ADDENDUM NO. 01 - San Ramon, California€¦ · 36 ksi 58 ksi 50 ksi 62 ksi STEEL CONNECTORS: 36 ksi 58 ksi 70 ksi 33 ksi 50 ksi DEFLECTION & VIBRATION DESIGN CRITERIA Finish Design

RFP

2020: City Hall Reconfiguration Project

Addendum 01 Page 1

Request for Proposal

2020: City Hall Reconfiguration Project

San Ramon, CA

June 24, 2020

City of San Ramon CIP 200001

ADDENDUM NO. 01

This Addendum No. 1 modifies by amendment, addition, or deletion Request for Proposal (RFP)

2020: City Hall Reconfiguration Project previously issued by the City of San Ramon.

Except as modified by this Addendum No. 1, the RFP remains unmodified and in full force and

effect. To the extent that there are inconsistencies between the RFP and this Addendum No. 1, this

Addendum No. 1 takes precedence.

Note: It is the responsibility of all proposers to notify all sub-consultants and/or sub-contractors from

whom they request proposals and from whom they accept proposals of all changes contained in this

Addendum.

Indicate receipt of this Addendum in the bid proposal for the response to the RFP.

ADDENDUM CONSISTS OF ONE (1) TYPED PAGE(S).

ADDENDUM NO. 1 CONTENTS

I. RIM Addendum No. 1, dated June 24, 2020 (two (2) typed pages) and Attachments

***END OF ADDENDUM NO. 1***

City of San Ramon

Maria Fierner, Public Works Director Date

06-24-20

ADDENDUM NO. 1, RE: City Hall Reconfiguration – CIP 200001 RIM Project No. 196009.602 From: RIM 639 Front Street, 2nd Floor San Francisco, CA 94111 To: Prospective Bidders This addendum forms a part of the Contract Documents and modifies the original Bidding Documents dated June 3, 2020 as noted below. Acknowledge receipt of this addendum in the space provided on the Bid Form. Failure to do so may subject the Bidder to disqualification. This addendum consists of 2 page(s) and the attached set of supplemental structural calculations, additional as-built sheets A8.01 First Floor Finish Plan, A8.02 Second Floor Finish Plan and revision to specification section 092216. CHANGES TO DRAWINGS:

1. Supplemental structural calculations corresponding to Sheet A302 – Permit Center Counter are provided.

CHANGES TO SPECIFICATIONS:

2. Section 092216- Non-Structural Metal Framing, change Section 2.1 Framing Systems, Part C, number 3. Products- to include the following:

c. SCAFCO Steel Stud

BID QUESTIONS - RESPONSES:

1. Drawings indicate there are Low Voltage Systems, please provide Specifications for each Low Voltage system required? Please clarify any

June 23, 2020June 24, 2020

Low Voltage equipment that is OFOI, OFCI or CFCI.

Response: Low voltage work will include the installation of new card readers and new data cabling to locations. Please see provided as-built drawing sheets A8.01 First Floor Finish Plan, A8.02 Second Floor Finish Plan and Appendix 3 for electrical as-built drawings for additional information. Low voltage equipment to be CFCI.

END OF ADDENDUM

San Ramon City Hall TI

Structural Calculations

San Ramon

ZFA Project Number: 19268

Supplemental Calculations

Prepared For:

RIM Architects

San Francisco, CA

Prepared By:

Daniel Morosan, Designer

Matt Frantz, SE, Associate Principal

San Carlos, California

June 3, 2020

1390 el camino real | suite 100 | san carlos ca 94070 | 650 394 8869 zfa.com

MATT P.

FRANTZ

No. 5919

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REVIEWED BY THECITY OF SAN RAMON

BUILDING & SAFETY DEPARTMENT

Jun 10, 2020

This set of plans and specifications MUST be kept on the job site at all times. it is unlawful to make any changesor alterations on same without written permission from the City of San Ramon, Division of Building & Safety. Thestamping of this plan and specifications SHALL NOT be held to permit or to be an approval of any violations ofany provisions of City of San Ramon Ordinanance and/or State Law.

Signed ___________________________________

COPY

Job #19268

TOC

Engineer: DM

06/03/2020

San Ramon City Hall

TABLE OF CONTENTS

Description Section

Structural Narrative 1

Design Criteria 2

Loading & Demands 3

Member Design 4

Base Plate Anchorage 7

Welded Connections 11

SSK-1 (For Reference) 13

Job #19268

Structural Narrative

Engineer: DM

01/15/2020

San Ramon City Hall

STRUCTURAL NARRATIVE

The following suppletmental calculations are for the design of the steel hss posts and outriggers and connections that will be supporting countertops with a wood sub-base.

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Engineer: DM

06/03/2020

Job #19268

Design Criteria

Engineer: DM

01/15/2020

San Ramon City Hall

DETAILED DESIGN CRITERIA

BUILDING CODE

MATERIAL STRENGTH AND SPECIFICATIONS

STRUCTURAL STEEL:

36 ksi

58 ksi

50 ksi

62 ksi

STEEL CONNECTORS:

36 ksi

58 ksi

70 ksi

33 ksi

50 ksi

DEFLECTION & VIBRATION DESIGN CRITERIA

Finish Design Design Code Min Design

Wall Framing Flexible - - - L/120

ASTM A36 or A572 Grade 50

SEOR STAMP

Governing Code:

Authority Having Jurisdiction:

Local Codes or Amendments:

2019 California Building Code

City of San Ramon

San Ramon Municipal Code

54, 68, & 97 mils (16, 14, & 12 ga), fy =

ASTM A1003, Grade ST33H or ST33L

ASTM A1003, Grade ST50H or ST50L

Typical plates, fu = ASTM A36 or A572 Grade 50

Square/Rectangular HSS, fy = ASTM A500, Grade C

Square/Rectangular HSS, fu = ASTM A500, Grade C

COLD FORMED METAL FRAMING:

Code Min

33 & 43 mils (20 & 18 ga), fy =

-

LIVE DEAD + LIVE 0.6 WIND

Code Min

L/120

Anchor Bolts, fu = ASTM F1554, Grade 36 or ASTM A307

Anchor Bolts, fy = ASTM F1554, Grade 36 or ASTM A307

Weld, FEXX = Weld Strength

Typical plates, fy =

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06/03/2020

MATT P.

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Steel BeamZFA STRUCTURAL ENGINEERSLic. # : KW-06007171

DESCRIPTION: Counter Vertical Member (Worst Case)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28File: San Ramon TI.ec6

Project Title:Engineer:Project ID:Project Descr:

CODE REFERENCESCalculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : ASCE 7-16Material Properties

Analysis Method :ksi

Bending Axis : Major Axis BendingCompletely UnbracedLoad Resistance Factor Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsBeam self weight NOT internally calculated and addedLoad(s) for Span Number 1

Point Load : L = 0.20 k @ 3.670 ft, (Live Load)

.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.067 : 1

Load Combination +1.60L

Span # where maximum occurs Span # 1Location of maximum on span 0.000ft

0.320 kMn * Phi : Allowable 17.588 k-ft Vn * Phi : Allowable

HSS4x4x1/4Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1

Load Combination +1.60L41.533 k

Section used for this span HSS4x4x1/4Mu : Applied

Maximum Shear Stress Ratio = 0.008 : 1

0.000 ft

1.174 k-ft Vu : Applied

0 <3603506

Ratio = 0 <180

Maximum DeflectionMax Downward Transient Deflection 0.000 in 0Ratio = <360Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.025 in Ratio = >=180Max Upward Total Deflection 0.000 in

.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

L Only 1 0.0251 3.670 0.0000 0.000.

Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.200Overall MINimum 0.150

L Only 0.200+0.750L 0.150

Job #19268

Member Design

Engineer: DM

01/15/2020

San Ramon City HallEngineer: DM

06/03/2020

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Steel BeamZFA STRUCTURAL ENGINEERSLic. # : KW-06007171

DESCRIPTION: Counter Outrigger (Worst Case)

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28File: San Ramon TI.ec6

Project Title:Engineer:Project ID:Project Descr:

CODE REFERENCESCalculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : ASCE 7-16Material Properties

Analysis Method :ksi

Bending Axis : Minor Axis BendingCompletely UnbracedLoad Resistance Factor Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsBeam self weight calculated and added to loadingLoad(s) for Span Number 1

Point Load : L = 0.20 k @ 3.083 ft, (Live Load)

.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.258 : 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Span # where maximum occurs Span # 1Location of maximum on span 0.000ft

0.3462 kMn * Phi : Allowable 3.975 k-ft Vn * Phi : Allowable

HSS3-1/2x1-1/2x1/4Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H10.078 k

Section used for this span HSS3-1/2x1-1/2x1/4Mu : Applied

Maximum Shear Stress Ratio = 0.034 : 1

0.000 ft

1.027 k-ft Vu : Applied

0 <360.0390

Ratio = 0 <180.0

Maximum DeflectionMax Downward Transient Deflection 0.182 in 406Ratio = >=360.Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.190 in Ratio = >=180.Max Upward Total Deflection 0.000 in

.Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

+D+L+H 1 0.1895 3.083 0.0000 0.000.

Load Combination Support 1 Support 2Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.222Overall MINimum 0.013+D+H 0.022+D+L+H 0.222+D+Lr+H 0.022+D+S+H 0.022+D+0.750Lr+0.750L+H 0.172+D+0.750L+0.750S+H 0.172+D+0.60W+H 0.022+D+0.750Lr+0.750L+0.450W+H 0.172+D+0.750L+0.750S+0.450W+H 0.172+0.60D+0.60W+0.60H 0.013+D+0.70E+0.60H 0.022+D+0.750L+0.750S+0.5250E+H 0.172+0.60D+0.70E+H 0.013D Only 0.022Lr OnlyL Only 0.200

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Project Title:Engineer:Project ID:Project Descr:Job #19268

Member Design

Engineer: DM

01/15/2020

San Ramon City HallEngineer: DM

06/03/2020

Company: ZFA Structural Engineers Date: 6/2/2020

Engineer: DM Page: 1/5

Project: San Ramon- City Hall TI

Address:

Phone:

E-mail:

Anchor Designer™SoftwareVersion 2.6.6703.0

1.Project information

Customer company: Customer contact name: Customer e-mail: Comment:

Project description: Location: Partial Height Wall Post AnchorageFastening description: Screw Anchor

2. Input Data & Anchor Parameters

GeneralDesign method:ACI 318-14Units: Imperial units

Anchor Information:Anchor type: Concrete screwMaterial: Carbon SteelDiameter (inch): 0.375Nominal Embedment depth (inch): 3.250Effective Embedment depth, hef (inch): 2.400Code report: ICC-ES ESR-2713Anchor category: 1Anchor ductility: Nohmin (inch): 5.00cac (inch): 3.63Cmin (inch): 1.75Smin (inch): 3.00

Base MaterialConcrete: Normal-weightConcrete thickness, h (inch): 5.00State: CrackedCompressive strength, f’c (psi): 2500Ψc,V: 1.0Reinforcement condition: B tension, B shearSupplemental reinforcement: Not applicableReinforcement provided at corners: NoIgnore concrete breakout in tension: NoIgnore concrete breakout in shear: NoIgnore 6do requirement: Not applicableBuild-up grout pad: No

Base PlateLength x Width x Thickness (inch): 5.00 x 8.50 x 0.38Yield stress: 36000 psi

Profile type/size: HSS4X4X1/4

Recommended AnchorAnchor Name: Titen HD® - 3/8"Ø Titen HD, hnom:3.25" (83mm)Code Report: ICC-ES ESR-2713

5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

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Address:

Phone:

E-mail:


Load and GeometryLoad factor source: ACI 318 Section 5.3Load combination: not setSeismic design: NoAnchors subjected to sustained tension: Not applicableApply entire shear load at front row: NoAnchors only resisting wind and/or seismic loads: No

Strength level loads:

Nua [lb]: 0Vuax [lb]: 320Vuay [lb]: 0Mux [ft-lb]: 0Muy [ft-lb]: 1120Muz [ft-lb]: 0

<Figure 1>



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Phone:

E-mail:


<Figure 2>



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Phone:

E-mail:


Shear load y,Vuay (lb)

Anchor Tension load,Nua (lb)

3. Resulting Anchor Forces

Shear load combined,√(Vuax)²+(Vuay)² (lb)

Shear load x,Vuax (lb)

1746.51 80.0 80.00.0

1746.52 80.0 80.00.0

0.03 80.0 80.00.0

0.04 80.0 80.00.0

320.0 0.0Sum 3493.1 320.0

Maximum concrete compression strain (‰): 0.16Maximum concrete compression stress (psi): 684Resultant tension force (lb): 3493Resultant compression force (lb): 3495Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00

<Figure 3>

4. Steel Strength of Anchor in Tension (Sec. 17.4.1)

Nsa (lb) f fNsa (lb)

10890 0.65 7079

5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)

Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a)

kc la f’c (psi) hef (in) Nb (lb)

17.0 1.00 2500 2.400 3160

fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b)

ANc (in2) ANco (in2) ca,min (in) Yec,N Yed,N Yc,N Ycp,N Nb (lb) f fNcbg (lb)

102.24 51.84 - 1.000 1.000 1.00 1.000 3160 0.65 4051

6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)

fNpn = fYc,PlaNp(f’c / 2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report)

Yc,P l a Np (lb) f’c (psi) n f fNpn (lb)

1.0 1.00 2700 2500 0.50 0.65 1755



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E-mail:


8. Steel Strength of Anchor in Shear (Sec. 17.5.1)

Vsa (lb) fgrout f fgroutfVsa (lb)

4460 1.0 0.60 2676

10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)

fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b)

kcp ANc (in2) ANco (in2) Yec,N Yed,N Yc,N Ycp,N Nb (lb) f fVcpg (lb)

1.0 151.94 51.84 1.000 1.000 1.000 1.000 3160 0.70 6484

11. Results

Interaction of Tensile and Shear Forces (Sec. 17.6.)

Tension Factored Load, Nua (lb) Design Strength, øNn (lb) Ratio Status

Steel 1747 7079 0.25 Pass

Concrete breakout 3493 4051 0.86 Pass

Pullout 1747 1755 1.00 Pass (Governs)

Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status

Steel 80 2676 0.03 Pass

Pryout 320 6484 0.05 Pass (Governs)

Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status

Sec. 17.6..1 1.00 0.00 99.5% 1.0 Pass

3/8"Ø Titen HD, hnom:3.25" (83mm) meets the selected design criteria.

Base Plate Thickness

Required base plate thickness: 0.358 inch



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12

COUNTERTOP, SAD

CONT TRACK(68 MILS MIN)

HSS4x4xË@ 4'-0"oc MAX

#12 SMS ESEA VERT

STUD (68 MILS MIN) ES W/ (4)#12 SMS TO HSS

TRACK CONT

Ê

A

A

B

TYP

1/2"

B

Í"ø SCREW ANCHOR W/ 3Ë" EMBED

£Í"

¢ HSS,BASE £

3 1/2"

3/4"

1 1/2"

TYP

BASE £ NESTED INSIDE TRACK

3'-6

" M

AX

8 1/2"

5"

1390 el camino real | suite 100 san carlos ca 94070 | 650.394.8869 | www.zfa.com

DATE:

ENG/PM:

JOB NO.:

SHEET NO.:

SCALE:

SHEET NAME:

PROJECT NAME:

STAMP:

/

1" = 1'-0"

CITY HALL RECONFIGURATION -CIP 200001

TYPICAL PARTIAL HEIGHT WALL AT

COUNTER

MPF

06/02/20

SSK-1

19268

DM

MATT P.

FRANTZ

No. 5919

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City of San Ramon City Hall Reconfiguration – CIP 200001 San Ramon, California

NON-STRUCTURAL METAL FRAMING 09 22 16-1

SECTION 09 22 16 - NON-STRUCTURAL METAL FRAMING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Non-load-bearing steel framing systems for interior gypsum board assemblies.

B. Related Requirements

1. Section 01 81 13.17 - SUSTAINABLE DESIGN REQUIREMENTS for all products required for CAL Green.

1.2 ACTION SUBMITTALS

A. Product Data: For each type of product.

PART 2 - PRODUCTS

2.1 FRAMING SYSTEMS

A. Framing Members, General: Comply with ASTM C 754 for conditions indicated.

1. Steel Sheet Components: Comply with ASTM C 645 requirements for metal unless otherwise indicated.

2. Protective Coating: ASTM A 653/A 653M, G40 (Z120), hot-dip galvanized unless otherwise indicated.

B. Studs and Runners: ASTM C 645.

1. Steel Studs and Runners:

2. Minimum Base-Metal Thickness: 0.04 inch (1 mm, or 20-gage).

3. Depth: As indicated on Drawings.

C. Slip-Type Head Joints: Where indicated, provide one of the following:

1. Single Long-Leg Runner System: ASTM C 645 top runner with 2-inch-(51-mm-) deep flanges in thickness not less than indicated for studs, installed with studs friction fit into top runner and with continuous bridging located within 12 inches (305 mm) of the top of studs to provide lateral bracing.

2. Deflection Track: Steel sheet top runner manufactured to prevent cracking of finishes applied to interior partition framing resulting from deflection of structure above; in thickness not less than indicated for studs and in width to accommodate depth of studs.

3. Products: Subject to compliance with requirements, provide one of the following:

a. Dietrich Metal Framing; SLP-TRK Slotted Deflection Track.

b. Steel Network Inc. (The); VertiTrack VTD Series.

c. SCAFCO Steel Stud



D. Flat Strap and Backing Plate: Steel sheet for blocking and bracing in length and width indicated.

1. Minimum Base-Metal Thickness: 0.018 inch (0.45 mm).

E. Cold-Rolled Furring Channels: 0.053-inch (1.34-mm) uncoated-steel thickness, with minimum 1/2-inch-(13-mm-) wide flanges.

1. Depth: As indicated on Drawings.

2. Furring Brackets: Adjustable, corrugated-edge type of steel sheet with minimum uncoated-steel thickness of 0.033 inch (0.8 mm).

3. Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.062-inch-(1.59-mm-) diameter wire, or double strand of 0.048-inch-(1.21-mm-) diameter wire.

F. Z-Shaped Furring: With slotted or nonslotted web, face flange of 1-1/4 inches (32 mm), wall attachment flange of 7/8 inch (22 mm), minimum uncoated-metal thickness of 0.018 inch (0.45 mm), and depth required to fit insulation thickness indicated.

2.2 AUXILIARY MATERIALS

A. General: Provide auxiliary materials that comply with referenced installation standards.

1. Fasteners for Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten steel members to substrates.

B. Isolation Strip at Exterior Walls: Provide the following:

1. Foam Gasket: Adhesive-backed, closed-cell vinyl foam strips that allow fastener penetration without foam displacement, 1/8 inch (3.2 mm) thick, in width to suit steel stud size.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Installation Standard: ASTM C 754.

1. Gypsum Board Assemblies: Also comply with requirements in ASTM C 840 that apply to framing installation.

B. Install supplementary framing and blocking to support fixtures, equipment services, grab bars, toilet accessories, furnishings, or similar construction.

C. Install bracing at terminations in assemblies.

D. Do not bridge building control and expansion joints with non-load-bearing steel framing members. Frame both sides of joints independently.



3.2 INSTALLING FRAMED ASSEMBLIES

A. Install framing system components according to spacings indicated, but not greater than spacings required by referenced installation standards for assembly types.

1. Single-Layer Application: 24 inches (610 mm) o.c. unless otherwise indicated.

2. Multilayer Application: 24 inches (610 mm) o.c. unless otherwise indicated.

B. Install studs so flanges within framing system point in same direction.

C. Install tracks (runners) at floors and overhead supports. Extend framing full height to structural supports or substrates above suspended ceilings except where partitions are indicated to terminate at suspended ceilings. Continue framing around ducts penetrating partitions above ceiling.

1. Slip-Type Head Joints: Where framing extends to overhead structural supports, install to produce joints at tops of framing systems that prevent axial loading of finished assemblies.

D. Z-Furring Members:

1. Erect insulation, specified in Section 07 21 00 "Thermal Insulation," vertically and hold in place with Z-furring members spaced 24 inches (610 mm) o.c.

2. Except at exterior corners, securely attach narrow flanges of furring members to wall with concrete stub nails, screws designed for masonry attachment, or powder-driven fasteners spaced 24 inches (610 mm) o.c.

3. At exterior corners, attach wide flange of furring members to wall with short flange extending beyond corner; on adjacent wall surface, screw-attach short flange of furring channel to web of attached channel. At interior corners, space second member no more than 12 inches (305 mm) from corner and cut insulation to fit.

E. Installation Tolerance: Install each framing member so fastening surfaces vary not more than 1/8 inch (3 mm) from the plane formed by faces of adjacent framing.

END OF SECTION 09 22 16