project description structural design criteria … · conflict, request clarification from...

(15)#5Tx6'-0"@18"OC

(15)#5Tx6

'-0"@18"OC

(5)#5B

x6'-6"@12

"OC ADD

PLAN KEYS AND SYMBOLS

1S101

1S101

S1011

REFERENCEXXX' - 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/OBJECTXXX'-YY" = OBJECT ELEVATION

YY"

CX

BPX

xxK

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

WOOD JOIST HANGERH1 = JOIST HANGER TYPE, RE: SCHEDULE

H1

JOIST TYPEJ1 = JOIST TYPE, RE: SCHEDULE

J1

KEYED NOTEK = KEYED NOTE, RE: SCHEDULE

K

GRADE BEAM TYPEGB1 = GRADE BEAM TYPE, RE: SCHEDULE

M1MASONRY WALL TYPE

M1= MASONRY WALL TYPE, RE: SCHEDULE

COLUMN TYPECX = COLUMN TYPE, RE: SCHEDULEBPX = BASE PLATE, RE: SCHEDULExxK = TRANSFER LOAD

GB1

DIRECTION OF DECK SPAND# = DECK TYPE, RE: SCHEDULE

D#

COLLECTOR BEAM CONNECTIONSC-1 = COLLECTOR CONNECTION,

RE: SCHEDULEXk = DESIGN AXIAL FORCE THROUGH

CONNECTION

SC-1Xk

1S101

FOUNDATIONS

DRILLED PIER NOTATIONPx = PIER TYPE RE: SCHEDULEXXk = COMPRESSION LOAD (K)YYk = TENSION LOAD (K)ZZk = SHEAR LOAD (K)XX'-XX" = TOP ELEVATIONYY'-YY" = BOTTOM ELEVATION(ZZ'-ZZ") = PIER CAP ELEVATION

XXk/YYk/ZZkPxYY'-YY"/XX'-XX"(ZZ'-ZZ")

S S FOOTING / FOUNDATION STEP

WALLS AND COLUMNS

CIP CONCRETE WALL ABOVE

MASONRY WALL ABOVE

WOOD FRAMED WALL ABOVE

COLD-FORMED STEEL WALL ABOVE

WALL BELOW (ALL MATERIALS)

WALL ABOVE W/ WINDOW *

WALL ABOVE W/ DOOR *

CIP CONCRETE COLUMN ABOVE

PRECAST CONCRETE COLUMN ABOVE

MASONRY COLUMN ABOVE

STEEL COLUMN ABOVE

WOOD COLUMN ABOVE

COLUMNS BELOW (ALL MATERIALS)

*CIP CONCRETE SHOWN; GRAPHICS APPLY TO OTHER WALL MATERIALS

WOOD SHEAR WALL PLAN KEY

SHEAR WALL ABOVE FLOOR/ROOF

SHEAR WALL BELOW FLOOR/ROOF

SHEAR WALL ABOVE & BELOW FLOOR/ROOF

WOOD SHEAR WALL DESIGNATION AND MINIMUM REQUIRED LENGTHRE: SHEAR WALL SCHEDULE

A 0"

HOLD DOWN FOR WOOD SHEAR WALLRE: HOLD DOWN SCHEDULE

HD#

WOOD FRAMING

BEAM / GIRDER

JOIST / RAFTER

PREMANUFACTURED FLOOR/ ROOF TRUSS

STEEL FRAMING

TRUSS

STEEL JOIST

SIZE(XX)c=Y" BEAM / GIRDER NOTATIONRL = REACTION LEFT (K)SIZE = MEMBER TYPE(XX) = # OF STUDSY" = CAMBER SIZERR = REACTION RIGHTXX'-YY" = T/STL ELEVATION

XX'-YY"RL RR

SECTIONS AND DETAILS

CIP CONCRETE

MASONRY

UNDISTURBED SOIL

SOIL FILL

MILDLY REINFORCED CONCRETE SLAB

UNIFORM REINFORCING NOTATIONS#6 = BAR SIZET= TOP OF SLAB POSITIONB = BOTTOM OF SLAB POSITION@18" = BAR SPACING

UNIFORM REINFORCING SHALLEXTEND THROUGHOUT EXTENTSOF SLAB, UNO

TOP COLUMN REINFORCING NOTATIONS(15) = QUANTITY OF BARS#5 = BAR SIZET = TOP OF SLAB POSITION6'-0" = LENGTH OF BARS@18"OC = BAR SPACINGS5 = STUDRAIL DESIGNATION

RE: STUDRAIL SCHEDULE ANDDETAIL

PLACE REINFORCEMENT GROUP CENTERED OVER COLUMN, OFFSET FROM COLUMN SHOWN FOR GRAPHICS ONLY

REINFORCING BAR WITH 90° HOOK

#6B@18"OC

#6T@18"OC

#6B

@18"OC

#6T@18"OC

OTHER ADDITIONAL REINFORCING NOTATIONS:

(5) = QUANTITY OF BARS#5 = BAR SIZET = TOP OF SLAB POSITIONB = BOTTOM OF SLAB POSITION6'-0" = LENGTH OF BARS@12" = BAR SPACING, WHEN

SPACING NOT SHOWN SPACE BARS EVENLY WITHIN EXTENTS

ADD = REINFORCING BARS REQUIREDIN ADDITION TO UNIFORM AND TOP COLUMN REINFORCING

UNO, DISTRIBUTE REINFORCING EQUALLY ON EACH SIDE OF COLUMN LINE AND CENTERED IN SPAN

SHOWS EXTENTS OF BAR DISTRIBUTION

REINFORCING BAR WITH 180° HOOK

HOOKS SHOWN WHERE APPLICABLE

HOOKS SHOWN WHERE APPLICABLE

S5

LINE INDICATES DIRECTION OF REINFORCING FOR EACH NOTATION

TYPICAL SUPPORTED SLAB CORNER REINFORCING, RE: TYPICAL DETAILS

(8)#6Bx8'-0"@12"OC ADD

(8)#6Bx8'-0"@12"OC ADD

(4)#6Bx6'-0" ADD

ADDITIONAL REINFORCING LAYOUT:

FOR REINF WITH SPECIFIED QUANTITY AND SPACING, PLACE REINF GROUP CENTERED ON COLUMN LINE

FOR REINF WITH NO SPACING SPECIFIED, PLACE REINF GROUP TO FILL EXTENTS BETWEEN ADJACENT COLUMN LINE REINF

CENTER BOTTOM REINF IN BAY, UNO

CENTER TOP REINF OVER COLUMNS, UNO

REINF GROUP CENTERED ON

COL LINE

REINF GROUP CENTERED ON

COL LINE

FILL EXTENTS BETWEEN

ADJACENT GROUPS

PROJECT DESCRIPTION

1. Project consists of 3 levels above grade. Foundations consist of drilled

piers and grade beams on void form. Superstructure is a combination of

light framed wood construction and partial PT slab at the second floor.

Lateral systems are wood panel shear walls and ordinary reinforced

concrete shear walls.

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.

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 1'-4" or less on a side are generally not shown on the structural

drawings. Refer to drawings of other consultants for such openings.

9. 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.

10. 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.

11. Verify elevator pit dimensions, locations, loadings, and details with the

elevator supplier prior to the fabrication and/or installation of any

material.

12. Fireproofing of structural elements is not shown on the structural

drawings. Refer to the specifications and architectural documents.

13. Do not scale these drawings, use the dimensions shown. In case of

conflict, request clarification from Architect and Structural Engineer.

14. 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.

Wind Loading

Basic Wind Speed Vult = 150 MPH Vasd = 116 MPH

Exposure Category B

GCpi +/- 0.18

Wind Base Shear - Ultimate

139 K

Wind Design Pressure

Components & Cladding - ASD50ft2

East/West

North/South

Seismic Loading

1.0

Mapped Spectral Response Acceleration

Seismic Importance Factor, Ie

0.199SS

0.061S1

CSite Class

Spectral Response Coefficients

.212SDS

.098SD1

BSeismic Design Category

Light Frame Wood Walls with

Structural Wood Shear Panels

Basic Seismic Force Resisting System

6.5Response Modification Factor, R

0.033Seismic Response Coefficient, Cs

Equivalent Lateral-Force ProcedureAnalysis Procedure Used

Seismic Base Shear - Ultimate

91.34 KEast/West

91.34 KNorth/South

Snow Loading

30 PSFGround Snow Load, Pg (Colorado

Design Snow Loads 2016, SEAC)

30 PSFMinimum Flat Roof Snow Load, Pf

1.0Importance Factor, Is

BTerrain Category

1.0Exposure Factor, Ce

1.0Thermal Factor, Ct

1.0Slope Factor, Cs

Live Loads and Superimposed Dead Loads

Foundations

45 PCFActive Equivalent Fluid Pressure (Drained)

67 PCFAt-Rest Equivalent Fluid Pressure (Drained)

346 PCFPassive Equivalent Fluid Pressure (Drained)

0.30Sliding Friction Coefficient

36 INMinimum Frost Depth

(Notes 2,3,4,6)

(Notes 5,6)

Local Jurisdiction: City of Boulder

Building Code: 2012 International Building Code

Geotechnical Engineer Information: Susan Rafalko PE# 46028

Olsson

3390 Fox St

Denver, CO 80216

303-237-2072

Date of Report: 05/03/2019

S-500Foundation Schedule Located on:

-20.9 PSFInterior Roof Zone (Zone 1)

-28 PSFRoof End Zone (Zone 2)

-28 PSFCorner Roof Zone (Zone 3)

-19.9 PSFInterior Wall Zone (Zone 4)

-22.9 PSFWall End Zone (Zone 5)

STRUCTURAL DESIGN CRITERIA

Risk Category: II

20ft2

-21.6 PSF

-33.3 PSF

-33.3 PSF

-21.1 PSF

-25.3 PSF

100ft2

-20.3PSF

-24.1PSF

-24.1 PSF

-19.0 PSF

-21.1 PSF

18 KSFDrilled Pier End Bearing

1.8 KSFAllowable Skin Friction

15 KSFMinimum Dead Load Pressure

3 FTMinimum Pier Socket Length

100'-0"= First Floor Elevation

5272'-0" = USGS Referenced Datum

NOTES:

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. Ground snow load is according to the City of Boulder Building

Department on 02/25/2019.

3. Minimum flat roof snow load according to the City of Boulder Building

Department on 02/25/2019.

4. All snow loads on the structure for both flat and sloped roofs are

calculated in accordance with the 2012 IBC and based on the ground

snow load stated above. Roof snow loads consider the following load

conditions: partial loading, unbalanced roof snow loads, snow drifting,

and sliding snow.

5. 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.

6. See Load Keys for numerical definition and area designation of snow, live,

and other gravity loads used in design.

180 K

2.5Over-Strength Factor, Ωo

4Deflection Amplification Factor, Cd

Parapet 40.8 PSF47.4 PSF 35.8 PSF

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 individual employed by the Testing Agency, responsible for

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 inspector

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.

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.

SPECIAL INSPECTIONS AND TESTING

ClassCategory/Material

4321Component/Work

So

ils

an

d

Fo

un

da

tio

ns

XSlab-on-Grade Subgrade Material

XXXCompaction

XXX

X

XXX

X

XX

XX

XX

XX

Drilled Pier Load Testing and/or Sonic Echo 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

Concrete Placement

Concrete Curing

Post-Installed Anchors in Overhead Applications

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

XXPrefabricated Wood Joists and Trusses

XXX

XXX

S

tru

ctu

ral

Ste

el X

XXJoists and Beam Framing

XXInterior Bearing Wall Studs

XXExterior Stud Framing

Shear Wall Framing, Sheathing, Nailing, Anchors,

and Holdowns

XXDrag Struts and Collectors

XXFloor/Roof Sheathing and Nailing

XXHangers and Connections

XXMechanical, Electrical, and Plumbing Penetrations

Wo

od

Fra

min

g

XX

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

XXConnection Erection and Assembly

Pretensioned and Slip Critical Bolts/Joints Using

Turn-of-Nut without Matchmarking or

Calibrated Wrench Methods of Installation

XXXSingle Pass Fillet Welds 5/16" or Less

All Other Welds Including Complete and Partial

Penetration Groove Welds

XXShear Stud Placement

XXX

XXX X

Fa

bri

cati

on

Ere

ctio

n

XMasonry Units, Grout and Mortar

Preparation of Mortar and Construction of Mortar

Joints

XX

XX

XX

X

XX

XX

Reinforcing Placement

Mortar Joint Reinforcing and Placement

Grout Placement

Control and Construction Joints

Steel Embeds

Cast Embedded Anchors

XXXPost-Installed Anchors

XCuring

Re

info

rce

d M

aso

nry

XX

Verification of f'm prior to construction XX

XGrout Space

X

XXVerification of mix design use on site (prior to

placement)

XXAll Other Post-Installed Anchors

X

5

Post-Tension Placement X X X X X

KL A&Engineers Builders421 E. 4th StreetLoveland, Colorado 80537P: (970) 667 2426 F: (970) 667 2493

Buffalo, WY Carbondale, CO Golden, CO Loveland, CO

&

SHEET No.

2560 28th Street, Suite 200Boulder, Coloradop: 303-442-3351

DISCLAIMER:THESE DOCUMENTS ARE PROVIDED BY COBURN ARCHITECTURE, FOR THE DESIGN INTENT OF THIS SPECIFIC PROJECT AND ONLY

THIS PROJECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION COORDINATION, METHODS AND MATERIALS REQUIRED FOR THE SUCCESSFUL COMPLETION OF THE PROJECT. THIS INCLUDES BUT IS NOT LIMITED TO THE QUALITY OF WORKMANSHIP AND MATERIALS

REQUIRED FOR EXECUTION OF THESE DOCUMENTS AND WORK OR MATERIALS SUPPLIED BY ANY SUBCONTRACTORS. ALL WORK SHALL COMPLY WITH GOVERNING CODES AND ORDINANCES. THE CONTRACTOR SHALL REVIEW AND UNDERSTAND ALL DOCUMENTS AND SHALL NOTIFY THE

ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES IN THE DRAWINGS, FIELD CONDITIONS OR DIMENSIONS.

DA

TE

PR

INT

ED

:

THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE ISSUED FOR INFORMATION ONLY.

THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. © 2019 KL&A, INC

9/5/

2019

11:

14:5

6 A

M

S000GENERAL NOTES

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NEW SHEET = ñ REVISED DRAWING = òNO MODIFICATIONS = ó SHEET DELETED = ô

SHEETNO. SHEET NAME

ISSUE DATE ANDTITLE

100%

DD

03/15/2019

50% C

D 0

5/17/2019

PER

MIT 0

7/03

/2019

S000 GENERAL NOTES ñ ò òS001 GENERAL NOTES ñ ò òS002 GENERAL NOTES ñ ò òS003 LOAD KEYS ñ ò òS010 TYPICAL DETAILS - CONCRETE ñ ò òS011 TYPICAL DETAILS - CONCRETE ñ ò òS012 TYPICAL DETAILS - WOOD ñ ò òS013 TYPICAL DETAILS - MASONRY ñ ò òS014 TYPICAL DETAILS - STEEL ñ ò òS015 POST-TENSIONED ñ ò òS016 POST-TENSIONED ñ ò òS161 FOUNDATION AND 1ST FLOOR PLAN ñ ò òS162 LEVEL 2 FRAMING PLAN ñ ò òS162PT LEVEL 2 PT TENDON PLANS ñS162R LEVEL 2 REINFORCEMENT PLAN ñS163 LEVEL 3 FRAMING PLAN ñ ò òS164 ROOF FRAMING PLAN ñ ò òS300 CORE WALL ELEVATIONS ñ òS400 FOUNDATION DETAILS ñ ò òS410 FRAMING DETAILS ñ ò òS411 FRAMING DETAILS ñ òS500 SCHEDULES ñ ò òS501 SCHEDULES ñ

ABBREVIATIONS

ADDNL 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, T diameterDIM dimensionDTL detailDWGS drawingsDWL dowel

(E) existing constructionEA eachEF each faceELEV 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

GA gageGB grade beamGC general contractorGEN generalGLB glulam

HDR headerHORIZ horizontalHSA headed stud anchor

IF inside faceINT interior

JST joist

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

OC on centerOF outside faceOH opposite handOPNG opening

PAF powder actuated fastenerPERP perpendicularPJP partial joint penetrationPL, V platePLF pounds per lineal footPSL parallel strand lumberPT post-tensioningPT pressure treated

RE: referenceREINF reinforcementREQD required

SC slip criticalSCHED scheduleSCL structural composite lumberSOG slab on gradeSTFNR stiffenerSTL steel

T/, TOx top of (S=slab, C=conc, etc)TRAN transverseTYP typical

UNO unless noted otherwise

VERT verticalVIF verify in field

WP work pointWWF welded wire fabric

ISSUED/REVISION SCHEDULE

NO. DESCRIPTION AUTHOR CHECKED DATE

PROGRESS PRINT 09.04.2019

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 indicating earthwork and soil

preparation has been performed adequately to conform to the foundation

design criteria.

3. 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.

4. Foundation walls or grade beams having earth placed on each side shall

have both sides filled simultaneously to maintain a common elevation.

5. Brace all foundation walls against movement while backfilling 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.

6. Contractor shall provide continuous site drainage by a mechanical method

to control surface and underground water as required to maintain a dry

working site.

7. 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.

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:

Pre-fabricated stair units and their connections

Premanufactured hand/stair railings and their connections

Premanufactured wood trusses

All others required by the local jurisdiction

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 "Concrete Mix Design

Requirements" table

3. Materials – See "Concrete Materials Designation" 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 conform 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. Unless noted otherwise, 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.

2. 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.

3. 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.

4. Unless otherwise shown in the architectural drawings, provide drip edges

at the underside of all exposed slab edges.

5. 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.

6. Provide void forms under foundation elements as shown on the 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, 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, 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. Masonry Dowels: provide, place, and space to match masonry horizontal

and vertical reinforcing.

8. Welding of reinforcing is prohibited, unless noted otherwise and shall

conform to ASTM A706.

9. 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. 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.

3. 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.

EMBEDDED ITEMS IN STRUCTURAL CONCRETE SLABS

GENERAL:

1. See mechanical, electrical and plumbing (MEP) drawings for miscellaneous

plates, anchors, fittings, etc. required for MEP equipment and service.

2. See architectural drawings for miscellaneous plates, bolts, reglets, slots,

etc. required for architectural items.

3. Electrical conduit in PT slabs consisting of PVC, uncoated or galvanized

iron, and steel are acceptable (aluminum not allowed) provided the

following: conduit shall not alter or displace PT tendons and reinforcing in

plan or elevation; conduit shall not be larger in outside diameter than the

smaller of 1/3 of the overall thickness of slab or 1 1/2"; conduit shall be

placed within the middle 1/3" of the slab; minimum spacing between

parallel conduits shall be 3"; minimum horizontal distance between

parallel conduit and PT tendon/ reinforcing shall be 3"; minimum vertical

distance between tendon and crossing conduit shall be 2"; and crossing

conduit shall consist of no more than two layers.

4. Channel and slot type embeds in slabs for support of MEP and other

equipment are not allowed without prior approval of Structural Engineer.

POST INSTALLED ANCHORS IN CONCRETE AND MASONRY

GENERAL:

1. Holes are assumed to be dry unless otherwise noted on plans.

2. Holes to be hammer drilled with bit as specified by anchor manufacturer.

3. Anchors specified are based on the specific technical data published by

the specified anchor manufacturer. Substitutions are not permitted

without approval by the Structural Engineer of Record prior to

use. Contractor shall provide calculations demonstrating that the

substituted product is capable of achieving the performance values of the

specified product. Substitutions will be evaluated by their having an ICC

ESR showing compliance with the relevant building code for seismic uses,

load resistance, installation category, and availability of comprehensive

installation instructions. Adhesive anchor evaluations consider creep, in-

service temperature and installation temperature.

4. Install anchors per the manufacturer instructions, as included in the

anchor packaging. Installation shall adhere to ICC ESR. Reference plans

and details for anchors that are to be installed with reduced torque.

5. Concrete should be allowed to cure a minimum of 21 days prior to

adhesive anchor installation.

6. Prior to installation of anchors all installation and inspection personnel

shall be instructed on site by a representative of the anchor manufacturer

on proper installation techniques and equipment.

7. Anchor capacity is dependent upon spacing between adjacent anchors

and proximity of anchors to edge of concrete. Install anchors in

accordance with spacing and edge clearances indicated on the drawings.

8. Installation of anchors shall not damage existing reinforcing, which

includes post-tensioned tendons (PT). Prior to drilling, care shall be taken

to avoid damage by locating existing reinforcing and PT by use of GPR, X-

Ray, or other means that avoids damage to the concrete and accurately

predicts potential conflict of reinforcing and PT.

9. Post-installed anchors to be stainless steel where exposed to exterior

and/or corrosive environments unless the anchor is protected.

10. All installers of post-installed adhesive anchors horizontally, vertically or

upwardly inclined in concrete to support sustained tension loads shall be

certified by ACI/CRSI adhesive anchor installer certification program, or

equivalent as required by the IBC. Submit certificates for record.

11. All post-installed anchors in concrete shall be suitable for use in cracked

concrete applications.

12. When doweling continuously deformed rebar into concrete use Hilti

RE-500v3 or an adhesive that has been approved under ACI 355.4 and ACI

318 for development and lap splices.

13. Unless noted otherwise on plans/details all adhesive anchors shall be Hilti

HIT-HY200 Safe-Set for concrete and Hilti HY-70 for block and brick.

Unless noted otherwise on plans/details all expansion anchors shall be

Hilti Kwik-Bolt TZ. See note 3 for substitutions.

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/W0,W1]

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

Prestressed Concrete: C0 = 0.06 C1 = 0.06 C2 = 0.06

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 3

F0,C0

S0,P0

Columns5000, NW

UNO0.40 3/4" -I/II

PT Slab

Exterior Slab-On-Grade

5000, NW

3800 at 3

days

0.40 3/4" -II

5000 NW 0.40 3/4" 5I/II

Grade beams4500, NW 0.45 3/4" 5I/II

4

Other 5000, NW 0.45 3/4" -I/II

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, 1.0% 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 range= No Tolerance

See ACI 301 for slump of concrete before addition of plasticizers or high-range water

reducing admixtures

4. Refer to concrete column schedule for additional strength requirements

4"

4"

4"

4"

4"

Core, Shear and Bearing

Walls5000, NW 0.40 3/4" -I/II 4"

F1,C0

S0,P0

F1,C0

S0,P0

F1,C0

S0,P0

F1,C0

S0,P0

F1,C0

S0,P0

F1,C0

S0,P0

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

Exp

ose

d t

o

Ea

rth

or

We

ath

er

Walls, slabs #14-#18 (Non-Post-tensioned)

Walls, slabs #11 and smaller

Columns, beams, girders

2

#5 and smaller (Non-Post-tensioned) 1 1/2

Co

ncr

ete

Exp

ose

d t

o

Ea

rth

or

We

ath

er

1 1/2

3/4

1 1/2

AssemblyCover (in)

REQUIRED CONCRETE COVER FOR FIRE-RATED ASSEMBLIES

Columns, beams, girders

Slabs

Re

info

rcin

g

Ste

el

NOTES:

1. Cover for prestressed & non-prestressed reinforcement

2. Primary reinforcement, ties, stirrups, and spirals

3. Primary reinforcement

4. Ties and stirrups

5. Cover for studrails shall match cover to primary reinforcement.

1 hr 2 hr 3 hr 4 hr

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.

3. Cover for studrails shall match cover to primary reinforcement.

4. Slabs and beams are considered restrained.

2

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 C330Lightweight Aggregates

ASTM C309, Type I, Class ACuring Compound

ASTM A615-grade 60

(Specified Yield Strength = 60ksi)Reinforcing Bars

ASTM A706-grade 60

(Specified Yield Strength = 60ksi)Welded Reinforcing Bars

ASTM A185Welded Wire Fabric

ASTM E1745-Class AVapor Retarder below SOG

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.

Epoxy Coated Reinforcing Bars ASTM A775 or ASTM A954

Post-Tensioning Tendon Assembly ACI 423.7

Post-Tensioning Prestressing Steel ASTM A416-grade 270

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

≥ #7

Top

Other

57 db

44 db

3,000 4,000 5,000 6,000 8,000

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

44 db

34 db

55 db

42 db

66 db

51 db

83 db

64 db

57 db

44 db

72 db

55 db

86 db

66 db

108 db

83 db

40 db

31 db

50 db

39 db

60 db

46 db

76 db

58 db

52 db

40 db

65 db

50 db

79 db

60 db

98 db

76 db

35 db

27 db

44 db

34 db

52 db

40 db

65 db

50 db

45 db

35 db

57 db

44 db

68 db

52 db

85 db

65 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

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 of the smaller bar, or the length

of a Class A tension 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

Bars

≤ #6

Bars

≥ #7

Bars

≤ #6

Bars

≥ #7

Bars

≤ #6

Bars

≥ #7

Bars

≤ #6

4,500

47 db

36 db

58 db

45 db

70 db

54 db

87 db

67 db

60 db

47 db

76 db

58 db

91 db

70 db

113 db

87 db

POST TENSIONING

GENERAL:

1. All post-tensioning work, material, and fabrication shall conform to ACI

301 and ACI 423.7. Tolerances shall conform to ACI 117.

2. Installer of post-tensioning shall be PTI certified level 2.

3. All tendons anchorages shall be encapsulated. The sheathing shall be

connected to all stressing, intermediate, and fixed anchorages in a

watertight fashion in accordance to ACI 318.

4. Prestressing steel used in post-tension work shall conform to ASTM A416-

Grade 270 1/2 inch diameter 7 wire strand.

5. Concrete shall have attained a minimum compressive strength of 75% of

28 day strength but not less than 3750 psi before post-tensioning

commences.

6. Tendons are unbonded unless noted otherwise.

7. Height (or elevation) of tendons shown on the plans is measured from the

supporting form surface to the center of the tendon at the location

indicated.

8. Stressing sequence (Unless noted otherwise on plans): 60% of banded

thru tendons, then 100% of uniform thru tendons, then 100% of uniform

add tendons, then remaining banded thru tendons, and then 100% of

banded tendons.

TESTING:

1. Tests and inspections shall conform to ACI300 and ACI423.7

2. Inspectors shall be PTI certified level 2 post-tensioning inspectors.

SUBMITTALS:

1. Submittals shall include shop drawings, elongation calculations, stressing

jack calculations, and stressing record specified in ACI301.

2. Shop drawings and elongation calculations shall be signed and sealed by a

licensed engineer in the state where the project is located

3. Submit PTI plant certification and installer PTI certification.



&

SHEET No.

2560 28th Street, Suite 200Boulder, Colorado

p: 303-442-3351





DA

TE

PR

INT

ED

:



9/5/

2019

11:

14:5

8 A

M

S001GENERAL NOTES

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL



A Permit Resubmittal 08/23/2019

A


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.

4. HSS Cap Plates: Provide 1/4" cap plates at top of all HSS columns, uno.

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 galvanized 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.

WOOD FRAMING

GENERAL:

1. All wood construction work shall conform to ANSI/AF&PA NDS unless

noted otherwise. Contractor shall keep a copy of these references on site

at all times.

2. Materials – See Wood Materials Tables

3. Qualifications – Carpenter shall be experienced in construction of projects

of similar size and complexity and shall be knowledgeable of conventional

light frame construction practices and minimum nailing requirements of

the IBC.

SUBMITTALS:

1. All submittals shall be reviewed by the Contractor prior to

Engineer/Architect review and shall bear Contractor's review stamp.

Contractor is responsible for reviewing submittals for conformance with

all contract documents and coordination with all trades.

2. Submittals are required for the following wood framing elements:

premanufactured wood trusses, heavy timber framing, log framing,

glulam framing, and manufactured framing including I-joists.

3. Premanufactured truss submittals shall include dimensioned layout

drawings that identify truss types, geometries, and locations as well as

truss design calculations that indicate all design loads. Calculations shall be

signed and sealed by the manufacturer's engineer licensed in the state

where the project is located.

4. Manufactured framing submittals shall include dimensioned layout plans

indicating joist and beam types, locations, and connection hardware.

5. Wood I-joist submittals shall include dimensioned layout plans indicating

joist types, locations, and connection hardware.

PRODUCTS:

1. All wood framing shall be at a moisture content of 19% or less and shall be

marked S-Dry (surface dried) or KD (kiln dried).

2. Unless noted otherwise, all sizes noted on these drawings are nominal.

Actual sizes are based on "Minimum Dressed-Dry" dimensions according

to American Softwood and Lumber Standard PS20-10.

3. Unless noted otherwise, all glulam framing sizes are minimum dressed

dimensions in accordance with American Institute of Timber Construction

AITC113.

4. Unless noted otherwise, all manufactured framing sizes are based on

specified manufacturers published information.

5. Wall studs to be Douglas Fir-Larch (DFL) stud grade @16"OC, unless noted

otherwise in the drawings.

6. Wood I-joists: where framing members are noted TJI on the drawings, use

engineered products by Weyerhaeuser or approved equal.

7. Structural Panels: Sheathing for roofs and walls shall conform to APA PS-2

standards. All panels shall be Exposure 1, unless noted otherwise.

8. Sills: Sill plates shall be pressure treated Douglas Fir-Larch stamped to

show compliance with AWPA standards.

PREMANUFACTURED PRODUCTS:

1. Premanufactured wood trusses shall be designed in accordance with the

"Design Specification for light metal plate connected wood trusses" except

where state and local codes are more stringent.

2. Premanufactured wood trusses shall be fabricated in accordance with the

"TPI Quality Control Manual."

3. Premanufactured wood trusses shall be installed in according to "Bracing

Wood Trusses Commentary."

4. Design of wood elements in premanufactured wood trusses shall conform

to NDS.

5. Wood utilized in premanufactured truss construction shall be stress

graded bearing the mark of a recognized grading agency and shall

conform to the rules and service requirements of the American Lumber

Standards Committee PS-20.

6. Truss fabricator is responsible for all member and connection design and

detailing and for all dimensioning, coordination, and erection of trusses.

Contract documents show only basic dimensioning and configurations of

trusses. Detailed positioning and spacing of trusses is the responsibility of

the fabricator.

7. Trusses shall be designed to resist the dead loads of completed

construction and the larger of live, snow, and wind-uplift loads specified

8. Bottom chords shall be designed for the live loads required by the

applicable codes and standards.

9. Metal anchorage devices for the trusses shall be designed for specified

wind uplift less 0.6 (allowable stress design) of the resisting dead load. Toe

nailing of trusses is not permitted.

WOOD FRAMING

CONNECTORS:

1. All bolts, metal connectors, hangers, anchors, and fasteners in contact

with preservative treated wood shall be hot dipped galvanized G90 or

stainless steel type 304 or 316.

2. Provide 5/8" diameter anchor bolts @48"OC at the top of all foundation

elements for attaching sill plates, except at shear walls. See Shear Wall

Nailing Schedule for shear wall anchor bolt spacing. As a minimum,

provide two bolts, each within 12" of the ends of each piece of sill plate.

3. J and L type bolts are allowed for anchorage of wood sills.

4. Anchor bolts shall be cast into concrete or grouted into masonry with a

minimum embedment of 7".

5. Provide plate washers at all shear wall anchor bolt connections to wall

plates. See "Typical Wood Shear Walls - Nailing Schedule and Details" for

more information.

6. Nailing shall conform to the minimum requirements contained in Table

2304.10.1 of the IBC unless more stringent requirements are shown on

these drawings or in these notes.

7. All nails are to be steel common wire nails and conform to ASTM F1667.

8. Pre-drill nail holes when necessary to prevent splitting.

9. Steel plates for wood construction shall conform to ASTM A36.

10. Bolts shall conform to ASTM A307.

11. All exposed bolts in wood structure which are not in contact with

preservative treated wood shall be plain, uncoated steel.

12. Holes for bolts shall be 1/16" oversized.

13. Retighten all bolts prior to closing in.

14. Lag screws shall penetrate the main member a minimum of eight times

the shaft diameter unless noted otherwise.

15. Diagonal (toe-nail) lag screws shall be installed with a minimum edge

distance of four times the shaft diameter.

INSTALLATION:

1. Built-up Columns: Where hidden in a wall, at contractor's option, wood

columns may be built-up from 2x laminations. Laminations shall be

stitched nailed with staggered 16d@4"OC. Do not splice laminations.

2. At roofs and floors, lay panels with long dimension perpendicular to

supports with short edges staggered.

3. Glue and nail floor sheathing to supports with 8d@6"OC edges and 8d@

12"OC field.

4. Nail roof sheathing to supports with 8d@4"OC edges, 8d@6"OC edges

and 8d@12"OC field, to be determined from analysis.

5. See plans for areas of special blocking and nailing.

6. Nail vertical sheathing to supports with 8d@6"OC edges and 8d@12"OC

field for walls not designated as shear walls.

7. Where shear walls are noted on the plans, the sheathing is used as part

of the lateral load resisting system. See typical details for attachment of

sheathing to supports for wood structural panel shear walls.

8. All panel edges within the extent of the shear wall shall be blocked with

flat 2x4 blocking.

FRAMING TOLERANCES:

1. Layout of walls and partitions: within 1/4" of intended position.

2. Plates and runners: 1/4" in 8' from a straight line.

3. Studs: 1/4" in 8' out of plumb, not cumulative.

4. Face of framing: 1/4" in 8' from a true plane.

COMMON NAIL DIMENSIONSMinimum Length (in)Common Nail (Steel Wire) Minimum Diameter (in)

0.113 2

0.131 2 1/2

0.148 3

0.148 3 1/4

0.162 3 1/2

0.192 4

6d

8d

10d

12d

16d

20d

DOUGLAS FIR-LARCH (DFL)

Select Structural 1,500 psi 1,700 psi 180 psi 1,900 ksi

No1 1,000 psi 1,500 psi 180 psi 1,700 ksi

No2 900 psi 1,350 psi 180 psi 1,600 ksi

Stud 700 psi 850 psi 180 psi 1,400 ksi

Flexural

Stress

DESIGN VALUES FOR DIMENSIONAL LUMBER

Compressive

Stress

Horizontal

Shear Stress

Modulus of

Elasticity

Species &

Grade

Flexural

Stress

DESIGN VALUES FOR MANUFACTURED LUMBER

LAMINATED STRAND LUMBER (LSL)

2x4 and 2x6

Studs - 1.3E

Compressive

Stress

Horiz

Shear

Stress

Modulus of

Elasticity

1,700 psi 1,400 psi 400 psi 1,300 ksi

2,250 psi 1,950 psi 400 psi 1,500 ksi

2,325 psi 1,350 psi 310 psi 1,550ksi

2,600 psi 2,510 psi 285 psi 2,000 ksi

Type - ECompressive

Stress Perp

435 psi

475 psi

800 psi

750 psi

Tensile

Stress

1,075 psi

1,500 psi

1,070 psi

1,555 psi

LAMINATED VENEER LUMBER (LVL)

2x8 Studs -

1.5E

Headers and

Beams - 1.55E

Headers and

Beams - 2.0E

WOOD STRUCTURAL PANEL REQUIREMENTS

Roof over Trusses/Rafters

Minimum ThicknessSupporting Element APA Span Rating

40/20 19/32"

Floors (Sturd-I T&G) 24 OC Single Floor 23/32"

Walls 32/16 15/32"

Shear Walls 32/16 15/32"

REINFORCED MASONRY

GENERAL:

1. All masonry work shall conform to ACI 530.1/ASCE 6/ TMS 602 unless

noted otherwise. Contractor shall keep a copy of these references on site

at all times.

2. Masonry Strength – See Masonry Strength Table

3. Materials – See Masonry Materials Table

TESTING:

1. Owner will engage a qualified Testing Agency, approved by the Architect

and Engineer to perform tests and Special Inspections. Upon completion

of work, Testing Agency shall furnish a certificate of compliance, signed by

the Professional Engineer responsible for management of the Agency. The

Professional Engineer must be registered in the state where the project is

located. Tests and inspections shall be performed in compliance with ACI

530.1/ASCE 6/ TMS 602 and Chapter 17 of the IBC. Inspections include:

proportions of site-prepared mortar, construction of mortar joints,

location of reinforcement and connectors, grout space, grade and size of

reinforcement, proportions of site-prepared grout, grout placement and

curing. Testing includes: Grout strength, mortar strength, and prisms.

2. Masonry grout shall not be placed until reinforcing and connectors have

been inspected by the owner's independent inspection agency and/or the

special inspector.


SUBMITTALS:

1. Submittals shall conform to ACI 530.1/ASCE 6/ TMS 602. All submittals

shall be reviewed by the Contractor prior to Engineers/Architects review

and shall bear Contractors review stamp. Contractor is responsible for

reviewing submittals for conformance with all contract documents and

coordination with all trades.

2. Submittals for all masonry shall include: Mix designs for grout and mortar,

material certificates for: reinforcing, anchors, ties, and metal accessories,

masonry units, mortar materials, and grout materials.

3. Reinforcing shop drawings shall include placement drawings 1/8"=1'-0”

minimum scale complete with wall elevations. Include special

reinforcement required at openings through masonry structure. Include all

accessories specified and required to support reinforcement.

4. 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 masonry.

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.

REINFORCING AND EMBEDDED ITEMS:

1. Vertical reinforcement shall extend the full height of the wall unless noted

otherwise. Provide vertical reinforcement at all wall corners; end of walls;

each side of openings and at each side of control and expansion joints.

2. Provide bond beams at sill lines, top and bottom edge of openings, top of

walls, floor lines, and roof lines. Bond beams shall be continuous unless

noted otherwise. See typical bond beam detail.

3. Continue reinforcing through construction joints and around corners

unless noted otherwise. Terminate horizontal reinforcement at control

joints except keep bars continuous at floor lines, roof lines, lintels, and top

and bottom of typical openings.

4. Provide standard hooks on bars terminating at a masonry face unless

noted. i.e.: edges of openings, ends of walls, heads, jambs, control joints,

etc.

5. Splice bars with contact laps per the reinforcing splice and development

length table, unless noted otherwise.

6. Vertical reinforcement shall have a minimum clearance of 3/4" from

masonry and shall be supported and fastened together to prevent

displacement.

7. Horizontal joint reinforcing shall be lapped no less than 6" at all splices

including corners and tees where no control joint is used.

8. Dowels from concrete shall be furnished and placed by the concrete

contractor.

9. Welding of reinforcing is prohibited, unless noted otherwise and shall

conform to ASTM A706.

10. Provide embeds (including anchors) for supporting structural and non-

structural elements including but not limited to: hand rails, canopies,

miscellaneous steel, etc.

MASONRY ERECTION:

1. Unless otherwise noted, lay masonry in running bond.

2. Unless noted provide control joints at 30 feet on center.

3. Coordinate blockouts, reveals, holes, openings, and built in items with all

contract documents and trades.

4. Grout lift heights shall follow requirements of TMS 602 Sections 3.5C and

3.5D.Grout lift heights shall follow requirements of TMS 602 Sections 3.5C

and 3.5D.

5. Grout cells solid at: reinforcing, bond beams, inserts, anchors, elevator

guide rails, and 24" below and 12" to each side of steel beam bearing

points.

6. Consolidate grout pours 12" or less in height by mechanical vibration or

puddling not more than five minutes after grouting.

7. Consolidate grout pours exceeding 12" in height by mechanical vibration

not more than five minutes after grouting, and reconsolidate after initial

water loss and settlement has occurred.

8. Grout in masonry beams shall be vibrated as it is placed. Where full depth

grouting is required, the grouting shall extend to the end of the horizontal

reinforcement.

9. Hot weather construction refer to ACI 530.1 section 1.8D.

10. Cold weather construction refer to ACI 530.1 section 1.8C.

Hollow Concrete Masonry Units

Material Standard

ASTM C 90

MASONRY MATERIALS TABLE

ASTM C 145

ASTM C 476Grout

ASTM C 270Mortar

ASTM A615-grade 60Reinforcing

ASTM A706-grade 60Reinforcing Welded

ASTM A951Wire Reinforcing

Solid Concrete Masonry Units

NOTES:

1. Provide lightweight hollow concrete masonry units for general use. Provide normal

weight or solid units where indicated.

2. Mortar for clay masonry shall be type S.

3. Mortar for concrete masonry shall be type S at exterior walls and type N at interior

walls.

4. Hydrated lime required in all mortar.

5. Wire joint reinforcing shall be ladder type.

MASONRY STRENGTH TABLE

Concrete Masonry f'm = 2000 psi

Grout for Concrete Masonry f'g = 1.0*f'm (2000 psi minimum)

Element Specified Compressive Strength

Element Proportions

Fine Grout

Coarse Grout

Mortar Type S

Exterior Walls

Mortar Type N

Interior Walls

(1) Part Portland cement with (1/4) to not more that (1/2) part

hydrated lime and a damp aggregate ratio of not less than (2 1/4) and

not more than (3) times the sum of the separate cementitious

material volumes.

(1) Part Portland cement with (1/2) to not more that (1 1/4) part

hydrated lime, and a damp aggregate ratio of not less than (2 1/4) and

not more than (3) times the sum of the separate cementitious

material volumes.

(1) Part Portland cement with not more that (1/10) part

hydrated lime, and (2 1/4) to (3) parts sand.

(1) Part Portland cement with not more that (1/10) part hydrated

lime, and (2 1/4) to (3) parts sand, and (1) to (2) parts gravel.

GROUT AND MORTAR PROPORTIONING TABLE

NOTES:

1. Grout shall contain a minimum of (7) sacks of cement per cubic yard.

2. Add sufficient water to grout to provide proper consistency without segregation.

12

14

21

39

53

80

NOTES:1. LAPS IN REINFORCING BARS IN REINFORCED MASONRY SHALL HAVE MINIMUM LENGTHS

DEFINED ABOVE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS.2. ALL SPLICES TO BE WIRED TOGETHER.3. SPLICE AND DEVELOPMENT LENGTHS ARE THE SAME VALUE FOR HORIZONTAL AND

VERTICAL BARS.4. F'm MUST BE GREATER THAN OR EQUAL TO 2000 PSI.5. CLEAR COVER FROM FACE OF BLOCK MUST BE GREATER THAN 3.31".

#3

Bar Size

#4

#5

#6

#7

#8

Splice Length (in.)

MASONRY REINFORCING SPLICE LENGTHS

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. C (50 ksi)Rectangular HSS

Round HSS

Plates, Bars, and threaded rod

- typical

- when noted as 50ksi

ASTM F1554 Gr. 55 w/ Supplement S1Anchor Rods

ASTM F3125 Grade A325 or F1852

ASTM A490 or ASTM F2280

ASTM F3125 Grade A490 or F2280

Bolts

- typical (Group A)

- where noted as Group B

- where indicated as A307

ASTM A563, Heavy HexNuts

ASTM A500 Gr. C (46 ksi)

ASTM A36 (36ksi)

ASTM A572 Gr. 50 (50ksi)

ASTM F436, except plate washers to be

ASTM A36

Washers

ASTM F959Direct-Tension-Indicator Washers

ASTM A108/A29Headed Stud Anchors

E70, 70ksiWeld Electrodes

ASTM A36All Thread Rod and Threaded Studs, UNO

ASTM A29 or A572High Strength Threaded Studs

Standard

3/4"ø A325 Bolt

BOLT GRADES Bolt Size, Joint Type and

Designation on Drawings

3/4"ø Bolt, ASTM F3125 Grade A325 or

F1852

3/4"ø A325 SC-A Bolt

3/4"ø Bolt, ASTM F3125 Grade A325 or

F1852 with Class A Faying Surface and

Bolt Tightened to Slip Critical

NOTES:

1. Reference plan, details and connection tables for bolt size and joint type.

2. All bolts are snug tight, unless indicated on plan or details as slip critical or fully

tensioned.

3. Holes may be short slotted transverse to applied load, unless plans, details or

connection tables indicate a standard or oversize hole.

4. Where bolts are indicated as slip critical or fully tensioned, pretension bolt as defined

by AISC 360, Table J.1

5. Class A faying surfaces are unprimed surfaces or hot dip galvanized surfaces with

hand wire brush roughening, as defined by AISC 360.

6. Class B faying surfaces are blast cleaned surfaces as defined by AISC 360.

7. Bolted connections to follow all requirements indicated in the Specification for

Structural Joints Using High Strength Bolts (RCSC)

1"ø A490 Bolt1"ø Bolt, ASTM F3125 Grade A490 or

F2280

1"ø Bolt, ASTM F3125 Grade A490 or

F2280 with Class A Faying Surface and

Bolt Tightened to Slip Critical

1/2"ø or 3/4"ø A307 Bolt1/2"ø or 3/4"ø Bolt, ASTM A307 Gr. A

1"ø A490 SC-A Bolt



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PERMIT SUBMITTAL




A


LOAD AREA PATTERNSELF

WEIGHT (psf)

LIVE LOAD REDUCTION DESCRIPTION OF LOAD NOTES

SUPERIMPOSED LOADS

DEAD LOAD (psf)

LIVE LOAD (psf)

SNOW LOAD (psf)

TYP PUBLIC AREA FLOOR2015 100 -- NO

DRIFTING SNOW LOAD DIAGRAMNOTES:

1. DRIFTING SNOW LOADS ARE DEFINED BY DIAGRAM TO THE RIGHT.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 TABLE FOR COMPONENTS AND CLADDING DESIGN CRITERIA.

5. WHERE THE BUILDING CODE REQUIRES PARTITION LOADS TO BE CONSIDERED AS LIVE LOADS, THEY ARE INCLUDED IN THE LIVE LOADS SHOWN.

6. WHERE PREMANUFACTURED ROOF TRUSSES OCCUR, APPLY LOADS AS FOLLOWS:CASE #1: APPLY TABULATED LOADS TO TOP CHORDS.CASE #2: APPLY TABULATED LOADS TO TOP CHORDS W/ 8 PSF DEAD

LOAD REDUCTION. APPLY 8 PSF DEAD LOAD TO BOTTOM CHORD. APPLY 10 PSF LIVE LOAD TO BOTTOM CHORD.

Pd

Pf

Ld

--

LOAD KEY LEGEND

1

TYP RESIDENTIAL AREA FLOOR20 40 -- YES --

VERT WIND LOAD (psf)

--

--

5

2

3

15

SEE NOTES 1,2,4,5ROOF8 20 30 NO--15

SNOW DRIFT LOAD KEY LEGEND

PATTERNDRIFT

MAGNITUDE, Pd (PSF)

DRIFT LENGTH, Ld

(FT)DESCRIPTION OF LOAD

1

2

3

4

6

7

9

10

29

33

42

48

SCREEN WALL SNOW DRIFT

5

4

12" PT SLAB, PUBLIC AREA FLOOR25150 100 -- NO

12" PT SLAB, RESIDENTIAL AREA FLOOR25 40 -- YES

--

--150 --

--

CANOPY5 20 30 NO--106 --

A

1 2 4 6

6

7

7

A

B

H

4

4 4

2 1

3

35

5

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

13 1110

8

6

6

6

6

6

6

66

6

6

66

1 2 4 6

6

7

7

A

B

4

4

4

3

4

3

3 5

5

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

13 1110

8

1 2 4 6

6

7

7

A

B 5

5

5

24

4

2

2

11

41

4

1

3 3 1

33

11

13

11

11

11

3

5

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

13 1110

8



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PERMIT SUBMITTAL

1" = 20'-0"1 2ND FLOOR LOAD KEY

1" = 20'-0"2 3RD FLOOR LOAD KEY

1" = 20'-0"3 ROOF LOAD KEY




A

A

A


T

T/3

1 1/2"CONTINUOUS KEYWAY

MAIN REINF

A. TYPICAL SLAB CONSTRUCTION JOINT

DOWELS"T" DOWELS

6" #4x4'-0"@14"

8" #4x4'-0"@12"

9" #4x4'-0"@11"

10" #4x4'-0"@10"

11" #4x4'-0"@9"

12" #5x5'-0"@12"

H

H/3

H/3

H/3

1 1/2"

1'-0"

ADDITIONAL STIRRUPS @3"OC

MAIN REINF

ADD (2) #6x5'-0" FOR EVERY 220 SQ IN OF BEAM CROSS SECTIONAL AREA. PLACE (2) LAYERS MIN WITHIN MIDDLE THIRD OF BEAM DEPTH AS SHOWN. MAINTAIN 4" MIN REINF SPACING.

2"

B. TYPICAL GRADE BEAM AND BEAM CONSTRUCTION JOINT

EQ EQ

6" TYP

6"

4"4"

6"6" TYP

2'-6" 2'-6"

6" TYP

6"

NOTES:1. LOCATE CONSTRUCTION JOINTS AT POINTS OF MIN

SHEAR GENERALLY IN THE MIDDLE THIRD OF THE SPAN.2. ALL REINFORCING IS CONTINUOUS THROUGH THE JOINT.

SECTION VIEW

HOOK BOTTOM REINF

TYP SLAB REINF

HOOK TOP REINF,IF NO REINF ADD #5x6'-0"@16" W/ STD HOOK UNO ON PLAN

2'-0" UNO

HOOK BOTTOM REINF

DRE:PLAN

RE: P

LAN

DTYP

CLASS

B S

PLICE

STEP

STEP

STEP

SLAB SOFFIT STEP

SLAB STEP

EXTEND BOT REINF INTO SLAB

HOOK TOP REINF AT EXTERIOR CORNERS

(STEP EDGE)

EXTEND TOP REINF INTO SLAB

HOOK BOT REINF AT INTERIOR CORNERS(SOFFIT STEP)

TYP

CLASS B SPLICE

STEP LESS THAN OR EQUAL TO D

ADD #5 CONT AT STEP

HOOK TOP REINF

ADD #5 CONT AT STEP

2'-0" UNO

CLASS B LAP

SECTION VIEWSTEP LESS THAN OR EQUAL TO D/2

TYP SLAB REINF

PLAN VIEW

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

CONST OR CONTROL JOINTS, RE: SOG JOINTING

BOND BREAK MATERIAL AROUND BLOCK OUT

#4 EA CORNER

CIP OR PC COL

±2"

T/SOG

PROVIDE ACCESSORIES TO SUPPORT REINFORCEMENT, REINF CHAIRED AT MID-HEIGHT

VAPOR BARRIER/INSULATION, RE: NOTE

COMPACTED BASE, RE: NOTE

SUBGRADE, RE: NOTE

RE: P

LAN

REINFORCING, RE: PLAN

NOTES:1. RE: ARCH FOR VAPOR BARRIER AND INSULATION REQUIREMENTS. UNO RE: ARCH: PROVIDE

VAPOR BARRIER BELOW SLABS WITH FLOOR FINISHES SUSCEPTIBLE TO MOISTURE.2. SOG SHALL BEAR ON SUITABLE SUBGRADE MATERIAL AS SPECIFIED BY THE GEOTECHNICAL

ENGINEER & GEOTECHNICAL REPORT.3. PROVIDE MIN 4" FREE DRAINAGE COMPACTED BASE TYPICAL UNO BY GEOTECHNICAL ENGINEER

& GEOTECHNICAL REPORT.

T/SOG

T/SOG

SAWCUT OR TOOLED CONTROL JOINT, CAULK RE: ARCH

NOTES:1. STOP REINF AT EACH SIDE OF CONSTRUCTION JOINT2. PROVIDE CONTROL JOINTS AT 15 FT OC EACH WAY MAXIMUM SPACING,

UNO. CONSTRUCTION JOINTS CAN REPLACE CONTROL JOINTS.3. UNO AT GARAGES, REINFORCING PASSING THROUGH CONSTRUCTION JOINTS

SHALL BE EPOXY COATED.

NOTES:1. SAWCUT CONTROL JOINT WITHIN 8 HOURS (MAX) OF PLACEMENT OR

USE TOOLED JOINT DURING FINISHING (CONTRACTOR'S OPTION)2. PROVIDE CONTROL JOINTS AT 15 FT OC EACH WAY MAXIMUM SPACING,

UNO. CONSTRUCTION JOINTS CAN REPLACE CONTROL JOINTS.

1" M

IN

TYPICAL SOG CONTROL JOINT

TYPICAL SOG CONSTRUCTION JOINT

JOINT

#3x3'-0"@18"OC THRU JOINT, CENTERED IN DEPTH

T/SOG

T/SOG

STEP MORE THAN 8" TO 24" MAX

STEP = 8" OR LESS

#4@12" HORIZ WHEN STEP EXCEEDS 18"

OPTIONAL CONST JOINT

#5 CONT T&B

#4@16"

SOG REINF

#4 CONTINUOUS

1'-6"

1'-6"

.

STEP

RE: P

LAN

T/SOG

T/SOG

2" CLEAR

2" CLEAR

STEP

RE: P

LAN

SECTION(2) #5 CONT

8" M

IN

CENTER

1'-4"1

1

T/SOG

PLAN

THICKENED SLAB

1'-0"

STAIRS AND CONNECTIONS TO STRUCTURE BY STAIR SUPPLIER

STAIR STRINGERS RE: ARCH DWGS

.

T/SOG

DOWELS: MATCH VERT BARS, FURNISHED AND INSTALLED BY CONC CONTRACTOR

RE: ARCH DWGS FOR t AND WALL LOCATIONS

(2) #5 CONT "A"

LAPS

MIN

1'-0"

CENTER BELOW WALL

2t OR 18" MIN, USE GREATER

RE: P

LAN

t



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CONCRETE

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2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1 TYPICAL SLAB AND BEAM CONSTRUCTION JOINT

NTS5 TYPICAL STRUCTURAL SLAB STEPS

NTS2

TYPICAL WALL CONSTRUCTION JOINTSINGLE MAT OF REINFORCING

NTS3

TYPICAL SLAB-ON-GRADE BLOCKOUT AT CONCRETE COLUMNS

NTS4 TYPICAL SLAB-ON-GRADE

NTS6 TYPICAL SLAB-ON-GRADE JOINTING

NTS9 TYPICAL SLAB-ON-GRADE STEPS

NTS8

TYPICAL THICKENED SLAB-ON-GRADE AT STAIR

NTS7

TYPICAL THICKENED SLAB-ON-GRADE AT MASONRY




A AA A

AA

AA

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 LARGER2. SEQUENCING OF VERTICAL AND HORIZONTAL REINFORCING PER

DETAILS CUT ON PLAN, UNO

OBTUSE ANGLE CORNERSRIGHT ANGLE CORNERS

CLASS B SPLICE, TYP

RE: P

LAN

CLASS B SPLICE, TYP

CLASS

B S

PLICE, TYP

STANDARD 180 DEG HOOK

CLASS

B S

PLICE, TYP

CLASS

B S

PLICE, TYP

STANDARD HOOK

INTERSECTIONSEND OF WALL

TYP

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 LARGER2. SEQUENCING OF VERTICAL AND HORIZONTAL REINFORCING PER

DETAILS CUT ON PLAN, UNO

OBTUSE ANGLE CORNERSRIGHT ANGLE CORNERS

CLASS B SPLICE, TYP

RE: P

LAN

CLASS B SPLICE, TYP

CLASS B SPLICE, TYP

STANDARD HOOK

LENGTH, TYP

TENSION DOWEL

EMBEDMENT

4'-0" MAX

"U" BARS TO MATCH SIZE OF WALL REINFORCEMENT

WHERE NOT POSSIBLE TO MAINTAIN CLASS B PAST OPENING, HOOK REINF

NOTES:1. RE: WALL ELEVATIONS OR PLANS FOR REINFORCEMENT AT LARGER OPENINGS.2. CLUSTERS OF SMALL HOLES WHOSE OVERALL MEASUREMENT EXCEEDS 1'-0"

SHOULD BE REINFORCED AS ONE OPENING.3. WALLS CAN SPAN IN EITHER DIRECTION.4. FOR SINGLE MESH WALLS CENTER REINF IN WALL & HOOK BARS AROUND

OPENING W/ 180 DEG HOOK.

ADD BARS TO WALL OPENINGS

AS REQD

ADD 1/2 OF PARALLEL INTERRUPTED BARS AT EACH SIDE OF OPENING BUT NOT

LESS THAN (1)#5 EF

SECTION A-A

OPENING >12"(1)#5x4'-0" EF DIAGONAL BARS AT EACH CORNER

CLASS B TYP

INTERRUPTED BAR

NOTE 36" TYP

Z3'-0"

CLASS B SPLICEVERT REINF, LOCATE AT STEP

CLR3"

DRILLED PIER

HOOK REINF AT STEP

EXTEND REINF PAST STEP AND SPLICE W/ ADJACENT REINF



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CONCRETE

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1

TYPICAL WALL AND GRADE BEAM CORNER REINFORCINGSINGLE MAT OF REINFORCING

NTS2

TYPICAL WALL AND GRADE BEAM CORNER REINFORCINGDOUBLE MAT OF REINFORCING

NTS4 TYPICAL WALL OPENING REINFORCING

NTS3 TYPICAL GRADE BEAM BOTTOM STEP




4"

4"8"

1 1/2"

1 1/2"

4"8"

1 1/2"

1 1/2"

4"8"

1 1/2"

1 1/2"

4TH PART

TYP (3) PART COL

STAGGERED 10d OR 16d COMMON WIRE NAILS @4"OC, ALT SIDES

(3) PART COLSTAGGERED 16d COMMON WIRE NAILS @4"OC,ALT SIDES

(4, OR 5) PART COL4TH PART - STAGGERED 16d COMMON WIRE NAILS @4"OC

4TH PART

TYP (3) PART COL

(2) PART COL

TYPICAL STUDS, RE: PLAN FOR SPACING ATTACH SHEATHING W/ FIELD NAILING OR SCREWS

(3), (4), OR (5) PART STUD PACK

PLYWOOD, OSB OR GYPSUM WALL SHEATHING

NAILS OR SCREWS AT 8"OC MAX AT BOUNDARY AND MIDDLE LAMINATIONS AT (5) PLY STUD PACK

NAILS OR SCREWS @8"OC MAX AT BOUNDARY

LAMINATIONS OF STUD PACK

TYPICAL WALL SHEATHING TO STUD PACK ATTACHMENT

1 1/4"x16GA STRAP W/ (13) 8d NAILS AND 14" EACH SIDE OF JOINT

RIM BOARD: MATCH JOIST SIZE

ELEVATION

NOTES:1. STAGGER SPLICES 10'-0" (MIN).2. WHERE PLAN CALLS FOR DOUBLE MEMBER USE SPLICE FOR BOTH.3. ALLOWABLE TENSION THROUGH THE SPLICE IS 1705 LB.

16d@12" STAGGERED (AT DOUBLE MEMBERS ONLY)

NAIL W/ (8) 16d ON EACH SIDE OF EACH BREAK IN TOP PLATE,

STAGGER TO AVOID SPLITTING

CENTER LOWER SPLICE OVER STUD

TOP VIEW

ELEVATIONNOTES: 1. NAILING APPLIES AT SPLICE OF BOTH UPPER AND LOWER TOP

PLATES.2. ALLOWABLE TENSION ACROSS SPLICE IS 3610 LB FOR DFL.3. ALLOWABLE TENSION ACROSS SPLICE IS 3124 LB FOR HF/SPF.4. TYPICAL NAILING AWAY FROM SPLICE IS 16d@16"OC.5. 4'-0" MINIMUM SPACING BETWEEN SPLICES.6. CODE REFERENCE: IBC 2015, TABLE 2304.10.1 & 2308.5.3.2

1. 1"x6" sheathing to each bearing or joist; face nail

2. 1"x8" and wider sheathing to each bearing; face nail

3. 2" subfloor to joist, girder, or blocking; blind and face nail

6. Bottom plate to joist or blocking; face nail

7. Top or bottom plate to stud; end nail

8. Stud to top or bottom plate

9. Stud to stud; face nail

10. Top plate to top plate; face nail

11. Top plate to top plate at end joints; each side of end joint, face nail (min 24" lap splice length each side of end joint)

14. Built-up header (2" to 2"); face nail

16. Ceiling joists to plate; toenail

15. Continuous header to stud; toenail

17. Ceiling joists not attached to parallel rafter, laps over partitions; face nail

18. Ceiling joists attached to parallel rafter

19. Joist at all bearings; toenail

23. 1" brace to each stud and plate; face nail

24. Built-up corner studs

25. Built-up girder and beams

26. 2" planks; face nail

27. Bridging to joist

28. Plywood Sheathing

(2) 8d

(3) 8d

(2) 16d

16d@16"OC

(2) 16d

(4) 8d toenail or (2) 16d end nail

16d@24"OC

16d@16"OC

(8) 16d

16d@16"OC each face

(3) 8d

(4) 8d

(3) 16d

RE: IBC Table 2308.7.3.1

(3) 8d

(2) 8d

16d@24"OC

20d@32"OC at top and bottom and staggered (2) 20d at ends and

at each splice

(2) 16d at each bearing

(2) 8d

At shear walls - RE: "Typical Wood Shear Walls -Nailing Schedule and Details"

Other walls - RE: general or plan notes

Blocking between joists and rafters - To joists or rafters - Toenails each side, each end

THIS DETAIL CONFORMS TO ALL IBC 2015 (AND OLDER) REQUIREMENTS

TYPICAL MINIMUM NAILING REQUIREMENTS

CONNECTION COMMON NAILS ALTERNATE OPTION

--

--

--

(3) 3"x0.131"T

(4) 3"x0.131"T toenail or (3) 3"x0.131"T end nail

3"x0.131"T@12"OC

3"x0.131"T@16"OC

3"x0.131"T@12"OC

--

--

(3) 3"x0.131"T

(4) 3"x0.131"T

(3) 3"x0.131"T

21. Rafter or roof truss to top plate; toenail (3) 10d (4) 3"x0.131"T

22. Roof rafters to ridge valley or hip rafters, or roof rafter to 2" ridge beam

(2) 16d end nail or(3) 10d toenail

(3) 3"x0.131"T end nail or (4) 3"x0.131"T toenail

(2) 3"x0.131"T

3"x0.131"T@12"OC

3"x0.131"T@24"OC at top and bottom and staggered (3) 3"x0.131"T at ends and at each splice

Manufactured Lumber: As required by manufacturer but not less than nailing for Dimensional Lumber

--

(2) 3"x0.131"T

Blocking between studs, each end (2) 16d end nail or(2) 10d toenail

(3) 3"x0.131"T end nail or (2) 3"x0.131"T toenail

12. Top plate laps at corners and intersections; face nail (2) 16d

(12) 3"x0.131"T

(3) 3"x0.131"T

Dimensional Lumber:

4. Blocking between ceiling joists, rafters or trusses to top plate or other framing below; each end, toenail

(3) 8d (3) 3"x0.131"T

5. Blocking between rafters or truss to rafter or truss (2) 8d toenail ea end or (2) 16d end nail

(2) 3"x0.131"T toenail ea end or (3) 3"x0.131"T end nail

13. Rim joist or blocking to top plate, sill or other framing below; toenail 8d@6"OC 3"x0.131"T@6"OC

20. Joist to rim joist; end nail (3) 16d (4) 3"x0.131"T

D

3xD MIN

EQEQ

2" MIN

D/3 M

AX

D

3xD

MIN

D/10 M

AX D/5 MAX

NEATLY BORED HOLE

D/3 MAX

D

6" MAX(12) 16d

D/2 M

AX

D

(6) 16d

1 1/2" x 16GA STRAP EACH PLATE EACH SIDE OF NOTCH/HOLE

1 1/4" x 12GA STRAP EACH PLATE

A. SECTION - HOLES IN WOOD STUDS

B. PLAN - NOTCHES IN WOOD PLATES NOT IN SHEAR WALLS

C. PLAN - NOTCHES IN WOOD PLATES AT SHEAR WALLS

D. SECTION -NOTCHES AND HOLES IN WOOD JOISTS AND RAFTERS

(NOTCHES NOT PERMITTED IN STUDS)

(APPLIES TO DIMENSIONAL LUMBER ONLY. FOR MANUFACTURED LUMBER OR WOOD I-JOIST RE: MANUFACTURER OR CONTACT ENGINEER)

PLATE PENETRATION

FULL HEIGHT WALL PERPENDICULAR TO FRAMING

FULL HEIGHT WALLPARALLEL TO FRAMING

8d@12" FIELD NAILING (MIN)SHEATHING

SIMPSON DTC @48"OC, MAX, LEAVE 1/2" GAP

SHEATHING 8d@12" FIELD NAILING (MIN) ADD NAILS AS REQUIRED

(2) 16d TOENAILSCEILING JOIST, RAFTER, OR ROOF TRUSS

SIMPSON DTC @48"OC, MAX, LEAVE 1/2" GAP

2x NON-LOADING BEARING WALL, RE: ARCH

CEILING JOIST, RAFTER, OR ROOF TRUSS


JOIST PERPENDICULAR TO WALL

JOIST PARALLEL TO WALL

FLOOR FRAMING

(2) 16d NAILS INTO BLOCKING


SOLID BLOCKING @16"OC ALIGN WITH WALL STUDS

NOTE: CONTRACTOR MAY ELIMINATE BLOCKING BY DOUBLING JOISTS DIRECTLY BELOW WALL, DO NOT EXCEED JOIST SPACING SHOWN ON PLAN

BOTTOM PLATE

(3) 16d NAILS EA SIDE

FLOOR FRAMING

(2) 16d NAILS INTO EACH JOIST


BOTTOM PLATE

SPAN DIMENSIONEDDOUGLAS-FIR LSL ALTERNATES LVL ALTERNATES GLULAM ALTERNATES

3'-0"

4'-0"

5'-0"

6'-0"

7'-0"

8'-0"

9'-0"

10'-0"

(3) 2x6

(3) 2x8

(3) 2x10

(3) 2x12

N/A

N/A

N/A

N/A

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x7 1/4"

(3) 1 3/4"x7 1/4"

(3) 1 3/4"x9 1/4"

(3) 1 3/4"x9 1/4"

(3) 1 3/4"x11 1/4"

(3) 1 3/4"x11 7/8"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(3) 1 3/4"x5 1/2"

(3) 1 3/4"x7 1/4"

(2) 1 3/4"x9 1/4"

(3) 1 3/4"x9 1/4"

(2) 1 3/4"x11 1/4"

(3) 1 3/4"x11 1/4"

3 1/2"x6"

3 1/2"x6"

3 1/2"x7 1/2"

3 1/2"x9"

3 1/2"x9"

3 1/2"x10 1/2"

3 1/2"x11 7/8"

3 1/2"x13 1/2"

1

SPAN DIMENSIONED LUMBERDOUGLAS-FIR

LSL ALTERNATES LVL ALTERNATES GLULAM ALTERNATES

3'-0"

4'-0"

5'-0"

6'-0"

7'-0"

8'-0"

9'-0"

10'-0"

(2) 2x4

(3) 2x4

(2) 2x6

(3) 2x6

(2) 2x8

(3) 2x8

(3) 2x10

(3) 2x10

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(3) 1 3/4"x5 1/2"

(2) 1 3/4"x7 1/4"

(3) 1 3/4"x7 1/4"

(2) 1 3/4"x9 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(2) 1 3/4"x5 1/2"

(3) 1 3/4"x5 1/2"

(2) 1 3/4"x7 1/4"

(2) 1 3/4"x7 1/4"

(3) 1 3/4"x7 1/4"

3 1/2"x6"

3 1/2"x6"

3 1/2"x6"

3 1/2"x6"

3 1/2"x6"

3 1/2"x7 1/2"

3 1/2"x7 1/2"

3 1/2"x7 1/2"

HEADER CONNECTION

HEADER CONNECTION

2x10d

2x10d

2x10d

2x10d

2x10d

2x10d

2x10d

2x10d

4x10d

4x10d

4x10d

6x10d

6x10d

6x10d

8x10d

8x10d

NO OF BEARING STUDS

EACH END

1

1

1

1

1

1

1

1

NO OF BEARING STUDS

EACH END

1

2

2

2

2

3

3

RECOMMENDED HEADERS IN INTERIOR NON-LOAD BEARING WALLS

HEADERS IN LOAD BEARING WALLS

ELEVATION

BEARING STUDS EACH SIDE, RE: TABLE

HEADER

HEADER CONNECTION, RE: TABLE

NOTES:1. THIS TABLE APPLIES TO HEADERS WHICH ARE NOT EXPLICITLY CALLED OUT ON PLAN WITH SPANS OF 10'-0" OR LESS2. HEADERS IN LOAD BEARING WALLS DESIGNED FOR 1500 PLF DEAD + LIVE LOAD.3. HEADERS IN NON-LOAD BEARING WALLS DESIGNED FOR 400 PLF DEAD + LIVE LOAD.4. DIMENSIONED LUMBER HEADERS TO BE DOUGLAS-FIR No2.5. LVL = LAMINATED VENEER LUMBER: Fb = 2600 PSI, E = 2000 KSI6. LSL = LAMINATED STRAND LUMBER: Fb = 2325 PSI, E = 1550 KSI7. GLULAM GRADE IS 24F-V4 DF8. LIVE LOAD DEFLECTION CRITERIA IS L/3609. HEADERS SUPPORTING POINT LOADS FROM BEAMS OR COLUMNS SHOULD NOT BE SIZED FROM THIS TABLE. NOTIFY STRUCTURAL ENGINEER.10. RE: ARCH FOR LOCATIONS OF NON-LOAD BEARING WALLS.

HEIGHT = 12'-0" (MAX

)

SPAN

KING (WIND) STUDS EACH SIDE. MINIMUM NUMBER OF KING STUDS EACH SIDE IS EQUAL TO HALF THE NUMBER OF STUDS INTERRUPTED BY HEADER PLUS ONE, (2) MIN

10

(2) ROWS OF SDS25312@6"OC, TYP

(2) 1 3/4" LVLOR

(2) 1 1/2" 2xw = 1360 PLF

(3) 1 3/4" LVLOR

(3) 1 1/2" 2xw = 510 PLF

2" TYP

NOTES:1. ALL MULTIPLE WOOD MEMBERS MUST BE FASTENED TOGETHER TO ACT AS A SINGLE UNIT.2. LAMINATIONS SHALL BE CONTINUOUSLY GLUED WITH EXTERIOR GLUE.3. LAMINATIONS SHALL BE DRY (LESS THAN 16% MOISTURE CONTENT) WHEN GLUED. DO NOT SPLICE LAMINATIONS4. WHERE FASTENERS TO BE INSTALLED ON BOTH SIDES, STAGGER BY 1/2 THE REQUIRED CONNECTOR SPACING.5. PSL MATERIAL OF EQUAL CROSS-SECTIONAL DIMENSIONS MAY BE SUBSTITUTED FOR BUILT-UP LVL BEAMS.6. 7" WIDE BEAMS SHOULD BE SIDE-LOADED ONLY WHEN LOADS ARE APPLIED TO BOTH SIDES OF THE MEMBERS

(TO MINIMIZE ROTATION).7. w = MAXIMUM UNIFORM LOAD APPLIED TO EITHER OUTSIDE MEMBER.



(2) 1 3/4" LVLOR

(2) 1 1/2" 2xw = 680 PLF

(2) 1 3/4" LVLOR

(2) 1 1/2" 2xw = 1020 PLF


2" TYP

2" TYP

2" TYP

(3) 1 3/4" LVLOR

(3) 1 1/2" 2xw = 1020 PLF

2" TYP


(3) 1 3/4" LVLOR

(3) 1 1/2" 2xw = 765 PLF

2" TYP

(2) ROWS OF SDS25312@8"OC, TYPKL A&Engineers Builders421 E. 4th StreetLoveland, Colorado 80537P: (970) 667 2426 F: (970) 667 2493


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S012TYPICAL DETAILS - WOOD

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS3 TYPICAL STUD PACK NAILING

NTS4 TYPICAL RIM BOARD SPLICE

NTS8 TYPICAL TOP PLATE SPLICE

NTS1 TYPICAL MINIMUM NAILING REQUIREMENTS

NTS2

TYPICAL REQUIREMENTS FOR HOLESAND NOTCHES IN WOOD MEMBERS

NTS6

TYPICAL NON-BEARING PARTITIONWALL TOP SUPPORT

NTS7

TYPICAL NON-BEARING PARTITIONWALL BASE SUPPORT




NTS9 TYPICAL WOOD HEADER TABLE

A

NTS5 BUILT-UP WOOD BEAM DETAIL

A


OPEN

ING

16" MAX

PLAN

RE:

CROSS WIRE

CROSS WIRE

COVER TYP5/8" MIN

CMU

VERT REINF, TYP

LADDER TYPE JOINT REINF MIN 9GA

MIN LAP

6"

3/8"

BACKER ROD AND SEALANT

PROVIDE HEAD JOINT AND RAKE 3/4" AT CONT REBAR ONLY

STOP HORIZONTAL REINFORCEMENT AT CONTROL JOINTS AS SHOWN EXCEPT KEEP BARS CONTINUOUS AT:-FLOORS-ROOFS-LINTELS-TOP AND BOTTOM OF TYPICAL OPENINGS

STOP ALL LONGITUDINAL WIRES AT ALL CJS

EXTERIOR FACE

HOOKED END MAY BE MADE W/ 3'-0" LAPPED BAR

INTERIOR FACE

VERTICAL WALL REINF

PROVIDE HEAD JOINT AND RAKE 1/4" AT CONT REBAR ONLY

CORNER LAP BAR TO MATCH HORIZ REINFORCEMENT

3'-0"

3'-0"

MINALTERNATE DIRECTION OF LAP BAR EVERY OTHER BOND BEAM

REMOVE FACE SHELL AT LEAST 1/2 UNIT HEIGHT

VERT REINFORCEMENT

BOND BEAM BLOCK

HORIZ BOND BEAM REINFORCEMENT

INTERSECTIONS PLAN VIEW

CORNER LAP BAR TO MATCH HORIZ REINFORCEMENT

3'-0"

3'-0"

MIN

VERT REINFORCEMENT

REMOVE FACE SHELL AT LEAST 1/2 UNIT HEIGHT

HORIZ BOND BEAM

REINFORCEMENT

BOND BEAM BLOCK

NOTE:ALL CORNERS SHOULD HAVE JOINT REINFORCEMENT @16"OC PER TYP JOINT REINFORCEMENT DETAIL

RIGHT ANGLE AND ACUTE ANGLE CORNERSPLAN VIEW

WALL REINFORCEMENTSECTION VIEW

SCREEN WHERE HOLLOW BELOW

REINFORCEMENT

VERT BARS, GROUT CELLS AT REBAR

GROUT COURSE SOLID

END OF WALLPLAN VIEW

180 DEGREE HOOKED END, BAR MAY BE ROTATED TO FIT WITHIN WALL

VERTICAL WALL REINF IN END CELL

3'-0" M

IN LAP

USE WIRE REBAR POSITIONERS TO SECURE VERTICAL BARS AT TOP, BOTTOM, AND INTERVALS NOT TO EXCEED 200 BAR DIAMETERS

PARTIALLY OR FULLY GROUTED UNITS

LINTEL BLOCK TYP(MATCH WALL THICKNESS)

MASONRY OPENING WIDTH

REINFORCED CMU LINTEL TABLE

NOMINAL BLOCK WIDTH

TO 4'-0"

TO 8'-0"

TO 10'-0"

MINIMUM BEARING EACH END

8" DEEP W/ (1) #4

16" DEEP W/ (1) #5

16" DEEP W/ (1) #6

8"

8"

8"

8" DEEP W/ (2) #4

16" DEEP W/ (2) #4

16" DEEP W/ (2) #5

8" DEEP W/ (2) #4

16" DEEP W/ (2) #4

16" DEEP W/ (2) #5

8" DEEP W/ (2) #4

16" DEEP W/ (2) #5

16" DEEP W/ (2) #6

6" 8" 10" 12"

FULL DEPTH OF BOND BEAM TO BE GROUTED SOLID. RE: "TYP CMU REINF AT OPENINGS" DETAIL FOR

VERTICAL REBAR AT EA SIDE OF OPENINGS

8"

1'-4"

T/TRUSS

MASONRY SUPPORT AT WOOD TRUSS

GROUT CMU CELLS AT BOLT LOCATIONS

5/8"T THREADED ROD W/ HILTI HIT-HY70 W/ 5 5/8" MIN EMBEDMENT IN BOTTOM OF

3/4"Tx2" VERT LONG SLOTTED HOLE

L8x6x7/16x1'-0" LLV FASTEN TO EACH TRUSS W/ (2) SIMPSON

SDS25300

4"

TRUSS, RE: PLAN FOR ORIENTATION

MAX WALL HEIGHT = XX'-X"

T/FLOOROR ROOF

CORNER, WALL END, OR MOVEMENT JOINT

MAX

8"

16" MAX

(2) #4

40 BAR DIA OR 2'-0" WHICHEVER IS GREATER, TYP

TYPICAL HORIZONTAL REINFORCEMENT PER PLAN OR

OTHER DETAILS, (1) #4 MIN

T/FLOOR

TYPICAL VERTICAL REINFORCEMENT PER PLAN OR

OTHER DETAILS, (1) #4 MIN

MATCH VERTICAL BAR SIZE RE: MASONRY WALL SCHEDULE

40 BAR DIA OR 2'-0" WHICHEVER IS LARGER

RE: LINTEL TABLE

HORIZONTAL BARS W/ 180 DEGREE HOOK FOR BARS INTERRUPTED BY OPENING, TYP EA SIDE OF OPENING

HEADER OVER OPENING, RE: TYPICAL DETAILS

2x BEARING WALL

1/2" WOOD SHEATHING,RE: PLAN NOTES FOR NAILING

WOOD BACKUP

RIGID INSULATION

WATERPROOF, RE: ARCH

RE: ARCH

GLAZING,RE: ARCH

MASONRY VENEER, RE: TYPICAL DETAILS FOR

MASONRY VENEER ATTACHMENT

WEEP, RE: ARCH

STEEL ANGLE LINTEL, RE: LOOSE LINTEL TABLE, INSTALL ANGLE W/ OUTSIDE FACE OF VERTICAL LEG

AT INSIDE FACE OF VENEER

C8X11.5 HEADER

CLOSURE V COORDINATE W/ ARCH

3/16 2-12

SEAL

MASONRY VENEER, RE: ARCH

WOOD OR CFS BACKUP RIGID FOAM INSULATION

RIGID FOAM INSULATION

SHEATHING, RE: ARCH

2X-HOOK

HOHMANN & BARNARD HB THERMAL 2-SEAL WING NUT ANCHOR 16"OC MAX EA WAY,

COORDINATE LENGTH WITH INSULATION THICKNESS

CFS OR WOOD STUD WALL



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MASONRY

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1

TYPICAL REINFORCED MASONRY WALL JOINT REINFORCEMENT

NTS2

TYPICAL REINFORCED MASONRY WALL CONTROL JOINT

NTS3

TYPICAL REINFORCED MASONRY WALL HORIZONTAL REINFORCEMENT CORNERS

NTS4

TYPICAL REINFORCED MASONRY VERTICAL BAR POSITIONERS

NTS5

TYPICAL REINFORCED MASONRY LINTEL TABLE

NTS6

TYPICAL MASONRY PARTITION WALL LATERAL SUPPORT

NTS7

TYPICAL MINIMUM REINFORCEMENT AT MASONRY OPENINGS AND WALL ENDS

NTS9

TYPICAL LOOSE LINTEL TABLE AND DETAIL - MASONRY VENEER

NTS10

TYPICAL MASONRY VENEER ATTACHMENT WITH INSULATION

5. LLV = LONG LEG VERTICAL, SLV = SHORT LEG VERTICAL

4. ALL ANGLES ARE GALVANIZED UNLESS NOTED OTHERWISE.

3. RE: ARCHITECTURAL AND MECHANCIAL DRAWINGS FOR LOCATIONS AND SIZES OFMASONRY OPENINGS.

2. USE ABOVE ANLGE SIZES AT ALL MASONRY OPENINGS EXCEPT WHERE DETAILEDOTHERWISE.

1. WHERE ARCHITECTURAL ASSEMBLIES REQUIRE STEEL COLURE BETWEEN BACKUP ANDINTERIOR FACE OF VENEER, PROVIDE PLATE AS SHOWN, THICKNESS TO MATCH HORIZONTALLEG OF AHGLE, WIDTH PER ARCHITECURAL DRAWINGS.

NOTES:

> 10'-0" CONTACT STRUCTURAL ENGINEER

TO 10'-0" L6x3 1/2x5/16 (LLV) 8"

TO 8'-0" L5x3 1/2x1/4 (LLV) 6"

TO 6'-0" L4x3 1/2x1/4 (LLV) 6"

TO 4'-0" L3 1/2x3 1/2x1/4 6"

MASONRY OPENINGWIDTH ANGLE SIZE

MINIMUM BEARINGEACH END

THIS TABLE IS FOR 4" NOMINAL CLAY OR CMU MASONRY VENEER ONLY

LOOSE LINTEL TABLE - MASONRY VENEER




FACE OF WEB

FACE OF WEB

FACE OF WEB

FACE OF WEB

3/4"T A325N BOLTS E70XX ELECTRODES Fy=36 KSI ANGLES Fy=50 KSI BEAMS AND GIRDERS ANGLE LEG THICKNESS=3/8" MIN

MEMBER DEPTH

W8

W10

W12

W14

W16

W18

W21

W24

W27

W30

W33

W36

ROWS OF BOLTS

2

2

3

3

4

5

6

6 [7]

7

8

9

10

MAX COPE DEPTH (in)

MAX COPE LENGTH (in) SINGLE COPE DOUBLE COPE

CAPACITY (k)

NO COPE

TYPICAL SINGLE ANGLE SHEAR CONNECTIONS - ASD (AISC 360-10)

10

10

21

21

34

47

59

59 [72]

72

84

97

109

5 (9)

8 (10)

15 (19)

21

33

47

59

59 [72]

72

84

97

109

10

10

21

21

34

47

59

59 [72]

72

84

97

109

NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. CONTACT STRUCTURAL ENGINEER FOR

ALTERNATE CONNECTION WHEN TABLE VALUES ARE EXCEEDED. 2. ANGLE LEGS MAY BE BOLTED OR WELDED AT CONTRACTOR'S OPTION.3. FABRICATOR MAY CHOOSE ANGLE SIZE BASED ON BOLT GAGE AND MINIMUM EDGE DISTANCES PROVIDED. ANGLE

THICKNESS = 3/8" MINIMUM4. VALUES IN (#) APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.5. VALUES IN [#] APPLY TO W24 W/ (7) BOLTS, USE (7) BOLTS WHERE LOAD INDICATED ON PLAN EXCEEDS CAPACITY

OF (6) BOLT CONNECTION. (7) BOLT CONNECTION REQUIRES ENCROACHMENT OF BEAM FILLET (K).6. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN (ASD). 7. HOLES IN SUPPORTING MEMBER ARE STANDARD HOLES. HOLES IN SUPPORTED BEAM WEB MAY BE STANDARD OR

SHORT-SLOTTED.8. SINGLE ANGLE NOT TO BE USED IN THE CONDITION OF SUPPORTING A CANTILEVERED BEAM WHERE NO FLANGE COVER

PLATES OR FLANGE CONTINUITY WELDS ARE USED.

SUPPORTED MEMBER

SUPPORTING MEMBER

FLIP ANGLE WHERE CONNECTION OCCURS ON OPPOSITE SIDE OF WEBMAX

GAP = 1"

MAXGA = 3"

1 1/

4" MIN

3" TYP

MIN1 1/4"

MAXGA = 2 3/4"

SUPPORTED MEMBER

SUPPORTING MEMBER

MAXGAP = 1"

MAXGA = 3"

1 1/

4" MIN

3" TYP

3" MIN4" MAX

BOLTED-BOLTED

SUPPORTED MEMBER

SUPPORTING MEMBER

3" MIN5" MAX

MAXGAP = 1"

1 1/

4" MIN

3" TYP

.

WELDED-BOLTED

BOLTED-WELDED

ROWS

FLIP ANGLE WHERE CONNECTION OCCURS ON OPPOSITE SIDE OF WEB

MIN1 1/4"

MAXGA = 2 3/4"

FLIP ANGLE WHERE CONNECTION OCCURS ON OPPOSITE SIDE OF WEB

MIN1 1/4"

MIN1 1/4"

SINGLE ANGLE TO WF COLUMNWF COLUMN

SUPPORTED MEMBER

FLIP ANGLE WHERE CONNECTION OCCURS ON OPPOSITE SIDE OF COLUMN

GAP =1" MAX

ANGLES MAY BE BOLTED-BOLTED OR BOLTED-WELDED, SEE BELOWFOR DIMENSIONAL LIMITATIONS

1 1/4" MIN

1 1/4" MIN

.

.

ROWS

ROWS

1/4

1/41/2" TOPRETURN

1

1 1/2

1 1/2

1 1/2

1 1/2

1 1/2

1 1/2

2

2

2

2 1/2

2 1/2

4

4

4

4

5

5

5 1/2

6

6

7

7

7

TYPICAL SHEAR TAB (SINGLE PLATE) CONNECTIONS - ASD (AISC 360-10)BEAM TO COLUMN OR WIDE FLANGE GIRDER

3/4"T A325N BOLTS E70XX ELECTRODES Fy=36 KSI TABS Fy=50 KSI BEAMS AND GIRDERS Fy=46 KSI HSS Fy=35 KSI PIPE

12 (15)

14 (15)

26 (28)

28

41

53

56

56 [69]

69

5 (9)

8 (12)

15 (19)

26

33

5 (6)

6

13

13

23

35

47

47 [60]

60

53

56

56 [69]

69

82 7382

94 8694

107 99107

MEMBER DEPTH

W8

W10

W12

W14

W16

W18

W21

W24

W27

ROWS OF BOLTS

2

2

3

3

4

5

6

6 [7]

7

MAX COPE DEPTH (in)

MAX COPE LENGTH (in)

SINGLE COPE DOUBLE COPE

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

"A"<=3 1/2"

W30 8 2 7

W33 9 2.5 7

W36 10 2.5 7

NO COPE

"A"<=3"

13 (16)

15 (16)

29

29

42

54

59

59 [72]

72

84

97

109

NOTES:1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. CONTACT STRUCTURAL ENGINEER

FOR ALTERNATE CONNECTION WHEN TABLE VALUES ARE EXCEEDED. 2. VALUES IN (#) APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER.3. VALUES IN [#] APPLY TO W24 W/ (7) BOLTS, USE (7) BOLTS WHERE LOAD INDICATED ON PLAN EXCEEDS

CAPACITY OF (6) BOLT CONNECTION. (7) BOLT CONNECTION REQUIRES ENCROACHMENT OF BEAM FILLET (K).4. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN (ASD). 5. HOLES IN SHEAR TAB MAY BE EITHER STANDARD OR SHORT-SLOT HOLES.

"A"=5" DOUBLE COPE

CAPACITY (K)

STEEL GIRDER

ROWS

SEE COLUMN GRAPHICFOR DIMENSIONAL LIMITATIONS

STEEL BEAM

NOTE TO DETAILER:OFFSET SHEAR TABS WHEN BEAMS ON

OPPOSITE SIDES OF GIRDER ALIGN.

SHEAR TAB TO WF GIRDER

SKEWED SHEAR TAB DETAIL

"A"

TOP FLANGE REMOVED FOR CLARITY

1/4

1/4TYP

1/4

1/4T=0_

(1/4)

1/4T=45_ NOPLATE PREP

T`45_

NOTES:1. RE: AISC TABLE 10-14C FOR WELD

AND PLATE PREP REQUIREMENTS.2. IF T>45_, USE BENT PLATE

CONNECTION ON OBTUSE SIDE. ENGINEER TO PROVIDE OR VERIFY DETAIL.

3/8

1/40_<T`17_ NOPLATE PREP

1/2

1/417_<T`30_ NOPLATE PREP

5/16

1/430_<T<45_ W/PLATE PREP

.

ROWS

a COL AND BEAM

"A"3/8" PLATE, TYP

STEEL BEAMWF OR HSS/PIPE COLUMN, 1/4" MIN WALL THICKNESS

FOR HSS AND PIPES

SHEAR TAB TO WF COLUMNSIMILAR CONNECTION TO FACE OF HSS OR PIPE COLUMN

1/4

1/4TYP

TYP

3"

AT WF COLUMN WEB, RE: EXTENDED SHEAR TAB

TYPICAL DETAIL AS REQUIRED

MIN

1 1/

4"

1 1/2" MIN1 1/2" MIN



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9/5/

2019

11:

15:1

2 A

M

S014TYPICAL DETAILS - STEEL

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1 TYPICAL SINGLE ANGLE SHEAR CONNECTIONSNTS2 TYPICAL SHEAR TAB CONNECTIONS




AA

H + 1.5T MAX W H + 1.5T MAX

H +

1.5T MAX

WH +

1.5T MAX

LIMIT OF MILD REBAR

LIMIT O

F MILD R

EBAR

TOP REBAR (TYP)STAGGER 12" EW UNO

TOP R

EBAR

(TYP)

STAG

GER

12" EW

UNO

TOP REBAR AT 12" OC MAX

BANDED PT TENDONS (MAX 4 STRANDS PER GROUP)

UNIFORM PT TENDONS SPACED @8x SLAB THICKNESS OR 5'-0" OC MAX UNO

COLUMN BELOW

DROP PANEL BELOW WHERE INDICATED ON PLAN

NOTE:TWO STRANDS MIN TO PASS DIRECTLY OVER COLUMN EW

LEGEND:T = SLAB THICKNESSW = COLUMN WIDTHH = CAP/DROP DEPTH BELOW SLAB SOFFIT AT FACE OF COLUMN

H + 1.5T MAX W H + 1.5T MAX

W

LIMIT OF MILD REBAR

TOP R

EBAR

(TYP)

STAG

GER

12" EW

UNO

NOTE:TWO STRANDS MIN TO PASS DIRECTLY OVER COLUMN EW

LEGEND:T = SLAB THICKNESSW = COLUMN WIDTHH = CAP/DROP DEPTH BELOW SLAB SOFFIT AT FACE OF COLUMN

H +

1.5T M

AXH +

1.5T M

AX

LIMIT O

F MILD R

EBAR

TOP REBAR (TYP)STAGGER 12" EW UNO

UNIFORM PT TENDONS SPACED @8x SLAB THICKNESS OR 5'-0" OC MAX

SLAB EDGE

16 MIN

DROP PANEL BELOW WHERE INDICATED ON PLAN

COL BELOW

HOOK BARS AT SLAB EDGE

BANDED PT TENDONS (MAX 4 STRANDS PER GROUP)

TOP REBAR AT 12" OC MAX

2"

NA

3/8T

2T

D

2T

#3 HAIRPIN IN BANDED DIRECTION ONLY TOTAL EQUAL TO NUMBER OF

ANCHORS PLUS 1

T= SLAB DEPTHD= T-2"

#4 T&B AT BANDED PT TENDON EXTEND 9" BEYOND

LAST ANCHOR EACH END

FULLY ENCAPSULATED PT TENDON

EQEQ

T

1'-4" GROMMET

PT TENDON STRESSING TAIL, AFTER CUTTING PROVIDE WATERTIGHT SEAL OF WEDGE CAVITY.

SUPPORT BARS @42"OC MAX

T

3/8T 1'-4" MIN

NA

STRESSING TAIL

GROMMET

NAIL TO FORM

ANCHOR

GREASED AND PLASTIC WRAPPED

STRAND

DEAD END STRESSING END

8" M

IN

CLEAR

UNO

4" MIN

61

1'-0" MIN STRAIGHT

DISTANCE BETWEEN POINTS OF TANGENCYIS GOVERNED BY 1:6 SLOPE AS SHOWN

BAN

DED

PT TENDONS

9" M

IN E

ACH S

IDE

TYP INTERMED

IATE

THINNER

, PLACE

ANCHORS

SIDEW

AYS

@ 6

" MIN O

C

FOR 7

" SLAB

S OR THICKER

, PLACE

ANCHORS

UPRIGHT @3" MIN O

C. FO

R 6

1/2" SLAB

S OR

8" M

IN

8" MIN

2T

HAIRPIN REINF

NOTES:1. STRESS A MINIMUM OF TWO PT TENDONS

PERPENDICULAR TO BANDED TENDONS BEFORE BANDED TENDONS ARE STRESSED

2. T = SLAB DEPTH

BANDED PT TENDONS (MAX 4 STRANDS PER

GROUP)

UNIFORM PT TENDONS RE: NOTE 1

#3 HAIRPIN REINF

#4 TOP & BOT

(2) #4 36"

36"BARS AT CORNER

3/8T(2) #3@3"OC

HAIRPIN AT CORNERS

(2) #4 CONT

SLAB EDGE

T-2"

2"

NA

T= SLAB DEPTHD= T-2"

EQEQ

T

1'-4"GROMMET

PT TENDON STRESSING TAIL, AFTER CUTTING PROVIDE WATERTIGHT SEAL OF WEDGE CAVITY.

T

1'-4" MIN

NA

STRESSING TAIL

GROMMET

NAIL TO FORM

ANCHOR CASTING

GREASED AND PLASTIC WRAPPED STRAND

DEAD END STRESSING END

CHAIRS @3'-0"OC MAX

1/2" CLEAR

FORMS

#4 T&B CONT BACKUP BARS TIED

TO PT TENDON

CHAIR

FULLY ENCAPSULATEDPT TENDON

SUPPORT BARS @42"OC MAX

4" UNO LIMIT OF PT TENDON BAND 4" UNO

C C

MID DEPTH TYP

HAIRPIN

REBAR TOP AND BOTTOM

PT ANCHOR

PT SLAB

FOR T=7" OR GREATER, PLACE ANCHORS UPRIGHT W/ C=3" MIN

FOR T=6 1/2" OR LESS, PLACE ANCHORS HORIZ W/ C=6" MIN

EDGE OF SLAB VIEW

TOP OF SLAB BANDED PT TENDONS (NUMBER OF TENDONS PER BUNDLE MAY VARY)

TOP UPPER REBAR, RE: PLAN

TOP LOWER REBAR (SHOWN BEYOND UNIFORM PT), RE: PLAN

UNIFORM PT TENDON

2" MINCLR TYP

MIN

COVE

R

SUPPORT REBAR, TYP

CHAIR TYP

UNIFORM PT TENDONS

TOP UPPER REBAR, RE: PLAN

BANDED PT TENDON

TOP OF SLAB

TOP LOWER REBAR, RE: PLAN

SUPPORT REBAR, TYP

CHAIR TYP

2" MIN CLR TYP

MIN

COVE

R

NA

#4 HAIRPIN PLACED RADIALLY TO HOLD TENDONS IN PLANE OF SLAB PLACE OVER CURVED LENGTH OF PT TENDON AT 18" MAX SPACING

2'-0"

4"

PT SLAB

6"TYP

1'-6" MAX

WHER

E CUR

VATURE

EXCEEDS

1:12, 2

" GAP

BETWEEN

TEND

ONS

>1

12

TENDON

HAIRPIN

PLAN

SECTION

SECTION A-A

EDGE OF OPENING WHERE IT OCCURSOPENING OR CENTER

OF TENDON TURN.

.

#4x3*D MIN TOP & BOTD

W

45° TYP

SLAB EDGE

TENDON

NOTE:OPENINGS WITH DIMENSIONS GREATER THAN 10" REQUIRE TRIM REBAR

STEEL PIPE INSERTED (SCHED 40) IS REQD WHEN SLAB OPENING IS WITHIN 45_ BEARING CONE OF TENDON ANCHOR

OPENINGS FURTHER THAN 1.5 TIMES THE DIAMETER (D) OR WIDTH (W) BUT NOT LESS THAN 18" MIN FROM ANCHOR DO NOT REQUIRE STEEL PIPE INSERTED

18" MIN

1.5*W OR 1.5*D

3" CLEAR

3 1/8" CLEAR

CLEAR

6" M

IN

112

3'-0" MIN STRAIGHT

12" MIN

*

* WHERE PT TENDON CURVATURE EXCEEDS 1:12 HAIRPINS REQD, RE: TYP HAIRPIN AT PT TENDON TURNS DETAIL

#4 HAIRPIN AT CORNERS OF OPENING TYP

PT TENDON

#4 HAIRPINS, TYP

MAXIMUM CURVATURE WITHOUT HAIRPINS

18" TYP

3"



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9/5/

2019

11:

15:1

4 A

M

S015POST-TENSIONED

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1

TYPICAL PT SLAB TOP REINFORCEMENT AT INTERIOR COLUMNS

NTS2

TYPICAL PT SLAB TOP REINFORCEMENT AT EXTERIOR COLUMNS

NTS3 TYPICAL BANDED PT SLAB TENDON ENDS

NTS4

TYPICAL PT SLAB FLARING OF BANDED TENDONS AT SLAB EDGE

NTS5 TYPICAL PT SLAB DISTRIBUTED TENDON ENDS

NTS6

TYPICAL PT SLAB REINFORCEMENT OF TENDON BAND AT SLAB EDGE AND INTERMEDIATE STRESSING

NTS7

TYPICAL PT SLAB SECTION THROUGHBANDED TENDON AT COLUMN

NTS8

TYPICAL PT SLAB SECTION THROUGHDISTRIBUTED TENDON AT COLUMN

NTS9

TYPICAL HAIRPIN REINFORCING ATPT TENDON TURNS

NTS10 TYPICAL OPENINGS AT PT SLAB ANCHORAGE

NTS11 TYPICAL PT TENDON PLACEMENT AT OPENINGS




L1/2 L1/2 L2/2 L2/2 L3/2 L3/2

L1 L2 L3

EXTERIOR SPAN EXTERIOR SPANINTERIOR SPAN

NA NA

STRESSINGEND

A TYP

RE: P

LAN

RE: P

LAN

NOTES: A = 0.1L FOR UNIFORM SLAB NA IS AT MID-DEPTH

CONTROL POINTS ASSHOWN ON PLAN

TERMINATE TENDONS STAGGER @ 12" AT BANDS (ANCHOR AT NA)

HIGH POINT RE: PLAN

SPAN/416" STRAIGHT UNO

EQ EQ

SUPPORT WIDTH

#4 CONTUNIFORM TENDONS

BOTTOM REINF, RE: PLANBANDED TENDONS

CLEAR2" MIN

SUPPORT BAR OR SLAB BOLSTER

1/41/2

RE: NOTE 4

5" x 2

1/2"

1/2

2'-10 207/256"

.

.

.

11"

6 3 4 12

5

BULKHEAD

S5CP+ STRESSING END ASSEMBLY

NOTES:1. LOCATE ANCHOR AT BULKHEAD RE: PROJECT PLANS.2. INSTALL GROMMET FLUSH BETWEEN BULKHEAD ANDANCHOR FOR TIGHT SEAL.3. SLIDE SLEEVE TIGHT AGAINST ANCHOR. BE SURE NO BARESTRAND IS EXPOSED. TAPE IF NECESSARY.4. AFTER POURING, AT TIME OF STRESSING, REMOVEGROMMET AND INSERT WEDGES.5. AFTER STRESSING, CUT STRAND TO WITHIN 1/8" OFEND OF END CAP AND GREASE END CAP PRIOR TOINSERTING IT TIGHT AGAINST ANCHOR6. PATCH STRESSING POCKET RE: PROJECT PLANS.

6

GROMMET S5CP+

END CAP S5CP+54321ITEM DESCRIPTION

ANCHORAGE S5CP+PROTECTION SLEEVE S5CP+

MONOWEDGES TYPE 1.5STRAND (GREASE AND COATED)

1 "

2 " 2 "

1/4

5" x 2

1/2"

1/22'-10 227/256"

.

.

.

11"

3 4 12

5

S5CP+ STRESSING END ASSEMBLY

.

BULKHEAD

NOTE 1

RE:

NOTES: 1. LOCATE ANCHOR AT BULKHEAD RE: PROJECT PLANS. 2. IF FABRICATED AT SHOP, WEDGES, GREASE CAP, AND SLEEVE WILL BE ASSEMBLED TIGHT TO ANCHOR. 3. IF FIELD SEATING IS REQUIRED, BE SURE ALL COMPONENTS ARE TIGHT TO ANCHOR, BE SURE NO BARE STRAND IS EXPOSED, AND TAPE IF NECESSARY.

54321ITEM DESCRIPTION

ANCHORAGE S5CP+PROTECTION SLEEVE S5CP+END CAP S5CP+MONOWEDGES TYPE 1.5STRAND (GREASE AND COATED)

1 " 2 "



&

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p: 303-442-3351





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9/5/

2019

11:

15:1

5 A

M

S016POST-TENSIONED

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1

TYPICAL PT SLAB PROFILE FORREVERSED PARABOLA TENDONS

NTS2

TYPICAL PT SLAB SECTION THROUGHBANDED TENDONS AT MIDSPAN

NTS3

TYPICAL ENCAPSULATEDPT SYSTEM (STRESSED END)

NTS4

TYPICAL ENCAPSULATEDPT SYSTEM (DEAD END)




1. TOP OF SLAB ELEVATION INDICATED ON PLAN. 2. TOP OF WALL ELEVATION INDICATED ON PLAN. 3. TOP OF BRICK LEDGE, RE: ARCH.4. DRILLED PIER FOUNDATIONS CONSIST OF DRILLED PIERS

WHERE SHOWN ON PLAN. UNLESS INDICATED OTHERWISE DRILLED PIERS AND PIER CAPS SHALL BE CENTERED BELOW WALLS AND COLUMNS. WHERE PILASTERS OCCUR PIERS ARE TO BE CENTERED BELOW COLUMN ABOVE PILASTER. RE: DRILLED PIER SCHEDULE AND TYPICAL DETAILS.

5. SOG (SLAB-ON-GRADE) WHERE SHOWN ON PLAN CONSISTS OF REINFORCED CAST-IN-PLACE CONCRETE SLAB PLACED ON FREE DRAINAGE COMPACTED BASE OVER SUITABLE SUBGRADE MATERIAL AS SPECIFIED BY THE GEOTECHNICAL ENGINEER AND GEOTECHNICAL REPORT. RE: PLAN FOR SOG THICKNESS, REINFORCING, AND ELEVATIONS. REINFORCING SHALL BE CHAIRED MID-HEIGHT OF THE SLAB, UNO. CONTROL JOINTS SHALL HAVE A MAXIMUM SPACING OF 15'-0". RE: TYPICAL DETAILS AND GENERAL NOTES FOR ADDITIONAL INFORMATION.

6. ALL CONCRETE COLUMNS ARE TYPE C1.7. RE: SHEETS S000-S002 FOR GENERAL NOTES AND

GENERAL LEGENDS.8. RE: SHEETS S010a-S013 FOR TYPICAL DETAILS.9. RE: SHEET S500 AND S501 FOR SCHEDULES.

FOUNDATION PLAN NOTES:

1 2 4 67

7

A

B

D

F

H

1S300

3S300

2S300

4S300

4" SLAB ON GRADE

#3@

18"OC

#3@18"OC

4" SLAB ON GRADE

REENTRANT CORNER, RE: TYP DETAILS

3S400

G

12

4S400

4S400

4S400

4S400

#3@

18"OC

#3@18"OC

13'-8

3/4"

4'-2"

3'-8"

10'-4 7/8" 2'-2"

T/SOG

100'-0"

3S400

3S400

CONTROL JOINTS, RE: TYP DETAILS

T/SOG

100'-4"

SLOPE

35

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

1311

10

8

21'-2 1/4" 20'-11 1/2" 21'-2 1/4"

22'-7"

5'-10"

95.98°

30'-10 1/2"

5'-8

1/2"

30'-10 1/2"

19'-6"

19'-6"

2'-0"

25'-3"

44'-3"

29'-10 57/25

6"

6'-4"

20'-

3 1/

2"

19'-10 3

/4"

19'-10 3

/4"

28'-

11"

11'-0"

3'-8"

10"

5'-0"

1'-2"

3'-10"

26'-9"

3'-0"

6"

2"

9"

95'-10"/73'-0"

78k/0k/0kP1

97'-0"/73'-0"

67k/0k/0kP1

3S400

97'-0"/73'-0"

83k/0k/0kP197'-0"/67'-0"

140k/0k/0kP397'-0"/70'-0"

130k/0k/0kP2

97'-0"/70'-0"

100k/0k/0kP2

97'-0"/70'-0"

114k/0k/0kP295'-10"/70'-0"

117k/0k/0kP2

97'-0"/70'-0"

132k/0k/0kP2

97'-0"/70'-0"

132k/0k/0kP295'-10"/70'-0"

129k/0k/0kP2

97'-0"/73'-0"

45k/0k/0k P1

97'-0"/70'-0"

116k/0k/0kP2

97'-0"/70'-0"

136k/0k/0kP2 95'-10"/67'-0"

142k/0k/0kP3

95'-0"/73'-0"

42k/0k/0kP1

95'-0"/73'-0"

100k/0k/0kP1

95'-0"/70'-0"

117k/0k/0kP2

95'-0"/67'-0"

158k/0k/0kP3

95'-0"/70'-0"

105k/0k/0kP2

95'-0"/73'-0"

95k/0k/0kP1

97'-0"/70'-0"

113k/0k/0k P2

97'-0"/73'-0"

62k/0k/0k P1

97'-0"/73'-0"

36k/0k/0kP1

97'-0"/73'-0"

65k/0k/0kP1

95'-0"/73'-0"

83k/0k/0kP1

95'-0"/73'-0"

86k/0k/0kP1

97'-0"/73'-0"

83k/0k/0kP197'-0"/67'-0"

140k/0k/0kP397'-0"/70'-0"

130k/0k/0kP2

97'-0"/73'-0"

96k/0k/0kP1

97'-0"/67'-0"

145k/0k/0kP397'-0"/67'-0"

145k/0k/0kP3

97'-0"/67'-0"

145k/0k/0kP397'-0"/67'-0"

145k/0k/0kP397'-0"/73'-0"

96k/0k/0kP1

5S400

97'-0"/70'-0"

132k/0k/0kP2

GB1

GB1

GB1

GB4

GB4

GB4

GB4

GB4

GB3

GB2

GB2

GB3

GB2

GB2

GB8B

GB2

GB8A

GB8A

GB8A

GB8A

GB7

GB8A

GB8A

GB7

GB7

GB1

GB1

GB1

GB1

GB1

GB1

GB5

GB6

GB5

GB6

GB5

GB6

GB5

GB6

A30

'-2"

B30

'-2"

A6'-0"

A6'-10"

HD1.3

HD1.3

D21'-7"

HDX

HD1.3

B 21'-10"HD1.2

HD1.2

D 22'-10"

HD1.4

HD1.4

B 21'-10"HD1.3

HD1.3

C18'-3"

HD1.3

HD1.3

HD1.1

HD1.1

HD1.3

HD1.1

6S400

TYP UNO

D 21'-10"

HD1.3

HD1.3

HD1.2

HD1.2

67'-5

1/2"

SLOPE

W1

W1

W1

W1

W2

W2

W2

W4

W5

W5

W5

W5

W5.2

W5.2

W5.2

W5

W5.1

W5.1

W5W5

W5

W5

W6.1

W6.1

W4

W4

W4

5S300

4'-9"

39'-0"

9"

1'-0"

100'-0"

11.3°

HSS5x

5x1/2

HSS4x4x

1/4

HSS4x4x

1/4

HSS4x4x

1/4 HSS4x4x

1/4

A6'-2"

HD1.3

HD1.3

A21'-7"

HD1.3

HD1.3

B 6'-6"

HD1.3

T/SOG

98'-1 1/4"

95'-0"/73'-0"

88k/0k/0k P1

97'-0"/70'-0"

122k/98k/46k P4

93'-8"/70'-0"

73k/9k/89k P4

93'-8"/-27'-0"

58k/6k/4kP4

97'-0"/73'-0"

70k/0k/0k P1

97'-0"/70'-0"

105k/0k/0k P2

93'-8"/-27'-0"

128k/77k/46k P493'-8"/-27'-0"

96k/52k/5kP4

a14'-

5 1/2"

a14'-

5 1/2"

aa3'-10"

5'-8

1/2"

3'-5"

a

6'-11"

5'-8

1/2"

a

6'-11"

T/SOG

99'-2"

95'-10"/73'-0"

100k/0k/0kP1

95'-10"/70'-0"

65k/0k/0kP4

95'-10"/73'-0"

100k/0k/0kP1

97'-0"/70'-0"

65k/0k/0kP4

24"X24" PLASTER FORM INTEGRALLY

WITH GRADE BEAM TYP

29'-1 1/2"

7'-1"

aa

8'-4 17/32"

6'-5 1/256"

aa

2'-4" 6'-5" 2'-4"

2'-4"

8'-0"

2'-4"

1'-2"



&

SHEET No.


p: 303-442-3351





DA

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9/5/

2019

11:

15:1

5 A

M

S161FOUNDATION AND 1ST

FLOOR PLAN

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

KEYED NOTES FOUNDATION

# DESCRIPTION

1 insert instance comment here

1/8" = 1'-0"1 FOUNDATION AND 1ST FLOOR PLAN

N




HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR HDR HDR HDR HDR HDR HDR HDR HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDRHDRHDRHDRHDRHDR

1. FLOOR CONSTRUCTION: APA SPAN RATED 24" OC SINGLE FLOOR SHEATHING (3/4" NOMINAL THICKNESS) ON PREFABRICATED 4x2 WOOD TRUSSES AND WOOD I-JOISTS. RE: ARCH FOR MORE INFORMATION.

2. BEAM REACTIONS LESS THAN 8 KIPS ARE NOT SHOWN.4. RE: SHEETS S000-S002 FOR GENERAL NOTES AND

GENERAL LEGENDS.5. RE: SHEETS S010-S016 FOR TYPICAL DETAILS.6. RE: SHEETS S500-S501 FOR COLUMN, SHEAR WALL,

HOLDOWN, AND BASE PLATE SCHEDULES. 8. RE: SHEET S-003 FOR LOAD KEYS.9. HEADERS, 'HDR', FOR THE FLOOR BELOW APPEAR ON

THIS PLAN.

FLOOR FRAMING PLAN NOTES:

1 2 4 6

6

7

7

A

B

D

F

H

3S410

4S410

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

9 1/2" TJI 210@24"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

T/SHEATHING113'-6"

9 1/2" TJI 2

10@24"OC

9 1/

2" TJI 210@12"OC

(2) 9

1/2" TJI [email protected]"OC

G

T/SLAB113'-6"

10" PT SLAB

12

W1

W1

W1

W1

W2

W2

W2

W4

W2

W3.1

W2

W4

W5

W5

W5

W5

W5.2

W5.2

W5.2

W5.1

W5.1

W5

W5.1

W5.1

W5W5

W5

W5

W4

W4

W4

W4

W4

W4

W4

4S410

7S410

9S410

3S410

5S410

10S410

10S410

10S410

11S410

12S410

13S410

SIM

35

5

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

1311

10

8

21'-2 1/4" 20'-11 1/2" 21'-2 1/4"

22'-7"

5'-10"

95.98°

30'-10 1/2"

5'-8

1/2"

30'-10 1/2"

4'-9"

19'-6"

19'-6"

2'-0"

25'-3"

44'-3"

29'-10 57/25

6"

6'-4" 6'-0 85/128"

1'-8 73/256"

6 11/256

"

20'-

3 1/

2"

19'-10 3

/4"

19'-10 3

/4"

28'-

11"

11'-0"

TYP AT DEMISING

11S410

10S410

A30

'-2"

B30

'-2"

A6'-0"

HD8

HD8

C21'-7"

HD7

HD7

A 21'-10"

C 21'-10"

A 22'-9"HD7

HD7

A18'-3"

HD6

HD6

HD5

HD5

HD6

HD6

D 21'-10"

A4'-0"

HD8

HD8

B 6'-0"

C11'-8"

HD1.3

C 10'-0"

HD1.3

B17'-2"

B19'-2"

A19'-2"

B6'-8"

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3

HD1.3HD1.3

HD1.3

HD7

HD8

HD5

HD7

HD8

HD5

W2

W6.1

W6.1

W5.1

W6.1

W6.1

W2

W5.1

W5.1

W6.1

W6.1

W4

W4

W4

HSS10x5x3/8 LOW

HSS5x5x3/8 HIGH

HSS10x5x3/

8 HIGH

HSS5x5x3/

8 LOW

A4'-10"

HD8

HD8

A 6'-8" HD8HD8

A21'-7"

HD5

HD5

4S411

4S411

4S411

C4x7.25TYP

6S411

6S411

6S411

6S411

6S411

6S411

WT9x2

5

TYP

6S411

6S411

HSS5x5x3/8

(2) 1 3/4"X9 1/2" LVL TYP (4) SIDES

OF SHAFT

CANOPY BELOW TYP

1. PT SLAB WHERE SHOWN ON PLAN CONSISTS OF REINFORCED AND POST-TENSIONED CAST-IN-PLACE CONCRETE SLAB. RE: PLAN FOR SLAB THICKNESS, REINFORCING AND PT. RE: PLAN FOR PT DRAPES. UNLESS NOTED OTHERWISE REINFORCING COVER DEFINED BY THE TABLE BELOW.

2. PT TENDON PROFILES TAKE PRECEDENCE OVER MILD REINFORCING ELEVATIONS. MILD REINFORCEMENT SHALL BE PLACED SUCH THAT IT DOES NOT INTERFERE WITH TENDON PROFILES.

3. ALL TENDONS AND TENDON ANCHORAGES SHALL BE FULLY ENCAPSULATED. PT SHEATHING SHALL BE CONNECTED TO ALL STRESSING, INTERMEDIATE, AND FIXED ANCHORAGES IN A WATERTIGHT FASHION IN ACCORDANCE WITH ACI 318.

4. AT COLUMN LOCATIONS, A MINIMUM OF TWO TENDONS IN EACH DIRECTION SHALL PASS OVER THE AREA ENCLOSED BY THE TIES OF THE COLUMN BELOW.

5. IN BANDED DIRECTION, TYPICAL SPACING BETWEEN TENDON GROUPS IS 1'-0" OC. SPACING MAY BE EXCEEDED WHERE REQUIRED TO SWEEP AROUND PENETRATIONS OR AS SHOWN ON PLANS.

6. IN UNIFORM DIRECTION, SPACING BETWEEN ADJACENT TENDONS SHALL NOT EXCEED 5'-0" OC. CONTRACTOR TO ENSURE THAT SPACING IS MAINTAINED WHERE TENDONS ARE REQUIRED TO SWEEP AROUND OPENINGS. UNLESS TENDON LOCATIONS ARE SPECIFICALLY DIMENSIONED, UNIFORM TENDONS MAY BE ASSUMED EQUALLY SPACED BETWEEN COLUMNS.

7. IN SLOPING AREAS, SLOPE TOP AND BOTTOM OF SLAB TO MAINTAIN SLAB THICKNESS, UNO.

8. RE: ARCH AND MEP FOR PENETRATIONS NOT SHOWN ON STRUCTURAL PLANS.

9. PRIOR TO DETAILING AND FABRICATION, VERIFY ALL ELEVATIONS AND DIMENSIONS WITH ARCHITECTURAL PLANS.

10. RE: SHEET S000-S002 FOR GENERAL NOTES AND GENERAL LEGENDS

11. RE: SHEET S003 FOR LOAD KEYS12. RE: SHEET S010-S016 FOR TYPICAL DETAILS13. RE: SHEET S162 FOR FRAMING PLAN14. RE: SHEET S162R FOR REINFORCEMENT PLAN15. RE: SHEET S162PT FOR PT TENDON PLANS16. RE: SHEET S500 FOR SCHEDULES

POST-TENSIONED CONCRETE PLAN NOTES:

AREA

2 HR FIRE RATING AND LESS

TOP REINF BANDED PT DIRECTION

1 1/2"

TOP REINF UNIFORM PT DIRECTION

1"

PT REINFORCING COVER

AREATOP REINF IN BANDED PT DIRECTION

TOP REINF IN UNIFORM PT DIRECTION

MILD REINFORCING COVER


1" 1 3/4"

BOTTOM REINF LOWER

LAYER

1"



&

SHEET No.


p: 303-442-3351





DA

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:



9/5/

2019

11:

15:1

8 A

M

S162LEVEL 2 FRAMING PLAN

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

1/8" = 1'-0"1 LEVEL 2 FRAMING PLAN

N




F

F

H

H

G

G

12

E

E

I

I

1311

10

8

WOOD FRAMING RE: 1/S162RE: 1/S162

8 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

78 .5

1

6

8.5

7

7 75

75

78.5

57

8.55

74.5

8.55

74.5

8.55

8.54.5

8.55

8.54.5

8.58.5

4.58.5

8.54.5

8.54.5

8.58.5

7 74

74

78.5

47

8.54

73

8.54

38.5

48.5

38.5

8.53

8.58.5

38.5

38.58.5

7 71

71

78.5

17

14.51 1

3.53.53.5

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S

3S3S3S

3S3S

3S3S

3S3S

5 5 5 5 5 5 5 5

5 5 5 5 5 5 5

5 5 5 5 5 5

5 55 5 5

5 5 5

5 5 5

5 5 5 5 5

5 5 5 5 5 5

5 5 5 5 5 5 5

5 5 5 5 5 5 5 5

F

F

H

H

G

G

12

E

E

I

I

1311

10

8


9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

2.5

2.5

2.5

2.5

2.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

1

1

1

1

1

1

1

1

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

1

1

1

1

1

6

6

6

6

6

6

6

3

3

3

3

3

3

3

3

8

8

8

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

9

8

8

8

8

3

3

3

3

3

3

3

3

8

8

8

9

9

9

9

9

9

9

9

1

1

1

5.5

5.5

5.5

5.5

5.5

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S

3S3S

3S

3S

3S

3S

3S

3S

3S

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

5

3S

LOW POINT

1'-0"

5

5

5













AREA



1 1/2"


1"






1" 1 3/4"

BOTTOM REINF LOWER

LAYER

1"



&

SHEET No.


p: 303-442-3351





DA

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PR

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ED

:



9/5/

2019

11:

15:2

1 A

M

S162PTLEVEL 2 PT TENDON

PLANS

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

1/8" = 1'-0"1 LEVEL 2 BANDED TENDON PLAN

1/8" = 1'-0"2 LEVEL 2 REINFORCEMENT PLAN

N




F

F

H

H

G

G

12

E

E

I

I

1311

10

8


(6)#6Tx15'-6"@

30"OC

(5)#6Tx14'-0"

@36"OC

(5)#6Tx34'-0"

@24"OC

(5)#6Tx10'-6"@

36"OC

(6)#6Tx33'-6"

@30"OC

(5)#6Tx13'-0"

@24"OC

(5)#6Tx10'-6"@

36"OC

(6)#6Tx11'-0"

(9)#6Tx10'-0"

(6)#6Tx6'-6"@14"OC

(6)#6Tx6'-0"@

16"OC

(5)#6Tx2

1'-6"@

36"OC

(5)#6Tx10'-

6"@36"O

C

(5)#6Tx6'-

6"@36"O

C

(8)#6Tx2

7'-6"@

30"OC

(4)#6Tx6'-

6"@36"O

C

(5)#6Tx7'-

0"@36"O

C

(16)#6Tx10'-

6"@16"O

C

(7)#6Tx9'-0"

(4)#6Tx13'-

0"@24

"OC

(5)#6Tx6'-

0" (4)#6Tx6'-

0"@36"O

C11'-2"

4'-4"

8'-6"

9'-4"

#6Tx15'-

0"@24"O

C, TYP

BETW

EEN B

ANDED P

T

#6Tx15'-

0"@24"O

C, TYP

BETW

EEN B

ANDED P

T#6B

@18"O

C

#6B@18"OC

1

1

11

S4

S2

S2

S1

S3

S1

S1

S1













AREA



1 1/2"


1"






1" 1 3/4"

BOTTOM REINF LOWER

LAYER

1"

STUDRAIL SCHEDULE FOR RECTANGULAR COLUMNS

DESIGNATION

L1

RAILS / SIDE

RAILS / SIDE

STUDS / RAIL

STUDRAILS / COL

STUD DIAMETER

'T'

2 2781/2"

TYPICAL INTERIOR RECTANGULAR COLUMN

TYPICAL CORNER

PROVIDE SHORTER RAILS AT SLAB EDGE AS REQUIRED

45° MAX

NOTE:OPENINGS LOCATED WITHIN STUDRAILS THAT ARE NOT SHOWN ON STRUCTURAL DRAWINGS ARE TO BE APPROVED BY STRUCTURAL ENGINEER PRIOR TO INSTALLATION

NO PENETRATIONS WITHIN THIS ZONE, 36" FROM FACE OF COLUMN, UNO

MIN, TYP

2" CLR

NOTES:1. L2 > L12. RE: PLAN FOR STUDRAIL PLACEMENT3. RE: GENERAL NOTES FOR TOP AND BOTTOM CLEAR COVER

'CLR

'

COLUMN FACE

COLUMN FACE

TYPICAL STUDRAIL AT STEP

TYPICAL STUDRAILSTUD

T

L1

L2

L1

L2

L2

TYPICAL EDGE

PROVIDE SHORTER RAILS AT SLAB EDGE AS REQUIRED

L1

L2

1 1

S1 S2 TYP S2 TYP

S1 S2 TYP

SPACING

S1 S2

'CLR

' 'CLR

''CLR

'

LENGTH 'L', UNO

LENGTH 'L', UNO

S1

S2

S3

3 1/4 5

2 22181/2" 3 1/4 3 3/4

3 312121/2" 3 3

S4 4 41481/2" 2 1/4 2 1/4



&

SHEET No.


p: 303-442-3351





DA

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9/5/

2019

11:

15:2

3 A

M

S162RLEVEL 2 REINFORCEMENT

PLAN

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

1/8" = 1'-0"1 LEVEL 2 REINFORCEMENT PLAN

N

KEYED NOTES REINFORCEMENT PLAN

# DESCRIPTION

1 #4x5'-0"@18"OC, TYP AT CORE WALLS

3/4" = 1'-0"2 STUDRAIL SCHEDULE




HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR HDR HDR HDR HDR HDR HDR HDR HDR

HDR

HDR

HDR

HDR

HDRHDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDRHDR

HDR

HDRHDR

HDRHDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDR

HDRHDRHDRHDRHDRHDR

1 2 4 6

6

7

7

A

B

D

F

H

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TRUSS

@19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TR

USS@

19.2"OC

18" FLOOR TRU

[email protected]"OC

18" FLOOR TRU

SS@16"OC

18" FLOOR TRU

SS@24"OC

4S410

T/SHEATHING

124'-5 3/8"

T/SHEATHING124'-5 3/8"

9 1/2" TJI 210@24"OC

9 1/2" TJI 2

10@24"OC

18" FLOOR TRU


18" FLOOR TRU


9 1/2" TJI 21

0@24"OC

9 1/2" TJI 21

0@12"OC

18" TJI 360@1

6"OC

(2)1 3/4"x9 1/2" L

VL

G

9 1/

2" TJI 210@12"OC

(2) 9

1/2" TJI [email protected]"OC

3S410

3S410

3S410

3S410

5S410

7S410

5S410

7S410

9S410

9S410

12S410

13S410

13S410

12S410

SIM

SIM

35

5

C

E

I

A.1

A.5

C.1

C.8

D.8

E.8

1311

10

8

21'-2 1/4" 20'-11 1/2" 21'-2 1/4"

22'-7"

5'-10"

95.98°30'-10 1/2"

5'-8

1/2"

30'-10 1/2"

4'-9"

19'-6"

19'-6"

2'-0"

25'-3"

44'-3"

29'-10 57/25

6"

1'-8 73/256" 6 11/256

"

20'-

3 1/

2"

19'-10 3

/4"

19'-10 3

/4"

28'-

11"

11'-0"

27'-8

31/

64"

4S410

12S410

A30

'-2"

A30

'-2"

A6'-0"

HD6

HD6

HD5

HD5

HD5

HD5

A21'-7"

HD5

A 21'-10"

A 21'-10"

A 21'-10"HD5

HD5

A18'-3"

HD5

HD5

A 21'-10"

A 6'-0"

C12'-0"

HD7

A 10'-0"

HD7

A17'-2"

A19'-2"

A19'-2"

A6'-8"

HD6

HD6

HD7

HD6

HD6

HD6

HD6

HD5

HD5

HD7HD6

HD6

HD6

HD6

HD5

HD6

HD6

HD5

HD5

W1

W1

W1

W1

W2

W2

W2

W4

W2

W3.1

W2

W4

W5

W5

W5

W5

W5.2

W5.2

W5.1

W5.1

W5

W5.1

W5.1

W5W5

W5

W5

W4

W4

W4

W4

W4

W4

W4

W2

W6.1

W6.1

W5.1

W6.1

W6.1

W2

W5.1

W5.1

W6.1

W6.1

W4

W4

W4

A4'-0"

HD6

HD6

A 6'-8" HD6HD6

A4'-10"

HD6

HD6

A21'-7"

HD5

HD5

5 1/8"x21" G

LB

(2)1 3

/4"x1

8" LVL

(2) 1 3/4"X9 1/2" LVL TYP (4) SIDES

OF SHAFT

1. FLOOR CONSTRUCTION: APA SPAN RATED 24" OC SINGLE FLOOR SHEATHING (3/4" NOMINAL THICKNESS) ON PREFABRICATED 4x2 WOOD TRUSSES AND WOOD I-JOISTS. RE: ARCH FOR MORE INFORMATION.

2. BEAM REACTIONS LESS THAN 8 KIPS ARE NOT SHOWN.3. RE: SHEETS S000-S002 FOR GENERAL NOTES AND

GENERAL LEGENDS.5. RE: SHEETS S010-S016 FOR TYPICAL DETAILS.6. RE: SHEETS S500-S501 FOR COLUMN, SHEAR WALL,

HOLDOWN, AND BASE PLATE SCHEDULES. 8. RE: SHEET S003 FOR LOAD KEYS.

FLOOR FRAMING PLAN NOTES:



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SHEET No.


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9/5/

2019

11:

15:2

6 A

M

S163LEVEL 3 FRAMING PLAN

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

1/8" = 1'-0"1 LEVEL 3 FRAMING PLAN

N




PRE-

ENGIN

EERED

WOOD

TRUSSES @

24"OC

PRE-

ENGIN

EERED

WOOD

TRUSSES @

24"OC

1 2 4

6

6

7

7

AA

BB

DD

F

F

H

H

PRE-ENGINEERED WOODTRUSSES@24"OC

PRE-ENGINEERED WOODTRUSSES@24"OC

PRE-ENGINEERED WOOD

TRUSSES@24"OC

PRE-ENGINEER

ED WOOD

TRUSSES@24"O

C

PRE-ENGINEER

ED WOOD

TRUSSES@24"O

C

G

G

SLOPE

SLOPE

SLOPE

SLOPE

SLOPE

2S411

3S410

4S410

(2)1 3/4"x18" LVL

(2)1 3/4"x18" LVL

3

5

5

CC

E

E

I

I

A.1

A.5

C.1

C.8

D.8

E.8

1311

10

8

21'-2 1/4" 20'-11 1/2" 21'-2 1/4"

22'-7"

5'-10"

95.98°

30'-10 1/2"

5'-8

1/2"

30'-10 1/2"

4'-9"

19'-6"

19'-6"

2'-0"

25'-3"

44'-3"

29'-10 57/25

6"

1'-8 73/256" 6 11/256

"

27'-8

31/

64"

20'-

3 1/

2"

19'-10 3

/4"

19'-10 3

/4"

28'-

11"

11'-0"

DRAG TRU

SS = 572

0 LB

DRAG TRU

SS = 664

0 LB

DRAG TRU

SS = 6830 LB

DRAG TRU

SS = 604

0 LB

DRAG

TRUSS

= 7

590

LB

DRAG

TRUSS

= 9

400

LB DRAG TRUSS

= 9350 LB

DRAG TRUSS = 10470 LB

DRAG TRUSS = 6070 LB

1S411

1S411

1S411

1S411

1S411

1S411

3S411

3S411

3S411

3S411

3S411

3S411

3S411

3S411

W4

W8x15 H

OIST B

EAM

5 1/8"x15" GL

B

GIRDER TRUSS

7S411

7S411

7S411

1. TYPICAL ROOF IS FINISHES AND INSULATION OVER 5/8" OSB/PLYWOOD ROOF SHEATHING OVER PRE-ENGINEERED WOOD TRUSSES. ATTACH ROOF SHEATHING WITH 8d@4"OC AT EDGES AND @12"OC IN FIELD, UNO.

2. RE: SHEETS S000-S002 FOR GENERAL NOTES AND LEGENDS.

3. RE: SHEET S003 FOR LOAD KEYS.4. RE: SHEETS S010-S016 FOR TYPICAL DETAILS.5. RE: SHEET S500-S501 FOR COLUMN, SHEAR WALL,

HANGER, AND HOLDOWN SCHEDULES.

UPPER LEVEL/ LOW ROOF PLAN NOTES:



&

SHEET No.


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9/5/

2019

11:

15:2

7 A

M

S164ROOF FRAMING PLAN

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

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

N




LEVEL 1A100'-0"

LEVEL 2 CD113'-7 1/2"

LEVEL 1100'-0"

D.8

CENTERED

#5@

12"OC

CEN

TERED

#5@12"OC

LEVEL 2 CD113'-7 1/2"

LEVEL 1100'-0"

CENTERED

#5@

12"OC

CEN

TERED

#5@12"OC

LEVEL 2 CD113'-7 1/2"

LEVEL 1100'-0"

8

CENTERED

#5@

12"OC

CEN

TERED

#5@12"OC

TYP OPENING REINF, RE: TYPICAL DETAILS

LEVEL 2 CD113'-7 1/2"

LEVEL 1100'-0"

F G

CENTERED

#5@

12"OC

CEN

TERED

#5@12"OC

LEVEL 1A100'-0"

LEVEL 2 CD113'-7 1/2"

LEVEL 1100'-0"

G

CENTERED

#5@

12"OC

CEN

TERED

#5@12"OC

6'-4"

10"

TYP OPENING REINF, RE: TYPICAL DETAILS



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SHEET No.


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9/5/

2019

11:

15:2

9 A

M

S300CORE WALL ELEVATIONS

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

3/8" = 1'-0"1 BLDG 4B SOUTH CORE - EAST ELEVATION3/8" = 1'-0"2 BLDG 4B SOUTH CORE - SOUTH ELEVATOR ELEVATION

3/8" = 1'-0"3 BLDG 4B SOUTH CORE - SOUTH STAIR ELEVATION

3/8" = 1'-0"4 BLDG 4B SOUTH CORE - WEST ELEVATION

3/8" = 1'-0"5

BLDG 4B SOUTH CORE - EASTELEVATOR ELEVATION




MIN GRADE BEAM DWLS - (4) #5 UNO CONTACT LAP SPICE W/ VERT PIER REINF

GRADE BEAM, RE: PLAN

OPTIONAL CONSTRUCTION JOINT

VOID FORM IF REQUIRED, RE: GENERAL NOTES

a

MINIMUM DOWEL EMBEDMENT GREATER OF 2'-0" OR CLASS B TENSION SPLICE PER GENERAL NOTES

2'-0 5/64

"

a

OPTIONAL CONSTRUCTION JOINT

T/PIER

MINIMUM DOWEL EMBEDMENT GREATER OF 2'-0" OR CLASS B TENSION SPLICE PER GENERAL NOTES

DRAPE REINF AT PIER

MULTIPLE PIER CAP

DOWELS W/ STD HOOKTO MATCH PIER REINF

T/PIER CAP

VOID FORM IF REQD, RE: GENERAL NOTES

PIER CAP REINF,RE: PLAN

1'-9 191/

256"UNO

3" CLR

BRICK VENEER, RE: ARCH

INSULATION, RE: ARCH

WOOD WALL, TYP

GYPSUM BOARD, RE: ARCH

SOG, RE: PLAN

CURB, RE: SCHEDULES FOR REINF INFO

GRADE BEAM, RE: SCHEDULES FOR REINF INFO

T/PIER

T/SOG

6"

1'-4"

10"


6" STUD WALL, RE: PLAN


SOG, RE: PLAN

REINF STEM W/ #X BAR CONT TOP AND #X BAR VERT @ X" OC

GRADE BEAM, REINF W/ (X) #X BARS TOP&BOT AND #X TIES @ X" OC

T/PIER

T/SOG

10"

1'-0"

SOG, RE: PLAN

STUD WALL RE: PLAN AND SCHEDULE

GRADE BEAM RE: PLAN AND SCHEDULE

CONT VOID FORM

(1) #4 CONT TOP

#4 VERT @ 18" OC

RE: PLAN

T/SOG

GRID

STUD WALL RE: PLAN AND SCHEDULE

GRADE BEAM RE: PLAN AND SCHEDULE

CONT VOID FORM

(1) #4 CONT TOP

#4 VERT @ 18" OC

RE: PLAN

T/SOG

GRID GRID


6" STUD WALL, RE: PLAN


SOG, RE: PLAN

1'-4"

MATCH VERT BARS

RE: P

LAN SOG, RE: PLAN

8'' CONCRETE CIP WALL

MAT SLAB, RE: PLAN

DRILLED PIER, RE: PLAN

CONT VOID FORM



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9/5/

2019

11:

15:3

1 A

M

S400FOUNDATION DETAILS

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS1

DRILLED PIER DETAIL AT GRADEBEAM

NTS2 DRILLED PIER DETAIL AT MULTIPLE PIER CAP

3/4" = 1'-0"3 TYP GRADE BEAM SECTION AT EXTERIOR WOOD WALL

3/4" = 1'-0"4

TYP GRADE BEAM SECTION ATEXTERIOR STORE FRONT

3/4" = 1'-0"5 GRADE BEAM SECTION AT INTERIOR WALL

3/4" = 1'-0"6

GRADE BEAM SECTION AT RAMPEDFLOOR

NTS7 ELEVATOR PIT DETAIL




A


SCL RIM BOARD (1 1/4" MIN WIDTH)

WALL SHEATHING EDGE NAILING EA SIDE OF JOINT,

RE: PLAN NOTES

SHEATHING AND NAILING, RE: PLAN NOTES

RE: TYPICAL BEARING WALL ELEVATION FOR ADDITIONAL INFORMATION

GAP

1/8"

(4) 8d EQUALLY SPACED

TOENAIL BLOCKING FLANGES TO FLOOR JOIST W/ 10d NAILS

JOIST SPACING

WOOD I-JOIST BLOCKING @4'-0"OC

SIMPSON A35@48"OC, UNO, AT SHEAR WALL RE: TYPICAL

SHEAR WALL NAILING SCHEDULE AND DETAILS

AT SHEAR WALL RE: TYPICAL SHEAR WALL NAILING SCHEDULE AND DETAILS

I-JOIST

T/SHEATHING

WALL SHEATHING EDGE NAILING, RE: PLAN NOTES



RE: PLAN NOTES



GAP

1/8"

T/SHEATHING

I-JOIST

SIMPSON A35@48"OC, UNO, AT SHEAR WALL RE: SHEAR WALL NAILING SCHEDULE AND DETAILS

AT SHEAR WALL RE: SHEAR WALL NAILING SCHEDULE AND DETAILS


RE: PLAN NOTES



FLOOR JOIST RE: PLAN

WOOD STUD WALL RE: PLAN

RE: PLAN

T/SHEATHING

SCL RIM BOARD(1 1/4" MIN WIDTH)

PROVIDE SQUASH BLOCKING AT ALL COLUMNS/STUDPACKS, MATCH SIZE OF COLUMN/ STUDPACK BELOW

WALL SHEATHING EDGE NAILING, RE: PLAN NOTES

GYPCRETE, RE: ARCH

GAP

1/8"


SIMPSON A35@48"OC, UNO, AT SHEAR WALL RE: SHEAR WALL NAILING SCHEDULE AND DETAILS



RE: PLAN

T/SHEATHING

JOIST BLOCKING @ 24" OC, W/ (4) 8d NAILS MIN

SHEATHING, CONTINUE OVER JOIST, BLOCK EDGES AS REQUIRED AT SHEAR WALLS

PROVIDE SQUASH BLOCKING AT ALL COLUMNS/STUDPACKS, MATCH SIZE OF COLUMN/STUDPACK BELOW

FLOOR EDGE NAILING, FLOOR SHEATHING TO RIMBOARD


GYPCRETE, RE: ARCH


GAP

1/8"


RE: PLAN NOTES

SIMPSON A35@48"OC, UNO, AT SHEAR WALL RE: TYPICAL

SHEAR WALL NAILING SCHEDULE AND DETAILS

2x6 STRONG BACK @10'OC MAX W/ (3) 0.131"x3" NAILS TO EACH TRUSSTRUSS SPACING


RIMBOARD

FLOOR TRUSS, BOTTOM CHORD BEARING AT WALL

RE: PLAN

T/SHEATHING

SHEATHING WHERE OCCURS




RE: PLAN

T/SHEATHING

JOIST BLOCKING @ 24" OC, W/ (4) 8d NAILS MIN


FLOOR EDGE NAILING, FLOOR SHEATHING TO RIMBOARD

GYPCRETE, RE: ARCH


TRUSS SPACING TRUSS SPACING

WOOD STUD WALL RE: PLAN, SHEATHING AT SHEAR WALLS ONLY

FLOOR TRUSS RE: PLAN

TOP FLANGE HANGER, RE: SCHEDULE, AT SHEAR WALLS HANGER TO BE SUITABLE FOR INSTALLATION OVER WOOD SHEATHING

RE: PLAN

T/SHEATHING

TJI CORRIDOR FRAMING, RE: PLAN

BLOCKING TRUSS @24"OC

RIMBOARD

SHEATHING RE: PLAN

AT CORRIDOR BEAMS PROVIDE FLAT 2x BLOCKING FOR FACE

MOUNT HANGER INSTALLATION, MIN WIDTH = HANGER WIDTH + 1"

TRUSS SPACING



RE: PLAN

T/SHEATHING


RIMBOARD

SHEATHING RE: PLAN

AT CORRIDOR BEAMS PROVIDE FLAT 2x BLOCKING FOR FACE

MOUNT HANGER INSTALLATION, MIN WIDTH = HANGER WIDTH + 1"


TRUSS SPACING JOIST SPACING


TOP FLANGE HANGER, RE: SCHEDULE, AT SHEAR WALLS HANGER TO BE SUITABLE FOR INSTALLATION OVER WOOD SHEATHING

RE: PLAN

T/SHEATHING


RIMBOARD

SHEATHING RE: PLAN

AT CORRIDOR BEAMS PROVIDE FLAT 2x BLOCKING FOR FACE MOUNT HANGER INSTALLATION, MIN WIDTH = HANGER WIDTH + 1"


GYPCRETE, RE: ARCH

STUD WALL, RE: PLAN

ANCHOR HOOK, RE: GENERAL NOTES AND SCHEDULE

PT CONCRETE SLAB, RE: PLAN

MASONRY VENEER, RE: ARCH

RE: PLAN

T/SLAB

B/STL

2'-10 1/8"

C5X9X1'-9" HANGER AT 4'-0" OC PROVIDE 2" LONG VERTICAL SLOT FOR ATTACHMENT TO ANGLE

V3/8"X5"X0'-5 3/4" W/ (1) 3/4"T ERECTION BOLT AND 2" LONG HORIZONTAL SLOTTED HOLE

6"

EMBED V1/2"X12"X1'-0" W/ (4) 3/4"TX6" HAS

L3/8"x3 1/2"x0'-6"

1/4

1/4

1/4

1/4

C5X9

RE: PLAN

T/SLAB

STUD WALL, RE: PLAN

ANCHOR HOOK, RE: GENERAL NOTES AND SCHEDULE

PT CONCRETE SLAB, RE: PLAN

CIP WALL, RE: PLAN

16d@8"OC WHERE WALL ABOVE FLOOR OCCURS, AT SHEAR WALL RE: SHEAR WALL NAILING SCHEDULE AND DETAILS

RE: PLAN

T/SHEATHING

GYPCRETE, RE: ARCH

SHEATHING AND NAILING, RE: PLAN NOTES. KEEP SHEATHING CONTINUOUS OVER DEMISING WALL

FLOOR TRUSS, RE: PLAN

RIM BOARD OVER EACH WALL (1 1/4" MIN)


16d@8"OC WHERE WALL ABOVE FLOOR OCCURS, AT SHEAR WALL RE: SHEAR WALL NAILING SCHEDULE AND DETAILS

RE: PLAN

T/SHEATHING

GYPCRETE, RE: ARCH




SHEATHING AND NAILING, RE: PLAN NOTES. KEEP SHEATHING

CONTINUOUS OVER DEMISING WALL

RIM BOARD OVER EACH WALL (1 1/4" MIN)



&

SHEET No.


p: 303-442-3351





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9/5/

2019

11:

15:3

3 A

M

S410FRAMING DETAILS

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS2

EXTERIOR WALL WITHPARALLEL JOISTS

NTS1

EXTERIOR WALL WITHPERPENDICULAR JOISTS

3/4" = 1'-0"3

EXTERIOR WALL WITHPERPENDICULAR TRUSS

3/4" = 1'-0"4

EXTERIOR WALL WITHPARALLEL TRUSS

3/4" = 1'-0"5

INTERIOR WALL WITHPERPENDICULAR TRUSS

3/4" = 1'-0"6

INTERIOR WALL WITHPARALLEL TRUSS

3/4" = 1'-0"7

INTERIOR WALL WITHPERPENDICULAR JOISTS

3/4" = 1'-0"8

INTERIOR WALL WITHPARALLEL JOISTS

3/4" = 1'-0"9

INTERIOR WALL WITHPERPENDICULAR JOISTS

3/4" = 1'-0"10 STRUCTURAL SLAB AT EXTERIOR GRADE BEAM

3/4" = 1'-0"11 WALL TRANSITION SECTION AT PT SLAB OPENING

3/4" = 1'-0"12

INTERIOR WALL SECTION ATELEVATOR OPENING

3/4" = 1'-0"13

INTERIOR WALL SECTION ATELEVATOR OPENING




RE: ARCH

T/PARAPET

VARIES

T/TRUSS

RE: PLAN

T/PLATE

PLYWOOD SHEATHING

WOOD STUD WALL, RE: PLAN

CONT 1 3/4"X9 1.2" LVL, FASTEN TO EA STUD W/ (2) SIMPSON SDS25600

PROVIDE SOLID BLOCKING BETWEEN EA STUD AT SHEAR WALL LOCATIONS

WOOD ROOF TRUSS, RE: PLAN

SHEATHING, TYP

WOOD TRUSS AND CLIP RE: PLAN AND TRUSS MANUFACTURER

WOOD STUD WALL, RE: PLAN

SHEATHING

SHEATHING

PARAPET BUILT INTO TRUSS, DESIGN FOR PARAPET WIND PRESSURES, H/180 DEFLECTION LIMIT. NOTE DOUBLE 2X6 MAY BE REQUIRED FOR PARAPET HEIGHTS OVER 4'.

1"3 1/2"

3 1/2"

1 1/4"

5 1/4"

1 1/4" (2) 2x10 VERT STUD AT EACH TRUSS, RE: TRUSS MANUFACTURER FOR VERT STUD TO TRUSS CONNECTION

2x12 @24"OC, FASTEN TO VERT STUD W/ (6) SIMPSON SDS25300

2x12 RIM EA END

1.17 KIPS

0.72 KIPS

0.21 KIPS

T/TRUSS

T/SHEATHING

SHEATHING

4'-8" M

AX

3'-7" MAX

ROOF SHEATHING RE: PLAN

DRAG TRUSS RE: PLAN

SIMPSON DSC5R/L-SDS3 EACH END OF SHEAR WALL, WHERE DRAG LOAD IS GREATER THAN 9500LBS, ADD (1) SIMPSON DSC5R/L-SDS3 AT CENTER OF WALL

3/4" MIN

SHEAR WALL RE: PLAN AND SCHEDULE



RE: PLAN

T/SHEATHING

.

1 1/

2"

3"

3"

1 1/

2"

1 1/2"3"1 1/2"

V3/8"x6"x0'-9" W/ (4) 5/16"Tx3 1/2" LAG SCREWS AND (2) 3/8"T THRU BOLTS

V3/8"

1/4 6

1/4 6TYP

RE: ARCH

T/CHANNEL

1.5 B DECK W/ 5/8" PUDDLE WELDS AT 12/24 PATTERN AT

PERIMETER AND SIDELAP WELDS OR SCREWS @12" OC

CHANNEL, RE: PLAN

V3/8"

1/4 2-12

1/4 2-12TYP

S4115

L2x2x5/16, TYP

3/4"T A36 ROD W/ #2 CLEVIS & 3/4"T PINS EA END.

PROVIDE TRUNBUCKLE OR REVERSE THREAD ONE END

CONNECTION AT ENDS

(2) 2x STUD COLUMN AT CANOPY CONNECTIONS

RE: ARCH

T/CHANNEL

CHANNEL, RE: PLAN

1/4 33-SIDES

1/4TYP CHLTO CHL

3/8" BENT PLATE W/ (2) 3/8"Tx3 1/2" LAG SCREWS

2"

RE: ARCH

T/CHANNEL

WT, RE: PLAN

1/4 33-SIDES

1/4TYP WT TO WT

3/8" BENT PLATE W/ (2) 3/8"Tx3 1/2" LAG SCREWS

1" 2"

2"1"

WT CANOPY WALL CONNECTION CHANNEL CANOPY WALL CONNECTION



RE: PLAN

T/SHEATHING

.

1 1/

2"4"

4"

1 1/

2"

1 3/4"2 1/2"1 3/4"

V3/8"x6"x0'-9" W/ (4) 5/16"T LAG SCREWS (3" MIN THREAD PENETRATION)

V3/8"

1/4 6

1/4 6TYP

RE: ARCH

T/CHANNEL

1.5 B DECK W/ 5/8" PUDDLE WELDS AT 12/24 PATTERN AT

PERIMETER AND SIDELAP WELDS OR SCREWS @12" OC

WT, RE: PLAN

V3/8"

1/4 2-12

1/4 2-12

S4115

L3x3x5/16

3/4"T A36 ROD W/ #2 CLEVIS & 3/4"T PINS EA END.

PROVIDE TRUNBUCKLE OR REVERSE THREAD ONE END

CONNECTION AT ENDS

6x6 COLUMN FROM LEVEL 2 TO LEVEL 3, RE: PLAN FOR LOCATIONS

ROOF TRUSS RE: PLAN

CONT BLOCKING TRUSS

BEARING WALL RE: PLAN AND SCHEDULE

SHEATHING RE: PLAN



&

SHEET No.


p: 303-442-3351





DA

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ED

:



9/5/

2019

11:

15:3

4 A

M

S411FRAMING DETAILS

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

3/4" = 1'-0"2 TYPICAL ROOF DETAIL PARALLEL

3/4" = 1'-0"1 TYPICAL ROOF DETAIL

3/4" = 1'-0"3 SECTION AT ROOF DRAG TRUSS

3/4" = 1'-0"4 CANOPY DETAIL

3/4" = 1'-0"5 CANOPY CONNETIONS TO WALL

3/4" = 1'-0"6 CANOPY DETAIL

3/4" = 1'-0"7 SECTION AT ROOF TRUSS BEARING




A


W1

WALL MARK

NOTES:1. ALL STUD FRAMING IS DOUG-FIR LARCH No.2 OR GREATER2. ALL WALLS HAVE (2) TOP PLATES THAT MATCH STUD WALL SIZE AND GRADE, UNO3. 'WX.1' WALL MARKS REQUIRE (3) TOP PLATES AT ROOF, 'WX.2' WALL MARKS REQUIRE (3)

TOP PLATES AT LEVEL 3 AND AT ROOF.4. ALL SHEAR WALL SHALL HAVE PLYWOOD OR OSB SHEATHING, RE: SHEAR WALL SCHEDULE5. RE: PLAN FOR SHEAR WALL LOCATIONS AND EXTENTS6. RE: TYPICAL DETAILS FOR ALL NAILING REQUIREMENTS7. RE: PLAN, ARCH, AND HEADER SCHEDULE FOR HEADER AND JAMBS AT WALL OPENINGS 8. AT SIM (1) 2x6@16"OC

WALL LEVEL

WOOD STUD WALL SCHEDULE

2ND LEVEL 3RD LEVEL NOTES

STAGGERED STUD LAYOUT, DOUG-FIR LARCH No.2

W2

W3

W4 --

W5

1ST LEVEL WHERE OCCURS

W1

W2

W3

W4

W5

W1

W2

W3

W4

W5

2x4 @16"OC

W6

(2) 2x4 @8"OC (2) 2x4 @10"OC

(2) 2x4 @16"OC 2x4 @16"OC 2x4 @16"OC STAGGERED STUD LAYOUT

STAGGERED STUD LAYOUT

--

--

(2) 2x4 @10"OC (2) 2x4 @12"OC

(2) 2x6 @16"OC 2x6 @16"OC 2x6 @16"OC

(2) 2x6 @12"OC (2) 2x6 @16"OC 2x6 @12"OC

(2) 2x4 @12"OC (2) 2x4 @16"OC (2) 2x4 @16"OC

MARK TYPESIZE (IN)

B D a SUPPORT a SUPPORT

REINFORCING - TOP (T) & BOT (B)

INT. RXN SPACING MAX TYP SPACING

STIRRUPSCOMMENTS

AGB1 12 28

(4)#4T

(4)#4B#3@18"OC #3@18"OC --

A12 32

(3)#7T

(3)#7B #3@14"OC #3@14"OC

AGB3 16 32

(4)#7T

(4)#7B #3@10"OC #3@10"OC

BGB4 12 32

(4)#7T

(4)#7B#3@14"OC #3@14"OC

AGB5 14 32 (8)#4@8"OC #4@14"OC(3)#9T

(3)#9B

a SUPPORT a SUPPORT

(2)#10T CONT

(4)#10B(2)#10Tx14'-0"

(4)#6T

(8)#8B (2 ROWS)

AGB6 16 32(3)#9T CONT

(3)#9B

AGB7 14 32

BGB8A16

GB8B

INT. RXN SPACING APPLIED TO BOTH SIDES OF PIERS NEAR COL. LINE B AND C

32

(4)#9T

(4)#9B

(4)#9T CONT

(4)#9B

STD HOOK AT OUTSIDE FACE OF

SUPPORT

ADDNL TOP BARS ("B" BARS)

REINF DETAILED WITH ADJACENT SPAN

CONTINUOUS TOP REINF ("A" BARS)

SUPPORT LOCATION (DRILLED PIER)

CONTINUOUS BOT REINF ("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 TOP BARS

RE: GRADE BEAM SECTIONS FOR LAYOUT OF REINFORCING AND ADDNL INFORMATION.

NOTES:1. ALL REQUIRED REINFORCING IS TO BE POSITIONED IN ONE LAYER (TOP AND BOT) UNLESS

NOTED OTHERWISE IN SCHEDULE.2. 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 HOOK AT THE END OF THE BEAM AS SHOWN IN THE SCHEDULE.

3. PROVIDE STD. HOOK AT T&B BARS AT ENDS AND CORNERS OF GRADE BEAM4. RE: TYP DETAILS FOR GRADE BEAM INTERSECTION, STEPS, CONSTRUCTION JOINTS AND

CORNER REINFORCING DETAILS.5. AT ENDS OF GRADE BEAMS, EXTEND ALL TOP AND BOTTOM REINFORCING TO FAR EDGE OF

INTERSECTION 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

AND BOTTOM BARS. CONTRACTOR TO USE MECHANICAL TENSION SPLICES IF CLEAR DISTANCE CANNOT BE MAINTAINED WITH LAP SPLICES AS REQUIRED IN THE REINFORCING LEGEND.

T/CONC

TOP REINF ("A" AND "B" BARS), RE: SCHEDULE

CAP TIE ACCEPTABLE IN LIEU OF SINGLE CLOSED STIRRUP,

ALTERNATE 90_ & 135_ HOOKS

GRADE BEAM SECTION - TYPE A

"D"

"B"

IN CURB, PROVIDE (2)#5 CONT HORIZ & #4 DWLS

W/ 180_ STD HOOK @18"OC

a a

2" RE: SCHEDULE

END SPACING

RE: SCHEDULE

MAX TYP STIRRUP SPACING

RE: SCHEDULE

END SPACING

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 THIRD OF CLEAR SPAN

"C" BAR, RE: LEGEND. LAP SPLICE OVER SUPPORT.FACE OF SUPPORT

(DRILLED PIER TYP)

TYPICAL GRADE BEAM REINFORCING LAYOUT

GRADE BEAM SCHEDULE

(5)#4@12"OC #4@14"OC

(16)#4@6"OC #4@14"OC

(21)#4@4"OC#4@14"OC

GRADE BEAM LEGEND

BOT REINF ("C" BAR),RE: SCHEDULE

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

GB1

GB2A

GB3

GB4

GB5

GB8A

GB8B

GB1

GB2B

GB3

GB4

GB5

GB8A

GB8B

T/CONC

TOP REINF ("A" AND "B" BARS), RE: SCHEDULE

CAP TIE ACCEPTABLE IN LIEU OF SINGLE CLOSED STIRRUP,

ALTERNATE 90_ & 135_ HOOKS

"D"

"B"

IN CURB, PROVIDE (2)#5 CONT HORIZ & #4 DWLS

W/ 180_ STD HOOK @18"OC

BOT REINF ("C" BAR),RE: SCHEDULE

GRADE BEAM SECTION - TYPE B

B--

--

--

PROVIDE RXN SPACING ON EITHER SIDE OF

COL. C.8/6 AND D.8/6

A

PROVIDE RXN SPACING ON EITHER SIDE OF

COL. D.8/7

(11)#4@8"OC

INT. RXN SPACING APPLIED TO BOTH SIDES OF PIERS NEAR COL. LINE B AND C

DOWELS OR ANCHOR BOLTS,RE: DRILLED PIER DETAILS

VERTICAL REINF,RE: SCHEDULE

TIES, RE: SCHEDULE

EXTEND REINFORCING TOBOTTOM OF PIER, UNO

WEATHERED CLAYSTONE

PIER MARK

PIER DIAMETER

(d)

SOCKET LENGTH

REINFORCING

VERT TIES

COMPRESSION CAPACITY (KIP)

TENSION CAPACITY (KIP)

MINIMUM DEAD LOAD (KIPS)

SHEAR RING SIZE AND SPACINGSRhxSRd@SRs

REMARKS

DRILLED PIER SCHEDULE

P1 24" 4'-0" (8) #5 #3@12" 102 45 57 --

P2 24" 7'-0" (8) #5 #3@12" 136 60 57 NOT REQUIRED

P3 24" 10'-0" (8) #5 #3@14" 170 60 57

P3 = PIER TYP - RE: PIER SCHEDULE

225K = SERVICE LOAD (UNFACTORED)

70'-0" = ESTIMATED BOT PIER ELEVATION*

*ACTUAL BOT PIER ELEVATION = ACTUAL BEDROCK ELEVATION - SOCKET LENGTH

.

a

LEGEND

225K97'-4"/70'-0"

TERMINATE ENDS OF TIES W/ STD HOOKENGAGING LONGITUDINAL REINF, OVERLAP END 6" MIN

STAGGER OVERLAPS OF ADJACENT TIES AROUND PERIMETER

OVERLAPMI

N 6"

"SRs" =

SHEA

R R

ING

SPAC

ING

SHEA

R R

INGS, R

E: S

CHED

ULE

TOTAL LENGTH

OF PIER

SOCKET LEN

GTH

, RE: S

CHED

ULE

T/WEATHEREDCLAYSTONE

T/PIER

CLR3"TIES

NOT REQUIRED

SRh

SRdP3

P3DIAMETER (d)RE: SCHEDULE

--

NOTES:1. PIERS SHALL BEAR ON WEATHERED CLAYSTONE.2. PIERS HAVE BEEN DESIGNED TO BE SUPPORTED BY A COMBINATION OF END BEARING ON WEATHERED CLAYSTONE CAPABLE OF SUPPORTING 18 KSF AND SIDE

FRICTION OF 1.8 KSF IN WEATHERED CLAYSTONE. 3. PIERS SHALL HAVE A MINIMUM LENGTH OF 23 FT AND A MINIMUM SOCKET INTO THE WEATHERED CLAYSTONE OF 3 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 REQUIREMENT FOR SHEAR RINGS DEPENDING ON THE CONDITIONS ACTUALLY ENCOUNTERED IN INDIVIDUAL PIER HOLES.7. SHAFTS SHALL BE DRILLED PLUMB AND STRAIGHT. RE: SPECIFICATIONS FOR TOLERANCES.8. PLACE CONCRETE USING TREMIE METHOD, PUMP, OR ELEPHANT TRUNK 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. RE: DRILLED PIER DETAILS FOR ADDITIONAL INFORMATION.11. WHERE PIER IS OVER-DRILLED BEYOND SPECIFIED MINIMUM SOCKET LENGTH, IT IS PERMITTED TO TERMINATE REINFORCEMENT AT THE BOTTOM OF THE SPECIFIED

SOCKET LENGTH. BUT NO LESS THAN THE BOTTOM OF THE MINIMUM SPECIFIED PIER LENGTH.

97'-4" = TOP PIER ELEVATION

6" M

AX

COVE

R3" MIN

P3

P3

P3

P3

--

NOT REQUIRED

P4 24" 7'-0" (8) #5 #3@9" 136 60 57 NOT REQUIRED INCLUDE SHEAR CAPACITY OF 43 K

COLUMN SCHEDULE

MARKFLOOR

STORY B1

STORY B2

FDN DOWELS (QTY) SIZE DWL EMBED TYPE

REMARKS

COLUMN SCHEDULE LEGENDS:

24"x24"(12) #7AT5000psiNOTE 1

24"x24" = COLUMN SIZE(12) #7A = VERTICAL REINFORCING

QUANTITY, SIZE, TIE PATTERN TYPET = SPLICE TYPE

T = CLASS B TENSION LAP SPLICEC = COMPRESSION LAP SPLICEM = MECHANICAL TENSION SPLICE

5000psi = CONC STRENGTH AT 28 DAYS

COLUMN SCHEDULE NOTES:

(4) #6COMPRESSION

12"x12"(4) #6AC5000psi

C1

--

1. RE: CONCRETE COLUMN REINFORCING DETAIL, CONCRETE COLUMN TIE PATTERN SCHEDULE, AND CONCRETE COLUMN TIE SCHEDULE FOR ADDITIONAL INFORMATION AND REINFORCING REQUIREMENTS AT COLUMN LOCATIONS.

2. RE: GENERAL NOTES FOR LAP SPLICE LENGTHS3. WHERE TWO STORY COLUMN CAGES ARE SHOWN IN

SCHEDULE, SINGLE STORY CAGES ARE ACCEPTABLE AT CONTRACTOR'S OPTION, UNO.

TIE SPACING

SIZE AND SPACING OF TIES, (INCHES)VERTICAL BAR SIZE #3 #4 #5

10 - -

12 - -

14 - -

#5

#6

#7

16 16 -#8

NOTE:1. MAXIMUM SPACING NOT TO EXCEED SPACING ABOVE OR

LEAST COLUMN DIMENSION, WHICHEVER IS LESS

4 BARTYPE A

COLUMN TIE PATTERN NOTES:1. RE: CONCRETE COLUMN SCHEDULE FOR TIE SPACING2. RE: CONCRETE COLUMN SCHEDULE FOR VERTICAL REINFORCEMENT

TERMINATE ENDS OF TIES W/ STD HOOKENGAGING LONGITUDINAL REINF, OVERLAP ENDS 6" MIN

STAGGER OVERLAPS OF ADJACENT TIES AROUND PERIMETER

TYPE B

CLR1 1/2"

1 1/2" CLR



&

SHEET No.


p: 303-442-3351





DA

TE

PR

INT

ED

:



9/5/

2019

11:

15:3

7 A

M

S500SCHEDULES

30TH & PEARL -

4 SOUTH

07.03.2019

2261 JUNCTION PLACE

BOULDER, CO

PERMIT SUBMITTAL

NTS2 WOOD STUD WALL SCHEDULE

NTS4 GRADE BEAM SCHEDULENTS1

DRILLED PIER SCHEDULE (W/ ROCKSOCKETS)

NTS3 CONCRETE COLUMN SCHEDULE

NTS5 CONCRETE TIE SCHEDULENTS6 CONCRETE TIE PATTERN SCHEDULE




A A
