCATE CONSTRUCTION JOINTS IN WALLS ACTING AS GRADE BEAMS AT POINT OF MINIMUM SHEAR,
GENERALLY AT MIDDLE THIRD OF SPANS.
THICKNES
S
ALL REINF CONT
B LAP SPLICEOR
WALL REINF
.
FIRST POUR
T/SOG
1" FOAM
#4@12"OC ABOVEAND BELOW SLEEVE
LIMITATIONS:1. MAXIMUM PIPE SIZE = 12" FOR LARGER PIPES, RE:
ARCHITECT/ENGINEER FOR SPECIFIC DETAILS
D/4
D/2
D/4
D = 18" M
IN
ELEVATION - PENETRATION THROUGHMIDDLE THIRD OF GRADE BEAM
S S/2
D
STEP
< 8
"
D/2STRAIGHT BAR
12
D
RE: GRADE BEAMSCHEDULE FOR REINF, TYP
RE: GRADE BEAM SCHEDULEFOR SPLICING CONDITIONS.FOR SPECIAL SPLICINGREQUIREMENTS USE CLASS BLAP UNO, TYP
121
6"
9" 9"
@3"OC
STIRRUPS
CLASS B LAP
STEP
> 8
"
D
D
GREATER OF 2D OR 2x STEP HEIGHT
12
RE: GRADE BEAMSCHEDULE FOR REINF, TYP
RE: SCHEDULE FOR SIZE &TYPE OF STIRRUPS IN THISREGION
STEPS LESS THAN 8 INCHES
STEPS GREATER THAN 8 INCHES
CLASS B LAP
#6 HOOK BAR FOREACH MAIN BAR
VERT REINF,LOCATE AT STEP
EXTEND REINF PAST STEP ANDSPLICE W/ ADJACENT REINF
CLASS B LAP
VOID FORM IF REQD,TYP, RE: GENERAL NOTES
VOID FORM IF REQD,TYP, RE: GENERAL NOTES
U3'-0"
CLASS B SPLICEVERT REINF,LOCATE AT STEP
CLR3"
DRILLED PIER
HOOK REINF AT STEP
EXTEND REINF PAST STEP ANDSPLICE W/ ADJACENT REINF
VOID FORM IF REQUIRED,RE: GENERAL NOTES
[
T/PIER
MINIMUM DOWEL EMBEDMENTGREATER OF 2'-0" ORCLASS B TENSION SPLICEPER GENERAL NOTES
DRAPE REINF AT PIER
MULTIPLE PIER CAP
DOWELS W/ STD HOOKTO MATCH PIER REINF
T/PIER CAP
UNO
3" C
LR
VOID FORM IF REQD,RE: GENERAL NOTES
PIER CAP REINF,RE: PLAN
VOID FORM IF REQUIRED,RE: GENERAL NOTES
T/PIER CAP
T/SOG
T/PIER
DOWELS TO MATCH PIER REINF W/STD HOOK AT TOP AND CLASS BTENSION SPLICE WITH PIER REINF
[
3"3"
STEEL COL, RE: COL SCHEDULE
BASE PLATE, RE: COL SCHEDULE
#4 TIES @3", ENCASE PIERDOWELS & ANCHOR BOLTS
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:02
PM
S-020
TYPICAL DETAILS- CONCRETE
SIE
RR
A E
LE
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NT
AR
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CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
NTS1
TYPICAL WALL AND GRADE BEAM CORNER REINFORCINGDOUBLE MAT OF REINFORCING
NTS2
TYPICAL WALL AND GRADE BEAM CORNER REINFORCINGSINGLE MAT OF REINFORCING
NTS3
TYPICAL WALL CONSTRUCTION JOINTDOUBLE MAT OF REINFORCING
NTS5
TYPICAL WALL CONSTRUCTION JOINTSINGLE MAT OF REINFORCING
NTS6
TYPICAL CONCRETE GRADE BEAMPENETRATION
NTS10 TYPICAL DETAILS FOR STEPS IN GRADE BEAMS
NTS8 TYPICAL GRADE BEAM BOTTOM STEP
NTS9 DRILLED PIER DETAIL AT MULTIPLE PIER CAP
NTS7 DETAIL AT STEEL COLUMN WITH PIER CAP
REVISION DATE
WELDED OPTIONBOLTED OPTION
WELDED OPTIONBOLTED OPTION
RE: PLAN FOR SPLICE [
TYPICAL SINGLE ANGLE SHEAR CONNECTIONS - ASD
3/4"H A325N BOLTS E70XX ELECTRODES Fy=36 KSI ANGLES Fy=50 KSI BEAMS AND GIRDERSANGLE LEG THICKNESS=3/8"
MEMBERDEPTH
W8
W10
W12
W14
W16
W18
W21
W24
W27
W30
W33
W36
ROWS OFBOLTS
2
2
3
3
4
5
6
7
7
8
9
10
MAX COPEDEPTH (in)
MAX COPELENGTH (in) SINGLE COPE DOUBLE COPE
CAPACITY (k)
1
1.5
1.5
1.5
1.5
1.5
1.5
2
2
2
2.5
2.5
4
4
4
4
5
5
5.5
6
6
7
7
7
10
10
21
21
34
47
59
72
72
85
97
109
6 (9)
9 (10)
16 (20)
21
34
NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. OTHERWISE, RE: DETAILS OR
CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION.2. ANGLE LEGS MAY BE BOLTED OR WELDED AT CONTRACTOR'S OPTION.3. TABULATED VALUES BASED ON GIRDER THAT IS LIGHTEST SECTION ONE SIZE LARGER IN DEPTH THAN THE
SUPPORTED MEMBER.4. FOR BEAMS WITH NO COPE, USE SINGLE COPE VALUES.5. VALUES IN () APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.6. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN.7. HOLES IN GIRDERS ARE STANDARD HOLES. HOLES IN SUPPORTED BEAM MAY BE STANDARD OR SHORT-SLOTTED.
47
59
72
72
85
97
109
ROWS
.
.
SUPPORTED MEMBER
1/43 SIDES
SUPPORTING MEMBERSTAGGER ANGLE WHERECONNECTION OCCURS ONOPPOSITE SIDE OF WEB
3" MIN5" MAX
GAP = 3/4" MAX
GA = 3 3/4" MAX
1 1/
4" TYP
3" TYP
3" MIN4" MAX
GA = 2 3/4" MAX1/4
1/4 1/2".
TYPICAL DETAIL SHEET NOTES1. It is the contractor's responsibility to understand the typical details on this sheet
and apply them as needed on the project.2. Typical details on this sheet are generally not referenced from any other drawing
on the project.3. Typical details on this sheet MAY be referenced on plans or details to clarify or
identify a particular condition. The presence of such a reference does not alter theobligation of the contractor to apply the detail(s) as needed even if they are notreferenced.
TYPICAL DOUBLE ANGLE SHEAR CONNECTIONS - ASD
3/4"H A325N BOLTS E70XX ELECTRODES Fy=36 KSI ANGLES Fy=50 KSI BEAMS AND GIRDERSANGLE LEG THICKNESS=3/8"
W8
W10
W12
W14
W16
W18
W21
W24
W27
W30
W33
W36
2
2
3
3
4
5
6
7
7
8
9
10
1
1.5
1.5
1.5
1.5
1.5
1.5
2
2
2
2
2.5
4
4
4
4
5
5
5.5
6
6
7
7
7
13 (19)
15 (19)
24 (28)
28
40
61
89
117
136
159
209
238
6 (9)
9 (12)
16 (20)
27
35
56
85
103
NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. OTHERWISE, RE: DETAILS OR CONTACT
STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION.2. ANGLE LEGS MAY BE BOLTED OR WELDED AT CONTRACTOR'S OPTION.3. TABULATED VALUES BASED ON GIRDER THAT IS LIGHTEST SECTION ONE SIZE LARGER IN DEPTH THAN THE
SUPPORTED MEMBER.4. FOR BEAMS WITH NO COPE, USE SINGLE COPE VALUES.5. VALUES IN () APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.6. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN.7. HOLES MAY BE EITHER STANDARD OR SHORT-SLOT HOLES.
136
159
209
238
ROWS
SUPPORTED MEMBER
1/43 SIDES
SHORT SLOTTEDHOLES IN ANGLEAT GIRDER, TYPSUPPORTING MEMBER
SUPPORTED MEMBER
GAP = 3/4" MAX
3" MIN5" MAX
3" TYP
1 1/
4" TYP
3 3/4"MAX
3 3/4" MAX
.
MEMBERDEPTH
ROWS OFBOLTS
MAX COPEDEPTH (in)
MAX COPELENGTH (in) SINGLE COPE DOUBLE COPE
CAPACITY (k)
TYPICAL SHEAR TAB (SINGLE PLATE) CONNECTIONS - ASDBEAM TO COLUMN OR WIDE FLANGE GIRDER
3/4"H A325N BOLTS E70XX ELECTRODES Fy=36 KSI TABS Fy=50 KSI BEAMS AND GIRDERS Fy=46 KSI HSS Fy=35 KSI PIPE
MEMBERDEPTH
W8
W10
W12
W14
W16
W18
W21
W24
W27
ROWS OFBOLTS
2
2
3
3
4
5
6
7
7
MAX COPEDEPTH (in)
MAX COPELENGTH (in)
SINGLE COPE DOUBLE COPE
CAPACITY (K)
1
1.5
1.5
1.5
1.5
1.5
1.5
2
2
4
4
4
4
5
5
5.5
6
6
13 (19)
17 (19)
30 (35)
35
51
66
70
86
86
6 (10)
10 (13)
17 (22)
29
36
"A"=5" DBLCOPE
STEEL GIRDER
ROWS
3/8" PLATE, TYP
STEEL BEAM
NOTE TO DETAILER:OFFSET SHEAR TABS WHEN BEAMS ONOPPOSITE SIDES OF GIRDER ALIGN.
SHEAR TAB TO WF GIRDER
"A"<=3 1/2"LENGTH OFTAB (in)
6
6
9
9
12
15
18
21
21
5 (6)
6
13
13
23
35
47
60
60
ROWS
[ COL AND BEAM
"A"
1 1/2"MIN
3/8" PLATE, TYP
STEEL BEAM
WF OR HSS/PIPE COLUMN, 1/4"MIN WALL THICKNESS FOR HSS AND
PIPES, RE: COLUMN SCHEDULE
SHEAR TAB TO WF COLUMNSIMILAR CONNECTION TO FACEOF HSS OR PIPE COLUMN
SKEWED SHEAR TAB DETAIL
H=45\ MIN
"A"
TOP FLANGE REMOVEDFOR CLARITY
NOTE:RE: AISC TABLE 10-14C FOR WELDAND PLATE PREP REQUIREMENTS
1/4
1/4TYP
TYP
1 1/
2"TYP
3"
NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. OTHERWISE, RE: DETAILS OR CONTACT
STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION.2. FOR BEAMS WITH NO COPE, USE SINGLE COPE VALUES.3. VALUES IN () APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.4. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN.5. HOLES MAY BE EITHER STANDARD OR SHORT-SLOT HOLES.
1/4
1/4TYP
LENGT
HOF TAB
58
70
86
86
W30 8 2 7 10224 73102
W33 9 2.5 7 11627 86116
W36 10 2.5 7 12830 99128
1 1/2" MIN
1/4
1/4H=90\
3/8
1/473\TH<90\NO PLATE
PREP
1/2
1/460\TH<73\NO PLATE
PREP
5/16
1/445\<H<60\w/PLATE
PREP
(1/4)
1/4H=45\NO PLATE
PREP
TYPICAL DOUBLE ANGLE BEAM SHEAR SPLICE - ASD
3/4"H A325N BOLTS E70XX ELECTRODES Fy=36 KSI ANGLES Fy=50 KSI BEAMS AND GIRDERSANGLE LEG THICKNESS=3/8"
W8
W10
W12
W14
W16
W18
W21
W24
W27
W30
W33
W36
2
2
3
3
4
5
6
7
7
8
9
10
10 (15)
12 (15)
24 (28)
28
46
75
105
117
152
177
201
225
NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. OTHERWISE, RE: DETAILS OR
CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION.2. ANGLE LEGS MAY BE BOLTED OR WELDED AT CONTRACTOR'S OPTION.3. VALUES IN () APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.4. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN.
30
30
73
73
98
121
145
168
168
192
216
240
ROWS
1/43 SIDES
SHORT SLOTTED HOLESALLOWED IN OUTSTANDINGANGLE LEGS, ALL OTHERHOLES TO BE STANDARDHOLES
GAP = 3/4" MAX
3" MIN5" MAX
3" TYP
1 1/
4" TYP
3 3/4"MAX
2 3/4" MAX
.
SHALLOWERMEMBER DEPTH
ROWS OFBOLTS
BOLTED OPTIONCAPACITY (k)
WELDED OPTIONCAPACITY (k)
MARK
EDGEDISTANCE
EMBEDCAPACITY
EDGEDISTANCE
EMBEDCAPACITY
1/2x12x"H"EMBEDPLATE
<2'-1"
40k
U2'-1"
100k3'-2"
<2'-4"
45k
U2'-4"
118k3'-8"
<2'-7"
50k
U2'-7"
133k4'-2"
<2'-9"
55k
U2'-9"
149k4'-8"
<3'-0"
60k
U3'-0"
164k5'-2"
NOTES:1. EMBED MARK KEYED IS PROVIDED ON PLAN, OTHERWISE RE: DETAILS OR CONTACT STRUCTURAL
ENGINEER FOR CONNECTIONS. EMBED CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN.2. MINIMUM CONCRETE WALL THICKNESS = 12".3. CONCRETE WALL OPENINGS OR TERMINATIONS MUST NOT OCCUR WITHIN 6" OF BEAM CENTERLINE,
OTHERWISE CONTACT STRUCTURAL ENGINEER.4. WHEN EMBED DESIGNATION IS FOLLOWED BY AN "R" PROVIDE SUPPLEMENTAL REINFORCEMENT.5. CAPACITIES ARE BASED ON ALLOWABLE STRESS DESIGN.6. MINIMUM HORIZONTAL WALL REINF #5@18"OC HORIZ.7. WHERE EMBED PLATE IS AT GRADE BEAM, EXTEND EMBED PLATE TO TOP OF GRADE BEAM AND PROVIDE
(1) EXTRA ROW OF HAS AT TOP OF PLATE
A1
12
14
16
18
20
A2
A3
A4
A5
A6
A7
A8
A9
A10
EMBED PLATE CONNECTION SCHEDULE - ASD
3/4"Hx6"HAS QTY,
"N"
ELEVATION
EDGE DISTANCE6" MIN
TYP
6"
TYP
4"
0" M
IN
[ E
MBED
3" 3"
1'-0"
"H"
TOP OF WALL
WALL EDGE
EMBED PLATE
NA
NA
U0'-6"
20k1'-2" 4
<1'-0"
24k
U1'-0"
42k1'-8" 6
<1'-8"
24k
U1'-8"
62k1'-8" 6
<1'-8"
30k
U1'-8"
73k2'-2" 8
<2'-0"
35k
U2'-0"
91k2'-8" 10
SEE NOTE 7 FOREMBED PLATE ATGRADE BEAM
EMBED PLATE CONNECTION SCHEDULE - ASD
BEAMCLASSIFICATION
NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN, OTHERWISE RE: DETAILS OR
CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION.2. EMBED REFERENCE IS THE MARK FROM THE EMBED PLATE TABLE WHICH MEETS OR SLIGHTLY EXCEEDS THE
CAPACITY OF THE SINGLE/DOUBLE ANGLE. RE: AND3. MINIMUM BEAM SIZES FOR SHALLOW BEAMS ARE W8x15, W10x17, AND W12x19.4. CAPACITIES ARE BASED ON 13TH ED, ALLOWABLE STRESS DESIGN.5. FOR SKEWED BEAM CONNECTIONS BETWEEN 45\ AND 90\, SINGLE BENT PLATE MAY BE USED IN LIEU OF
SINGLE ANGLE. BENT PLATE SHALL BE 3/8" THICK AND MATCH SINGLE ANGLE LEG SIZES.6. RE: DETAILS OR CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION AT BEAM SIZES GREATER
THAN W24 WITH REACTIONS GREATER THAN SINGLE ANGLE CAPACITIES.
SINGLE ANGLECAPACITY
SINGLE ANGLEEMBED
REFERENCE]
DOUBLE ANGLECAPACITY
DOUBLE ANGLEEMBED
REFERENCE]
ANGLELENGTH
DEPTH TOANGLE
"L" "D"
W8,10^ 14k A1 25k A2 0'-5 1/2"(W8) 1 1/4"(W10) 2 1/4"
W12,14^39k A2 46k A3 0'-8 1/2" 2 1/4"
W16 58kA3
66kA4
0'-11" 2 1/2"
W18 70kA4
91kA6
1'-1" 2 1/2"
W21 86kA5
127kA8
1'-4" 2 1/2"
W24 97kA6
156k A10 1'-6" 3"
W27 113kA7
N/A 1'-9" 3"
W30 128kA8
2'-0" 3"
W33 142kA9
2'-3"
W36 156kA10
2'-6"
N/A
N/A N/A
N/A N/A
N/A N/A
3"
3"
SINGLE ANGLE DETAIL
ELEVATION
EDGE DISTANCE6" MIN
[ E
MBED
1'-0"
"H"
0" M
IN
WALL EDGE
5/16TYP
5/16 5/8TYP
DOUBLE ANGLE DETAIL
SECTION
PLAN
4"
"N" RE: E
MBED
SCHED
3/4"Hx6" HAS
,
4"
5"3" LONG SLOTTED HOLEIN 5" ANGLE LEG SLOT
WIDTH=BOLT DIA + 1/16"
(2) ERECTION BOLTS;MATCH JOB TYP BOLT SIZE
(2) L5x3 1/2x3/8xLENGTH "L"
5/16
1'-0"
@ 1/2"EDGE
DISTANCE
"X"
"D"
W8
AND
W10
1 1/
2" TYP
,1 1/
4" FOR
1"
HOLES AS REQD FORATTACHMENT TO CONC FORM
NOTE:USE TYP EMBED AS NOTED ON PLAN,WHERE EMBED CALL OUT IS NOTINDICATED, SIZE RE: ANGLE SCHEDULE
EDGE DISTANCE6" MIN
[ E
MBED
1'-0"
"H"
0" M
IN
WALL EDGE
5/16TYP
PLAN
4"
"N" RE: E
MBED
SCHED
3/4"Hx6" HAS
,
4"
5"3" LONG SLOTTED HOLEIN 5" ANGLE LEG SLOT
WIDTH=BOLT DIA + 1/16"
(2) ERECTION BOLTS;MATCH JOB TYP BOLT SIZE
L5x3 1/2x3/8xLENGTH "L"
5/16
1'-0"
@ 1/2"EDGE
DISTANCE
"X"
"D"
W8
AND
W10
1 1/
2" TYP
,1 1/
4" FOR
1"
HOLES AS REQD FORATTACHMENT TO CONC FORM
ELEVATION SECTION
5/16 5/8TYP
A12
A12
A14
A12
A12
A14
A15 A15
A15
A15
A15
A15
A15
5/S-021 7/S-021
0'-7 1/2" (A12) 2 1/2" (A12)30k (A12) 39k (A12)
MARK EMBEDCAPACITY
1/2x12x"H"EMBEDPLATE
45k 1'-8"
60k 2'-2"
75k 2'-8"
NOTES:1. EMBED MARK KEYED IS PROVIDED ON PLAN,
OTHERWISE RE: DETAILS OR CONTACT STRUCTURALENGINEER FOR CONNECTIONS. EMBED CAPACITY MUSTMEET OR EXCEED REACTION SHOWN ON PLAN.
2. CONCRETE OPENINGS OR TERMINATIONS MUST NOTOCCUR WITHIN 6" OF BEAM CENTERLINE, OTHERWISECONTACT STRUCTURAL ENGINEER.
3. CAPACITIES ARE BASED ON ALLOWABLE STRESSDESIGN.
4. RE: DRILLED PIER SCHEDULE AND DETAILS FOR MOREINFORMATION
5. FOR MORE INFORMATION
6
8
10
A12
A14
A15
EMBED PLATE CONNECTIONSCHEDULE AT PIER CAP - ASD
3/4"Hx6"HAS QTY,
"N"
ELEVATION
EDGE DISTANCE6" MIN
TYP
6"
TYP
4"
0" TYP
[ E
MBED
3" 3"
1'-0"
"H"
TOP OF PIER CAP
PIER CAP EDGE
EMBED PLATE
.
SECTION
EMBED PLATE TIES,PROVIDE (2) #4
CLOSED TIES PER EAHAS. 4 1/2" MAX TIESPACING FROM HAS
TOP OF PIER CAP
HAS
TYPICAL PIER CAPREINF BELOW EMBEDPLATE, RE: DRILLED
PIER SCHEDULERE: 5/S-021
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:05
PM
S-021
TYPICAL DETAILS- STEEL
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
NTS1 TYPICAL SINGLE ANGLE SHEAR CONNECTIONS
NTS2 TYPICAL DOUBLE ANGLE SHEAR CONNECTION
NTS6 TYPICAL SHEAR TAB CONNECTIONS
NTS4 TYPICAL DOUBLE ANGLE BEAM SHEAR SPLICENTS5 TYPICAL EMBED DETAIL
NTS3 TYPICAL EMBED CONNECTION DETAIL
NTS7 TYPICAL EMBED DETAIL AT PIER CAP
REVISION DATE
(APPLIES TO METAL DECK ROOFS ONLY)
#10 TEK @8"OCWHOLE PERIMETER
16GA REINFORCEMENTPLATE
PENETRATING PIPE(OR DAMAGED AREA)
ROOF DECK,RE: PLAN
8" MINALL SIDES
NOTES:1. DECK REINFORCING TO BE USED FOR ALL PENETRATIONS LARGER
THAN 6" ROUND OR SQUARE BUT LESS THAN 1'-0" ROUND ORSQUARE.
2. FOR PENETRATIONS OR DECK DAMAGE LARGER THAN 1'-0" ROUND ORSQUARE, REINFORCE WITH ANGLE FRAMES. RE: TYPICAL DETAILS.
3. PENETRATIONS OR DAMAGE LESS THAN 6" ROUND OR SQUARE NEEDNOT BE REINFORCED.
4. PENETRATIONS SHALL BE CUT AND REINFORCED BY THE TRADEREQUIRING THE OPENING. IN THE CASE OF DECK DAMAGE, THE PARTYCAUSING THE DECK DAMAGE SHALL REINFORCE THE DECK ASREQUIRED.
TYPICAL REINFORCING AT ROOF DECK PENETRATIONS
TYPICAL DETAIL SHEET NOTES1. It is the contractor's responsibility to understand the typical details on this sheet
and apply them as needed on the project.2. Typical details on this sheet are generally not referenced from any other drawing
on the project.3. Typical details on this sheet MAY be referenced on plans or details to clarify or
identify a particular condition. The presence of such a reference does not alter theobligation of the contractor to apply the detail(s) as needed even if they are notreferenced.
WWF
CONST JOINT AT MIDSPANOF SLAB/GIRDERWWF
2"
RE: PL
AN
CONST JOINT AT MIDSPANOF SLAB/GIRDER
STEEL BEAM, TYPGIRDER BEYOND
BEAM BEYOND
2"
RE: PL
AN
[
FULL DEPTH STIFFENERBOTH SIDES, RE: SCHEDULEFOR THICKNESS, CENTERUNDER COLUMN UNO
STL BM
1/2" CAP PLATE W/ (4) A325 BOLTS,BOLT DIAMETER TO MATCH TYPICALJOB BOLT
HSS OR WF COLUMN, MAY OCCURABOVE, BELOW, OR BOTH
BEAM SHEAR SPLICE WHEREOCCURS, RE: SHEAR SPLICE
TYPICAL DETAILS
RE: PLAN
5/16
.
EXTEND STIFFENER WHEREBEAM FRAMES PERPENDICULARFOR SHEAR TAB CONN,RE: SHEAR TAB TYP DETAIL
STANDARD BEAM GAGEMIN BEAM WIDTH=4 1/2"
5/16
5/16 3 SIDES ATSHEAR TABCONN
STIFFENER SHALL EXTEND ±1/4" OFF OUTSIDE FACE OF BEAMFLANGE (EXCEPT WHEN EXTENDEDFOR USE AS SHEAR TAB CONN)
CLIP CORNER AS REQDTO CLEAR BEAM 'K'
FLANGE WIDTH STIFFENER THICKNESS
STIFFENER SCHEDULE
6" OR LESS
> 6" TO 9"
> 9" TO 12"
> 12" TO 15"
> 15"
1/4" (3/8" IF USED AS SHEAR TAB)
3/8"
1/2"
5/8"
SPECIAL DESIGN REQUIRED
5/16
3 SIDESTYP
3/8" MIN
1" MAX
W
5/16
HSS COL
5/16
1 1/2" THICK BUTT PLATE
HSS W/ 1/4" WALLTHICKNESS
3/4"H A307 ERECTIONBOLT, TYP (2)
1/4
BOLTS
CAP PLATE
WF COLUMNHSS SIMILAR
.
WF COLUMNHSS SIMILAR
K
3" M
IN
GUY CABLE HOLE
RE: PLANB/DECK
RE: PLANB/DECK
STIFFENER
STABILIZER PLATE
DO NOTWELD
BOLTS
CAP PLATE
WF COLUMNHSS SIMILAR
.
WF COLUMNHSS SIMILAR
GUY CABLE HOLE
NOTE:BEAM FRAMING CONTINUOUSLY OVER COLUMN TOP,STABILITY PROVIDED WITH TRANSVERSE STIFFENERS,JOIST-CHORD EXTENSIONS LOCATED AT COLUMN TOPNOT WELDED
STIFFENER/STABILIZER PLATE
DO NOTWELD
CAP PLATE
RE: PLANB/DECK
RE: PLANB/DECK
NOTE:BEAM FRAMING CONTINUOUSLY OVER COLUMN TOP,STABILITY PROVIDED WITH TRANSVERSE STIFFENERS,JOIST-CHORD EXTENSIONS LOCATED AT COLUMN TOPNOT WELDED
BOLTS
@ 1" CAPPLATE
HSS COLUMN
.
HSS COLUMN
3" M
IN
GUY CABLE HOLE
RE: PLANB/DECK
RE: PLANB/DECK
STABILIZER PLATE
DO NOTWELD
NOTE:STABILITY PROVIDED WITH TRANSVERSE STIFFENERS,JOIST-CHORD EXTENSIONS LOCATED AT COLUMN TOPNOT WELDED
STABILIZER PLATE
3" MAX
BOLTS
@1" CAP PLATE
WF BEAM WHEREOCCURS, RE:
PLAN
STL JOIST, RE:PLAN
STL JOIST, RE:PLAN
5/16
MAX CAPACITY = 11K (ASD)
BOLTS
WT7x15x3 1/2"
HSS COLUMN
.
HSS COLUMN
3" M
IN
GUY CABLE HOLE
RE: PLANB/DECK
RE: PLANB/DECK
STABILIZER PLATE
DO NOTWELD
NOTE:STABILITY PROVIDED WITH TRANSVERSE STIFFENERS,JOIST-CHORD EXTENSIONS LOCATED AT COLUMN TOPNOT WELDED
STABILIZER PLATE
BOLTS
WT7x15x3 1/2"
WF BEAM WHEREOCCURS, RE:
PLAN
STL JOIST, RE:PLAN
STL JOIST, RE:PLAN
1/4
1/4
MAX CAPACITY = 22K (ASD)
1/4 1 1/2
1/4 1 1/2
2 1/2" CLEAR TYP
L3x3x1/4 TYP BY DECKSUPPLIER CLIP VERT LEGAT SUPPORT
NOTE:INTERIOR COLUMN SHOWN.EXTERIOR COLUMNS ARE SIMILAR.
AT WET COLUMNS
NOTE:DECK SUPPLIER MAY SUBMITALTERNATE METHODS OF DECKSUPPORT FOR APPROVAL. SUPPORTMUST CARRY CONSTRUCTION LOADS.
GIRDER
BEAM
DECK CONFIGURATION SHALL PROVIDEDIMENSION "A" CENTERED ON GIRDERAS DEFINED ABOVE, OR DECK SHALL
BE SPLIT LONGITUDINALLY ANDSEPARATED TO FORM DIMENSION "A"
MIN WIDTH OF CONC, "A" =2" FOR ONE STUD5" FOR TWO STUDS
8" FOR THREE STUDSCENTERED ON GIRDER
SHEAR STUDS AS REQD,RE: PLAN
WWF TIED BELOW REBAR
#5x6'-0"@12" C/C TOPSTAGGER ADJACENT BARS 1'-0"
.
ACCESSORIESAS REQD
11'-6" M
AX
1'-0"
2'-6"
4'-0"
(2) #7 BOT PARALLEL TO DECKIN EACH OF TWO ADJACENT RIBS
COORDINATE W/ MECHANICAL4'-0" SQUARE OR ROUND MAX
(2) #5 BOT PERP TO DECK
.
.
[ BEAM
NOTES:1. BLOCK OUT SLAB AT OPENING.2. PLACE REINFORCING ON ALL SIDES.3. PLACE REINFORCING PARALLEL TO DECK FIRST IN RIBS WITH 3/4" SLAB
BOLSTERS TO LIFT BAR OFF DECK.4. PLACE BAR PERPENDICULAR TO DECK SECOND. BAR SHALL REST ON TOP
OF FLUTES.5. MAXIMUM MECHANICAL UNFACTORED UNIT WEIGHT ALLOWED: 4,000 LBS FOR
6 1/4" SLAB.6. BASED ON TOTAL UNFACTORED FLOOR DESIGN LOAD OF 185 PSF.7. REMOVE DECK AT OPENING AFTER CONCRETE STRENGTH REACHES 2,500
PSI.
DECKSPAN
[ BEAM
TYPICAL FRAMING AROUND ROOF OPENINGS(APPLIES TO METAL DECK ROOFS ONLY)
WELD ENDS OFANGLES TO ROOF
BEAM OR STL JOISTS
ANGLE "A" ANGLE "B"
UP TO 2'-0"
UP TO 4'-0"
UP TO 6'-0"
UP TO 8'-0"
UP TO 10'-0"
4x3x1/4 (LLV)
5x3x1/4 (LLV)
5x3x5/16 (LLV)
6x4x5/16 (LLV)
6x4x3/8 (LLV)
4x3x1/4 (LLV)
5x3x1/4 (LLV)
5x3x5/16 (LLV)
6x4x5/16 (LLV)
6x4x3/8 (LLV)
10'-0
" MAX
"L1"
"L2"
ANGLE "B"
ANGLE "A"
BEAM OR JOIST
3/16TYP
"L1" OR "L2"(USE LARGER VALUE)
NOTES:1. USE ABOVE FRAMING AT ALL ROOF OPENINGS WHERE EITHER "L1" OR "L2" EXCEEDS 12",
UNLESS NOTED OTHERWISE.2. FOR PENETRATIONS < 12" ROUND OR SQUARE, RE: TYPICAL REINFORCING AT ROOF DECK
PENETRATIONS DETAIL.3. OBTAIN LOCATIONS AND DIMENSIONS OF MEP OPENINGS FROM MEP CONTRACTORS - MAX UNIT
WEIGHT = 4,000 LBS
LOOSE LINTEL SCHEDULE
THIS SCHEDULE IS FOR 4" NOMINAL CLAY OR CMU MASONRY VENEER ONLY
MASONRYOPENING WIDTH ANGLE SIZE
MINIMUMBEARINGEACH END
TO 4'-0"
TO 6'-0"
TO 8'-0"
TO 10'-0"
3 1/2"x3 1/2"x1/4"
4"x3 1/2"x1/4" (LLV)
5"x3 1/2"x1/4" (LLV)
6"x3 1/2"x5/16" (LLV)
6"
6"
6"
8"
NOTES:1. WHERE ARCHITECTURAL ASSEMBLIES REQUIRE STEEL CLOSURE BETWEEN BACKUP
AND INTERIOR FACE OF VENEER, PROVIDE PLATE AS SHOWN, THICKNESS TO MATCHHORIZONTAL LEG OF ANGLE, WIDTH PER ARCHITECTURAL DRAWINGS.
2. USE ABOVE ANGLE SIZES AT ALL MASONRY OPENINGS EXCEPT WHERE DETAILEDOTHERWISE.
3. RE: ARCHITECTURAL AND MECHANICAL DWGS FOR LOCATIONS AND SIZES OFMASONRY OPENINGS.
4. ALL ANGLES ARE GALVANIZED UNLESS NOTED OTHERWISE.5. LLV = LONG LEG VERTICAL, SLV = SHORT LEG VERTICAL
RE: ARCH
CFS BACKUP
NOTE 1
STEEL ANGLE LINTEL, RE: LOOSELINTEL SCHEDULE
MASONRY VENEER,RE: TYPICAL DETAILS FOR
MASONRY VENEER ATTACHMENT
RIGID INSULATION
CFS WALL,RE: PLAN
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:08
PM
S-022
TYPICAL DETAILS- STEEL
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
NTS1
TYPICAL REINFORCEMENT ATROOF DECK PENETRATIONS(6"<OPENING<1'-0")
NTS2 TYPICAL COMPOSITE SLAB CONSTRUCTION JOINT
NTS3 TYPICAL BEAM STIFFENERS AT COLUMNS
NTS7 TYPICAL HSS COLUMN SPLICE
NTS4 TYPICAL JOIST CONNECTION AT GIRDER OVER COLUMN
3/4" = 1'-0"5 JOIST CONNECTION AT TOP OF COLUMN
3/4" = 1'-0"6 JOIST CONNECTION ALONG COLUMN
NTS10
TYPICAL COMPOSITE DECK SUPPORTAT COLUMNS
NTS11
TYPICAL DETAIL AT COMPOSITE DECKPARALLEL TO GIRDER
NTS8
TYPICAL COMPOSITE DECK OPENINGS>1'-0"
NTS9 TYPICAL FRAMING AT ROOF OPENINGS
REVISION DATE
NTS12
TYPICAL LOOSE LINTEL SCHEDULE ANDDETAIL
TYPICAL DETAIL SHEET NOTES1. It is the contractor's responsibility to understand the typical details on this sheet
and apply them as needed on the project.2. Typical details on this sheet are generally not referenced from any other drawing
on the project.3. Typical details on this sheet MAY be referenced on plans or details to clarify or
identify a particular condition. The presence of such a reference does not alter theobligation of the contractor to apply the detail(s) as needed even if they are notreferenced.
STUD SCHEDULE
STUD
600S162-54
SPACING LOCATION
16"OC TYPICAL 2-SPAN FULL HEIGHT WALL
600S162-43 16"OC TYPICAL 1-SPAN SINGLE STORY WALL
600S162-43 12"OC 1-SPAN SINGLE STORY WALL CORNER ZONE
NOTE: THIS SCHEDULE IS INTENDED FOR PRICING PURPOSES ONLY. ALLSTUD WALL DESIGN SHALL BE PERFOFMED BY THE SPECIALTY CONTRACTOR
EXTERIOR STUDS ARE TO BE PERFORMANCE DESIGNED.INFORMATION CONTAINED IN THIS DETAIL IS FOR
PRICING PURPOSES ONLY
OPENING SCHEDULE
JAMB
(3)600S162-54,(3) 600T200-54
LOCATION
TYPICAL WINDOW OPENING <= 6'-0" WIDE
NOTE: THIS SCHEDULE IS INTENDED FOR PRICING PURPOSES ONLY. ALLSTUD WALL DESIGN SHALL BE PERFOFMED BY THE SPECIALTY CONTRACTOR
HEADER
(2)600S162-54,(2) 600T125-54
SILL
(1)600S162-54,(2) 600T125-54
1'-0" M
IN
24"OC MAX
SPACE AS REQD
WELD OR SCREW STUD TO TRACK
BOT TRACK AS REQD
.
MIN EDGE DISTANCERE: MANUFACTURER
PAF AS REQD, SIZE,EMBEDMENT AND SPACINGBY CFS ENGINEER, 3/4"MAX EMBED AT PT SLABS
CFS STUD
STEEL BEAM
BRIDGING, RE: TYPICAL DETAIL
DEFLECTION TRACK,PROVIDE 3/4" GAP
Z-CLIP ASSEMBLY AS REQD,(NOTE: OMIT IF NO FIREPROOFING, ATTACH
TRACK DIRECTLY TO WIDE FLANGE)
1'-0" M
AX
FIRE PROOFING WHEN REQD,RE: ARCH
COMPOSITE SLAB, RE: PLAN(NOTE: DTL SIM AT ROOF DECK)
T/SLAB
CFS STUD
STEEL BEAM
FIRE PROOFING WHEN REQD,RE: ARCH
COMP SLAB
T/SLAB
BENT PLATE OR ANGLESLAB EDGE
DEFLECTION CLIP AS REQD
GRID
RE: PLAN
CFS STUD
STEEL BEAM
FIRE PROOFING WHEN REQD,RE: ARCH
ROOF DECK
B/DECK
CONT DECK EDGE ANGLE
DEFLECTION CLIP AS REQD
TOP TRACK
GRID
RE: PLAN
CFS STUD
BRIDGING AS REQD
BRIDGECLIP OR ANGLE
NOTE:AT DEEP LEG SINGLE DEFLECTIONTRACKS, BRIDGING MUST BE INSTALLEDWITHIN 12" OF TOP OF STUD.
SECTION
TOP
& B
OT
12" MIN
DISTAN
CE, TYP
4'-0" O
C M
AX
ISOMETRIC VIEW
FASTEN BRIDGECLIP RO ANGLEAS REQD, RE: AISI 2001 D3.2.2
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:09
PM
S-023
TYPICAL DETAILS- COLD-FORMED
STEEL
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
NTS6 COLD FORMED-STEEL STUD SCHEDULE
NTS1
TYPICAL COLD-FORMED STEELBOTTOM TRACK TO CONCRETE
NTS2
TYPICAL COLD-FORMED STEEL TOPTRACK CONNECTION TO WIDE FLANGE
NTS3
TYPICAL COLD-FORMED STEEL BYPASSCONNECTION TO COMPOSITE SLAB
NTS4
TYPICAL COLD-FORMED STEEL BYPASSCONNECTION TO ROOF
NTS5 TYPICAL COLD-FORMED STEEL BRIDGING
REVISION DATE
1
A
2 3 4 5 6
B
C
D
E
F
13
G
H
J
K
L
M
7 8
910
11 12
188'-8 5/8"
29'-4" 36'-0" 62'-8" 49'-6" 3'-5 5/8" 7'-9"
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
57'-10"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
139'-2"
183'-11"
45'-9"
19'-10"
30'-4"
28'-9
1/4"
29'-2
3/4"
30'-0"
6.5
6'-6
49/25
6"
WORK POINT
100°
NOTE: (N) GRID6.5 COINCIDESWITH (E) GRID B
(E)3
VIF
5'-8
3/4"
B.5
19'-9 95/128"
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:10
PM
S-030
GRID LAYOUTPLAN
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/16" = 1'-0"1 GRID LAYOUT PLAN
REVISION DATE
5 6
G
H
J
K
L
M
6.5
3'-5 5/8" 7'-9" +/-
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
11'-2 5/8" +/-
RE: 1/
S-101B
83'-3 1/4" 2'-7 1/2"
4'-0" +/-
2 3/4" +/-
-3'-8"/-28'-8"P515 /0
-3'-8"/-28'-8"P515 /0
-4'-8"/-29'-8"P5 11 /0
TYP
C13
C13
C13
C13
C13
C13
GB1
GB1
136'-11 1/2" 7'-5 1/2"
137'-1 1/4" 11'-0 1/8" +/-, CL GB
GB1
TYP
-5'-5"/-30'-5"P5 50 /0
-5'-5"/-30'-5"P5 12 /0
7"
10'-6
1/2"
10'-6
1/2"
1'-0"
C12
C12
C12
GB1
C12
S S
98'-11"
99'-7"T/BM
T/BM
97'-7"
T/BM
85°
146'-2 1/4"
2'-5
1/2"
100'-4"
T/BM, VIF
-3'-8"/-28'-8"P5 12 /0
-3'-8"/-28'-8"P5 25 /0
C12
85°
C12
14S-501
15S-501
1S-502
TYP THIS BM
22'-4
1/8" +
/-
4 1/
16" +/-
1S-502
SIMTYP THIS BM
-4'-8"/-29'-8"P5 21 /0
-4'-8"/-29'-8"P5 19 /0
99'-0"
T/GRADE BM VIF
15S-501
TYP
132'-0 7/8" 12'-4 1/8"
131'-5 7/8" 5'-5 5/8" 7'-5 1/2" 7'-7 1/2" VIF
18'-8
1/4"
21'-0"
7" VIF
17'-8
1/4"
2'-0"
8'-6"
2'-0"
8'-6"
2'-0"
17'-5
5/8"
44'-6
7/8"
83'-3 1/4" 6'-2 7/8" +/- 11" +/-
5'-9"
7'-0
1/4"
3'-5
3/4" +
/-
45'-2
1/2" +
/-
1'-0"
8'-4
1/2" VIF
11'-7 1/4" VIF 1'-0"
SLAB OPENING IN (E) SLAB,PROVIDE L5x3x1/4 LLVSUPPORT PER ,TYP. PROVIDE VERTICALANGLE SUPPORT PERWHERE FRAME NOT AT PANELPOINT
9/S-022
(E) FOUNDATION, TYP
-4'-8"/-29'-8"P5 61 /0
[[
EQ
VIF
EQ
VIF
[
2:1, TYP
TRENCH TO CONNECTION (E) CRAWLSPACE WITH (N) CRAWL SPACE,PROVIDE 2:1 SLOPE OF GRADING FORSLOPE STABILITY, RE: ARCH
(E) DRILLED PIER
(E) DRILLED PIER
2'-10 1/2" VIF
1'-0"
22'-9" VIF
1'-0"
9'-4" VIF
1'-0"
15/S-505
TYP OF (2)
2" MIN, VIF
1'-2"
1'-10"SIM
GRADE BEAMHEIGHT, D = 48"
SIM
SIM
GRADE BEAMHEIGHT, D = 36"
GRADE BEAMHEIGHT, D = 31"
GRADE BEAMHEIGHT, D = 39"
2'-6
3/4"
24'-0"
17'-2
1/4"
20'-2
1/4"
1'-2"1'-2"
6'-0 3/4" +/-, VIF 9'-0 3/8" +/- VIF, CL GB
83'-3 1/4" 5'-8 3/16" +/-, CL GB
1'-2"1'-2"
82'-8 1/4" 6'-10 1/4" +/-
2" MIN, VIF
17'-5
3/16" +/-
2"MIN, VIF
15'-6
1/2"
46'-6"
1'-2"
1'-2"
14'-4
1/2"
47'-1"
5'-9"
6'-6
3/4" +
/-
2'-0
3/4" +
/-
47'-1"
PAVING, RE: CIVIL
PAVING, RE: CIVIL
58'-5" VIF 3'-0"
5'-0
1/4" VIF
5'-4"
4" CIP HOUSEKEEPING PAD FOR (N) CHILLERPUMP, RE: MEP.REINF W/ #4@18"OC CENTERED. DRILL ANDDRIVE #4 VERTICAL BARS @18"OC 3" INTOSLAB AROUND PERIMETER OF PAD. FIELDVERIFY ANGLE CONNECTION OF BEAMS UNDERPAD. ASSUMED CONNECTION IS (2)L3 1/2x31/2x1/4x8 1/2" DOUBLE ANGLE CONNECTIONW/ (3) 3/4"H A325 BOLTS @ 3" GASUPPORTING W14x26 BEAM
3'-0"3'-0"
3'-5
3/4"
EXISTING SLAB. DEMOLISHTO BE ALIGNED WITH FACEOF EXISTING GRADEBEAMS, RE: ARCH
NOTE: ALL DEMO AND NEW CONSTRUCITON WORK WITHINBOUNDARY MUST BE COMPLETED IN PHASE 2A. RE: ARCH
NOTE: ALL DEMO AND NEW CONSTRUCITONWORK WITHIN BOUNDARY MUST BECOMPLETED IN PHASE 2A, ADD ALTERNATEA4. RE: ARCH
22'-10 1/2"
5'-3"
21'-3
7/8"
(E) 28
LH8, TYP
, UNO
(E) 18LH
5
5S-502
SIM
5S-502
1. FLOOR CONSTRUCTION: 6" THICK NORMAL WEIGHT COMPOSITE CONCRETE AND DECKSLAB: 4" CONCRETE OVER 2"x18 GA COMPOSITE PRIME PAINTED DECKING ON WFFRAMING WITH HEADED ANCHOR STUDS (HAS). REINFORCE SLAB WITHWWF6x6xW2.9xW2.9 REINFORCEMENT & TOP REBAR #5X6'-0" @12"OC OVER GIRDERSSTAGGERED. HEADED STUD ANCHORS ARE 3/4"H4"@12"OC MAX. RE: PLAN FOR HASQUANTITY, UNO
2. MAXIMUM UNSHORED DECK CLEAR SPANS 1 SPAN = 8'-10"2 SPAN = 10'-11"3 SPAN = 11-3"
3. RE: PLAN FOR TOP OF SLAB ELEVATIONS. T/STEEL ELEVATIONS AT (-)6" FROM T/SLABELEVATIONS. UNO, T/STEEL EMBEDS AT T/STEEL ELEVATION, UNO.
4. RE: PLAN FOR TOP AND BOTTOM OF PIER ELEVATION. NOTE, PIER ELEVATIONS ARERELATIVE ELEVATIONS FROM 100'-0".
5. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR A MINIMUM OF 7KIPS.
6. VERIFY ALL SLAB AND DECK OPENINGS WITH ARCH AND MEP PRIOR TO FORMING ORFABRICATION.
7. RE: SHEET S-001 - S-002 FOR GENERAL NOTES8. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND9. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS10. RE: SHEET S601 FOR DRILLED PIER AND PIER CAP SCHEDULE11. RE: SHEET S601 FOR GRADE BEAM SCHEDULE12. RE: SHEET S601 FOR COLUMN SCHEDULE
FOUNDATION NOTES:
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:11
PM
S-101A
FOUNDATION ANDLEVEL 1 FRAMING
PLAN AREA A
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/8" = 1'-0"1 FOUNDATION AND LEVEL 1 FRAMING PLAN AREA A
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1 2 3 4 5 6
D
E
F
13
G
H
J
K
L
M
78
910
1112
188'-8 5/8"
29'-4" 36'-0" 62'-8" 49'-6" 3'-5 5/8" 7'-9"
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
45'-9"
19'-10"
139'-2"
57'-10"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
100'-0"
T/SLAB
1S-501
SIM
1S-501
2S-501
2S-501
1S-501SIM
65'-7"
RE: 1/S-101C
7'-0"
6'-4"
4S-501
5S-501
6S-501
5S-501
5S-501
EXISTING GRADE BEAM ANDSLAB. DEMOLISH TO BEALIGNED WITH FACE OFEXISTING GRADE BEAM ATGRID 6, RE: ARCH
6.5
6'-11"
7'-0"
7'-8
1/4"
6'-11"
7'-7"
8'-2
3/4"
7'-9"
7'-7"
1'-4"6"
10'-11"
11'-10"
15'-9"
16'-7 3/4"
2'-8 1/4"
9'-4"
9'-11"
9'-0
3/4"
8'-11 1/4"
10'-0"
9'-5"
2'-3
7/8"
8'-9"
8'-10"
8'-4"
7'-0"
9'-0"
5'-1 1/
2"2'-5"
5"
3'-2"
7'-5
1/2"
7'-7"
6'-8"
10'-0"
9'-5"
7'-0"
6'-4"
7'-2"
7'-1"
4'-7"
9'-4"
5'-2"
24'-0 3/8"
19'-3 3/4"
1'-6"6" CL CAP2'-0"
22'-3 1/4" 19'-3" 21'-1 3/4"
12'-0" 19'-3 1/2" 18'-2 1/2" 2'-10 5/8" 8 1/4"
1'-2"
6"
4'-9
1/8"
1'-2"
6"1'-2"
8'-10 5
/8"
9'-0"
6"1'-4"
4S-201
5S-201
1S-202
6S-201
2S-202
RE: 1/
S-101A
GB1
TYP, U
NO
GB3
GB3
GB1
TYP, UNO
GB2GB2GB6
GB6
-3'-8"/-28'-8"P1113 /0
C1
-3'-8"/-28'-8"P1159 /0
C1
-3'-8"/-28'-8"P1105 /0
C1
-3'-8"/-28'-8"P1156 /0
C1
-3'-8"/-28'-8"P1134 /0
C1
-3'-8"/-28'-8"P154 /0
C1
-3'-8"/-28'-8"P2151 /0
C2
C1-3'-8"/-28'-8"
P1120 /0
C3-3'-8"/-28'-8"P2 228 /0
-3'-8"/-28'-8"P1 105 /0
C5
-3'-8"/-28'-8"P1 70 /0
C5
-3'-8"/-28'-8"P1152 /0
C5
C3-3'-8"/-28'-8"P2 113 /0
-3'-8"/-28'-8"P1 148 /0
C5
C5-3'-8"/-28'-8"P1 67 /0
C5-3'-8"/-28'-8"
P186 /0
-3'-8"/-28'-8"P1155 /0
-3'-8"/-28'-8"P2 109 /0
C3
-3'-8"/-28'-8"P1 90 /0
C7
-3'-8"/-28'-8"P4138 /0
C3
-3'-8"/-28'-8"P152 /0
C3
C3-3'-8"/-28'-8"P1 31 /0
C3
C3-3'-8"/-28'-8"P1 76 /0
C5-3'-8"/-28'-8"
P664 /0
C5-3'-8"/-28'-8"
P690 /0
C5-3'-8"/-28'-8"
P1128 /0
-3'-8"/-28'-8"P1114 /0
C5
-3'-1"/-28'-1"P583 /-11
C9
-3'-8"/-28'-8"P4106 /0
-3'-8"/-28'-8"P1 119 /0
A2A2
A4
A4
A4
A4
A4
A4
A4 A15
A4
A4
A4A4
A5
A5
A4
A4
A15
A4
A2
A4
A4
A5
A2 A4
A5
A4
A15
A12
A4A4
A4
A12
A2
A2 A2
A2
A2
A2
A15A15
A2 A2 A3
A2
A2
A2
A3
6"
A4
A4
A2A4
A2 A2
A15
A12A2
A2 A2
A5
A2 A5
1S-501
1S-501
1S-501
SIM
1'-8" 31'-9"
5'-0"
1'-8"
4'-6"3'-9"
7'-2"
3S-202
4S-202
5S-202
1S-203
-3'-8"/-28'-8"P1 86 /0
-3'-8"/-28'-8"P4193 /-61
C4
-3'-8"/-28'-8"P4193 /-61
C4
-3'-8"/-28'-8"P4179 /-50
C4-3'-8"/-28'-8"
P4179 /-50C4
-3'-8"/-28'-8"P445 /-20
C8
-3'-8"/-28'-8"P3 45 /-20
C8
-3'-8"/-28'-8"P4 32 /-16-3'-8"/-28'-8"
P232 /-16C9
C9
-3'-8"/-28'-8"P454 /-11
C9
-3'-8"/-28'-8"P20 /0
C3
C4-3'-8"/-28'-8"P4 91 /-24
-3'-8"/-28'-8"P4 163 /-33
C4
-3'-8"/-28'-8"P4 163 /-33
C43'-0"
15'-0"
11'-7"
2'-6"
VIF
4'-0
1/4"
5"
S-4011
1'-5 3/8" 5'-5 3/8"
8 1/4"
SIM
SIM
1'-5"
8 1/4"
2S-501
A15
A15 A15
A15
A15
A15
21'-6 5/8"
A14
A15
A15
A15
A15
A15 A15
A14
A5
A15
A2
A15
A2
A5
A5
A7
A15
2S-501
C3
11S-501
36"x36"x36" PILASTER W/ (12) #10 VERTBARS AND #4 TIES: (3) TIES AT T&B OFCAP @ 3"OC, BALANCE @12"OC, CONTINUEGB REING THROUGH CAP
12K W18x35(25) 12K
15K W18x35(25) 15K
20K W24x55(34) 45K
21K W18x35(24) 21K
19K W18x35(28) 19K
16K W18x35(24) 16K
14K W18x35(24) 14K
19K W18x35(29) 19K
19K W18x35(29) 19K
18K W18x35(29) 18K
19K W18x35(29) 19K
20K W18x35(29) 20K
22K
W18x35(34)
22K
25K
W18x40(34)
25K
25K
W18x35(34)
25K
10K W12x19(14) 10K
14K W12x19(15) 14K
15K W12x19(15) 14K
16K W12x19(17) 15K 24K
W18x35(34)
24K
21K
W18x35(34)
21K
15K W12x19(19) 16K
19K W12x19(19) 18K
16K W12x19(19) 16K
13K W12x19(19) 13K
12K W12x19(19) 12K
13K W12x19(19) 13K
18K W12x19(19) 18K
23K W18x40(34) 23K
19K W18x35(34) 19K
12K W14x22(23) 12K
14K W14x22(23) 14K
14K W14x22(23) 14K
13K W14x22(23) 13K
22K W21x44(33) 22K
19K W21x44(33) 19K
14K W16x26(35) 14K
13K W14x22(21) 13K
13K W14x22(21) 13K
13K W14x22(21) 13K
32K
W18x40(32)
32K
33K
W18x40(32)
33K
33K
W18x40(32)
33K
30K
W18x40(32)
30K
16K W18x35(33) 19K
20K W14x22(19) 20K
14K W14x22(19) 14K
14K W14x22(19) 14K
12K W21x44 68K
12K W12x19(11) 12K
18KW14x22(19)
18K
19KW14x22(19)
19K
18KW14x22(19)
18K
14KW14x22(19)
15K
11K W21x44 15K
-11K W30x99 111K
12K W21x44(29) 41K
29K
29K
W21x4
4(25
)
29K
40K
W18x35(19)
33K
29K
W21x5
0(32
)
20K
W18x3
5(18)
20K
19K
W21x5
0(20
)18K
49K
W24
x68(33
)42
K19K
W18x3
5(18)
19K
50K
W24
x62(33
)43
K43
KW24
x62(35
)38
K
49K
W24
x68(33
)42
K41K
W24
x62(35
)37
K52
K
W21x4
4(26
)
42K
48K
W24
x55(32
)
47K
30K
W18x40(32)
30K
49K
W24
x76(36
)42
K
35K
W24
x55(40
)31K
38K
W24
x76(34
)64
K
18K
W21x4
4(21)
27K
11K
W12x19(14)
8K
18K W14x22(19)
18K
15K W14x22(19) 16K
10K
W16x2
6(15)
9K12K
W16x3
1(19)
14K
W12x19
16K W18x35(34) 16K12K W18x35(24) 12K 13K W12x19(19) 13K 16K W21x44(33) 16K
17K W14x22(19) 17K
24K
W18x40(34) 24K
16K
W18x35(32)
19K
21K W21x44 20K
18K W21x44(28) 15K
26K W24x55 25K
16K W14x22(20) 16K
55K
W27
x84(41)
49K
19K W14x22(19) 19K
13K W14x22(19) 13K
13K W14x22(19) 13K
16K W14x22(19) 16K
W12x19
W12x19
W18x3
5
1
1
1
1
2
2
2
2
A5
A14
55K
W24
x55(31)
57K
A15 A15
12S-501
TRENCH, RE: ARCHAND 1/S-101A
2'-0"
4'-3"
GB3
T/BM =
99'-6"
A4 A4
A12
A4A4
A4A4
GB3
T/BM = 99'-6"
GB3
T/BM = 99'-6"
A2
A2
GB3
T/BM =
99'-6"
A15
A5
2
UP
3
2"CL BM TO C
L EM
BED
108'-0"
60'-0"
13'-4"
34'-8"
1'-2"
6"1'-2"
6"
2'-8"
182'-8 7/8"
29'-4" 36'-0" 66'-0" 8'-8" 42'-8 7/8"
1'-2" 6"
1'-2"
6"
1'-2" 6"
1'-2"
6"
6" 1'-2"
10'-4" 1'-2"
1'-2" 6"
2S-501
2S-501
1S-501
SIM
1S-501
3S-501
1S-501
SIM
SIM, GRADE BEAMHEIGHT, D = 38"
SIM, GR
ADE
BEA
MHEIGH
T, D
= 3
8"
SIM, GR
ADE BEAM
HEIGH
T, D
= 3
8"
WALL FRAMECOLUMN, TYP,RE: 5/S-202
TYP AT BRACE
1'-6" 1'-6"
TYP, UNO
29K
W18x35(32)
30K
24K
W18x35(32)
25K
22K
W18x35(32)
22K
-3'-8"/-28'-8"P1162 /0
A12A2
A15
A15
A2
-3'-8"/-28'-8"P4 91 /-24
C4A15
12K W16x26 11K
18K W18x35(34) 24K
12K W14x22(24) 12K
18KW14x22(19)
18K
16KW18x35(19)
16K
16KW18x35(19)
16K
37K
W21x4
4(28
)
44K
51K
W24
x55(28
)
52K
2'-8
1/4"
48K
W24
x55(32
)
48K
3 3/
4"
3S-502TY
P AT BRACE
2S-502
3S-502
TYP AT BRACE
3S-502
TYP, UNO
TYP, UNO
SIM, GRADE BEAMHEIGHT, D = 38"
A15 A2
A15
GB6
GB6
4" HOUSEKEEPING PADCENTERED BELOW HATCH,
REINF W/ #4@18"OC
6 1/2"
4S-502
SIM
RE: ARCH RE: ARCH
3'-6" M
AX
4S-502
3'-6" MAX
RE: AR
CH
RE: AR
CH
4S-502
3'-6" MAX
RE: AR
CH
RE: AR
CH
4S-502SIM
3'-6" M
AX
RE: ARCH
RE: ARCH
4S-502SIM
4S-502SIM
3'-6" M
AX
RE: ARCH
RE: ARCH
RE: ARCH
RE: ARCH
1. FLOOR CONSTRUCTION: 6" THICK NORMAL WEIGHT COMPOSITE CONCRETE AND DECKSLAB: 4" CONCRETE OVER 2"x18 GA COMPOSITE PRIME PAINTED DECKING ON WFFRAMING WITH HEADED ANCHOR STUDS (HAS). REINFORCE SLAB WITHWWF6x6xW2.9xW2.9 REINFORCEMENT & TOP REBAR #5X6'-0" @12"OC OVER GIRDERSSTAGGERED. HEADED STUD ANCHORS ARE 3/4"H4"@12"OC MAX. RE: PLAN FOR HASQUANTITY, UNO
2. MAXIMUM UNSHORED DECK CLEAR SPANS 1 SPAN = 8'-10"2 SPAN = 10'-11"3 SPAN = 11-3"
3. RE: PLAN FOR TOP OF SLAB ELEVATIONS. T/STEEL ELEVATIONS AT (-)6" FROM T/SLABELEVATIONS. UNO, T/STEEL EMBEDS AT T/STEEL ELEVATION, UNO.
4. RE: PLAN FOR TOP AND BOTTOM OF PIER ELEVATION. NOTE, PIER ELEVATIONS ARERELATIVE ELEVATIONS FROM 100'-0".
5. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR A MINIMUM OF 7KIPS.
6. VERIFY ALL SLAB AND DECK OPENINGS WITH ARCH AND MEP PRIOR TO FORMING ORFABRICATION.
7. RE: SHEET S-001 - S-002 FOR GENERAL NOTES8. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND9. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS10. RE: SHEET S601 FOR DRILLED PIER AND PIER CAP SCHEDULE11. RE: SHEET S601 FOR GRADE BEAM SCHEDULE12. RE: SHEET S601 FOR COLUMN SCHEDULE
FOUNDATION NOTES:
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:14
PM
S-101B
FOUNDATION ANDLEVEL 1 FRAMING
PLAN AREA B
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/8" = 1'-0"1 FOUNDATION AND LEVEL 1 FRAMING PLAN AREA B
KEYED NOTES FOUNDATION
# DESCRIPTION
1 PROVIDE REINFORCING OVER GIRDERS, RE: PLAN NOTES AND TYP DETAILS2 PROVIDE (2) #5X36" BARS AT RE-ENTRANT CORNERS, TYP3 CONCRETE PAN STAIR W/ CHANNEL STRINGER, TYP, RE: ARCH -
DESIGNED BY OTHERS
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1. FLOOR CONSTRUCTION: 6" THICK NORMAL WEIGHT COMPOSITE CONCRETE AND DECKSLAB: 4" CONCRETE OVER 2"x18 GA COMPOSITE PRIME PAINTED DECKING ON WFFRAMING WITH HEADED ANCHOR STUDS (HAS). REINFORCE SLAB WITHWWF6x6xW2.9xW2.9 REINFORCEMENT & TOP REBAR #5X6'-0" @12"OC OVER GIRDERSSTAGGERED. HEADED STUD ANCHORS ARE 3/4"H4"@12"OC MAX. RE: PLAN FOR HASQUANTITY, UNO
2. MAXIMUM UNSHORED DECK CLEAR SPANS 1 SPAN = 8'-10"2 SPAN = 10'-11"3 SPAN = 11-3"
3. RE: PLAN FOR TOP OF SLAB ELEVATIONS. T/STEEL ELEVATIONS AT (-)6" FROM T/SLABELEVATIONS. UNO, T/STEEL EMBEDS AT T/STEEL ELEVATION, UNO.
4. RE: PLAN FOR TOP AND BOTTOM OF PIER ELEVATION. NOTE, PIER ELEVATIONS ARERELATIVE ELEVATIONS FROM 100'-0".
5. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR A MINIMUM OF 7KIPS.
6. VERIFY ALL SLAB AND DECK OPENINGS WITH ARCH AND MEP PRIOR TO FORMING ORFABRICATION.
7. RE: SHEET S-001 - S-002 FOR GENERAL NOTES8. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND9. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS10. RE: SHEET S601 FOR DRILLED PIER AND PIER CAP SCHEDULE11. RE: SHEET S601 FOR GRADE BEAM SCHEDULE12. RE: SHEET S601 FOR COLUMN SCHEDULE
FOUNDATION NOTES:
1
A
2 3
B
C
D
E
G
78
910
1112
29'-4" 36'-0"
19'-10"
30'-4"
28'-9
1/4"
29'-2
3/4"
30'-0"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
100'-0"
T/SLAB
1S-501
2S-501
2S-501
1S-501SIM
138'-2"
81'-4"
RE: 1/S-101B
1'-2"
6"9'-8"
10'-2"
8'-6"
1'-2"
6"9'-9"
9'-9"
9'-8
3/4"
9'-9"
9'-9"
9'-3
1/4"
10'-2"
10'-2"
10'-0"
9'-11"
1'-9
1/4"
6'-10 1/2"
1'-9
1/2"
5'-8
3/4"
5'-10"
7'-9"
7'-7"
1'-2"6"
1'-2"
6"
1'-2"6"
1'-2"
6"
1'-2"6"
1'-4"
6"
6'-7"
6"1'-2"
1'-2" 6"
4'-10 3
/4"
6'-10 1/2"
6'-5
3/4"
A4
1S-201
2S-201
3S-201
9'-11 1/2"
GB1TYP, UNO
GB1
TYP, U
NO
GB1
TYP, U
NO
GB2
65'-4"
-3'-8"/-28'-8"P1 78 /0
C1
-3'-8"/-28'-8"P1112 /0
C1
-3'-8"/-28'-8"P1160 /0
C1
-3'-8"/-28'-8"P1119 /0
C2
-3'-8"/-28'-8"P1 56 /0
-3'-8"/-28'-8"P2175 /0
C2
-3'-8"/-28'-8"P190 /0
-3'-8"/-28'-8"P1139 /0
C2
C3-3'-8"/-28'-8"
P2204 /0
C2-3'-8"/-28'-8"P2 176 /0
C3-3'-8"/-28'-8"
P3255 /0
-3'-8"/-28'-8"P2182 /0
C2
C3-3'-8"/-28'-8"
P3255 /0
C3-3'-8"/-28'-8"
P3256 /0
C2-3'-8"/-28'-8"P1 139 /0
C2-3'-8"/-28'-8"P1 135 /0
-3'-8"/-28'-8"P2 183 /0
C2
C1-3'-8"/-28'-8"P2 172 /0
-3'-8"/-28'-8"P2 182 /0
C2
C6-3'-8"/-28'-8"P1 72 /0
C3-3'-8"/-28'-8"P4 208 /0
A4
A4
A4
A4
A4
A4
A4
A4
A15
A2
A2
A4
A4
A4
A4
A4
A4
A4
A2
A2
A4
A4
A4
A4
A4
A15
A4
A4
A4
A2
A4
A4
A15
A4
A15
A15
A15
A4A2
A2A4
A15
A15
A15
A4
A15
A2
A15
A15
A4
A15
A2
A2
A15
A4
A4
A5
A4
1'-8"8"
25'-6
1/2"
1'-8"
-3'-8"/-28'-8"P4 193 /-64
C4
-3'-8"/-28'-8"P4 183 /-64
C4
-3'-8"/-28'-8"P4193 /-41
C4
-3'-8"/-28'-8"P4 141 /-28
C4
-3'-8"/-28'-8"P4 141 /-28
C4
S-4012
UP
2'-0"
7'-8"
8"
2S-501
12S-501SIM
12S-501
13S-501
TYP OF (4)
15K
W14x22(22)15K
16K
W14x22(22)16K
19K
W18x35(29)
20K
20K
W18x35(29)
20K
20K
W18x35(29)
20K
19K
W18x35(29)
20K
20K
W18x35(29)
20K
15KW18x35(28)
16K
20K
W18x35(29)
20K
20K
W18x35(29)
20K
20K
W18x35(29)
20K
17K
W18x35(29)
19K
17KW14x22(20)
19K
25K
W14x2225K
19KW14x22(20)
19K
20KW14x22(20)
20K
19KW14x22(20)
19K
19KW14x22(20)
19K
19KW14x22(20)
19K
19KW14x22(20)
20K
20K
W18x35(33)
20K
21K
W18x35(33)
21K
22K
W18x35(33)
21K
21K
W18x35(33)
21K
20K
W18x35(33)
20K
19K
W18x40(33)
21K
18K
W18x40(33)
21K
21K
W18x35(33)
20K
18K
W18x35(33)
20K
20K
W18x35(33)
20K
20K
W18x35(33)
20K
17K
W18x35(33)
16K
15K
W18x35(33)
14K
19K
W18x35(34)
23K
19K
W18x35(34)
23K
14K W12x19(13)14K
14K W12x19(13)14K
14K W12x19(13) 14K
11K W12x19(13) 10K
30K
W24
x55(32
)
31K
36K
W24
x68(38
)
37K
37K
W24
x55(32
)
38K
35K
W24
x55(32
)
36K
36K
W24
x55(32
)
37K
40KW24x55
29K
32K
W24
x55(32
)
32K
32K
W24
x55(31)
32K
31K
W18x35(20
)24
K
W21x4
4(25
)
29K
20K
W18x35(33)
20K
16K W16x26(29) 14K 10K W12x19(13) 10K
UP
3
3
1
1
2
2
2
2
13S-501
TYP OF (2
)
GB3
T/BM = 99'-6"
GB3T/BM = 99'-6"
GB3
T/BM =
99'-6"
A15
A2A4
A2A4
B.5
100'-0"
T/SLAB
100'-0"
T/SLAB
2
W14x2
2
A2
STAIR SUPPORTBEAM LOCATEDUNDER STAIR, RE:STAIR SUPPLIER
STAIR SUPPORTBEAM LOCATEDUNDER STAIR, RE:STAIR SUPPLIER
17K W16x26(22) 17K
14K W16x26(23) 15K
A3
A3
A2
A4
A2
A14
8K W12x19(12) 8K
8K W12x19(11) 8K
23K
W18x35(21)
16K
9K W12x19 10K
37K
7'-4"
7'-4"
19'-3 3/4" 3'-0"
138'-0"
30'-0"
61'-4"
46'-8"
84'-8"
2'-8"
74'-8"
7'-4"
2'-8"
7'-4"
4"1'-8"
2'-8"
2'-8"
30'-0"
61'-4"
5'-2"5'-4"
5'-4"
8'-2"
2'-2 1/4"
1
1
1'-2"
6"
3S-502
TYP AT B
RACE
3S-502
TYP AT B
RACE
SIM, GRADE BEAMHEIGHT, D = 38"
SIM, GR
ADE BEAM
HEIGH
T, D
= 3
8"
SIM, GRADE BEAMHEIGHT, D = 38"
2S-502
TYP, U
NO
2S-502
TYP, U
NO
1S-501
TYP, UNO
1'-6" 1'-6"
TYP AT B
RACE
2'-0"
6" CL CAP
1'-6"
3'-6" MAX
RE: AR
CH
RE: AR
CH
4S-502
3'-6" M
AX
RE: ARCH
RE: ARCH
4S-502SIM
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:17
PM
S-101C
FOUNDATION ANDLEVEL 1 FRAMING
PLAN AREA C
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
KEYED NOTES FOUNDATION
# DESCRIPTION
1 PROVIDE REINFORCING OVER GIRDERS, RE: PLAN NOTES AND TYP DETAILS2 PROVIDE (2) #5X36" BARS AT RE-ENTRANT CORNERS, TYP3 CONCRETE PAN STAIR W/ CHANNEL STRINGER, TYP, RE: ARCH -
DESIGNED BY OTHERS
1/8" = 1'-0"1 FOUNDATION AND LEVEL 1 FRAMING PLAN AREA C
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1. FLOOR CONSTRUCTION: D1 INDICATES 6" THICK NORMAL WEIGHTCOMPOSITE CONCRETE SLAB: 4" CONCRETE OVER 2"x18 GACOMPOSITE PRIME PAINTED DECKING ON WF FRAMING WITH HEADEDANCHOR STUDS (HAS). FASTEN DECK TO SUPPORTS W/ 5/8"HPUDDLE WELDS IN A 36/4 PATTERN, FASTEN SIDELAPS @ 18"OC.HEADED ANCHOR STUDS ARE 3/4"H4"@12"OC MAX. PROVIDECONTINUOS L6x6x5/16 SLAB EDGE ANGLE, UNO. BUTT WELDSPLICES. REINFORCE SLAB WITH #4@18"OC & TOP REBAR OVERGIRDERS. RE: PLAN FOR HAS QUANTITY, UNO
2. MAXIMUM UNSHORED COMPOSITE DECK CLEAR SPANS1 SPAN = 8'-10"2 SPAN = 10'-11"3 SPAN = 11-3"
3. ROOF CONSTRUCTION: D2 INDICATES 1 1/2"x18GA METAL DECK: 11/2" x18GA PRIME PAINTED DECKING ON WF AND STL JOISTFRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDS INA 36/4 PATTERN, FASTEN SIDELAPS W/ #10 TEK SCREWS @12"OC. PROVIDE CONTINUOS L6x4x5/16 DECK EDGE ANGLE, UNO.BUTT WELD SPLICES.
4. RE: PLAN FOR TOP OF SLAB ELEVATIONS. T/STEEL ELEVATIONS AT(-)6" FROM T/SLAB ELEVATIONS, UNO. RE: PLAN FOR B/DECKELEVATIONS, T/STL = B/DECK, UNO. WHERE JOISTS BEAR T/STL =B/DECK - 2 1/2"
5. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR AMINIMUM OF 7 KIPS.
6. VERIFY ALL SLAB AND DECK OPENINGS WITH ARCH AND MEP PRIORTO FORMING OR FABRICATION.
7. RE: SHEET S-001 - S-002 FOR GENERAL NOTES8. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND9. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS10. RE: SHEET S-601 FOR COLUMN SCHEDULE11. RE: SHEET S-601 FOR JOIST LOADING SCHEDULE
PLAN NOTES:
1 2 3 4 5 6
E
F
13
G
H
J
K
L
M
78
910
1112
188'-8 5/8"
29'-4" 36'-0" 62'-8" 49'-6" 3'-5 5/8" 7'-9"
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
45'-9"
139'-2"
57'-10"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
115'-4"
T/SLAB
1S-503
1S-503
SIM
2S-504
RE: 1/S-102C
EXISTING BULDING AREA A
6.5
5"9'-7"
9'-8"
8'-11 3
/4"
9'-0
1/4"
9'-9"
9'-8"
5"6'-3"
6'-8"
5"
5"
1/4" /
1'-0"
2" /
1'-0"
1/4" /
1'-0"
OPEN TO BELOW
5" 5'-6" 5'-7" 5'-7" 5'-7 1/4" 3'-2" 3'-3"
2'-9 1/2"
3'-3" 3'-11"
2'-10 1/2"
5'-4" 5'-4" 5'-3" 5'-2 3/4"5"
3"
2'-11 3/4"
5'-4 1/2" 4'-8" 4'-8" 4'-7" 5'-3" 5'-3" 5'-3" 2'-5 1/2"
2'-10 5/8"
10 1/2"
4'-0" 4'-0" 4'-6 1/4" 4'-6" 4'-5" 4'-5" 4'-5" 5'-5 1/2" 5'-1 3/4" 4'-5" 4'-5 3/4" 5'-3" 5'-3" 5'-3" 5'-1 3/4" 4'-0" 4'-9 1/4"
5'-3" 5'-3" 5'-3" 5'-3" 4'-2 3/4" 4'-1" 5"
2
3
3
5'-8" 5'-8" 5'-8" 5'-8" 5" 3'-6" 4'-5"
4S-201
5S-201
1S-202
6S-201
2S-202
RE: 1/
S-120A
1S-504
2S-504
1S-504
1
1
5"
5"
5"
7S-504
1S-503
1S-503
SIM
2'-11 3
/4"
8'-0"
3'-0"
3'-6"
5'-10"
5'-10"
5'-10"
3'-6
3/8"
6S-504
4S-504
5S-504
10S-504
122
115'-0 1/2"
B/DECK
3"
3S-202
4S-202
5S-202
1S-203
C10
120'-11 7/8"
B/DECK @ GRID
EXPANSION JOINT, TYP, RE: ARCH
4'-10" 4'-11 1/4" 5'-1 3/4"2'-2 1/4"2'-10 5/8"
2'-6 7/8"
3'-0" 8 3/8"
2'-6"
13'-0
1/4"
5'-3"
11S-504
3"
5"
3"
5"
28'-1 1/4" 3'-5 1/2" 11 1/2"
2'-11"
2'-6
5/8"
4 3/
4"1'-7
1/4"
1
1
3S-504
TYP THIS LINE
3S-504
TYP THIS LINE12
S-504
1S-503
3S-503
13S-504
LOW
HIGH
2
2
6S-504
VIF
6'-11 1/2"
7'-4"
5"
15S-504
16S-504
15S-504
SIM
16S-504
17S-504
13S-504
OH
7'-8
1/4"
6'-11"
7'-7"
1'-0"
D2
D2
D2
D2
VARIES
D1
D1
12'-9"
2
24S-504
24S-504
24S-504
24S-504
24S-504
24S-504
24S-504
24S-504
26S-504
4S-503
1/4"3'-5 1/2"
11 1/2" 2'-5 1/2"
2'-11"
2'-6
1/4"
2'-0"
6'-3
1/2"
36K
50K
W24x55(37)
27K
22K
16KW18x35(25)16K
33K
W24
x55(31)
43K
29K
W16x2
6(16)
26K
50K W21x44 50K
W14x22(24)
23K
W24
x55(29
)23
K
11K W14x22(29) 11K
20K
W18x4
0(30
)21K
21K
W18x4
0(29
)20
K
20K W24x55(58) 43K
18K
W18x3
5(22
)18K
20K
W18x3
5(18)
20K
19K W18x35(28) 19K
20K W21x44(28) 44K
W21x5
0(29
)30
K
20K
W18x3
5(18)
20K
24K
W18x4
0(29
)22
K
28K
W24
x55(37
)28
K
16K
W18x35(33)
39K
26K
W24x55(33)
26K
24K
W24x55(33)
25K
15KW18x35(22)15K19K W18x35(29) 19K
19K W18x35(29) 18K
18K W18x35(29) 18K
19K W18x35(29) 19K
20K W18x35(29) 20K
21K W18x35(28) 21K
16K W18x35(28) 16K
14K W18x35(24) 14K
14K W12x19(14) 14K
14K W12x19(15) 14K
14K W12x19(15) 14K
18K W12x19(19) 16K
(E) W14x2
2
W14x2
2
11K W14x22 10K 10K W14x22 10K 10K W14x22 10K
W14x22 16K W18x35 37K 18K W18x35 17K
W14x2
2
24K10SP
26K W21x55 26K15K W21x44 15K
W14x2
2 HIGH
W16x2
6W16x2
6W14x2
2 W14x22
54KW21x6823K
W18x3
5
W14x22
22K10SP
22K10SP
22K10SP
22K9S
P
W16x2
6
W16x2
6
22K9S
P
22K9S
P
22K9S
P
22K10SP
24K9S
P
24K9S
P
24K9S
P
24K9S
P
24K9S
P
24K10SP
24K10SP
24K10SP
24K10SP
24K10SP
24K9S
P
24K9S
P
12K1
16K6S
P
16K6S
P
16K6S
P
16K6S
P
24K10SP
24K8S
P
24K8S
P
24K8S
P
24K8S
P
13K W16x26 VALLEY 21K
24K9S
P
22K9S
P
W24
x55(29
)
11K W18x35(28) 11K
24K12
24K12
24K12
24K12
HSS
2-1/
2x2-
1/2x
1/4
HSS
2-1/
2x2-
1/2x
1/4
2.5K3SP TYP, UNO
24K9S
P
W16x2
6 LO
W, BEN
T
W14x2
2W14x2
2
24K8S
P
19K W21x44 19K
W12x19
W14x2
2
W14x2
2
14K1SP
14K1SP
24K12
24K12
24K12
W16x2
6 HIGH
L4x4x1/4
17K
22K W24x68 29K
10K
W16x2
67K
10K
W16x2
6
8K
9KW16x2
612K
21KW16x2614K
W21x62
27K
20S-504
20K
W18x3
520
K
11K
W18x3
511K
12K W18x35 12K
5"
4
5
5
5
4
W12x19
W12x19
W12x19
4'-10"
2'-4"
2'-0"
W12x193'-11"
5'-8"
W12x19
2.5K3SP
2.5K
3SP
2.5K3SP
1'-4"
15'-11"
1'-4"
12'-11"
S-4013
1'-5 1/4" 1'-8"
1'-8"
8'-4
1/2"
2'-2 3
/4"
1'-10"
1'-10"
8'-9 3/4"
1
29'-2 1/2" 1'-9"
11'-3
3/8"
1'-7"
22K9S
P
16'-3
3/8"
1'-10"
1'-10" 24'-3 1/2"
DOWN
3
5"
DOWN
DOWN
1/4" /
1'-0"
DOWN
DOWN
1/4" /
1'-0"
DOWN
5
PARTITION WALL, RE: ARCH,ASSUMED 150 PLF DEADLOAD
57'-6"
13'-4"
34'-8"
29'-4" 36'-0" 63'-6" 8'-7 1/4" 44'-2 7/8"
INDICATES JOIST TYPE,FOR DRIFTING LOAD
RE: 5/S-601
SIM
1'-2"
5'-0"
SIM
3'-0
3/8"
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:19
PM
S-102B
LEVEL 2 FRAMINGPLAN AREA B
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
KEYED NOTES PLAN
# DESCRIPTION
1 HATCH INDICATES RTU AND HOUSEKEEPING PAD, RE: ARCH, MEP, ANDLOAD KEYS. PROVIDE 4" HOUSEKEEPING PAD. REINF W/WWF6x6xW2.9xW2.9
2 HATCH INDICATES 1 1/2"x18GA GALVANIZED DECKING ON WF AND STLJOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDSIN A 36/5 PATTERN, FASTEN SIDELAPS W/ WELDS @ 12"OC
3 CONCRETE PAN STAIR W/ CHANNEL STRINGER, TYP, RE: ARCH -DESIGNED BY OTHERS
4 PROVIDE REINFORCING OVER GIRDERS, RE: PLAN NOTES AND TYP DETAILS5 PROVIDE (2) #5X36" BARS AT REENTRANT CORNERS, TYP
1/8" = 1'-0"1 LEVEL 2 LOW ROOF/ FLOOR FRAMING PLAN AREA B
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1. FLOOR CONSTRUCTION: D1 INDICATES 6" THICK NORMAL WEIGHTCOMPOSITE CONCRETE SLAB: 4" CONCRETE OVER 2"x18 GACOMPOSITE PRIME PAINTED DECKING ON WF FRAMING WITH HEADEDANCHOR STUDS (HAS). FASTEN DECK TO SUPPORTS W/ 5/8"HPUDDLE WELDS IN A 36/4 PATTERN, FASTEN SIDELAPS @ 18"OC.HEADED ANCHOR STUDS ARE 3/4"H4"@12"OC MAX. PROVIDECONTINUOS L6x6x5/16 SLAB EDGE ANGLE, UNO. BUTT WELDSPLICES. REINFORCE SLAB WITH #4@18"OC & TOP REBAR OVERGIRDERS. RE: PLAN FOR HAS QUANTITY, UNO
2. MAXIMUM UNSHORED COMPOSITE DECK CLEAR SPANS1 SPAN = 8'-10"2 SPAN = 10'-11"3 SPAN = 11-3"
3. ROOF CONSTRUCTION: D2 INDICATES 1 1/2"x18GA METAL DECK: 11/2" x18GA PRIME PAINTED DECKING ON WF AND STL JOISTFRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDS INA 36/4 PATTERN, FASTEN SIDELAPS W/ #10 TEK SCREWS @12"OC. PROVIDE CONTINUOS L6x4x5/16 DECK EDGE ANGLE, UNO.BUTT WELD SPLICES.
4. RE: PLAN FOR TOP OF SLAB ELEVATIONS. T/STEEL ELEVATIONS AT(-)6" FROM T/SLAB ELEVATIONS, UNO. RE: PLAN FOR B/DECKELEVATIONS, T/STL = B/DECK, UNO. WHERE JOISTS BEAR T/STL =B/DECK - 2 1/2"
5. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR AMINIMUM OF 7 KIPS.
6. VERIFY ALL SLAB AND DECK OPENINGS WITH ARCH AND MEP PRIORTO FORMING OR FABRICATION.
7. RE: SHEET S-001 - S-002 FOR GENERAL NOTES8. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND9. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS10. RE: SHEET S-601 FOR COLUMN SCHEDULE11. RE: SHEET S-601 FOR JOIST LOADING SCHEDULE
PLAN NOTES:
1
A
2 3
B
C
D
E
G
78
910
1112
29'-4" 36'-0"
19'-10"
30'-4"
28'-9
1/4"
29'-2
3/4"
30'-0"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
115'-4"
T/SLAB
1S-503
1S-503
1S-503SIM
65'-4"
138'-2"
81'-4"
RE: 1/S-102B
5"10'-0"
8'-1"
1'-11"4'-1"
5'-6"
5"9'-8"
9'-8"
9'-10 3
/4"
9'-4
1/4"
9'-9"
9'-8"
5"9'-9"
10'-2"
10'-0"
10'-2"
5"
5"
5"
5"
5"
5"
5"
7'-7"
7'-7"
13'-5 1/4" 5" TYP
5"
12'-7"
6'-7"
7'-10"
7'-10"
1S-201
2S-201
3S-201
3"
15'-7"
3"8'-2"
13'-6"
3"
2'-10"
7"
2'-6"8"
3"
5"
3"
3"
10'-4" 2'-10"
2'-7"
12'-10"
2'-0"6"
8"2'-10"
22'-0 1/
2"
1'-8"
1'-11"
3'-4"
3"
1S-503SIM
1S-503
SIM
1S-503
DOWN
D2
D1
D1
D1
D1
4S-503
4S-503
2S-505
110'-8 1/2"
B/DECK
3"
1'-3"
4'-2 1/4" 3"
1'-4"
3"
4'-9
1/4"
13'-5
3/4"
2'-2 1/4"
3"
109'-4 1/2"
B/DECK
D2
14S-505
14S-505
8S-505
TYP AT CONN
20S-505
2'-8
3/4"
95°
6 1/4"
5'-0"
4 3/
4"
2"1'-0"
20S-505
13S-505
8S-505
TYP AT CONN14
S-505
7S-505
28S-505
18S-505
20S-505
SIM
SIM
20S-505
SIM
W12x19(11)
W12x19(11)
11K
W14x22(28)
11K
27K
W16x26(46)
27K
24K W21x44(32)
40K
31K
W21x4
4(30
)
23K
23K
W21x4
4(30
)
23K
23K
W21x4
4(30
)
22K
38K
W21x44(32)
24K
38K
W21x57(32
)
39K
38K
W24
x55(32
)
39K
22K
W21x4
4(30
)
22K
23K
W18x55(29)
23K
29K
W24x55
40K
32K
W24
x55(31)
32K
32K
W24
x55(32
)
32K
35K
W21x4425K
24K
W21x4
4(30
)
29K
25K
W21x4
4(30
)29
K
21K
W21x4
4(30
)
21K
19K W18x35(22)
19K
38K
W24
x55(32
)
38K
W12x19
21K
W21x4
4(30
)
21K
21K
W21x4
4(30
)
21K
31K
W21x44(35)
24K
36K
W24
x55(32
)
37K
27K
W18x50(29)
27K
30K
W18x60(31)
29K
22K
W21x4
4(31)
22K
20K
W18x35(28)
20K12K W12x19(13)
12K
18K
W18x35(21)
24K
15K
W18x35(30)
14K
W18x35(24
)
30K
23KW18x35(30)30K
36KW21x44(32)23K
16K
W18x35(21)
20K
13K W12x19 13K
26K
20K
W18x35(28)
20K
20K
W18x35(28)
20K
20K
W18x35(29)
20K
20K
W18x35(29)
20K
W16x26(13)
22K
W18x35(31)
21K
23K
W18x35(31)
21K19K
W14x22(20)19K
19KW14x22(20)
19K
19KW14x22(20)
19K
20K
W18x35(29)
20K
20K
W18x35(29)
20K
20K
W18x35(29)
19K
20K
W18x35(29)
20K
19KW14x22(20)
19K
19KW14x22(20)
19K
22K
W18x35(31)
21K
23K
W18x35(32)
21K
21K
W18x35(29)
21K
20K
W18x35(29)
20K
20K
W18x35(28)
20K
20K
W18x35(28)
20K
14K
W12x19(13)14K
14K
W12x19(13)14K
15K
W18x35(29)
15K
15K
W18x35
18K
10KW12x19
10K
8KW12x19
8K
8K W12x19 8K
W16x2
6(13)
8K W12x19(13)8K
9K W12x19(12) 9K
23K W16x3123K
HSS8x6x5/8 TYP @CANT, UNO
HSS6x6x5/8 TYP, UNOL8x6x7/16 LLH
HSS
6x6x5/
8 TYP, U
NO
23K
W16x3
123
K
L6x4x5/16 LLH
L6x4x5/16 LLH
HSS4x4x1/2
17K
W18x35(29)
17K
11K
W16x26(29)
16K
W12x19(7)
18K
W24
x55(24
)
38K
W24
x76
22S-505
TYP OF (3)
HSS4x4x1/2 TYP OF (3)21
S-505TYP OF (3)
21S-505TYP
OF (4)
28S-505
5S-503
3
DOWN
3
54
45
5
5
T/STL PER STAIR DESIGNER
11S-203TYP OF (4), SIM
6"1'-8"
4"4"
8S-503
TYP AT RAIL
T/STL PE
R STAIR
DESIGN
ER
5
B.5
9S-503
SIM, TYP
9S-503
SIM, T
YP
PARTITION WALL, RE:ARCH, ASSUMED 150 PLFDEAD LOAD
PARTITION WALL, RE:ARCH, ASSUMED 150 PLFDEAD LOAD
D1
HSS4x4x1/2 TYP OF (9)
1S-503
3/4"
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:22
PM
S-102C
LEVEL 2 FRAMINGPLAN AREA C
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
KEYED NOTES PLAN
# DESCRIPTION
1 HATCH INDICATES RTU AND HOUSEKEEPING PAD, RE: ARCH, MEP, ANDLOAD KEYS. PROVIDE 4" HOUSEKEEPING PAD. REINF W/WWF6x6xW2.9xW2.9
2 HATCH INDICATES 1 1/2"x18GA GALVANIZED DECKING ON WF AND STLJOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDSIN A 36/5 PATTERN, FASTEN SIDELAPS W/ WELDS @ 12"OC
3 CONCRETE PAN STAIR W/ CHANNEL STRINGER, TYP, RE: ARCH -DESIGNED BY OTHERS
4 PROVIDE REINFORCING OVER GIRDERS, RE: PLAN NOTES AND TYP DETAILS5 PROVIDE (2) #5X36" BARS AT REENTRANT CORNERS, TYP
1/8" = 1'-0"1 LEVEL 2 FLOOR FRAMING PLAN AREA C
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
5 6
G
H
J
K
L
M
6.5
3'-5 5/8" 7'-9"
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
RE: 1/
S-102B
11'-2 5/8"
(E) W14x2
2
(E) W14x2
2
(E) W14x22 (E) W14x22 (E) W14x22
(E) W14x22
5 5/8" 4'-5 1/8"
7 1/4"
7'-3 3/4" 6'-4 3/8"
113'-2 1/2"
B/DECK
6 3/
4"
SPAC
ES
(4) EQ
UAL
10 3
/4"
6 3/
4"
5'-5
3/4"
5'-4"
5'-3"
5'-3"
8 1/
2"8"
6 3/
4"
6'-5
1/2"
6'-4"
3'-11 3
/4"
2'-6
3/4"
3'-11"
1/2" /
1'-0"
HSS
10x6x5/8
B/DECKHSS
4x4x1/
2 TYP, U
NO
66'-6 1/8"
1/4"
3'-5 3/4"
11"
12'-0 1/4" 3 7/8" EOD
6 3/
4"
SPAC
ES
(2) EQ
UAL
10 3
/4"
6 3/
4"
5'-4
1/4"
1'-8"
3'-5
3/4"
3" E
OD
44'-11 1/2"
(E) W14x2
2(E) W14x2
2
2
2'-11"
2'-6
1/4"
2'-0"
36'-0
1/8"
(E) W14x2
2
(E) W14x2
2
(E) W14x22
(E) W14x22
(E) W14x22
L4x4x1/422S-504
APPROXIMATEEXISTING ROOFPROFILE
(E) 12K1 TYP
(E) 12K1 TYP
(E) 16K2 TYP
(E) 16K2 TYP
95°
HSS8x6x5/8HSS
10x6x5
/8
HSS8x6x5/8
HSS6x6x5/8
HSS8x6x5/8
HSS8x6x5/8
HSS
8x6x5/
8
HSS4x4x1/2 TYP OF (5)
HSS
4x4x
1/2
3S-505
4S-505
3S-505
5S-505
5S-505
4S-505
5S-505
6S-505
7S-505
6S-505
HSS4x4x1/2
HSS4x4x1/2
8S-505
10S-505
9S-505
TYP
11S-505
TYP
11S-505SIM
9S-505
11S-505
12S-505
6 3/4"
95°
3'-8 1/4"
7S-505
6S-505
109'-2 1/2"
6S-505
11S-505
10S-505
HSS
6x6x1/
2
HSS6x6x1/2
8S-505
9S-505
5S-505
L4x4x1/4
22S-504
15S-505
6'-0"
3'-3 3/4"
HSS6x6x1/2
NOTE: ALL DEMO AND NEW CONSTRUCITON WORK WITHINBOUNDARY MUST BE COMPLETED IN PHASE 1B. RE: ARCH
NOTE: ALL DEMO AND NEW CONSTRUCITON WORK WITHINBOUNDARY MUST BE COMPLETED IN PHASE 2A. RE: ARCH
NOTE: ALL DEMO AND NEW CONSTRUCITONWORK WITHIN BOUNDARY MUST BECOMPLETED IN PHASE 2A, ADD ALTERNATEA4. RE: ARCH
STL STIFFENERBM
HSS6x6x5/8
HSS6x6x5/8
HSS6x6x5/8
6 3/4".
(E) W24x117
22'-6" VIF
2'-10"
1'-2
7/8"
W8x31 TYP
T/STL=
112'-7
1/2"
VIF
22'-10 1/2" 4'-1 1/4"
OPERABLE PARTITIONWALL FRAME, VERIFY
ALL DIMENSIONS WITHWALL SUPPLIER PRIORTO FABRICATION AND
INSTALLATION..
10S-503
OH
10S-503
11S-503
12S-503
4S-503
RE: 4/S-503
13S-503
(E) W14x2
2
(E) W14x2
2
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
(E) 18K7
APPROXIMATE STAGECURTAIN LOCATION, RE:
ARCH
4S-503
TYP AT CURTAIN
1. ROOF CONSTRUCTION: 1 1/2"x18GA METAL DECK: 11/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STLJOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"HPUDDLE WELDS IN A 36/4 PATTERN, FASTEN SIDELAPS W/#10 TEK SCREWS @ 12"OC
2. PROVIDE CONTINUOUS L6x4x5/16 DECK EDGE ANGLE, UNO.BUTT WELD SPLICES.
3. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BEDESIGNED FOR A MINIMUM OF 7 KIPS.
4. RE: PLAN FOR B/DECK ELEVATIONS, T/STL = B/DECK,UNO. WHERE JOISTS BEAR T/STL = B/DECK - 2 1/2"
5. VERIFY ALL DECK OPENINGS WITH ARCH AND MEP PRIORTO FABRICATION.
6. RE: SHEET S-001 - S-002 FOR GENERAL NOTES7. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND8. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS9. RE: SHEET S601 FOR COLUMN SCHEDULE10. RE: SHEET S601 FOR JOIST LOADING SCHEDULE
ROOF NOTES:
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:22
PM
S-120A
ROOF FRAMINGPLAN AREA A
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/8" = 1'-0"1 LEVEL 2 LOW ROOF FRAMING PLAN AREA A
KEYED NOTES ROOF
# DESCRIPTION
1 1 1/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STL JOISTFRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDS IN A36/5 PATTERN, FASTEN SIDELAPS W/ WELDS @ 12"OC
2 RTU AND HOUSEKEEPING PAD, RE: ARCH, MEP, AND LOAD KEYS.PROVIDE 4" HOUSEKEEPING PAD. REINF W/ WWF6x6xW2.9xW2.9
3 EPICORE ER3.5Ax18GA GALVANIZED AND PRIME PAINTED DECKING ON WFAND STL JOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 3/4"H PUDDLEWELDS IN A 24/3 PATTERN, FASTEN SIDELAPS W/ #12 SCREWS @ 12"OC
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1. ROOF CONSTRUCTION: 1 1/2"x18GA METAL DECK: 11/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STLJOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"HPUDDLE WELDS IN A 36/4 PATTERN, FASTEN SIDELAPS W/#10 TEK SCREWS @ 12"OC
2. PROVIDE CONTINUOUS L6x4x5/16 DECK EDGE ANGLE, UNO.BUTT WELD SPLICES.
3. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BEDESIGNED FOR A MINIMUM OF 7 KIPS.
4. RE: PLAN FOR B/DECK ELEVATIONS, T/STL = B/DECK,UNO. WHERE JOISTS BEAR T/STL = B/DECK - 2 1/2"
5. VERIFY ALL DECK OPENINGS WITH ARCH AND MEP PRIORTO FABRICATION.
6. RE: SHEET S-001 - S-002 FOR GENERAL NOTES7. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND8. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS9. RE: SHEET S601 FOR COLUMN SCHEDULE10. RE: SHEET S601 FOR JOIST LOADING SCHEDULE
ROOF NOTES:
1 2 3 4 5 6
E
F
G
H
J
K
L
M
78
910
1112
180'-11 5/8"
29'-4" 36'-0" 62'-8" 49'-6" 3'-5 5/8"
104'-8"
19'-3"
18'-0"
19'-5"
19'-9
1/8"
28'-2
7/8"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
1S-504
81'-4"
RE: 1/S-120C
EXISTING BULDING AREA A
6.5
1/4" / 1'-0"
132'-0"
B/DECK
1/4" /
1'-0"
1/4" /
1'-0"
22'-2
1/4"
23'-6
3/4"
4'-5"4'-5"
5'-3 1/4"
5'-3"5'-2"
5'-2"5'-2"
4'-11"
2'-8 1/4"
1'-6"
3'-0 3/4"
2 1/2"
5'-3"5'-3"
5'-4"5'-4"
5'-4"5'-3" 4'-9" 4'-9" 4'-9" 4'-9 3/4" 2'-0"
7'-11 1/4"5'-10"
5'-9"5'-9"
5'-9"5'-9"
5'-9"5'-9"
2
9'-0"
6"5'-11"
5'-11"
5'-11"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
5'-9"
45'-9"
4S-201
5S-201
1S-202
2S-202
130'-4 5/8"
131'-7 3/8"
131'-0"
131'-1 3/8"
124'-0"
B/DECKAT GRID E
B/DECK
2S-504
3S-504
2S-504
1S-504
4S-504
2'-0"
4'-0"
4S-504
5S-504
3"
4'-4
1/2"
10'-10 1/2"
3"
44'-0 1/2"
3"
2'-7 1/2"
5'-6"5'-5" 4'-6 1/2"
3"
6S-5046
S-504
5"4'-6"
4'-11"
4'-11"
4'-11"
4'-6"
4'-5
3/4"
4'-6"
4'-6
1/4"
5'-0"
5'-0"
4'-11"
4'-6"
5"4'-1"
4'-6"
4'-4"
5"
B/DECK
B/DECK
B/DECK
5" 5"
4'-7"
5'-11"
5'-10"
5'-10 1/4"
5'-2"
5'-2"
4'-6"
3'-1"
5"
1
1
1
9S-504
B/DECK
3"
130'-7 7/8"
B/DECK
5S-202
7'-2"
1
2
1'-9"
2'-7
3/4"
2'-11"
14S-504
3
6S-504
13S-504
LOW
1S-504
HIGH
18S-504
19S-504
20S-504
20S-504
21S-504TY
P THIS LINE
25S-504
24S-504
24S-504
24S-504
24S-504
24S-504
127'-4 1/2"
11"3'-5 3/4"1/4"
8'-7 1/4"
LOW
10"
3'-6" TYP
THIS R
OOF
3TYP TH
IS ROOF
3TYP TH
IS ROOF
19S-505
TYP AT SOFFIT
16S-505
TYP OF (4)
24K10SP
10K
11K
13K
W16x2
613K
13K
W16x2
618K
15K
W18x50 HIGH
15K
12K
W18x3
513K
25K
21K
18K W24x55 27K
W12x19
W12x19
15K
W18x3
514K
16K
W18x3
516K
11K
W18x3
511K
W18x4
0
14K
W18x3
515K
15K
W18x4
016K
8KW16x2
68K
W21x44
19K
W16x3119K
W14x22 LOW
W14x2
2
38K
W18x3
5
12K
9K
W18x3
5
9K
16KW18x4016K
W14x2
2 LO
W
9KW18x409K
10K
W27
x84
LOW
10K
41K
W30x90
35K
W12x19
W14x2
2
W18x3
5
22K4S
P
22K4S
P
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4
22K4S
P14K4
W14x2
2
W14x2
2
14K4
22K4
W8x21 H
IGH
W8x21
W8x21
W8x21
W8x21
W8x21
W8x21
W8x21
W8x21
2.5K3SP TYP, UNO
HSS
2-1/2x
1-1/2x
1/4
HSS
2-1/2x
2-1/2x1/4
22K7SP
22K6SP
22K6SP
22K6SP
22K6SP
22K6SP
22K6SP
W21x44
22K6SP
22K6SP
22K7SP
20K5SP
20K3SP
20K3SP
20K3SP
20K3SP
W21x44
20K3SP
20K3SP
20K3
20K3
20K3
20K3
20K3 14K1
14K1
14K1
14K1
14K1
14K1
14K4
24K10SP
24K10SP
24K10SP
24K10SP
24K10SP
24K10SP
W12x19
24K10SP
19K W21x50 BENT 19K
10K W24x55 21K
18K
W18x60
19K
20K5SP
22K4S
P
20K9SP
W16x3116K
14K4
14K4
14K4
14K4
HSS
2-1/2x
2-1/2x1/4
W8x21 HIGH
W8x21
10K
W16x2
612K
36K
W30x90
31K
S-50525
1
1
3"
2'-3 1/2" 3"
1'-2" 1'-9 1/2"
5'-6" 5'-6" 5'-6" 5'-6"
124'-6"
B/DECK
3"5'-0"
5'-0"
5'-0"
5'-0"
5'-0
1/2"
1'-2"
2'-6
1/2"
3"
29S-505
30S-505
TYP
TYP
HSS
6x6x1/
4
HSS6x6x1/4
20S-505SIM, TYP
20S-505
20S-505
HSS6x6x1/4HSS6x6x1/2 TYP, UNO
1S-506HSS6x6x1/4
20S-505
SIM
8S-505
TYP AT CONN
21S-505
4S-503
1
11'-6"
2'-1"
13'-6
1/2"
2'-1"
4S-506
LOW,
SIM
4S-506
LOW
DOWN
1/4" /
1'-0"
DOWN
1/4" /
1'-0"
DOWN
1'-2"
3'-9"
5'-1"W12x19
W12x19
W12x19
KICKER, TYP
PARTITION WALL, RE: ARCH,ASSUMED 150 PLF DEADLOAD
WARPED DECK THIS AREA.
WARPED DECK THIS AREA.
57'-6"
13'-4"
29'-4" 24'-10 3/8"
SIM
SIM
SIM
5S-506
LOW,
SIM
5S-506
LOW
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:25
PM
S-120B
ROOF FRAMINGPLAN AREA B
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
KEYED NOTES ROOF
# DESCRIPTION
1 1 1/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STL JOISTFRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDS IN A36/5 PATTERN, FASTEN SIDELAPS W/ WELDS @ 12"OC
2 RTU AND HOUSEKEEPING PAD, RE: ARCH, MEP, AND LOAD KEYS.PROVIDE 4" HOUSEKEEPING PAD. REINF W/ WWF6x6xW2.9xW2.9
3 EPICORE ER3.5Ax18GA GALVANIZED AND PRIME PAINTED DECKING ON WFAND STL JOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 3/4"H PUDDLEWELDS IN A 24/3 PATTERN, FASTEN SIDELAPS W/ #12 SCREWS @ 12"OC
1/8" = 1'-0"1 ROOF FRAMING PLAN AREA B
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
1. ROOF CONSTRUCTION: 1 1/2"x18GA METAL DECK: 11/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STLJOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"HPUDDLE WELDS IN A 36/4 PATTERN, FASTEN SIDELAPS W/#10 TEK SCREWS @ 12"OC
2. PROVIDE CONTINUOUS L6x4x5/16 DECK EDGE ANGLE, UNO.BUTT WELD SPLICES.
3. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BEDESIGNED FOR A MINIMUM OF 7 KIPS.
4. RE: PLAN FOR B/DECK ELEVATIONS, T/STL = B/DECK,UNO. WHERE JOISTS BEAR T/STL = B/DECK - 2 1/2"
5. VERIFY ALL DECK OPENINGS WITH ARCH AND MEP PRIORTO FABRICATION.
6. RE: SHEET S-001 - S-002 FOR GENERAL NOTES7. RE: SHEET S-001 FOR PLAN AND GENERAL LEGEND8. RE: SHEET S-020 - S-023 FOR TYPICAL DETAILS9. RE: SHEET S601 FOR COLUMN SCHEDULE10. RE: SHEET S601 FOR JOIST LOADING SCHEDULE
ROOF NOTES:
1
A
2 3
B
C
D
E
G
78
910
1112
29'-4" 36'-0"
19'-10"
30'-4"
28'-9
1/4"
29'-2
3/4"
30'-0"
2'-8"
29'-2"
13'-6"
28'-8"
7'-4"
1S-504
1S-504
2S-504
138'-2"
81'-4"
RE: 1/S-120B
132'-0"
B/DECK AT GRID
1/4" / 1'-0"
5'-0"
5'-0"
5'-0"
4'-1"
5'-4"
5'-4"
5'-4"
6'-0"
6'-1"
6'-1"
6'-1"
5'-8"
5"5'-9"
5'-10"
5'-10"
5'-10"
5'-6
1/4"
6'-1 3/
4"
5'-10"
5'-9"
5'-9"
5'-9"
5"5'-7"
6'-0"
6'-0"
6'-0"
6'-0"
5"
5'-7"
5'-7"
5'-5"
6'-8"
6'-6"
6'-8"
1/4" / 1'-0"
1
1
1
1
1
1
1
1S-201
2S-201
3S-201
1'-2"
1S-504
2S-504
2S-504
1S-504
8S-504
5"
1'-2"
1S-504
1S-504
2S-504
2S-504
5"
5"
5"
5"
5"
5"
4'-0"
6'-3"
3'-3" 3'-0"
2'-6"
18'-8
3/4"
65'-4"
2
2
25S-504
24S-504
24S-504
24S-504
24S-504
24S-504
4S-503
4S-503
1'-4"13'-6"
8'-2"5'-4"
5'-4"5'-2" 5'-2"
1'-5 1/2"2'-3"
3"
1'-2 1/2"
3"
2'-3"
3"
124'-6"B/DECK
2'-4"
3'-3
1/4"
1'-6
1/4"
4'-1"
5'-8"
3 1/4"4'-1"
3'-3 1/4" 7'-9 1/2"
4'-1"
1'-3
3/4"
3'-9"
4'-9
1/2"
2'-10 1/2"
3'-0"
6'-9"
3'-3"
3'-10"
6'-9
3/4"
2'-6"
W18x35
8K
W18x35
21K
8K
W18x35
20K
17K
W18x40
15K
15K
W18x3
5
15K
15K
W18x3
5
15K
14K
W18x3
5
14K
8K
W14x2
28K
11K
W16x2
6
24K
W21x4
4
20K
25K
W21x4
4
23K
18K
W18x40
19K
19K
W18x40
17K
9K
W16x2
69K
12K
W18x3
5
W12x19
23K
W18x35
11K
27K
W18x35
27K
W18x35
13K
W18x35
18K10K
W18x35
17K
27K
W18x4
0
27K
27K
W24
x68
27K
18K
W18x40
18K
12K
W18x3
5
13K
14K
W18x3
5
14K
14K
W18x3
5
14K
16K
W18x40
19K
14K
W18x3
5
14K
W24
x62
25K
W21x4
4
18K
W16x26
16K6SP
16K6SP
16K6SP
W16x26
16K4
16K3
16K3
20K10SP
20K9SP
20K9SP
20K9SP
14K
W21x62
13K
20K9SP
20K9SP
20K9SP
20K10SP
16K3
16K3
16K3
16K3
16K3
22K9SP
22K9SP
22K9SP
22K9SP
14K
W21x62
15K
22K9SP
22K9SP
22K9SP
22K9SP
20K9SP
20K9SP
20K9SP
20K9SP
W16x26
10K1
10K1
10K1
W18x35
9K
W16x26
9K
20K10SP
20K10SP
20K10SP
22K9SP
22K9SP
22K9SP
22K9SP
10K
W18x35
10K
22K9SP
22K9SP
22K9SP
10K1
W16x26
22K9SP
22K9SP
22K9SP
10K1
W14x2
2HSS
2-1/2x
2-1/2x1/4
W18x35
W16x26
10K1
10K1
20K9SP
W18x35
20K9SP
20K9SP
W18x35
W18x35
HSS6x6x1/2 TYP, UNO
W16x26
W16x26
W16x26
27K
W18x35
2'-8"
10'-3"
W12x19
TYP
W12x19 TYP
3"8'-6 1/2"
2'-8"
3"
9'-0
1/2"
1'-5
1/2"
1S-505
9'-0"
9"
9'-0"
9"
9"
9'-0"
9'-0"
9"
17S-505
17S-505
17S-505
17S-505
28S-505
20S-505
SIM
21S-505
TYP OF (7)
20S-505
20S-505
8S-505
14S-505
TYP AT CONN
11S-203TYP OF (4)
29S-505
30S-505
W16x26
1'-0 1/2"
3"
W16x26
W16x26
W16x26
HSS
4x4x
3/8
T/STL=
131'-0"
W8x21 H
OIST
T/STL=
131'-4
1/4"
2'-10 5/8" 2'-8" 15'-6"
W8x21 H
OIST
T/STL=
131'-4
1/4" 2
S-506
TYP OF (3)
3S-506
TYP OF (4)
25'-3
3/4"
2'-1"
26'-8 1/4"
2'-1"
4'-1"
5'-8"
4'-4 1/4"
W16x26
B.5
PARTITION WALL,RE: ARCH,
ASSUMED 150PLF DEAD LOAD
PARTITION WALL, RE:ARCH, ASSUMED 150PLF DEAD LOAD
DOWNDOWN
1/4" / 1'-0"DOWN
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:28
PM
S-120C
ROOF FRAMINGPLAN AREA C
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
KEYED NOTES ROOF
# DESCRIPTION
1 1 1/2"x18GA PRIME PAINTED GREY DECKING ON WF AND STL JOISTFRAMING. FASTEN DECK TO SUPPORTS W/ 5/8"H PUDDLE WELDS IN A36/5 PATTERN, FASTEN SIDELAPS W/ WELDS @ 12"OC
2 RTU AND HOUSEKEEPING PAD, RE: ARCH, MEP, AND LOAD KEYS.PROVIDE 4" HOUSEKEEPING PAD. REINF W/ WWF6x6xW2.9xW2.9
3 EPICORE ER3.5Ax18GA GALVANIZED AND PRIME PAINTED DECKING ON WFAND STL JOIST FRAMING. FASTEN DECK TO SUPPORTS W/ 3/4"H PUDDLEWELDS IN A 24/3 PATTERN, FASTEN SIDELAPS W/ #12 SCREWS @ 12"OC
1/8" = 1'-0"1 ROOF PLAN FRAMING PLAN AREA C
PLAN NORTH
AREA 'A'EXISTINGBUILDING
AREA 'B'
AREA 'C'
KEYPLAN
REVISION DATE
LEVEL 1
100'-0"
LEVEL 2
115'-4"
8
HSS6x6x1/2
HSS6x6x1/2
HSS6x6x3/8HSS6x6x3/8
S-2032
S-2032
S-2033
S-2033
SIMSIM
S-2034
S-2034
RE: PLANB/DECK
T/C = 112.3K
T/C = 61.3K
T/C = 112.2K
T/C = 61.3K
EQEQ
RE: PLAN
LEVEL 1100'-0"
LEVEL 2115'-4"
B
HSS7x7
x5/8
HSS7x
7x1/2
S-2032
S-2035
S-2035 SIM
SIM
S-2035
SIM
RE: PLANB/DECK
T/C =
108.6K
T/C =
68.1K
B.529'-2 3/4"
LEVEL 1
100'-0"
LEVEL 2
115'-4"
10 11 12
HSS6x6x1/2
HSS6x6x1/2
HSS6x6x3/8
HSS6x6x3/8
S-2032
S-2032
S-2033
S-2033
SIM
SIM
S-2034
S-2034
RE: PLANB/DECK
T/C = 72.8K
T/C = 36.4K
T/C = 72.6K
T/C = 36.4K
EQ EQ
29'-2" 2'-8"
LEVEL 1100'-0"
LEVEL 2115'-4"
F
HSS6x6x1/2
HSS6x6x1/2
HSS6x6x3/8
HSS6x6x3/
8
S-2032
S-2032
S-2035
S-2035
SIM
S-2034
S-2035
SIM
RE: PLANB/DECK
T/C = 85.2K
T/C = 85.2K
T/C = 51.7K
T/C = 30
.8K
EQ EQ
RE: PLAN
LEVEL 1100'-0"
LEVEL 2115'-4"
GH
HSS6x6x1/2
HSS6x6x1/2
HSS6x6x3/8
HSS6x6x3/8
S-2032
S-2032
S-2033S-203
3
SIM
SIM
S-2034
S-2034
RE: PLANB/DECK
T/C = 52.4K
T/C = 104.3K
T/C = 52.4K
T/C = 104.3K
EQ EQ
19'-3"
LEVEL 1
100'-0"
HSS5x5x1/
2
S-2032
S-2033
RE: PLANB/DECK
SIM
T/C = 53.9K
3RE: PLANRE: PLAN
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:36
PM
S-201
BRACED FRAMEELEVATIONS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/4" = 1'-0"1 BRACED FRAME ELEVATION AT GRID B
1/4" = 1'-0"2 BRACED FRAME ELEVATION ALONG GRID 8.7
1/4" = 1'-0"3 BRACED FRAME ELEVATION ALONG GRID D
1/4" = 1'-0"4 BRACED FRAME ELEVATION ALOMNG GRID 12.1
1/4" = 1'-0"5 BRACED FRAME ELEVATION ALONG GRID 2
1/4" = 1'-0"6 BRACED FRAME ELEVATION ALONG GRID M
REVISION DATE
LEVEL 1
100'-0"
F
3'-6" 3'-6"3'-6"3'-6"
HSS6x6x1/2
HSS6x6x1/2
HSS5x5x3/8H
SS5x5x3/
8
HSS5x5x3/8
HSS5x5x3/8
S-2032
S-2032
S-2034
S-2036
TYP @ KNEE BRACE
S-2036
RE: PLANB/DECK
RE: PLANB/DECK
TYP @ KNEE BRACE
T/C = 22.5K
T/C = 22.8K
T/C = 45.9K
T/C
= 48.6K
T/C = 58.0K
T/C = 58.0K
WALL SUPPORT FRAMING,.RE: 2/S-503
EQEQ
RE: PLANRE: PLANRE: PLAN
LEVEL 1
100'-0"
LEVEL 2
115'-4"
3
4
HSS6x6x5/8
HSS6x6x5/8
HSS6x6x3/8HSS6x6x3/8
3'-6"3'-6"3'-6" 3'-6"
HSS5x5x3/8HSS5x5x3/8
HSS5x5x3/8HSS5x5x3/8
S-2032 S-203
2
S-2034 S-203
3
SIM
S-2036
S-2033
SIM
S-2034
S-2037
TYP @ KNEE BRACE
BENT, RE: 14/S-504
RE: PLANB/DECK
RE: PLANB/DECK
RE: PLANB/DECK
TYP @ KNEE BRACE
T/C = 13.4K
T/C = 23.4K
T/C = 13.7K
T/C = 25.1K
T/C = 99.1K
T/C = 43.2K T/C = 43.2K
T/C = 99.0K
PARAPET SUPPORT,.RE: 19/S-504
EQEQ
RE: PLANRE: PLANRE: PLAN RE: PLAN RE: PLAN
LEVEL 1
100'-0"
G
HSS4x4x1/2
S-2032
S-2033
RE: PLANB/DECK
T/C = 26.1K
RE: PLAN RE: PLAN
LEVEL 1
100'-0"
13
HSS4x4x1/2
S-2032
S-2033
RE: PLANB/DECK
SIM
T/C = 29.2K
RE: PLANRE: PLAN
LEVEL 1
100'-0"
11 12
2'-8" 6'-1 1/2" 12'-10 1/2" 24'-8 1/2"
CANOPY FRAMING,
HSS
16x8x5
/8
HSS12x8x5/8
HSS10x8x5/8
HSS
10x8x5
/8
HSS8x8x1/4
HSS8x8x1/4
RE: 1/S-102B
WINDOW OPENING, TYP. RE: ARCH
HSS16x8x5/8 BEYOND
8'-1"
4'-2"
9'-9"
11"
HSS10x8x5/8
RE: PLANB/DECK
S-2038
S-2038
OH
S-2038
BEYOND, EA BM
S-2039
TYP BM TO COL
10S-203
10S-203
SIM
10S-203
SIM
11S-203
11S-203
SIM
11S-203
NOTE: PROVIDE8" CFS THIS
WALL, RE: ARCH
S-2039
SIM
S-2039SIM
, OH
SIM
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:40
PM
S-202
BRACED FRAMEELEVATIONS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/4" = 1'-0"2 BRACED FRAME ELEVATION ALONG GRID 12.9
1/4" = 1'-0"1 BRACED FRAME ELEVATION ALONG GRID J
1/4" = 1'-0"4 BRACED FRAME ELEVATION ALONG GRID 5.5
1/4" = 1'-0"3 BRACED FRAME ELEVATION ALONG GRID E.2
1/4" = 1'-0"5 MOMENT FRAME ELEVATION AALONG GRID E
REVISION DATE
LEVEL 1
100'-0"
JKL
11'-5 1/8"
HSS6x6
x1/2
S-2036
S-2033
SIM
8'-6"
RE: PLANB/DECK
RE: PLANB/DECK
S-50423
19'-9 1/8" 19'-5"
HSS BRACE, RE: ELEVATION, SLOTTO ACCOMMODATE GUSSET ANDPROVIDE 3/4"H ERECTION BOLT
HSS COL, RE: PLAN
@3/8" SHEAR TAB W/ (5)3/4"H A325 BOLTS, @ TYPSHEAR TAB SPACING, RE: TYPDETAILS, TYP
1/4
1/4
WP
5/16 20
5/16 20TYP
TYP SHEAR CONN,RE: TYP DETAILS
STL BM, RE: PLAN
1/4 6
1/4 6NS&FS OFGUSSET,
TYP
AT SIM OMIT TOP ORBOTTOM CONNECTION,
RE: ELEVATION
[
[
[
[
1/2" GUSSETPLATE, TYP
1/2" TYP
NOTE: ALL NON ERRECTIONBOLTS TO BE A325 SCA
1'-0" MAX
HSS BRACE, RE: ELEVATION,SLOT TO ACCOMMODATEGUSSET AND PROVIDE3/4"H ERECTION BOLT
1/2" GUSSET PLATE
WP
5/16 30
5/16 30STL BM, RE: PLAN
1/4 6
1/4 6 NS&FS OFGUSSET
[
[ [
1'-0"
@3/8" STIFFENERPLATE NS/FS, RE:
TYP DETAILS
1"
WPSTL BM, RE: PLAN
[
[
HSS BRACE, RE: ELEVATION, SLOTTO ACCOMMODATE GUSSET ANDPROVIDE 3/4"H ERECTION BOLT
5/16 18
5/16 18 TYP, 24"AT SIM
1/4 6
1/4 6 NS&FS OFGUSSET,TYP
5/8" GUSSETPLATE, TYP
1'-0" M
AX
@3/8" STIFFENER PLATENS/FS CENTERED OVERGUSSET PLATE, RE: TYP
DETAILS
1"
BASE PLATE, RE: PLAN AND SCHEDULE
HSS COL, RE: PLAN HSS BRACE, RE:ELEVATION, SLOT TUBETO RECEIVE GUSSET W/(1) 3/4" ERECTIONBOLT
1/2" GUSSET PLATE
1/4 6
1/4 6NS&FS OFGUSSET
WP
3/8 27
3/8 27
1 1/2 NONSHRINK GROUT
[
[
1'-0" MAX
5/16 20
5/16 20
.
1 1/
2"4"
4"
1 1/
2"
(9) #5x24" A706 BARS ATCOLUMN AND (6) #5x24" A706
BARS AT REMAINING SECTION OFEMBED AS SHOWN. PROVIDE 90
DEG HOOKED END, TYP
TYP
1 1/2"4" 4" 10" 10"
@3/8" LAP PLATENS/FS
5/16 24
@1" EMBED PLATE,MATCH BASE PLATELENGTH. INCREASEEMBED WIDTH TOALLOW FOR LAPEPLATE WELDING
5/16
5/16
5/16 5
5/16 5
5/16
HSS COL, RE: PLAN
TYP SHEARCONN, RE: TYP
DETAILS
STL BEAM, RE:PLAN
@3/8"x6"x0'-6"TOP AND BOTTOM
CONNECTION PLATE
HSS BRACE, RE: ELEVATION, SLOTTO ACCOMMODATE GUSSET ANDPROVIDE 3/4"H ERECTION BOLT
HSS COL, RE: PLAN
@3/8" SHEAR TAB W/ (5)3/4"H A325 BOLTS, @ TYPSHEAR TAB SPACING, RE: TYPDETAILS, TYP
1/4
1/4
WP
5/16 40
5/16 40TYP
TYP SHEAR CONN,RE: TYP DETAILS
STL BM, RE: PLAN
1/4 6
1/4 6NS&FS OFGUSSET,
TYP
AT SIM OMIT TOP ORBOTTOM CONNECTION,
RE: ELEVATION
[
[
[
[
1/2" GUSSETPLATE, TYP
1/2" TYP
NOTE: ALL NON ERRECTIONBOLTS TO BE A325 SCA
1'-0" MAX
HSS BRACE, RE: ELEVATION, SLOTTO ACCOMMODATE GUSSET ANDPROVIDE 3/4"H ERECTION BOLT
HSS COL, RE: PLAN
@3/8" SHEAR TAB W/ (4)3/4"H A325 BOLTS, @ TYPSHEAR TAB SPACING, RE: TYPDETAILS, TYP
1/4
1/4
WP
5/16 12
5/16 12TYP
TYP SHEAR CONN,RE: TYP DETAILS
STL BM, RE: PLAN
1/4 6
1/4 6NS&FS OFGUSSET,
TYP
[
[
[
1/2" GUSSETPLATE, TYP
1/2" TYP
1'-0" MAXNOTE: ALL NON ERRECTIONBOLTS TO BE A325 SCA
RE: ELEVATIONT/BEAM
HSS FRAME COLUMN
RE: 5/S-202FOR MEMBER SIZES
HSS FRAME BEAM
5/16
(3/8)
(3/8)
1/2"
[
(3/8) 2
(3/8) 2
@3/8"x4"x0'-8"CONNECTION PLATE
L4x4x3/8x8" SEATANGLE
[
5/16AT SIM5/16
AT SIM
GRID
RE: PLANT/SLAB
GRADE BEAM, RE: PLANAND SCHEDULE
RE: 1/S-501FOR MORE INFORMATION
1" 4" 4"
HSS FRAME COLUMN, . ERRECTCOLUMN ONLY WHEN TOPCAN BE SECURED
RE: 5/S-202
5/16
@1/2"x9"x1'-4" EMBEDPLATE W/ (6) 3/4"Hx6"HAS AT 6" SPACING, AT
SIM USE @1/2"x9"x1'-10"EMBED PLATE W/ (8)3/4"Hx6" HAS AT 6"
SPACING
[
10 1/2"
CONT DECK EDGEANGLE, RE: PLAN
RE: PLAN 6"
3"6"
3"
HSS FRAMECOLUMN W/
@3/16" CAP PLATE
(2) @3/8" PLATES W/ (2)3/4"H A325 BOLTS W/ 1
1/2" VERTICAL SLOTTED HOLE,AT SIM PROVIDE (2)
CONNECTIONS TOTAL, (2) ATBEAM OR ONE AT BEAM AND
ONE AT COLUMN
1 1/2", TYP
WF BM, RE: PLAN
1/4
1/4TYP
AT SIM CONTINUECOLUMN PASTFRAMING
10"[[
KL
A, In
c.&
Str
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ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
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olo
rado
8
053
7
P:
(97
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66
7 2
426
F
: (9
70
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67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
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O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:43
PM
S-203
BRACED FRAMEELEVATIONS AND
DETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/4" = 1'-0"1 BRACE ELEVATION AT GRID 4.2
3/4" = 1'-0"3 BRACE TO STEEL BEAM CONNECTION
3/4" = 1'-0"4 CHEVRON CONNECTION
3/4" = 1'-0"6 KNEE BRACE CONNECTION
3/4" = 1'-0"2 BRACE TO STEEL COLUMN CONNECTION
3/4" = 1'-0"8 MOMENT CONNECTION AND MOMENT FRAME
3/4" = 1'-0"5 BRACE TO STEEL BEAM CONNECTION
3/4" = 1'-0"7 KNEE BRACE TO STEEL BEAM CONNECTION
3/4" = 1'-0"9
WALL FRAMING BEAM TO COLUMNCONNECTION
3/4" = 1'-0"10 WALL FRAMING COLUMN EMBED PLATE
3/4" = 1'-0"11 WALL FRAMING COLUMN TOP SUPPORT
REVISION DATE
4
F
13
H
APPROXIMATE CFSWALL PROFILE, RE:
ARCH
3 3/
4"
4'-8"
3'-9"
6'-11"
2'-0"2'-0"
2'-0"
7'-0"
3'-0 1/2"
3'-1 3/4"
3'-0 3/4"
5'-6 1/4"
3 7/
8" +
/-
2'-4
3/4" +
/-
1'-11 3
/8" +
/-
2'-3" +
/-
1'-5
1/2" +
/-
7 13/16" +/-
6" +
/-
100°
95.5°
71.93°
62.99°
69.45°
79.7°
100°
100°
2S-503
TYP OF (8)
POST SUPPORT ANGLES, TYP.RE: 2/S-503
69.7°
2
E
G
9
GB5
TYP
5'-0"
12" CIPSLAB
-6'-4"/-31'-4"P741 /0
-6'-4"/-31'-4"P735 /0
7S-501
8S-501
C2-6'-4"/-31'-4"P7 103 /0
-6'-4"/-31'-4"P7 85 /0
C2
3 1/
2"
HSS6x4x3/8 ASREQUIRED FOR
ELEVATOR RAILS, RE:ELEVATOR SUPPLIER
24"x24"x18" SUMP PUMP PIT TO BECOORDINATED WITH ELEVATOR SUPPLIER.STEP BM DOWN AT PIT, RE: TYP DETAILS
9S-501
10S-501
OMIT PIER CAPCORNER ATELEVATOR PIT
3'-6 7/8"
2 1/
2"2
1/2"
HSS6x4x3/8 ASREQUIRED FOR
ELEVATOR RAILS, RE:ELEVATOR SUPPLIER
6"1'-2"
1'-4"
7 1/4" 1'-2" 1'-2 3/4"
6"1'-2"
1'-4"
7 1/4" 1'-2" 1'-2 3/4"
RE: ELEVATOR SUPPLIER
13'-9" 8'-6 3/4"
3 1/
4"9'-10 1/2"
3 1/
2"11'-6
3/4"
1'-2"
E
13
3S-202
5S-202
D2
24S-504
1'-4"
3'-0
7/8"
2'-0"
110'-8 1/2"
B/DECK
9"9'-0"
1'-2"
2"1 3/
4"
1'-2 3/4"
10'-11"
10"
3"
SPACES
(12) EQUAL
3"
3'-2 7/8"
2'-1"
8'-10"1'-2 3/4"
1 1/4"
4"
4'-6 5/8"3"
3"4'-8
1/8"
3"
3 3/
4"
1'-2"
9'-4"
28S-505
8S-505
9S-505
18S-505
18S-505
TYP,
UNO
13S-505
13S-505
7S-505
TYP @ GIRT
20S-505
SIM
20S-505W14x22
HSS8x6x1/2
HSS4x4x1/2
L6x4x5/16 LLH
L6x4x5/16 LLH
SIM
17K
23S-505
24S-505
MOMENT CONN,.RE: 21/S-505
S-50526
HANGER, TYP OF (2),.RE: 27/S-505
6S-503
HSS6x6x1/2HSS6x6x1/2
HSS
6x4x
1/2
T/STL=
111'-3
1/4"
HSS6x4x1/2T/STL= 111'-3 1/4"
7S-503
7S-503
HSS
6x6x1/
2
HSS6x6x1/2
TYP @
GIRT
6S-503
HSS
8x6x1/
2
HSS8x6x5/8
HSS
8x6x5/
8
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
HSS
4x4x1/
2
24S-505
HSS
8x6x5/
8
24'-5 1/8"
HSS6x4x1/2 TYP
HSS
6x4x1/
2 TYP
THIS
WALL
WALL FRAMING, TYP,.RE: 5/S-202
WALL FRAMING, TYP,.RE: 5/S-202
10"
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:44
PM
S-401
ENLARGEDFRAMING PLANS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
1/4" = 1'-0"1 NORTH LIBRARY WALL FRAME PLAN
1/4" = 1'-0"2 ELEVATOR PIT FOUNDATION/FRAMING PLAN
1/4" = 1'-0"3 LMC CANOPY PLAN
REVISION DATE
GRID
RE: PLANT/SLAB
COMPOSITE SLAB, RE: PLAN
STL BEAM W/ TYP SHEARCONN, RE: PLAN AND TYPDETAILS
GRADE BEAM, RE: PLANAND SCHEDULE
6" CFS WALL, RE: TYPICALDETAILS AND COLD-FORMED
SUPPLIER
MASONRY VENEER W/TIES @ 16"OC EW TYP,
RE: ARCH
4" VOID, TYP
EMBED PLATE, RE: PLAN ANDTYP DETAILS, EXTEND TORECEIVE DECK EDGE ANGLE
NOTE: AT SIMFRAMING AND SLABROTATED 90\ RE: PLAN 6"
CONT L4x4x1/4 SLAB EDGEANGLE W/ 1/2"HX4" HAS @
24" OC
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
3/16 2-12
RE: PLANT/PIER
GRID
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
STL BEAM W/ TYPSHEAR CONN, RE:PLAN AND TYPDETAILS
GRADE BEAM, CONTINUEREINF THROUGH PIER CAP
FOR ADDITIONAL INFORMATIONRE: 1/S-501
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
PIER CAP, RE: PLAN AND PIERSCHEDULE. PROVIDE ADDITIONALSITRRUPS WHERE REQUIRED, RE:EMBED SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OFPIER REINF
STL COL AND BASEPLATE W/ 1 1/2"
NONSHRINK GROUT, RE:PLAN AND SCHEDULE
SLAB BLOCK-OUT ATCOLUMN, GROUT AFTERERECTION
RE: PLANT/PIER CAP
RE: PLAN 6" RE: PLAN
6" TYP
, UNO
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
(E) STRUCTURAL SLAB
(E) GRADE BEAM
RE: PLANT/SLAB
COMPOSITE SLAB, RE: PLAN
STL BM, RE: PLAN
2" EXPANSION JOINT, RE: ARCH
(E)GRID
RE: PLAN RE: PLAN
(E) CFS WALL, DEMO WHEREREQUIRED, RE: ARCH
GL
CONT L8x6x7/16 LLH SLABEDGE ANGLE W/ 1/2"HX6"HAS @ 24" OC
(E) STRUCTURAL SLAB
(E) GRADE BEAM
RE: PLANT/SLAB
COMPOSITE SLAB, RE: PLAN
STL BM, RE: PLAN
2" EXPANSION JOINT, RE: ARCH
(E)GRID
(E) CFS WALL, DEMO WHEREREQUIRED, RE: ARCH
(E) MASONRY VENEER, DEMOWHERE REQUIRED, RE: ARCH CONT L6x6x5/16 SLAB EDGE
ANGLE W/ 1/2"Hx6" HAS @24" OC, PROVIDE L8x6x7/16LLH AT SIM
GL
RE: PLAN RE: PLAN
(E) STRUCTURAL SLAB
(E) GRADE BEAM
RE: PLANT/SLAB
COMPOSITE SLAB, RE: PLAN
STL BM, RE: PLAN
2" EXPANSION JOINT, RE: ARCH
(E)GRID
(E) CMU WALL, DEMO WHEREREQUIRED, RE: ARCH
(E) MASONRY VENEER, DEMOWHERE REQUIRED, RE: ARCH
GL
CONT L6x6x5/16 SLAB EDGEANGLE W/ 1/2"Hx6" HAS @24" OC, PROVIDE L8x6x7/16LLH AT SIM
RE: PLAN RE: PLAN
GRID
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
STL BEAM W/ TYPSHEAR CONN, RE:PLAN AND TYPDETAILS
GRADE BEAM, CONTINUEREINF THROUGH PIER CAP
FOR ADDITIONAL INFORMATIONRE: 1/S-501
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
PIER CAP, RE: PLAN AND PIERSCHEDULE. PROVIDE ADDITIONALSITRRUPS WHERE REQUIRED,RE: EMBED SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OFPIER REINF
RE: PLAN 6" RE: PLAN
SLAB POUR OVER
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
STL BEAM W/ TYPSHEAR CONN WHEREOCCURS, RE: PLANAND TYP DETAILS
GRADE BEAM,RE: PLAN
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OF
PIER REINF
RE: PL
AN
CIP SLAB, RE: PLAN,REINF W/ #5@12"OC EWBOT, HOOK AT GRADEBEAM. PROVIDE FORMSAVERS FOR DOWELS ATCONTRACTOR OPTION
4" VOID
SDI POURSTOP
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
STL BEAM W/ TYPSHEAR CONN WHEREOCCURS, RE: PLANAND TYP DETAILS
GRADE BEAM,RE: PLAN.CONTINUEREINFTHROUGHPIER CAP
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OF
PIER REINF
RE: PL
AN
CIP SLAB, RE:PLAN AND
4" VOID
STL COL AND BASEPLATE W/ 1 1/2"NONSHRINK GROUT, RE:PLAN AND SCHEDULE
SLAB BLOCK-OUT ATCOLUMN, GROUT AFTER
ERECTION
36" WIDE x36" LONGPILASTER, REINF W/(8) #5 VERT BARS,
(3)#4 TIES AT T&B OFCAP @ 3"OC AND #4
@12"OC BALANCE
7/S-501
[
RE: PLAN RE: PLAN RE: PLAN
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
STL BM, RE: PLAN
GRADE BEAM,RE: PLAN
FOR MORE INFORMATIONRE: 7/S-501
4" 4" 4"
@3/8"x12"x2-0"EMBED PLATE W/ (8)3/4" x6" HAS @4"SPACING, FINALPLATE SIZE ANDLOCATION TO BECOORDIANTED WITHELEVATOR SUPPLIER
[
HSS COL, RE: PLAN
5/16
RE: PLAN
SLAB BLOCK-OUT ATCOLUMN, GROUT AFTERERECTION
GRADE BEAM, RE: PLAN,EXTEND DEPTH TO MATCHGRADE BEAM PIT DEPTH.Re: ELEVATOR SUPPLIER
CIP SLABBEYOND, RE:PLAN
4" VOID, TYP
CIP SLAB, RE:PLAN
8" CIP INTERIORWALL, REINF W/#5@12"OC EWCENTERED
NOTE: SUMP PUMP PITDIMENSIONS AND DEPTH TOBE COORDINATED WITHELEVATOR SUPPLIER
GALVANIZED LL3x3x1/4CONT LEDGER ANGLE W/
5/8"H X 4 3/4"EXPANSION ANCHORS @24"OC, TYP (4) SIDES
1 1/2"x3/16" GALVANIZEDBAR GRATING OVER SUMPPUMP PIT, T/GRATING =
T/SLAB
CIP SLAB, RE:PLAN AND 7/S-501
RE: PLAN RE: ELEVATOR SUPPLIER
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
WIDE FLANGE BEAM,RE: PLAN
RE: PLANT/PIERDRILLED PIER, RE: PLAN
AND SCHEDULE
3/4"Hx9" GR 55ANCHOR BOLTS AND 1
1/2" NONSHRINK GROUT
[
HSS COL W/@3/4"x9"x0'-9" BASEPLATE W/ (4) 3/4"H
A325 BOLTS, RE: PLAN
STIFFENER PLATE, RE:TYP DETAILS
1 1/2" , TYP
GRID
RE: PLANT/SLAB
GRADE BEAM BEYOND,RE: PLAN ANDSCHEDULE, CONTINUEREINF THROUGHPILASTER
6" CFS WALL, RE:TYPICAL DETAILS ANDCOLD-FORMED SUPPLIER
MASONRY VENEERBEYOND, RE: ARCH
4" VOID, TYP
RE: PLAN RE: PLAN
NOTE: AT SIMROTATE FRAMINGAND SLAB 90\
6"
FOR ADDITIONAL INFORMATIONRE: 1/S-501
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
CIP PILASTER, MATCH GRADEBEAM DEPTH, RE: PLAN
(3) #5 CLOSED STIRRUPS
#5@12"OC EF EW, TYP, UNO
MASONRY VENEER, RE:ARCH
6" CFS WALL, RE: TYPDETAILS AND COLD-FORMED SUPPLIER
GRID
RE: PLANT/SLAB
GRADE BEAM, RE: PLANAND SCHEDULE
RE: 1/S-501FOR ADDITIONAL INFORMATION
1" 4" 4"
HSS5x5x1/2, ERRECTCOLUMN ONLY WHENTOP CAN BE SECURED
5/16
@1/2"x9"x1'-4" EMBEDPLATE W/ (6) 3/4"Hx6"
HAS AT 6" SPACING
[
9"
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
RE: PLAN 6"
[
RE: CIVILT/GRADE
4" VOID, TYP
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
PIER CAP, RE: PLAN,REINF W/ #6 CLOSED
TIES EF EW. SPACEHORIZONTAL SIDEBARS @6"OC, ALL
OTHER BARS @12"OC
HOOKED DOWELS, MATCHSIZE AND SPACING OFPIER REINF
1'-6"
GRADE BEAM, RE: PLAN ANDSCHEDULE, CONTINUE REINF
THROUGH PIER CAP,PROVIDE CHAMFER, RE: ARCH
COLUMN BLOCKOUT BEYOND
GRADE BEAM STEM, REINF WITH#5 VERT "U" BARS AT 12"OCAND #5 HORIZ BARS T&B EAFACE
RE: CIVIL
T/(E)CURB=T/BM
(E) CURB AND PAVING
RE: PLAN RE: PLAN RE: PLAN
4" VOID, TYP
GRADE BEAM STEM,RE: 14/S-501
GRADE BEAM,RE: 14/S-501
HSS COL AND BASE PLATE W/1 1/2" NON-SHRINK GROUT,
RE: PLAN AND SCHEDULE
12"x14"x14" COLBLOCKOUT, GROUT SOLID
AFTER ERECTION
RE: PLAN, VIFT/GRADE BM
1'-0"
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:48
PM
S-501
FOUNDATIONDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"1 GRADE BEAM AT PERIMETER
3/4" = 1'-0"2 PIER CAP AND DRILLED PIER AT PERIMETER WITH COLUMN
3/4" = 1'-0"4 SLAB AT (E) GRADE BEAM
3/4" = 1'-0"5 SLAB AT (E) GRADE BEAM WITH BRICK VENEER
3/4" = 1'-0"6 SLAB AT (E) GRADE BEAM WITH CMU
3/4" = 1'-0"3 PIER CAP AND DRILLED PIER AT PERIMETER
3/4" = 1'-0"7 ELEVATOR PIT
3/4" = 1'-0"8 ELEVATOR PIT PILASTER
3/4" = 1'-0"9 ELEVATOR PIT RAIL SUPPORT
3/4" = 1'-0"10 ELEVATOR PIT SUMP PUMP
3/4" = 1'-0"11 DRILLED PIER AT CANTILEVER BEAM
3/4" = 1'-0"12 EXTERIOR PILSTER AT GRADE BEAM
3/4" = 1'-0"13 CANOPY COLUMN EMBED PLATE CONNECTION
3/4" = 1'-0"14 ENTRY CANOPY GRADE BEAM AT DRILLED PIER NORTH
3/4" = 1'-0"15 ENTRY CANOPY COLUMN AT NORTH GRADE BEAM
REVISION DATE
4" VOID, TYP
GRADE BEAM, RE: PLAN
HSS COL AND BASEPLATE, RE: PLAN AND
SCHEDULE
12"x14"x14" COLPILASTER, PROVIDE (4) #
4 VERT CORNER BARSAND (3) #4 CLOSED TIESAFTER COLUMN ERECTION,
AT SIM OMIT PILASTER
RE: PLAN, VIFT/GRADE BM
1'-0" TYP
, UNO
HSS2x1x3/16 METAL SLATWHERE OCCURS, RE: ARCH FORLOCATION AND SPACING,PROVIDE 3/16" END CAP EAEND
(1/8)
(1/8)
GRID
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
WIDE FLANGE BEAM W/TYP SHEAR CONN, RE:PLAN AND TYP DETAILS
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
PIER CAP, RE: PLANAND PIER SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OFPIER REINF
STL COL AND BASEPLATE W/ 1 1/2"
NONSHRINK GROUT, RE:PLAN AND SCHEDULE
SLAB BLOCK-OUT ATCOLUMN, GROUT AFTERERECTION
RE: PLANT/PIER CAP
6" TYP
, UNO
EMBED PLATE, RE:PLAN AND TYP
DETAILS, EXTENDEDPLATE AND EXTRA HASPER TYP DETAIL NOTES
GRID
RE: PLANT/SLAB
COMPOSITE SLAB,RE: PLAN
WIDE FLANGE BEAM W/TYP SHEAR CONN, RE:PLAN AND TYP DETAILS
RE: PLANT/PIER
DRILLED PIER, RE: PLANAND SCHEDULE
PIER CAP, RE: PLANAND PIER SCHEDULE
HOOKED DOWELS, MATCHSIZE AND SPACING OFPIER REINF
STL COL AND BASEPLATE W/ 1 1/2"
NONSHRINK GROUT, RE:PLAN AND SCHEDULE
SLAB BLOCK-OUT ATCOLUMN, GROUT AFTERERECTION
RE: PLANT/PIER CAP
6" TYP
, UNO
EMBED PLATE, RE: PLAN AND TYPDETAILS, EXTENDED PLATE ANDEXTRA HAS PER TYP DETAILNOTES
GRADE BEAM, RE: PLAN.CONTINUE REINF INTO PIER
CAP AND HOOK ENDS
GRID
RE: PLANT/SLAB
COMPOSITE SLAB, RE: PLAN
STL BEAM W/ TYP SHEARCONN, RE: PLAN AND TYPDETAILS
GRADE BEAM, RE: PLANAND SCHEDULE
STOREFRONT, RE: ARCH
4" VOID, TYP
EMBED PLATE, RE: PLAN ANDTYP DETAILS
NOTE: AT SIMFRAMING AND SLABROTATED 90\
3'-6" MAX 1'-8"
PERIMETER DRAIN WHEREOCCURS, RE: CIVIL
RE: PLANT/PIER
FOR ADDITIONAL INFORMATIONRE: 1/S-501
2"
POUROVER SLAB, RE: PLAN,REINF FOR #5@9"OCTRANSVERSE W/ 36" EMBEDMENTINTO COMPOSITE SLAB W/ #4@18"OC LATERAL
#5 BENT DOWELS @ 18"OC W/ 24" LEGS
(E) GRADE BEAM
1'-0"
[ [
(5/16)
(5/16)
1/4
1/4HSS4x4x1/2 COL,
RE: PLAN. SUPPORTCOLUMN UNTIL ALLBEAMS AT PARTIONWALL FRAME HAVE
BEEN ERECTED
KNEE BRACE AT SIM
(E) NON-COMP SLAB
5/16
@3/4"x6"x0'-10" BASEPLATE W/ (2) 3/4"Hx6
1/4" AT 7" SPACINGEMBEDMENT HILTI HUS EZ
KL
A, In
c.&
Str
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eers
and B
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42
1 E
. 4
th S
tree
t
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(97
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F
: (9
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Buf
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Den
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○ G
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Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:50
PM
S-502
FOUNDATIONDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"1 ENTRY CANOPY COLUMN AT EAST GRADE BEAM
REVISION DATE
3/4" = 1'-0"2 INTERIOR DILLED PIER
3/4" = 1'-0"3 INTERIOR DILLED PIER AT BRACE
3/4" = 1'-0"4 GRADE BEAM AT STOREFRONT
3/4" = 1'-0"5 (E) GRADE BEAM AT PARTITION WALL
SLIP CLIP, RE: TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS
CONT SLAB EDGE ANGLE W/1/2"HX4" HAS @ 24" OC.RE: PLAN
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
1" RE: PLAN
1/4 2-12
RE: PLAN
T/SLAB
NOTE:DECK ROTATED90\ AT SIM
GRID
HSS5x5x3/8 POST, RE:PLAN FOR LOCATION, RE:ARCH FOR HEIGHT
RE: PLANT/SLAB
STL BEAM, RE: PLAN
@1/4" GUSSET PLATE, CLIPCORNER TO CLEAR K ASREQUIRED
L4x4x1/2 SUPPORT ANGLEEACH SIDE OF HSS T&B -(4) TOTAL EA HSS
1/4 1 3/4
1/4 1 3/4TYP OF
(4)SUPPORTANGLES
(1) L4x4x1/2 KICKER PERHSS, ERECT WITHIN 9" OFSUPPORT ANGLE
(3/16) 2
(3/16) 2TYP OF
(4)SUPPORTANGLES
1/4 2
1/4 2TYPGUSSET TO
BM
1/4 2TYPKICKER TO
GUSSET
6" CFS WALL, RE:TYPICAL DETAILS
CONT SLAB EDGE ANGLE
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
RE: PLAN
T/SLAB
FOR MORE INFORMATIONRE: 1/S-503
3"
[
[ STL BEAM, RE: PLAN
HANGER RODS, RE: WALLSUPPLIER FOR LOCATIONAND SIZE
BRACKET, RE: WALLSUPPLIER
HANGING PARTITION WALL,RE: ARCH AND WALLSUPPLIER. COORDINATEHANGER ROD SIZE ANDLAYOUT W/ MANUFACTURER
CANOPY FRAMING, RE: PLAN
[STOREFRONT, RE:
ARCH
109'-11 1/4"T/GIRT
114'-10 7/8"T/GIRT
WF STAIR BM, RE:PLAN, COORDIANTION
ELEVATION WITH STAIRDESIGNER
HSS6x4x1/2 WIND GIRT TYP, FOR CONNECTION TOCOLUMNRE: 6/S-503
GRID
RE: PLAN RE: PLAN
FOR ADDITIONAL INFORMATIONRE: 28/S-505
[[
HSS COL, RE: PLAN
STOREFRONT,RE: ARCH
WIND GIRT, RE:PLAN
RE: 5/S-503TYP (2) BOLT SHEAR TABCONN, RE: TYP DETAILS
RE: PLAN
FOR ADDITIONAL INFORMATIONAND 7/S-503
CANOPY FRAMING, RE: PLAN AND
[
STOREFRONT, RE:ARCH
111'-9 1/2"T/GIRT
118'-5 1/4"T/GIRT
HSS6x4x1/2 WIND GIRT TYP, FOR CONNECTION TOCOLUMNRE: 6/S-503
4" CFS WALL, RE: TYPDETAILS AND ARCH
110'-6"T/GIRT
[
HSS6x4x1/2 WIND GIRT, FOR CONNECTION TOCANOPY FRAMINGRE: 9/S-505
9/S-505
GRID
RE: PLAN RE: PLAN
FOR ADDITIONAL INFORMATIONRE: 28/S-505
3"6"
3"
HSS COLUMN AS REQUIREDBY ELEVATOR SUPPLIER, RE:
PLAN
(2) @3/8" PLATES W/ (2)3/4"H A325 BOLTS W/ 1
1/2" VERTICAL SLOTTED HOLE
1 1/2", TYP
WF BM, RE: PLAN
1/4
1/4TYP
[
CFS WALL WITH DELFECTIONTRACK, RE: TYPICAL DETAILS
AND ARCH
CONT SLAB EDGE ANGLE W/1/2"HX4" HAS @ 24" OC
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
RE: PLAN RE: PLAN
1/4 2-12
RE: PLAN
T/SLAB
NOTE:DECK ROTATES90\ AT SIM
GRID
CFS WALL WITH DELFECTIONTRACK, RE: TYPICAL DETAILS
AND ARCH
[
HSS COL, RE: PLAN
STL BM W/ FULL DEPTH@1/2" STIFFENER PLATENS/FS, RE: PLAN
@3/4" CAP PLATE W/(4) 3/4"H A325 BOLTSAT 5 1/2" GA
1 1/2", TYP 1 1/2", TYP
5/16
HSS COL, RE: PLAN
STL BM W/ TYP SHEARCONN, RE: PLAN
CAP PLATE, EXTENDWHERE REQUIRED FOR
BOTTOM WELD
FOR ADDITIONAL INFORMATIONRE: 10/S-503
STL BM, RE: PLAN
@1/2"x4" TOP PLATE
1/4 4
1/4 4 TYP EAEND
1/4 4
1/4 4
(E) STL BM, RE: PLAN
STL BM, RE: PLAN.COPE BOTTOM FLANGE ASREQUIRED, CLIP TOP FLANGEAND GRIND SMOOTH TO ALLOWFOR SHEAR TAB CONNECTION
TYP (2) BOLT SHEARTAB, RE: TYP DETAILS
STL BM W/ FULL DEPTHSHEAR TAB CONNBEYOND, RE: PLAN
STL BM W/ FULL DEPTHSTIFFENERS, RE: PLAN AND
TYP DETAILS
[
[
1 1/2", TYP 1 1/2", TYP
5/16
@3/4" CAP PLATE W/(4) 3/4"H A325 BOLTSAT 5 1/2" GA
HSS4x4x1/2 KNEE BRACE
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:53
PM
S-503
FLOOR FRAMINGDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"1 SLAB EDGE WITH BYPASS STUD
3/4" = 1'-0"2 LIBRARY NORTH WALL SUPPORT FRAMING
3/4" = 1'-0"3 SLAB EDGE AT INFILL FRAMING
3/4" = 1'-0"4 HANGING PARTITION CONNECTION
3/4" = 1'-0"5 STOREFRONT WIND GIRTS AT 2ND LEVEL
3/4" = 1'-0"6 WIND GIRT CONNECTION
3/4" = 1'-0"7 STOREFRONT WIND GIRTS AT LMC
3/4" = 1'-0"8 SLIP CONNECTION AT ELEVATOR RAILS
REVISION DATE
3/4" = 1'-0"9 STAIR EDGE OF SLAB
3/4" = 1'-0"10
OPERABLE PARTITION WALLCONNECTION AT COLUMN
3/4" = 1'-0"11
OPERABLE PARTITION WALLCONNECTION AT COLUMN AND BEAM
3/4" = 1'-0"12 (N) PARTITION WALL BEAM AT (E) BEAM
3/4" = 1'-0"13 KNEE BRACE AT PARTITION WALL
CONT L6x4x5/16 LLHDECK EDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
(1/8) 2-12
ANGLE TOHSS
1" RE: PLAN
GRID
SLIP CLIP, RE:TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
RE: ARCH
T/PARAPET
ROOF DECK, RE: PLAN
HSS2 1/2x21/2x3/16x3'-0"BTWN STL JOISTS
(1/8) 2-12
(1/8) 2-12
CONT DECK EDGEANGLE, RE: PLAN
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16 2-12
1" RE: PLAN
GRID
SLIP CLIP, RE:TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMEDSUPPLIER
RE: ARCH
T/PARAPET
ROOF DECK, RE: PLAN
CONT L6x4x5/16 LLHDECK EDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16TO JOIST
1" RE: PLAN
GRID
SLIP CLIP, RE:TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
RE: ARCH
T/PARAPET
ROOK DECK, RE: PLAN
HSS2 1/2x2 1/2x3/16BTWN STL JOISTS
(1/8) 2-12
(1/8) 2-12
CONT L6x4x1/4 LLH DECK EDGEANGLE, AT CANTILEVER ATCORNER PROVIDE MIN BACKSPANOF 12'-0"
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16
ANGLE TOEA JOIST
GRID
DEFLECTION TRACK,RE: TYPICAL DTLS
6" CFS WALL, RE: TYPICALDETAILS AND COLD-FORMED
SUPPLIER. AT SIM CFS STOPSAT UNDERSIDE OF ROOF
DECK, RE: ARCH
ROOK DECK, RE: PLAN
RE: PLAN
R-TYPE TOP CHORDEXTENSION, MAX
DEFLECTION = L/120
(1/8) 2-12
(1/8) 2-12
HSS2 1/2x2 1/2x3/16x4'-0"
CONT L6x4x1/4 LLHDECK EDGE ANGLE, ATCANTILEVER AT CORNERPROVIDE MIN BACKSPANOF 12'-0"
STL BM, RE: PLAN
RE: PLAN
B/DECK
3/16
ANGLE TOJOIST
GRID
DEFLECTION TRACK,RE: TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
ROOF DECK, RE: PLAN
RE: PLAN
2.5K JOIST, RE:PLAN, MAX
DEFLECTION = L/120
STL BM OR JOIST,RE: PLAN
STL BM, RE: PLAN
RE: PLAN
B/DECK
GRID
6" CFS WALL, RE: TYPICALDETAILS AND COLD-FORMED
SUPPLIER. AT SIM CFSSTOPS AT UNDERSIDE OFROOF DECK, RE: ARCH
ROOF DECK, RE: PLAN
RE: PLAN
CONT HSS AT DROPPEDBEAM, RE: PLAN, SPACEBETWEEN JOIST WHERE
OCCURS
FOR ADDITIONAL INFORMATIONRE: 4/S-504
(1/8) 2-12
(1/8) 2-12
STL JOIST, RE: PLAN,OMIT AT SIM
6" CFS WALL, RE: TYPICALDETAILS AND COLD-FORMED SUPPLIER
@3/8"x6" CONT BENT PLATE,RE: PLAN
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
RE: PLAN
T/SLAB
FOR ADDITIONAL INFORMATIONRE: 1/S-503
ROOF DECK, RE: PLAN
RE: PLANB/DECK
CONT L4x4x1/4 DECKEDGE ANGLE
3/16 2-12
3/16 2-12
1'-2". 2"
2"
#5x36" A706 SLAB EDGESUPPORT @12"OC
WALL FINISH, RE: ARCH
ROOF FINISH, RE: ARCH
ROOF DECK, RE: PLAN
RE: PLANB/DECK
STL BM AND ROOF DECK,
6" CFS WALL, RE: TYPICALDETAILS AND COLD-FORMED
SUPPLIER
HSS2 1/2x2 1/2x1/4
CONT L6x4x5/16 DECKEDGE ANGLE
RE: 1/S-504
(1/8) 2-12
(1/8) 2-12
SLIPCLIP, RE: TYPICAL DETAILS
[[RE: PLAN RE: PLAN RE: PLAN
3/16 2-12TYP
ROOF DECK, RE: PLAN
RE: PLANB/DECK
STL BM, ROOF DECK, ANDCFS WALL, .OMIT HSS PARAPETSUPPORT
6" CFS WALL, RE:TYPICAL DETAILS ANDCOLD-FORMEDSUPPLIER
CONT L6x4x5/16 DECKEDGE ANGLE, INSTALLTO ALLOW VERT LEG
TO CLEAR CFS
INTERIOR CFS WALL
RE: PLANB/DECK
RE: 19/S-504
6" CFS WALL, RE:TYPICAL DETAILS ANDCOLD-FORMED SUPPLIER
L6x6x5/16 SLAB EDGEANGLE BETWEEN JOISTS
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
RE: PLAN
T/SLAB
FOR ADDITIONAL INFORMATIONRE: 1/S-503
ROOF DECK, RE: PLAN
RE: PLANB/DECK
CONT L3x3x1/4 DECKEDGE ANGLE
3/16 2-12
3/16 2-6ANGLE TOANGLE
STL JOIST, RE: PLAN
3"
[
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
CONT SLAB EDGE ANGLE
COMP SLAB, RE: PLAN
STL BM, RE: PLAN
RE: PLAN
T/SLAB
FOR ADDITIONAL INFORMATIONRE: 1/S-503
ROOF DECK, RE: PLAN
RE: PLANB/DECK
CONT L4x4x1/4 DECKEDGE ANGLE
3/16 2-12
3/16 2-6
#4@18"OC x 36" CENTERED
6"
CONT L4x4x1/4 DECKEDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16TO JOIST
3"
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
ROOK DECK, RE: PLAN
HSS2 1/2x2 1/2x1/4BTWN STL JOISTS
(1/8) 2-12
(1/8) 2-12
[
CONT L4x4x1/4 DECKEDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
3/16 2-12
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
ROOF DECK, RE: PLAN
[
3"
BENT WIDE FLANGE ORCHANNEL, RE: PLAN
CJP
CONT @3/8" BENT PLATEDECK EDGE W/ 4" VERT LEG
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
(1/8) 2-12
(1/8) 2-12
GRID
ROOF DECK, RE: PLAN
[
RE: PLAN RE: PLAN
2" EXPANSION JOINT
HSS2 1/2x2 1/2x1/4
(E) ROOF BM
(E) ROOF DECKAND EDGE ANGLE
L2x2x1/4@48"OC,
FOR KICKER ATTACHMENTRE: 19/S-504
CONT L6x4x5/16 DECK EDGEANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16 2-12
GRID
ROOF DECK, RE: PLAN
[
RE: PLAN RE: PLAN
2" EXPANSION JOINT, RE: ARCH
(E) ROOF BM
(E) ROOF DECKAND EDGE ANGLE
CONT L6x4x5/16 DECK EDGEANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
GRID
ROOF DECK, RE: PLAN
[
RE: PLAN RE: PLAN
2" EXPANSION JOINT, RE: ARCH
1/4
ANGLE TOJOIST
(E) ROOF BM
(E) ROOF DECKAND EDGE ANGLE
HSS2 1/2x21/2x3/16x3'-0" BTWN
STL JOISTS
(1/8) 2-12
(1/8) 2-12
CONT L4x4x1/4 DECKEDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
1/4 2-12
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
ROOF DECK, RE: PLAN
[
6"
CONT L6x4x5/16 LLH DECK EDGEANGLE, CLIP HORIZ LEG AT HSS
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
3/16 2-12
3/16 2-12
GRID
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMED SUPPLIER
RE: ARCH, 3'-0"MAX
T/PARAPET
ROOF DECK, RE: PLAN
RE: PLAN
HSS3x3x1/4 PARAPETSUPPORT @ 8'-0"OC MAX
1/4
HSS TOANGLE
L3x3x1/4 KICKER @ EA HSS W/@3/8" GUSSET PLATE EA END
3/16 3
ANGLE TOGUSSET
3/16
GUSSET TOBM/JOIST
ROOF BEAM, RE:PLAN
STL JOIST, RE: PLAN
ROOF DECK, RE: PLAN
@3/8" GUSSETPLATE
3/16 2
3/16 2
3/16
3/16
3/16 2
3/16 2
L4x4x1/4 KICKER, RE:PLAN. ATTACH TO JOISTFIRST TOP PANEL POINT
HSS2 1/2x2 1/2x3/16
RE: PLANB/DECK
[
STL BM, RE: PLAN
RE: PLAN
B/DECK
STL JOIST OR BM, RE: PLAN
GRID
ROOK DECK, RE: PLAN
HSS2 1/2x2 1/2x1/4BTWN STL JOISTS
(3/16) 2-12
(3/16) 2-12
(E) W14x22ROOF BEAM
(E) 12K1 JOIST
(E) ROOF DECK
@3/8" GUSSETPLATE
3/16 2
3/16 2
3/16
3/16
3/16 2
3/16 2
KICKER AT JOIST CLOSESTTO (E) HSS COLUMN, RE:PLAN. ATTACH TO JOISTFIRST TOP PANEL POINT
HSS3 1/2x21/2x1/4 DECKSUPPORT ATBEAM BREAK
ROOF DECK,TYP, RE: PLAN
S-50414
(3/16) 3
(3/16) 3 TYP EAEND
HSS4x4x1/4
TYP DECK EDGEANGLE, RE: PLAN
STL ROOF BEAM,TYP, RE: PLAN
1/4
STL BEAM, RE: PLAN
@3/8" THROUGH-PLATE SHEARCONNECTION, MATCH TYP SHEARCONNECTION PLATE SIZE AND BOLTSIZE AND SPACING, RE: TYPDETAILS
1/4
1/4TYP
HSS COL W/3/16" CAP PLATE,
RE: PLAN
.
1/4
1/4TYP
RE: PLANB/DECK
2 1/
2" TYP
, UNO
NOTE: ALL BOLTS TO BEA325 SCA THIS CONNECTION
STL BEAM, RE: PLAN
@3/8" THROUGH-PLATE SHEARCONNECTION, MATCH TYPSHEAR CONNECTION PLATE SIZEAND BOLT SIZE AND SPACING,RE: TYP DETAILS
1/4
1/4TYP
HSS COL W/3/16" CAP PLATE,
RE: PLAN
.
1/4
1/4TYP
1/4
1/4TYP
NOTE: ALL BOLTS TO BEA325 SCA THIS CONNECTION
CONT L6x4x5/16 LLHDECK EDGE ANGLE
STL BM, RE: PLAN
RE: PLAN
B/DECK
1/4
ANGLE TOJOIST
DEFLECTION TRACK,RE: TYPICAL DTLS
6" CFS WALL, RE:TYPICAL DETAILS AND
COLD-FORMEDSUPPLIER
ROOF DECK, RE: PLAN
2.5K JOIST, RE:PLAN, MAXDEFLECTION = L/120
STL BM, RE: PLAN
[
VARIES
, RE
: PL
AN
3"
CONT L4x4x1/4 LLHDECK EDGE ANGLE
3/16 2-12
3/16 2-12
3/16 2-12
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:12
:57
PM
S-504
ROOF FRAMINGDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"1 ROOF DECK EDGE WITH BYPASS STUD
3/4" = 1'-0"2 ROOF DECK EDGE WITH BYPASS STUD
3/4" = 1'-0"3
ROOF DECK EDGE WITH BYPASS STUDAT BRACED FRAME
3/4" = 1'-0"4
ROOF DECK EDGE WITH TOP CHORDEXTENSION
3/4" = 1'-0"5 ROOF DECK EDGE WITH SHALLOW JOIST
3/4" = 1'-0"6 ROOF DECK AT HSS EXTENSION
3/4" = 1'-0"7 LOW ROOF DECK AT BUILDING
3/4" = 1'-0"8
LIBRARY ROOF AT BULIDING WITHBYPASS FRAMING
3/4" = 1'-0"9 LIBRARY ROOF AT BRACED FRAME
3/4" = 1'-0"10 LOW ROOF DECK AT BUILDING
3/4" = 1'-0"11 LOW ROOF DECK AT BUILDING
3/4" = 1'-0"12 ROOF DECK EDGE AT COLLECTOR
3/4" = 1'-0"13 ROOF DECK EDGE AT INFILL FRAMING
3/4" = 1'-0"14 BENT BEAM DETAIL
3/4" = 1'-0"15 ROOF DECK EDGE AT EXPANSION JOINT
3/4" = 1'-0"16 ROOF DECK EDGE AT EXPANSION JOINT
3/4" = 1'-0"17 ROOF DECK EDGE AT EXPANSION JOINT
3/4" = 1'-0"18 ROOF DECK EDGE AT INFILL FRAMING
3/4" = 1'-0"19
ROOF DECK EDGE AT PARAPET WITHINFILL FRAMING
3/4" = 1'-0"20 ROOF BEAM KICKER AT BRACED FRAME
3/4" = 1'-0"21 ROOF DECK AT INTERIOR COLLECTOR
3/4" = 1'-0"22 ROOF BEAM KICKER AT (E) RTU
3/4" = 1'-0"23 BENT BEAM AT GRID 4.2 ROOF
3/4" = 1'-0"24 COLLECTOR DRAG BEAM CONNECTION
3/4" = 1'-0"25 COLLECTOR DRAG BEAM CONNECTION
3/4" = 1'-0"26 ROOF DECK EDGE AT DECK STEP
REVISION DATE
[
(3/8) 4-12
(3/8) 4-12
[RE: ARCH
ROOF DECK, RE: PLAN
6" CFS WALL W/DEFLECTION CLIP, RE: TYP
DETAILS
CONT L4x4x1/4DECK EDGE ANGLE@3/8"x10" CONT PLATE
3/16 2-12
3/16 2-12
HSS BEAM, RE: PLAN
MASONRY VENEER W/TIES @ 16"OC EW TYP,
RE: ARCH
RE: PLANB/DECK
GRID
RE: PLAN
[
(3/8) 2-6
(3/8) 2-6
RE: PLANROOF DECK, RE: PLAN
6" CFS WALL W/DEFLECTION TRACK, RE:
TYP DETAILS
@3/8" CONTINUOUS BENTPLATE W/ 4" VERT LEG
MASONRY VENEER, RE:ARCH
HSS BEAM, RE: PLAN
RE: PLANB/DECK
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
HSS BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L8x4x7/16DECK EDGE ANGLE
1/4 2-12
[
7 1/4" TYP, UNO
HSS BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L8x4x7/16DECK EDGE ANGLE
1/4 2-12
[
7 1/4" TYP, UNO
RE: PLANB/DECK
HSS BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L8x4x7/16DECK EDGE ANGLE
1/4 2-12
[
7 1/4" TYP, UNO
RE: PLANB/DECK
HSS BEAM, RE: PLAN
CFS CEILING FRAMING
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L8x4x7/16DECK EDGE ANGLE
1/4 2-12
[
7 1/4" TYP, UNO
(3/16) 2-12
RE: PLANB/DECK
5/16
[
(3/8)
(3/8)
HSS BEAM, RE: PLANHSS2x1x3/16 TRELLISBEAM, TYP, RE: ARCH
(1/8) 2-12
(1/8) 2-12TYP
[
RE: ARCHCONT L4x4x1/4 DECKEDGE ANGLE
ROOF DECK, RE: PLAN
3/16
3/16
RE: PLANCFS SOFFIT FRAMING, RE:ARCH AND COLD-FORMED
SUPPLIER
RE: PLANB/DECK
HSS BEAM,RE: PLAN
ROOF DECK, RE: PLAN
CONTL8x4x7/16DECK EDGE
ANGLE
1/4 2-12
[
(3/8)
(3/8)
5/16
5/16ABOVE ANDBELOWERECTIONANGLE
L4x4x1/4x3" ERECTIONANGLE NS/FS W/ (1)3/4"H A307 BOLT
3/16
NOTE TO DETAILER: AS ANALTERNATE OMIT ERECTIONANGLE AND SHOP WELD HSSBEAM CONNECTION
RE: PLANB/DECK
RE: PLAN
HSS BEAM, RE: PLAN
HSS COL W/ 3/16" CAPPLATE, RE: PLAN
@3/8"x6 CONNECTIONPLATE, 4" PLATE AT4" BM, AT SIMPROVIDE "T" SHAPEDPLATE
5/16
5/16TYP
[
(3/8) 5
(3/8) 5TYP
@3/8"x6"x6"CONNECTION PLATE, 4"PLATE AT 4" BM
TYP, PLATETO
COLUMN
.
(3/8) 5
(3/8) 5TYP
HSS BEAM,RE: PLAN
ROOF DECK, RE: PLAN
CONTL8x4x7/16DECK EDGE
ANGLE
1/4 2-12[
(3/8)
5/16
5/16ABOVE ANDBELOWERECTIONANGLE
L4x4x1/4x3" ERECTIONANGLE NS/FS W/ (1)3/4"H A307 BOLT
3/16
NOTE TO DETAILER: AS ANALTERNATE OMIT ERECTIONANGLE AND SHOP WELD HSSBEAM CONNECTION 5/16
RE: PLANB/DECK
RE: PLAN
HSS BEAM, RE: PLAN
HSS COL, RE: PLAN
5/16TYP
[
(3/8)
(3/8)TYP,(5/16) AT
SIM
@1/2"x6" CONNECTIONPLATE, 4" PLATE AT 4"BM
6" TYP(1) 3/4"H A307 ERECTIONBOLT EACH SIDE OF COLUMN
SKEWED HSSBEAM, RE: PLAN
ROOF DECK, RE: PLAN
CONT DECKEDGE ANGLE
1/4 2-12
[
(3/8)
L6x6x1/2x8" SEATANGLE
5/16
5/16EA SIDEOF ANGLE
5/16
HSS BEAM, RE: PLAN
5/16
HSS TOANGLE
1/2"
RE: PLANB/DECK
HSS BEAM, RE: PLAN
CFS CEILING FRAMING
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L4x4x1/4DECK EDGE ANGLE
1/4 2-12
[
RE: PLAN
(3/16) 2-12
RE: PLANB/DECK
HSS BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L4x4x1/4DECK EDGE ANGLE
1/4 2-12
[
RE: PLAN
RE: PLANB/DECK
4" MIN
4" HOUSEKEEPING PAD, REINFW/ #4@18"OC EW CENTERED
L2x2x3/8 ANGLE WHERE BEAMSDOES NOT ALIGN WITH (E) JOIST
PANEL POINT
(E) ROOF BEAM
(E) ROOF JOIST
(E) ROOF DECK
W8x28 RTU SUPPORT, RE: MEPFOR ATTACHMENT OF RTU TOBEAM. ATTACH BEAM TOHOUSEKEEPING PAD W/SIMPSON STAINLESS STEELSTRONG-BOLT 2 W/ 2 7/8"NOMINAL EMBEDMENT OR SIM @24"OC STAGGERD
RTU, RE: MEP
1/4
HSS BEAM WHERE OCCURS, RE:PLAN, OMIT AT SIM AND SPAN DECKEDGE ANGLE BETWEEN BEAMS
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CONT L4x4x1/4DECK EDGE ANGLE,
UNO. RE: PLAN 1/4 2-12
[
RE: PLAN
6" CFS WALL, RE:TYP DETAILS AND
ARCH
RE: PLANB/DECK
GRID
RE: PLAN
HSS BEAM WHERE OCCURS, RE:PLAN, OMIT AT SIM AND SPAN DECKEDGE ANGLE BETWEEN BEAMS
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CONT L4x4x1/4DECK EDGE ANGLE,
UNO. RE: PLAN 1/4 2-12
[
RE: PLAN
STOREFRONT, RE:ARCH
RE: PLANB/DECK
HSS BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L4x4x1/4DECK EDGE ANGLE
1/4 2-12
[
RE: PLAN
RE: PLANB/DECK
STL BEAM, RE: PLAN
CFS SOFFIT FRAMING, RE: ARCH
ROOF DECK, RE: PLAN
CFS SOFFIT FRAMING,RE: ARCH AND COLD-
FORMED SUPPLIER
CONT L4x4x1/4DECK EDGE ANGLE
1/4 2-12
[
RE: PLAN
RE: PLANB/DECK
STL BEAM, RE: PLAN
HSS COL, RE: PLAN
5/16
[
@5/8"x6 3/4"x1'-6"CONNECTION PLATE W/(4) 1"H A325 BOLTS
3" 3"
STL BM W/ FULL DEPTH1/2" SHEAR TAB CONN, RE:TYP DETAILS
.
[
1/4 4
1/4 4@1/2" FULL DEPTHSTIFFENER PLATE
5/16
1/4 4
1/4 4
@3/8x4" TOP CONNPLATE
HSS BEAM, RE: PLAN
ROOF DECK, RE: PLAN
L4x4x1/4 CONTDECK EDGE ANGLE
[
HSS COL, RE: PLAN
(3/8)
(3/8)
3"2"
(2) @5/8" ENDPLATES W/ (8)
3/4"H A325 BOLTS@ 9" GA
3/8
3"2"
RE: PLANB/DECK
GRID
RE: PLAN
HSS BEAM, RE: PLAN
ROOF DECK, RE: PLAN
L4x4x1/4 CONTDECK EDGE ANGLE
[
HSS COL, RE: PLAN
(3/8)
(3/8)
3"2"
(2) @5/8" ENDPLATES W/ (8)
3/4"H A325 BOLTS@ 9" GA
1/2
4"2"
RE: PLANB/DECK
GRID
RE: PLAN
HSS BEAM, RE: PLAN
ROOF DECK, RE: PLAN
L3x3x1/4 CONTDECK EDGE ANGLE
[
HSS GIRT, RE:PLAN
(3/8)
(3/8)
5/16 6
5/16 6TYP
@3/8"x6" TOP ANDBOTTOM PLATE
(3/8) 4
(3/8) 4TYP
RE: PLANB/DECK
GRIDRE: PLAN
HSS BEAM, RE: PLAN
ROOF DECK, RE: PLAN
L4x4x1/4 CONTDECK EDGE ANGLE
[
HSS COL, RE: PLAN
(3/8)
(3/8)
3"2"
(2) @5/8" ENDPLATES W/ (8)
3/4"H A325 BOLTS@ 19" GA
1/2
4"2"
1/4 8
RE: PLANB/DECK
GRID
RE: PLAN RE: PLAN
HSS COL, RE: PLAN
HSS BM, RE: PLAN @3/8"x6" TOPAND BOTTOM PLATE
.
HSS BEAM, RE: PLAN
ROOF DECK, RE: PLAN
L3x3x1/4 CONTDECK EDGE ANGLE
[
HSS COL, RE: PLAN
(3/8) 4
(3/8) 4TYP
5/16
5/16TYP
@3/8"x6" TOP ANDBOTTOM PLATE
GRID
RE: PLAN
WT5x22.5
1/4
1/4
HSS4x4x1/4 W/ TYP (2) BOLTSHEAR CONN, RE: TYP DETAILS
FOR BOLT SPACING
HSS BM, RE: PLAN
STL BM W/ 1/2" FULL DEPTHSTIFFENERS, RE: PLAN
1/4
GRID
1/4
1/4
3"
4"
HSS COL, RE: PLAN
TYP SHEAR TAB, RE:TYP DETAILS
STL BM WEB, FLANGENOT SHOWN FORCLARITY
@3/8" BENT PLATESHEAR TAB
[[[
(3/16)
(3/16)TYPVERTICAL POST LOAD = 500lb
LATERAL POST LOAD AT TOP ANGLE = 3300lbLATERAL POST LOAD AT BOTTOM ANGLE = 4500lbLOADS SHOWN ARE SERVICE
STL JOIST, RE: PLAN
L6x6x1/2 TOP ANDBOTTOM ANGLE
RE: PLAN RE: PLAN
1/4 1 1/2
1/4 1 1/2TYP
HSS5x5x3/8 PARAPETSUPPORT TUBE
RE: ARCHT/HSS
ROOF DECK, RE: PLAN
6" CFS PARAPETWALL, RE: TYPDETAILS AND ARCH
RE: PLANB/DECK
HSS BM, RE:PLAN AND
.21/S-505
TYP FULL DEPTHSHEAR TAB CONNW/ FULL DEPTH
STIFFENER PLATE,RE: TYP DETAIL
HSS4x4x1/2HANGER
L4x4x1/2KICKER
L4x4x1/2SUPPORTANGLE
3/8" CONNPLATE, TYP
1/4 4
126'-0"B/KICKER
[[
1
1
1/4
1/4
1/4
1/4
9"
RE: PLANB/DECK
RE: PLAN
RE: PLAN
NOTE: ALL BOLTS TO BEA325 SCA THIS CONNECTION
[[
VERTICAL ANGLE LOAD = 600lbLATERAL ANGLE LOAD = 600lbLOADS SHOWN ARE SERVICE
STL JOIST, RE: PLAN
KICKER SUPPORTANGLE
1/4 1 1/2
1/4 1 1/2TYP
ROOF DECK, RE: PLAN
STL BM W/ 3/8" CONNPLATE, RE: PLAN
1/4
1/4
RE: PLAN
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:13
:01
PM
S-505
ROOF FRAMINGDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"2 LOWER CANOPY AT CFS WALL
3/4" = 1'-0"1 UPPER CANOPY AT CFS WALL
3/4" = 1'-0"3 CANOPY EAVE AT 8" BEAM
3/4" = 1'-0"4 CANOPY EAVE AT 10" BEAM
3/4" = 1'-0"5 CANOPY EAVE AT 6" BEAM
3/4" = 1'-0"6 CANOPY EAVE AT 4" BEAM
3/4" = 1'-0"7 CANOPY TRELLIS DETAIL
3/4" = 1'-0"8 CANOPY BEAM CONNECTION
3/4" = 1'-0"10
CANOPY BEAM TO COLUMNCONNECTION
3/4" = 1'-0"9 CANOPY BEAM CONNECTION
3/4" = 1'-0"11
CANOPY BEAM TO COLUMNCONNECTION
3/4" = 1'-0"12
CANOPY BEAM CONNECTION AT SEATANGLE
3/4" = 1'-0"13 CANOPY EAVE AT 4" BEAM
3/4" = 1'-0"14 CANOPY EAVE AT 6" BEAM
3/4" = 1'-0"15 (N) RTU AT (E) MUSIC
3/4" = 1'-0"20 CANOPY BEAM AT BUILDING
3/4" = 1'-0"28 CANOPY BEAM AT STOREFRONT
3/4" = 1'-0"18 CANOPY EAVE AT 8" BEAM
3/4" = 1'-0"19 ROOF EAVE AT W8 BEAM
3/4" = 1'-0"16 LMC ROOF MOMENT CONNECTION
3/4" = 1'-0"21 CANOPY MOMENT CONNECTION
3/4" = 1'-0"22
CANOPY MOMENT CONNECTION AT 4"BEAM
3/4" = 1'-0"23
CANOPY MOMENT CONNECTION ATWIND GIRT
3/4" = 1'-0"24
CANOPY MOMENT CONNECTION ATWIND GIRT COLUMN
3/4" = 1'-0"26
DOUBLE MOMENT CONNECTION ATCANOPY
3/4" = 1'-0"27 HANGER CONNECTION AT CANOPY
3/4" = 1'-0"25 SKEWED SHEAR TAB CONNECTION
3/4" = 1'-0"17 PARAPET SUPPORT AT ROOF
3/4" = 1'-0"29 KICKER AT MOMENT CONNECTION
3/4" = 1'-0"30 KICKER SUPPORT
REVISION DATE
HSS BM, RE:PLAN AND
.21/S-505
TYP FULL DEPTHSHEAR TAB CONNW/ FULL DEPTH
STIFFENER PLATE,RE: TYP DETAIL
HSS4x4x1/2HANGER
L4x4x1/2KICKER
3/8" CONNPLATE, TYP
1/4 4
126'-0"B/KICKER
[[
1
1
1/4
1/4
1/4
1/4
STL JOIST OR BM,RE: PLAN
RE: PLAN
RE: PLANB/DECK
NOTE: ALL BOLTS TO BEA325 SCA THIS CONNECTION
3"4
1/2"
3"
1"
@1/2"x8"x0'-11"CONN PLATE W/ (4)A325 3/4"H BOLTS @2 3/4" GA
1 1/2" 8" 1 1/2"
HSS7x5x3/8 TUBESLEEVE W/ (1) A3073/4"H BOLT EADIRECTION W/ 1 1/2"SLOTTED HOLE
HSS COLUMN, RE: PLAN5/16
ROOF BEAM, RE: PLAN
1/4
HSS BM, RE: PLAN
TYP (2) BOLT SHEAR CONN, RE:TYP DETAILS FOR BOLT SPACING,PROVIDE BENT PLATE AT SKEWED
CONNECTION > 30 DEG
ROOF BM, RE: PLAN
WT5X22.5
L4x4x1/4 CONT DECK EDGE
6" CFS WALL, RE: TYP DETAILS
ROOF DECK, RE: PLAN, ATSIM ROATE DECK 90
DEGREES
ROOF BEAM, RE: PLAN
RE: PLANB/DECK
3/16 2-12
3/16 2-12
L4x4x1/4 CONT DECK EDGE
6" CFS WALL, RE: TYP DETAILS
ROOF DECK, RE: PLAN, ATSIM ROATE DECK 90
DEGREES
ROOF BEAM, RE: PLAN
RE: PLANB/DECK
3/16 2-12
3/16 2-12
(1/8)
(1/8)MASONRY VENEER, RE:ARCH
L8x4x7/16 CONT BRICKSUPPORT ANGLE
RE: ARCHB/ANGLE
L2x2x3/8 ANGLE WHERE BEAMSDOES NOT ALIGN WITH (E) JOIST
PANEL POINT
1/4
(E) JOIST
(E) ROOF DECK
CONT C12x20.7 SUPPORTCHANNEL
1/4
1/4
HANGER RODS, RE:CURTAIN FOR LOCATION
AND SIZE
BRACKET, RE: CURTAINSUPPLIER
STAGE CURTAIN, RE: ARCHAND CURTAIN SUPPLIER.
COORDINATE HANGER RODSIZE AND LAYOUT W/
SUPPLIER
KL
A, In
c.&
Str
uctu
ral E
ngin
eers
and B
uild
ers
42
1 E
. 4
th S
tree
t
Lo
ve
lan
d, C
olo
rado
8
053
7
P:
(97
0)
66
7 2
426
F
: (9
70
) 6
67 2
49
3
Buf
falo
, WY
○ C
arbo
ndal
e, C
O ○
Den
ver,
CO
○ G
olde
n, C
O ○
Lov
elan
d,C
O
Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:13
:01
PM
S-506
ROOF FRAMINGDETAILS
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
3/4" = 1'-0"1 KICKER AT MOMENT CONNECTION
3/4" = 1'-0"2 ELEVATOR RAIL AT ROOF
3/4" = 1'-0"3 SUPPORT LINE BEAM CONNECTION
3/4" = 1'-0"4 LMC VESTIBULE DETAIL
REVISION DATE
3/4" = 1'-0"5 LMC VESTIBULE DETAIL WITH MASONRY
3/4" = 1'-0"6 STAGE CURTAIN SUPPORT
COLUMN SCHEDULE
MARKFLOOR
ROOF
LEVEL 2
LEVEL 1
STL COL BASEPLATE txLxW - TYPE
REMARKS
STEEL COLUMN LEGEND:
HSS6x6x1/4 = COLUMN SIZE
= COLUMN CAP PLATE
= COLUMN BASE PLATE
STEEL COLUMN SCHEDULE NOTES:1. RE: STEEL BASE PLATE DETAIL2. RE: BEAM STIFFENER AT COL DETAIL
C1
HSS
6x6x1/
4
ANCHOR BOLTS (#) SIZE, GRADE
HSS
6x6x1/
4
C2
HSS
6x6x3/
8
C3
HSS
6x6x1/
2
C4
HSS
6x6x5/
8
C5
HSS
5x5x1/
4
C6
HSS
6x6x1/
2
C7
HSS
5x5x3/
8
@1"x11"x0'-11"- TYPE A
@1"x11"x0'-11"- TYPE A
@1 1/4"x11"x0'-11" - TYPE A
@1 1/4"x11"- TYPE A
D = 8 1/2"
@1"x10"x0'-10"- TYPE A
@3/4"x11"x0'-11"- TYPE A
@1"x10"x0'-10"- TYPE A
HSS
5x5x1/
2
C8
(4) 3/4",GR 55
(4) 3/4",GR 55
(4) 3/4",GR 55
(4) 3/4",GR 55
(4) 3/4",GR 55
(4) 3/4",GR 55
HSS
4x4x
1/2
C9
(4) 1",GR 55
BRACEDFRAME
BRACEDFRAME
BRACEDFRAME
HSS
6x6x1/
4
C10
HSS
4x4x
1/2
C11
(4) 3/4",GR 55
@3/4"x9"x0'-9"- TYPE A
(4) 1",GR 55
@1 1/4"x10"- TYPE A
D = 7 1/2"
(4) 1",GR 55
@1 1/4"x9"- TYPE A
D = 6 1/2"
HSS
6x6x1/
2
C12
(4) 1 1/8",GR 55 W/
18"EMBEDMENT
@1 1/2"x12"x1'-0"
- TYPE A
HSS
4x4x
1/2
C13
AT CANOPY,PROVIDE 3/8"FILLET BASEPLATE TOCOLUMN
(4) 7/8",GR 55 W/
18"EMBEDMENT
@1 1/4"x10"x0'-10"
- TYPE A
AT CANOPY,PROVIDE 3/8"FILLET BASEPLATE TOCOLUMN
@3/4"x9"x0'-9"- TYPE A
(4) 3/4",A325
MARKSIZE (IN)
B D [ SUPPORT [ SUPPORT
REINFORCING - TOP (T) & BOT (B)STIRRUPS SKIN BARS COMMENTS
GB1 14 44(3)#8T CONT
(3)#8B CONT #4@12"OC #4@11"OC RE: PLAN FOR GRADE BEAMHEIGHT AT SIM
[ SUPPORT [ SUPPORT
(2)#10T CONT
(4)#10B(2)#10Tx14'-0"
(4)#6T
(8)#8B (2 ROWS)
STD HOOK AT OUTSIDEFACE OF SUPPORT
ADDNL TOP BARS("B" BARS)
REINF DETAILED WITHADJACENT SPAN
CONTINUOUS TOPREINF ("A" BARS)
SUPPORT LOCATION(DRILLED PIER)
CONTINUOUS BOTREINF ("C" BARS)
REINFORCING NOTATIONS:(4) = QUANTITY OF BARS#6 = BAR SIZET,B = TOP (T) OR BOTTOM (B) REINFORCING14'-0" = LENGTH OF BARS, ONLY PROVIDED WHERE GRADE BEAM VARIES FROM
TYPICAL REINF LAYOUT(2 ROWS) = LAYOUT BEAM REINF IN (2) EQUAL ROWS AT TOP OR BOT.(CONT) = CONTINUOUS BARS
RE: GRADE BEAM SECTIONS FOR LAYOUT OF REINFORCING AND ADDNL INFORMATION.
NOTES:1. ALL GRADE BEAMS ARE TO BE MARK GB1, UNO2. ALL REQUIRED REINFORCING IS TO BE POSITIONED IN ONE LAYER (TOP AND BOT) UNLESS NOTED
OTHERWISE IN SCHEDULE.3. WHERE GRADE BEAMS ARE TERMINATED AT THE INTERIOR OF THE BUILDING, EXTEND TOP REINF
CLASS B LAP SPLICE LENGTH INTO ADJACENT SLAB-ON-VOID IN LIEU OF PROVIDING A STD HOOKAT THE END OF THE BEAM AS SHOWN IN THE SCHEDULE.
4. RE: TYP DETAILS FOR GRADE BEAM INTERSECTION, STEPS, CONSTRUCTION JOINTS AND CORNERREINFORCING DETAILS.
5. AT ENDS OF GRADE BEAMS, EXTEND ALL TOP AND BOTTOM REINFORCING TO FAR EDGE OFINTERSECTION WITH ADJACENT GRADE BEAM AND TERMINATE WITH A STD HOOK.
6. WHERE CLEAR SPAN IS LESS THAN OR EQUAL TO 10'-0" CONTINUE LARGER REINFORCING OF A, B,AND C BARS FROM ADJACENT GRADE BEAM THROUGHOUT ENTIRE LENGTH.
7. STAGGER SPLICE LOCATIONS AS REQUIRED TO MAINTAIN MINIMUM CLEAR DIMENSIONS FOR TOP ANDBOTTOM BARS. CONTRACTOR TO USE MECHANICAL TENSION SPLICES IF CLEAR DISTANCE CANNOTBE MAINTAINED WITH LAP SPLICES AS REQUIRED IN THE REINFORCING LEGEND.
T/SLAB, UNOT/GRADE BM
TOP REINF ("A" AND "B" BARS),RE: SCHEDULE
CAP TIE ACCEPTABLE IN LIEUOF SINGLE CLOSED STIRRUP,
ALTERNATE 90\ & 135\ HOOKS
GRADE BEAM SECTION
"D"
"B"
BOT REINF ("C" BAR),RE: SCHEDULE
[ [
FROM FACE OF SUPPORTFIRST STIRRUP 2" TYP
UNO
0.25L(1'-0" MIN)
L (CLEAR SPAN) L1 (CLEAR SPAN)
WHERE CANTILEVER OCCURS,EXTEND ALL REINF TO EDGE
OF CANTILEVER UNO
"C" BAR RE: LEGEND
"B" BAR
"A" BAR
STD 90\ OR 180\HOOKS AT BM ENDS
0"
"B" BAR, RE: LEGEND
"A" BAR, RE: LEGEND,LAP IN MIDDLE THIRDOF CLEAR SPAN
"C" BAR, RE:LEGEND.LAP SPLICE OVERSUPPORT.
FACE OF DRILLEDPIER
SKIN REINF, RE:LEGEND
TYPICAL GRADE BEAM REINFORCING LAYOUT
GRADE BEAM SCHEDULE
GRADE BEAM LEGEND
TYP UNO
GREATER OF0.3*L OR 0.3*L1
TYP UNO
GREATER OF0.3*L OR 0.3*L1
0"
SPLICE
CLASS A TENSION
SPLICE
CLASS ATENSION
STRUCTURAL SLAB, RE:PLAN
GB2 14 44(3)#8T CONT
(3)#8B CONT #4@10"OC #4@11"OC --
GB3 14 44(4)#8T CONT
(4)#8B CONT #4@12"OC #4@11"OC
GB4 14 44(4)#8T CONT
(4)#8B CONT #4@10"OC #4@11"OC --
GB5 14 72(3)#9T CONT
(3)#9B CONT #4@12"OC #4@11"OC AT ELEVATOR PIT
RE: PLAN FOR GRADE BEAMHEIGHT AT SIM
GB6 16 44(4)#8T CONT
(4)#8B CONT #4@12"OC #4@11"OC LMC WALLS
SKIN BARS
CONTINUOUS VOID, TYP
ANCHOR ROD REQUIREMENTS
ANCHOR ROD H(IN)
3/4
7/8
1 1/8
MAX HOLE H(IN)
1 5/16
1 9/16
2 5/16
MIN WASHERSIZE (IN)
2
2 1/2
3 1/2
MIN WASHERTHICKNESS (IN)
1/4
5/16
1/2
MIN EMBED(IN)
9
10
18
EDGE DISTANCE"C" (IN)
1 1/2
2
2 1/2
ALL ANCHOR ROD MATERIAL IS F1554 GRADE 55 WITH SUPPLEMENT S1, UNO
TYPE B
W
LTYP
"C"
TYPE A
L
W
TYP"C"
EMBED
1 1/
2"
ANCHOR ROD W/ BOLT HEADEMBEDDED OR THREADEDROD W/ NUT TACK WELDED
CIP CONC
GROUT
BASE PLATE
PLATE WASHER
STEEL COL
STEEL COL ON CIP CONCRETE
1/4 1/4
TYPE C
1/4
"L" = "D" + GUSSET LENGTH
"W"
"D" GUSSET LENGTH
"C" TYP
JOISTMARK DEAD LIVE SNOW
UNIFORM LOADS, U(PSF)
SNOW DRIFT LOADS
D1(PSF) D2 (PSF)a (FT) b (FT)
POINT LOADS (DEADLOAD, U.N.O.)
P1 (LBS) c (FT)
. . . . . . . . . . .
U
.
.
.
.
.
.
.
ab
c
NORTH
D1 D2
P1
1 25 20 30 50 11'-3" -- --
d
-- -- --
COMMENTS
e
NOTES:1. LOADS SHOWN ARE TO BE APPLIED TO NEAREST PANEL POINT TO DIMENSION SHOWN IN SCHEDULE2. DIMENSIONS SHOWN ARE FROM CENTERLINE OF SUPPORTING MEMBER UNO3. RE: SHEET S-010 FOR UNIFORMLY LOADED JOISTS
20 30 35 8'-0" -- -- -- --
20 30 70 15'-9" -- -- -- --
25
25
2
3
--
--
DOWELS OR ANCHOR BOLTS,RE: DRILLED PIER DETAILS
VERTICAL REINF,RE: SCHEDULE
TIES, RE: SCHEDULE
EXTEND REINFORCING TOBOTTOM OF PIER, UNO
BEDROCK
PIERMARK
PIERDIAMETER
(d)
SOCKETLENGTH
REINFORCING
VERT TIES
COMPRESSIONCAPACITY (KIP)
TENSIONCAPACITY (KIP)
MINIMUM DEADLOAD (KIPS)
PIER CAP DIMENSIONS(DEPTH x WIDTH x
LENGTH)REMARKS
DRILLED PIER SCHEDULE
P1 18" 10'-0" (6) #8 #4@12" 171 29 18 38"x36"x36" --
NOTES:1. PIER SHALL BEAR ON DENVER FORMATION BEDROCK.2. PIERS HAVE BEEN DESIGNED TO BE SUPPORTED BY A COMBINATION OF END BEARING ON DENVER FORMATION BEDROCK CAPABLE OF
SUPPORTING 30 KSF AND SIDE FRICTION OF A MINIMUM OF 2 KSF IN DENVER FORMATION BEDROCK.3. PIERS SHALL HAVE A MINIMUM LENGTH OF 25 FT AND A MINIMUM SOCKET INTO THE DENVER FORMATION BEDROCK OF 10 FT.4. PIER LENGTHS SHOWN ON THE PLANS ARE FOR BIDDING PURPOSES ONLY. ACTUAL LENGTHS WILL BE DETERMINED IN THE FIELD AND WILL
BE ADJUSTED PER UNIT PRICES. RE: SPECIFICATIONS.5. PIER EXCAVATION AND CONCRETE PLACEMENT SHALL BE OBSERVED BY GEOTECHNICAL ENGINEER. RE: GENERAL NOTES.6. THE GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING MATERIAL. THE GEOTECHNICAL
ENGINEER HOLDS THE RIGHT TO WAIVE THE REQUIREMENTS FOR SHEAR RINGS DEPENDING ON THE CONDITIONS ACTUALLY ENCOUNTERED ININDIVIDUAL PIER HOLES.
7. SHAFTS SHALL BE DRILLED PLUMB AND STRAIGHT. RE: SPECIFICATIONS FOR TOLERANCES.8. PLACE CONCRETE USING TREMIE METHOD, PUMP, OR ELEPHANT TRUCK TO PREVENT SEGREGATION. RE: SPECIFICATIONS.9. NOT MORE THAN 3" OF WATER WILL BE ALLOWED IN ANY PIER HOLE AT TIME OF CONCRETE PLACEMENT. Re: SPECIFICATION FOR DE-
WATERING REQUIREMENTS.10. AT PIER CAPS WITH NO STEEL COLUMN ABOVE, TOP OF PIER CAP TO MATCH TOP OF GRADE BEAM11. RE: DRILLED PIER DETAILS FOR ADDITIONAL INFORMATION.12. RE: TYPICAL EMBED PLATE AT PIER CAP DETAIL FOR ADDED HORIZONTAL TIE REQUIREMENTS
P3 = PIER TYP - RE: PIER SCHEDULE
225K/-35K = SERVICE LOAD/SERVICE UPLIFT (UNFACTORED)
-3'-0" = TOP PIER ELEVATION RELATIVE TO 100'-0"
-25'-0" = ESTIMATED BOT PIER ELEVATION*
C4 = COL TYP - RE: COL SCHEDULE
*ACTUAL BOT PIER ELEVATION = ACTUALBEDROCK ELEVATION - SOCKET LENGTH
.
[
LEGEND
225K/-35K-3'-0 /-25'-0"”
TERMINATE ENDS OF TIESW/ STD HOOKENGAGING LONGITUDINALREINF, OVERLAP END 6" MIN
STAGGER OVERLAPSOF ADJACENT TIESAROUND PERIMETER
OVERLAPMIN 6"
TOTAL LENGT
H O
F PIER
SOCKET LEN
GTH, RE
: SC
HED
ULE
T/BEDROCK
RE: PLANT/PIER
CLR3"TIES
C4
P3
C4
P3
(3) #4 TIES @4"OC @TOP OF PIER
RE: PLANT/PIER CAP
HOOKED DOWELS TOMATCH VERTICAL PIERREINF
PIER CAP REINF
DIAMETER (d)RE: SCHEDULE
"SRs" =
SHEA
R RING
SPAC
ING
SHEA
R RINGS
, RE
: SC
HED
ULE
SRh
SRd
SHEAR RING SIZEAND SPACINGSRhxSRd@SRs
3"x2"@18"OC (12) #10 VERT BARS AND #4 TIES: (3) TIES ATT&B OF CAP @ 3"OC, BALANCE @12"OC
P2 24" 10'-0" (6) #8 #4@12" 251 60 31 --3"x2"@18"OC
P4 36" 10'-0" (12) #10 #4@6" 448 144 71 38"x48"x36"3"x2"@18"OC
38"x36"x36" (12) #10 VERT BARS AND #4 TIES: (3) TIES ATT&B OF CAP @ 3"OC, BALANCE @12"OC
(12) #10 VERT BARS AND #4 TIES: (3) TIES ATT&B OF CAP @ 3"OC, BALANCE @9"OC
.
1
PIER CAP TIE PATTERN NOTES:1. ALTERNATE 135 & 90 DEGREE HOOKS THESE
BARS NEED NOT BE TIED WHEN "X" DISTANCEEQUALS 6" OR LESS.
2. RE: CONCRETE COLUMN SCHEDULE FOR TIESPACING
3. RE: CONCRETE COLUMN SCHEDULE FORVERTICAL REINFORCEMENT
CLR, RE: GEN NOTES
X X
P3 30" 10'-0" (6) #8 #4@12" 344 114 49 --3"x2"@18"OC 38"x36"x36" (12) #10 VERT BARS AND #4 TIES: (3) TIES ATT&B OF CAP @ 3"OC, BALANCE @12"OC
BRACED FRAME
P5 24" 10'-0" (6) #8 #4@12" 448 144 71 --3"x2"@18"OC -- CANTILEVER BEAM,CANOPY
18" 10'-0" (6) #8 #4@12" 448 144 71 15 3/4"x48"x48"3"x2"@18"OC (12) #5 VERT BARS AND #4 TIES: (3) TIES ATT&B OF CAP @ 3"OC, BALANCE @12"OCP6
P7 18" 10'-0" (6) #8 #4@12" 171 29 18 -- ELEVATOR SHAFT3"x2"@18"OC --
12
CANTILEVER BEAM
1'-6", TYP 1'-6", TYP
1'-6", AT FRAME 2'-6", AT FRAME
KL
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Date
Drawn By
Checked By:
Project Number
Sheet Name
Copyright:
ALL DRAWN AND WRITTEN INFORMATIONAPPEARING HEREIN SHALL NOT BE
DUPLICATED, DISCLOSED OR OTHERWISEUSED WITHOUT THE WRITTEN CONSENT OF
MOA ARCHITECTURE
AD
DIT
ION
S A
ND
RE
NO
VA
TIO
NS
THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWINGINDICATES THAT THE INFORMATION SHOWN AND THE
CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEENPREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OFTHE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLYRESPONSIBILITY FOR INFORMATION PREPARED BY OTHERSNOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING
AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ONPHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOTSEALED SHALL BE CONSIDERED TO BE PRELIMINARY INNATURE AND ARE ISSUED FOR INFORMATION ONLY.
THESE DRAWINGS ARE TO BE USED IN CONJUNCTIONWITH THE ARCHITECTURAL DRAWINGS ON THE PROJECTTO CLEARLY DEFINE ALL OF THE REQUIREMENTS FORTHE CONSTRUCTION. WHERE CONFLICTS OCCUR
CONTACT ARCHITECT FOR CLARIFICATION.7/
29/2
016
4:13
:05
PM
S-601
SCHEDULES
SIE
RR
A E
LE
ME
NT
AR
Y S
CH
OO
L
AAH
08.04.16
16100.00
7771
OA
K S
T.,
AR
VA
DA
, CO
8000
5
BID SET
HCS
NTS3 STEEL COLUMN SCHEDULENTS1 GRADE BEAM SCHEDULE
NTS4 BASE PLATE SCHEDULE AND DETAILS
12" = 1'-0"5 JOIST LOAD SCHEDULENTS2 DRILLED PIER SCHEDULE
REVISION DATE