project description general · pdf filesteel framing steel joist ... submit details and...

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


Pretensioned and Slip Critical Bolts/Joints using Turn-of-Nut

without Matchmarking or Calibrated Wrench Methods of

Installation


All Other Welds Including Complete and Partial Penetration

Groove Welds


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)


Pretensioned and Slip Critical Bolts/Joints Using Turn-

of-Nut without Matchmarking or Calibrated Wrench

Methods of Installation


All Other Welds Including Complete and Partial

Penetration Groove Welds


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

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08.04.16

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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.


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:


IBC. Inspections include welding, high strength bolting, and proper use of joint details.


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:


IBC. Inspections include: Welding, proper use of joint details.


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

A, In

c.&

Str

uctu

ral E

ngin

eers

and B

uild

ers

42

1 E

. 4

th S

tree

t

Lo

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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

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Lov

elan

d,C

O

Date

Drawn By

Checked By:

Project Number

Sheet Name

Copyright:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

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TIO

NS






29/2

016

4:11

:57

PM

S-002

GENERAL NOTES -MATERIALSPECIFIC

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8000

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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"



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

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Str

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and B

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66

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Date

Drawn By

Checked By:

Project Number

Sheet Name

Copyright:



MOA ARCHITECTURE

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29/2

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4:12

:00

PM

S-010

LOAD KEYS

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16100.00

7771

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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

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Date

Drawn By

Checked By:

Project Number

Sheet Name

Copyright:



MOA ARCHITECTURE

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29/2

016

4:12

:02

PM

S-020

TYPICAL DETAILS- CONCRETE

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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 DOUBLE ANGLE SHEAR CONNECTIONS - ASD


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


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

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29/2

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4:12

:05

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S-021

TYPICAL DETAILS- STEEL

SIE

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A E

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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





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

.


K

3" M

IN

GUY CABLE HOLE

RE: PLANB/DECK

RE: PLANB/DECK

STIFFENER

STABILIZER PLATE

DO NOTWELD

BOLTS

CAP PLATE


.


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

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29/2

016

4:12

:08

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S-022

TYPICAL DETAILS- STEEL

SIE

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A E

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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





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


COMP SLAB

T/SLAB

BENT PLATE OR ANGLESLAB EDGE

DEFLECTION CLIP AS REQD

GRID

RE: PLAN

CFS STUD

STEEL BEAM


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

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29/2

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:09

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S-023

TYPICAL DETAILS- COLD-FORMED

STEEL

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08.04.16

16100.00

7771

OA

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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

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29/2

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:10

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S-030

GRID LAYOUTPLAN

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16100.00

7771

OA

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AR

VA

DA

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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




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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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


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








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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






29/2

016

4:12

:14

PM

S-101B


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 'B'

AREA 'C'

KEYPLAN

REVISION DATE








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, GR

ADE BEAM

HEIGH

T, D

= 3

8"


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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






29/2

016

4:12

:17

PM

S-101C


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 '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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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 '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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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 '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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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 'B'

AREA 'C'

KEYPLAN

REVISION DATE







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:



MOA ARCHITECTURE

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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




1/8" = 1'-0"1 ROOF FRAMING PLAN AREA B

PLAN NORTH


AREA 'B'

AREA 'C'

KEYPLAN

REVISION DATE







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

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, WY

○ C

arbo

ndal

e, C

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Den

ver,

CO

○ G

olde

n, C

O ○

Lov

elan

d,C

O

Date

Drawn By

Checked By:

Project Number

Sheet Name

Copyright:



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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




1/8" = 1'-0"1 ROOF PLAN FRAMING PLAN AREA C

PLAN NORTH


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:



MOA ARCHITECTURE

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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


3'-6"3'-6"3'-6" 3'-6"



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:



MOA ARCHITECTURE

AD

DIT

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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"1 BRACED FRAME ELEVATION ALONG GRID J


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

[

[


5/16 18

5/16 18 TYP, 24"AT SIM

1/4 6

1/4 6 NS&FS OFGUSSET,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 COL, RE: PLAN


1/4

1/4

WP

5/16 40

5/16 40TYP


STL BM, RE: PLAN

1/4 6


TYP

AT SIM OMIT TOP ORBOTTOM CONNECTION,

RE: ELEVATION

[

[

[

[


1/2" TYP

NOTE: ALL NON ERRECTIONBOLTS TO BE A325 SCA

1'-0" MAX


HSS COL, RE: PLAN


1/4

1/4

WP

5/16 12

5/16 12TYP


STL BM, RE: PLAN

1/4 6


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

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eers

and B

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42

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29/2

016

4:12

:43

PM

S-203

BRACED FRAMEELEVATIONS AND

DETAILS

SIE

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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


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

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Str

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and B

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42

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Date

Drawn By

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Project Number

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Copyright:



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29/2

016

4:12

:44

PM

S-401

ENLARGEDFRAMING PLANS

SIE

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A E

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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


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


(E) STRUCTURAL SLAB

(E) GRADE BEAM

RE: PLANT/SLAB


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


STL BM, RE: PLAN


(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


STL BM, RE: PLAN


(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


STL BEAM W/ TYPSHEAR CONN, RE:PLAN AND TYPDETAILS

GRADE BEAM, CONTINUEREINF THROUGH PIER CAP


RE: PLANT/PIER


PIER CAP, RE: PLAN AND PIERSCHEDULE. PROVIDE ADDITIONALSITRRUPS WHERE REQUIRED,RE: EMBED SCHEDULE


RE: PLAN 6" RE: PLAN

SLAB POUR OVER


RE: PLANT/SLAB


STL BEAM W/ TYPSHEAR CONN WHEREOCCURS, RE: PLANAND TYP DETAILS

GRADE BEAM,RE: PLAN

RE: PLANT/PIER


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


STL BEAM W/ TYPSHEAR CONN WHEREOCCURS, RE: PLANAND TYP DETAILS

GRADE BEAM,RE: PLAN.CONTINUEREINFTHROUGHPIER CAP

RE: PLANT/PIER


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


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


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


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"



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


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"


RE: PLAN 6"

[

RE: CIVILT/GRADE

4" VOID, TYP


RE: PLANT/PIER


PIER CAP, RE: PLAN,REINF W/ #6 CLOSED

TIES EF EW. SPACEHORIZONTAL SIDEBARS @6"OC, ALL

OTHER BARS @12"OC


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

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ve

lan

d, C

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rado

8

053

7

P:

(97

0)

66

7 2

426

F

: (9

70

) 6

67 2

49

3

Buf

falo

, WY

○ C

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ndal

e, C

O ○

Den

ver,

CO

○ G

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Lov

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Date

Drawn By

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Project Number

Sheet Name

Copyright:



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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


WIDE FLANGE BEAM W/TYP SHEAR CONN, RE:PLAN AND TYP DETAILS

RE: PLANT/PIER


PIER CAP, RE: PLANAND PIER SCHEDULE





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


WIDE FLANGE BEAM W/TYP SHEAR CONN, RE:PLAN AND TYP DETAILS

RE: PLANT/PIER


PIER CAP, RE: PLANAND PIER SCHEDULE





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


STL BEAM W/ TYP SHEARCONN, RE: PLAN AND TYPDETAILS


STOREFRONT, RE: ARCH

4" VOID, TYP

EMBED PLATE, RE: PLAN ANDTYP DETAILS

NOTE: AT SIMFRAMING AND SLABROTATED 90\

3'-6" MAX 1'-8"


RE: PLANT/PIER


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

uctu

ral E

ngin

eers

and B

uild

ers

42

1 E

. 4

th S

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d, C

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rado

8

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7

P:

(97

0)

66

7 2

426

F

: (9

70

) 6

67 2

49

3

Buf

falo

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○ C

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ndal

e, C

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Den

ver,

CO

○ G

olde

n, C

O ○

Lov

elan

d,C

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Date

Drawn By

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Project Number

Sheet Name

Copyright:



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29/2

016

4:12

:50

PM

S-502

FOUNDATIONDETAILS

SIE

RR

A E

LE

ME

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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


[[

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


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


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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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


3/16 2-12

1" RE: PLAN

GRID



COLD-FORMEDSUPPLIER

RE: ARCH

T/PARAPET

ROOF DECK, RE: PLAN


STL BM, RE: PLAN

RE: PLAN

B/DECK


3/16TO JOIST

1" RE: PLAN

GRID




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


3/16

ANGLE TOEA JOIST

GRID

DEFLECTION TRACK,RE: TYPICAL DTLS


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




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


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


(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


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,


SUPPLIER

HSS2 1/2x2 1/2x1/4


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


ROOF DECK, RE: PLAN

RE: PLANB/DECK


3/16 2-12

3/16 2-6ANGLE TOANGLE

STL JOIST, RE: PLAN

3"

[



CONT SLAB EDGE ANGLE

COMP SLAB, RE: PLAN

STL BM, RE: PLAN

RE: PLAN

T/SLAB


ROOF DECK, RE: PLAN

RE: PLANB/DECK


3/16 2-12

3/16 2-6

#4@18"OC x 36" CENTERED

6"


STL BM, RE: PLAN

RE: PLAN

B/DECK


3/16TO JOIST

3"



ROOK DECK, RE: PLAN


(1/8) 2-12

(1/8) 2-12

[


STL BM, RE: PLAN

RE: PLAN

B/DECK

3/16 2-12



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


(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


3/16 2-12

GRID

ROOF DECK, RE: PLAN

[

RE: PLAN RE: PLAN


(E) ROOF BM


CONT L6x4x5/16 DECK EDGEANGLE

STL BM, RE: PLAN

RE: PLAN

B/DECK


GRID

ROOF DECK, RE: PLAN

[

RE: PLAN RE: PLAN


1/4

ANGLE TOJOIST

(E) ROOF BM


HSS2 1/2x21/2x3/16x3'-0" BTWN

STL JOISTS

(1/8) 2-12

(1/8) 2-12


STL BM, RE: PLAN

RE: PLAN

B/DECK

1/4 2-12



ROOF DECK, RE: PLAN

[

6"

CONT L6x4x5/16 LLH DECK EDGEANGLE, CLIP HORIZ LEG AT HSS

STL BM, RE: PLAN

RE: PLAN

B/DECK


3/16 2-12

3/16 2-12

GRID



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


GRID

ROOK DECK, RE: PLAN


(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



STL BM, RE: PLAN

RE: PLAN

B/DECK

1/4

ANGLE TOJOIST



COLD-FORMEDSUPPLIER

ROOF DECK, RE: PLAN

2.5K JOIST, RE:PLAN, MAXDEFLECTION = L/120

STL BM, RE: PLAN

[

VARIES

, RE

: PL

AN

3"


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:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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"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"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


FORMED SUPPLIER

CONT L8x4x7/16DECK EDGE ANGLE

1/4 2-12

[

7 1/4" TYP, UNO

HSS BEAM, RE: PLAN


ROOF DECK, RE: PLAN


FORMED SUPPLIER


1/4 2-12

[

7 1/4" TYP, UNO

RE: PLANB/DECK

HSS BEAM, RE: PLAN


ROOF DECK, RE: PLAN


FORMED SUPPLIER


1/4 2-12

[

7 1/4" TYP, UNO

RE: PLANB/DECK

HSS BEAM, RE: PLAN

CFS CEILING FRAMING

ROOF DECK, RE: PLAN


FORMED SUPPLIER


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


FORMED SUPPLIER


1/4 2-12

[

RE: PLAN

(3/16) 2-12

RE: PLANB/DECK

HSS BEAM, RE: PLAN


ROOF DECK, RE: PLAN


FORMED SUPPLIER


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


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


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


ROOF DECK, RE: PLAN


FORMED SUPPLIER


1/4 2-12

[

RE: PLAN

RE: PLANB/DECK

STL BEAM, RE: PLAN


ROOF DECK, RE: PLAN


FORMED SUPPLIER


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


[

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


[

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


[

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


[

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


[[

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

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Date

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Project Number

Sheet Name

Copyright:



MOA ARCHITECTURE

AD

DIT

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RE

NO

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29/2

016

4:13

:01

PM

S-505

ROOF FRAMINGDETAILS

SIE

RR

A E

LE

ME

NT

AR

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08.04.16

16100.00

7771

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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"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"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"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


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

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Date

Drawn By

Checked By:

Project Number

Sheet Name

Copyright:



MOA ARCHITECTURE

AD

DIT

ION

S A

ND

RE

NO

VA

TIO

NS






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

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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

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29/2

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08.04.16

16100.00

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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