36C24619Q0889-003.pdf

Richmond VAMC

Project #652-16-908 PET Holding Room Shielding Structural Analysis Report

Contract Number:

VA246-13-D-0104 36C24618N4834

FINAL

REPORT

November 19, 2018

Index

DESIGN ELEMENTS:

Shielding Design Elements

Structural Design Elements

APPENDICES:

Appendix A .................................................................. Radiation Shielding Report

Appendix B ............................................................................... Structural Analysis

Appendix C .............................................. Nelco Worldwide, Guardian Swing Door

Appendix D ..................................................... Nelco Worldwide, Interlocking Brick

Appendix E ........................................... Nelco Worldwide, PET Shielding Systems

Project 652-16-908 PET Holding Room Shielding Structural Analysis Report

Shielding Design Elements

Shielding Parameters & Reference Data

1. American with Disabilities Act (ADA) Standard, 2010

2. PG-18-13, VA Barrier Free Design Standard, January 2017

3. PG-18-9, VA Space planning Criteria, October 2016

4. Nelco Worldwide, Medial Shielding Solutions, Products

Statement of Work

Re: Project # 652-16-908 PET Holding Room Shielding – Richmond VA Medical Center

Project Scope:

The AE shall provide an evaluation of the structural condition and ability to support or require additional structural modifications for a proposed PET shielding at the Richmond VA Medical Center.

Provide professional engineering service necessary to determine the structural impact to the facility of installing radiation shielding in room 1H-126. The amount of shielding required in the walls, floor and ceiling is indicated in the report by Krueger-Gilbert Health Physics dated 20 April 2017 located in Appendix F. As noted in the Shielding Study the lead lining only needs to be 7’-0” above the finished floor.

Of the lead shielding products available in the required thicknesses it is recommended to use the lead brick (Appendix D). It should be noted that the lead brick is also the solution for the existing/adjacent uptake room. Larger sheets of lead shielding available come attached to plywood and are thought to be more difficult to transport and install.

Fig. 1 – Existing Overall Site Conditions - Floor Plan

Fig. 2 – Proposed - Floor Plan

Fig. 3 – Proposed Lead Partition

Structural Design Elements

Design Parameters & Reference Data

1. IBC 2015 – “International Building Code”

2. ACI Standard 318-14 – “Building Code Requirements for Structural Concrete”, American

Concrete Institute

3. Significant variations from the above in local building codes shall be brought to the attention of the structural engineer, for approved substitution prior to their use in the structural design

Statement of Work

The scope of this project includes analysis of existing slab construction to determine its capacity to support additional loading from new interlocking lead brick shielding for a new PET holding room.

In accordance with the provided structural construction drawings, the existing floor construction is a 2-way cast-in-place concrete waffle slab, with 2-1/2” thick slab over 12” stems (14-1/2” deep total) at approximately 33” on center. The original construction documents provided to us indicate that the design live load for this floor design is 100psf. However, field verification of a select area of slab has indicated the slab may be thicker, perhaps up to 6-7” and not 2-1/2”. This discrepancy between field conditions and provided construction documents should be resolved before a final report can be completed to better define existing boundary conditions. For this preliminary report, the more conservative thickness (2-1/2”) was utilized in the analysis.

A representative structural model of the slab between gridlines Y & Z and between gridline 19 &

20 has been constructed using RISA Structural Analysis software. This model incorporates column strips 1C62 & 1C84 and middle strips 1M27 & 1M96. Reinforcement and geometry information regarding these floor strip areas can be found on sheets S34, S105, and S106 of the original structural documents.

It has been determined that lead shielding already exists along the wall between Room 1H-126 and the adjacent Room 1H-120. Thus, it is anticipated that new ¾” lead shielding blocks will be placed only on three sides of Room 1H-126 from existing floor slab up to 7 feet above the slab.

It is estimated that the lead brick shielding weighs approximately 46 pound per square foot, thus a 7-foot-tall wall will place approximately 322 pounds per linear foot on the existing floor slab.

The output of our model has been included in this update and we will be further reviewing this information to determine the viability of the existing slab to support the new dead load of the lead brick shielding.

Structural Analyses Report

Appendix A Radiation Shielding Report

1G-120

Revised April 20, 2017

Dr. M. Rehan Khan Chief of Radiology and Nuclear Medicine Hunter Holmes McGuire VA Medical Center 1201 Broad Rock Boulevard Richmond, VA 23249

RE: VA Richmond Additional PET Uptake Room

Dear Dr. Khan:

Enclosed are the shielding recommendations to advise your Radiation Safety Department in the construction of the proposed PET uptake room. The proposed uptake room will take the place of the room that is currently labelled 1H-126 at Hunter Holmes McGuire VA Medical Center.

Please maintain a copy of this report on file at the facility. Feel free to contact me with any questions regarding this report.

Sincerely, Chad A. Mitchell, Ph.D., DABR Diagnostic Medical Physicist

Hunter Holmes McGuire VA Medical Center Proposed PET Uptake Room 1H-126 Shielding Recommendations Revised April 20, 2017

Basis of Design

Room Layouts

The barrier designation, structural composition, degree of occupancy of adjacent areas and distance variables are based upon scaled diagrams and structural information provided by Dr. Estrada, Dr.

Khan, Mr. White and Mr. Babu.

Results were formulated using the suggested methods and values presented in AAPM Task Group 108 report “PET and PET/CT Shielding Requirements”.

The locations of individual walls, referenced in this report, are indicated on the enclosed diagram.

Report 108, Equations:

𝐵𝐵𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑑𝑑 =

218×𝑑𝑑2

𝑇𝑇×𝑁𝑁𝑊𝑊×𝐴𝐴0(𝑀𝑀𝐵𝐵𝑀𝑀)×𝑡𝑡𝑈𝑈(ℎ)×𝑅𝑅𝑢𝑢𝑈𝑈

𝐵𝐵𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑑𝑑 =

1090×𝑑𝑑2

𝑇𝑇×𝑁𝑁𝑊𝑊×𝐴𝐴0(𝑀𝑀𝐵𝐵𝑀𝑀)×𝑡𝑡𝑈𝑈(ℎ)×𝑅𝑅𝑢𝑢𝑈𝑈

𝑥𝑥 = 𝛼𝛼𝛼𝛼 ln

𝐵𝐵−𝛾𝛾 + 𝛽𝛽

𝛼𝛼 1 + 𝛽𝛽 𝛼𝛼 where B Fractional transmission of air kerma to adjacent rooms d Distance from a patient in Room 1H-126 to persons in adjacent rooms (in meters) T Occupancy factor (dimensionless)

NW Number of patients per week A0 Administered activity of F-18 (in MBq) tU Time that a patient remains in the uptake room (in hours)

RtU Dose rate reduction due to radioactive decay over interval tU (0.83 for F-18 and 1 hour uptake) x Thickness of lead or concrete required to achieve the desired transmission factor B.

α, β, γ Empirically determined fitting parameters (see Report 108) Lead: 1.543 cm-1, -0.4408 cm-1, 2.136 Concrete:0.1539 cm-1, -0.1161 cm-1, 2.0752

Shielding Recommendations Revised April 20, 2017

Assumptions:

Barrier thicknesses are required for both controlled areas (reading room, current uptake room) as well as uncontrolled areas (hallway, Podiatry rooms).

Distance measurements include 0.3 meters from respective walls in accordance with NCRP Report 147.

Vertical distance measurement includes 0.5 meters above the floor of the room above.

Facility Provided Information:

Maximum of 5 patients per day = 25 patients per week in this particular uptake room.

Administered activity = 555 MBq (15 mCi) F-18

WARNING: At the time of this writing, the sign on the wall outside the proposed uptake room indicates 1H-126, and the reading room on the corner does not have a sign on the wall. However, historical building drawings provided by the RSO indicate that room number 1H-126 is the corner reading room. This may lead to confusion for construction crews.

GENERAL CONSTRUCTION SPECIFICATIONS

Walls

1. Unless otherwise indicated, shielding shall extend from the floor slab to at least seven feet above the slab.

2. The joints in lead sheet shall be constructed so that their surfaces are in contact and overlap not less than 1/2 inch.

3. The lead shall be fixed in place so as to avoid deformation under weight.

4. Openings in protective barriers, for doors, windows, conduits, pipes, air ducts, service bases, etc. require the installation of either lead baffles or lead backing to restore the protective effectiveness of the barrier.

Doors

1. Doors, door frames and door bucks, unless otherwise specified, shall have the same effective shielding as the barrier into which they are inserted.

2. If lead is required, the inside of the door frame should be lined with a single lead sheet and worked into the contour of the frame.

Shielding Recommendations Revised April 20, 2017

25 Patients per Week

Barrier

Design Dose Limit

(mSv/week) Distance (meters)

Occupancy (T)

Transmission Factor (B)

Recommended Barrier

Thickness

Reading Room (Wall A) 0.10 1.5 1 0.213 11 mm lead

Corridor (Wall B) 0.02 1.4 1/5 0.186 12 mm lead

Uptake Room Door 1H-126 0.02 1.4 1/8 0.297 9 mm lead

Current Uptake Rm 1H-120 (Wall C) 0.10 1.5 1/2 0..426 6.4 mm lead

Podiatry Exam Room (Wall D) 0.02 1.4 1/2 0.0742 18 mm lead

Podiatry Cast Room (Wall E) 0.02 1.4 1/2 0.0742 18 mm lead

Floor

0.02 6.7 0.1 interstitial space 0.701 2.5 inches concrete

Ceiling 0.02 5.0 0.1 interstitial space 0.394 4 inches concrete

NOTES:

Thicknesses of lead may be rounded up for convenience or economic reasons (for example, ½ inch lead can be used when 12 mm = 0.47 inches is indicated above).

Shielding Recommendations Revised April 20, 2017

A copy of this report should be maintained on file for future reference in the event of questions involving radiation exposure. Krueger-Gilbert Health Physics, Inc., assumes no liability for damage arising as the result of changes in the design specification and assumptions contained in this report including changes in workloads, use factors, occupancy factors, x-ray units, and construction specifications. Any such changes should only be undertaken after consultation with qualified experts in radiation protection, such as ourselves.

If you have any questions concerning this report please contact the office of Krueger-Gilbert Health Physics, Inc.

Sincerely, Chad A. Mitchell, Ph.D., DABR Diagnostic Medical Physicist

Structural Analyses Report

November 19, 2018

Appendix B Structural Analysis

November 16, 2018

Apogee Consulting Group 1151 Kildaire Farm Road, Suite 120 Cary, NC

Attention: Ken Noel

Reference: VA Richmond Additional PET Uptake Room Richmond, VA

Mr. Noel:

We have been requested to review the structural impact to the existing facility of installing radiation shielding in Room 1H-126. The amount of shielding required has been provided to us in the report referenced below. We have been provided a copy of the related structural construction drawings to review. Our specific tasks are as follows:

1- Determine if the existing building structure can safely support the additional weight of the shielding.

2- If it is determined that the existing structure cannot support the weight of the additional shielding, provide recommendations for reinforcement methods of the existing structure.

Referenced Contract Documents:

1. Krueger-Gilbert Health Physics

a. Pages 1-5, revision dated April 20, 2017.

2. Williams and Tazewell/Perkins & Will Joint Venture

a. Sheets 500-S34, 500-S105, 500-S106, 500-S115, 500-S148.

Field Investigation

A visit to the site was performed on October 3, 2018. The purpose of this visit was to survey the existing building and verify the as-built conditions with respect to the above referenced structural construction documents.

The results of this survey are as follows:

1- Room 1H-126 was located near the intersection of gridline 19 and gridline 20. The inside dimensions of the room were determined to be approximately 7’-0 x 8’-0 with an acoustical ceiling at approximately 8ft above finished floor. Each existing wall was constructed from light gage cold-formed steel stud framing supporting gypsum sheathing.

2- Room 1H-120, adjacent to room in question, was also surveyed and was found to be similar in size and construction. It was also discovered that room 1H-120 presently has ¾” thick lead shielding bricks up to approximately 7 feet above finished floor surrounding the walls. The weight of this existing lead shielding shall be included in the analysis of the existing floor systems.

3- The walkable ceiling above Rooms 1H-120 and 1H-126 was surveyed and found to be in general compliance with the structural construction drawings we have been provided.

4- Penetrations in the floor above were surveyed, and an overall slab thickness was found to be approximately 5½”. This is consistent with the 2½” concrete beam flange thickness indicated on sheet 500-S105 and 3” topping slab indicated on sheet 500-203.

5- The floor structure directly below Room 1H-120 and 1H-126 was surveyed and found to be in general compliance with the structural construction drawings that have been provided.

a. The existing floor system is a cast-in-place two-way concrete waffle slab, consisting of a 2½” slab supported by 5” wide and 12” deep stems spaced at 33.5” o.c. giving the overall thickness of the structural elements as 14½”. The specific concrete beam elements that would be affected by the existing lead shielding and the new lead shielding were surveyed and identified from the structural construction documents to be 1C63, 1C84, and 1M27 (see Attachment A).

Geometry and reinforcement configurations of these concrete elements can be found on sheets 500-S105 of the provided structural construction documents.

6- No cracking or deficiency of the existing concrete floor structure was apparent during the survey, however direct visual inspection of the underside of the concrete floor elements was not performed.

Engineering Analysis Methods

A combination of hand calculations and RISA structural analysis software was used to determine the capacity of each relevant concrete element. With the discovery of the existing lead shielding around Room 1H-120, it was determined that an analysis of 3 loading conditions will be performed:

1- Original floor construction with no lead shielding.

2- Floor construction with existing lead shielding around Room 1H-120 only.

3- Floor construction with existing lead shielding around Room 1H-120 and new lead shielding around Room 1H-126.

Engineering Assumptions:

1- Relevant referenced design criteria on sheet 500-S148 of the existing construction documents are:

a. ACI 318-71, “Building Code Requirements of Reinforced Concrete.”

b. Dead loads

i. Partitions = 25psf

ii. Mechanical = 15psf

iii. Ceiling and Lights = 10psf

c. Live load = 100psf

d. Concrete compressive strength = 4,000psi

2- Existing 3” thick concrete topping slab = 38psf

3- Existing ¾” thick lead shielding bricks = 46psf (322plf for 7ft tall wall)

4- New ¾” thick lead shielding = 46psf (322plf for 7ft tall wall)

Engineering Results:

Each relevant element has two critical areas of bending stress:

1- Positive bending stress (near midpsan) where the topmost concrete surface is in compression and the bottom concrete surface is in tension.

2- Negative bending stress (near columns/supports) where the topmost concrete surface is in tension and the bottom concrete surface is in compression.

A summary of the percentage of allowable capacity is reported here:

Loading Condition

1 2 3

1C84 Positive 84.6% 94.0% 94.3%

Negative 75.7% 84.0% 84.5%

1C63 Positive 80.1% 80.1% 85.7%

Negative 75.3% 75.3% 80.6%

1M27 Positive 68.4% 74.1% 74.1%

Negative 93.2% 101.1% 101.1%

Loading condition 1 indicates original floor construction with no lead shielding.

Loading condition 2 indicates floor construction with existing lead shielding around Room 1H-120 only.

Loading condition 3 indicates floor construction with existing lead shielding around Room 1H-120 and new lead shielding around Room 1H-126.

This analysis has indicated that:

1- The original design with 3” topping slab is acceptable and is appropriate to support the original design loading conditions.

2- The previous addition of lead shielding around Room 1H-120 has increased the stresses in member 1C84 by approximately 10%, had no effect on the member 1C63, and increased the stresses in member 1M27 by 6-8%. Member 1M27 is slightly overstressed by 1% the top surface of existing nearest Gridline 19.

3- The addition of new lead shielding around Room 1H-126 only slightly increases stresses in the member 1C84 and increases the stress in member 1C63 by approximately 5%. The new shielding will have no effect on the existing conditions of member 1M27.

Recommendations:

Member 1C84 has adequately supported the existing lead shielding in Room 1H-120 and is acceptable to support the new lead shielding for Room 1H-126.

Member 1C63 has adequately supported the existing lead shielding in Room 1H-120 and is acceptable to support the new lead shielding for Room 1H-126.

Member 1M27 has been found to be slightly overstressed by the existing lead shielding in Room 1M27. Since this condition is existing and the new lead shielding in Room 1H-126 will not affect the stress in this member, we recommend that a close visual inspection of the top surface of this member be employed. If no stress cracking is found, then this member shall be deemed as adequate for the existing lead shielding in Room 1H-120 and no further remediation shall be required. If unacceptable stress cracking is found through visual inspection, then we recommend that that the top surface of concrete element 1M27 be reinforced from Gridline 19 out approximately 8ft towards Gridline 20.

There are several methods available to reinforce existing concrete construction. The method recommended in this report is the installation of fiber-reinforced polymers (FRP) to the exterior surface of the concrete elements requiring reinforcement.

Fiber-reinforced polymer (FRP) systems are simply defined as high-strength and lightweight reinforcements created by combining carbon (CFRP) or E-glass fibers with a polymer material.

The performance characteristics of FRP strengthening have become increasingly popular in construction and retrofit applications, specifically in aging, damaged or overloaded concrete structures.

The primary benefit of FRP systems is that significant flexural, axial or shear strength gains can be realized with an easy-to-apply composite that does not add significant weight or mass to the structure. Many times it is the most economical choice given the reduced preparation and labor costs and may be installed without taking the structure out of service.

A flyer describing an example of this method has been included in this report.

Attachments:

A. Plan sheet indicating location of existing and proposed lead brick placement.

B. General existing dead and live load calculations

C. Analysis results for 1C84.

D. Analysis results for 1C63.

E. Analysis results for 1M27.

F. Flyer of recommended FRP reinforcement method.

G. ICC-ES Evaluation report, ESR-3403 for recommended FRP reinforcement products.

Thank you for allowing us to assist you in this project. Please do not hesitate to contact me if you have any questions.

11/16/18

Brian Moskow, PE Principal

Brian Moskow Line

Brian Moskow Line

Brian Moskow Line

Brian Moskow Line

Brian Moskow Line

Brian Moskow Line

Brian Moskow Line

Brian Moskow Polygon

Brian Moskow Polygon

Brian Moskow Polygon

Brian Moskow Text Box 1H-126

Brian Moskow Text Box 1H-120

Brian Moskow Callout Existing Lead brick location (Blue)

Brian Moskow Callout New Lead brick location (Red)

Attachment B

Beam: 1C84-END

Shape:

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X33.5

Conc4000NW

25.125 ft N15 N16

0.000 (bending)

Concrete Stress Block:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Rectangular Yes .35

2978.761 in^4

4259.628 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000

12.563 ft 0 ft 12.563 ft

.006 k-ft 0 k-ft 0 k

72.43 k-ft 0 k-ft 37.708 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi ASTM A615 No 2 ASTM A615 9.715 k-ft 1 #4 , 1 #6 , 1 #7

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 25.1 0 0

Shear Steel Span Region (ft) Bars Provided

1 1 - 6.8

6.8 - 12.6

12.6 - 18.3

18.3 - 24.1

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 1 - 6.8 50.277 50.277 0 0 0

6.8 - 12.6 50.277 50.277 0 0 0

12.6 - 18.3 50.277 50.277 0 0 0

18.3 - 24.1 50.277 50.277 0 0 0

RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d] RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d]

Attachment C

Rebar Detailing, center to center of each span(Units: in)

#4 (301)0

#6 (301)0

#7 (301)0

0 301.5

Top View

1 #4 (301)0

1 #6 (301)0

1 #7 (301)0

0 301.5

Elevation

.5

33.5

.2

.2

Start Middle End

Span 1

Beam: 1C84-MID

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X5

Conc4000NW

25.125 ft N13 N14

0.000 (bending)

Concrete Stress Block:

Composite:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Area:

J:

Rectangular T or L Section Yes .35

949.494 in^4

1357.777 in^4

156.25 in^2

630.99 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Slab Ave. Thickness Left Eff. Width Right Eff. Width Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000 0 ft 12.563 ft 12.563 ft

0 k-ft -.006 k-ft 0 k 0 k-ft 34.989 k-ft 5.628 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi

2.5 in 16.75 in 16.75 in ASTM A615 No 2 ASTM A615 .751 k-ft 2 #5

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 25.1 0 0

Shear Steel Span Region (ft) Bars Provided

1 1 - 6.8

6.8 - 12.6

12.6 - 18.3

18.3 - 24.1

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 1 - 6.8 7.504 7.504 0 0 0

6.8 - 12.6 7.504 7.504 0 0 0

12.6 - 18.3 7.504 7.504 0 0 0

18.3 - 24.1 7.504 7.504 0 0 0

RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d] RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d]

0 301.5

Top View

2 #5 (301)00 301.5

Elevation

.5

38.5

.5 1 .7

.7

Start Middle End

Red Engineering & Design

AP

18-E190

Mo Moment for 1C84 Nov 15, 2018 at 2:29 PM LoadingCalc - 1C84.r3d

-.943k/ft -.405k/ft -.405k/ft

Y

XZ

Loads: LC 1, Minimum Loads

Member 1C84 , LC 1: Minimum Loads

0 2.513 5.025 7.538 10.05 12.563 15.075 17.588 20.1 22.613 25.125

18.1

14.48

10.86

7.24

3.62

-3.62

-7.24

-10.86

-14.48

-18.1

Member Location (ft) y S h ea r (k

-14.681

14.681

Member 1C84 , LC 1: Minimum Loads

-10.4

-20.8

-31.2

-41.6

-52

-62.4

-72.8

-83.2

-93.6

-104

Member Location (ft) z-z

M o m en t (k

-f t)

-84.333

Member 1C84 Load Combination 1 w/ Minimum Loading

M

∅M 84.6% OK

M

∅M 75.7% OK

18-E190

Mo Moment for 1C84 Nov 15, 2018 at 2:32 PM LoadingCalc - 1C84.r3d

-.943k/ft -.405k/ft -.405k/ft

-1.08k -1.08k

Y

XZ

Loads: LC 2, w/ Existing Lead

Member 1C84 , LC 2: w/ Existing Lead

19.45

15.56

11.67

7.78

3.89

-3.89

-7.78

-11.67

-15.56

-19.45

Member Location (ft) y S h ea r (k

-15.799

15.724

Member 1C84 , LC 2: w/ Existing Lead

-11.5

-23

-34.5

-46

-57.5

-69

-80.5

-92

-103.5

-115

Member Location (ft) z-z

M o m en t (k

-f t)

-93.58

Member 1C84 Load Combination 2 w/ Existing Lead Walls

M

∅M 94.0% OK

∅M 84.0% OK

18-E190

Mo Moment for 1C84 Nov 15, 2018 at 2:33 PM LoadingCalc - 1C84.r3d

-.943k/ft -.405k/ft -.405k/ft

-1.08k -1.08k-1.08k

Y

XZ

Loads: LC 3, w/ Proposed & Existing Lead

Member 1C84 , LC 3: w/ Proposed & Existing Lead

20.1

16.08

12.06

8.04

4.02

-4.02

-8.04

-12.06

-16.08

-20.1

Member Location (ft) y S h ea r (k

16.761

-15.842

Member 1C84 , LC 3: w/ Proposed & Existing Lead

-11.6

-23.2

-34.8

-46.4

-58

-69.6

-81.2

-92.8

-104.4

-116

Member Location (ft) z-z

M o m en t (k

-f t)

-94.12

Member 1C84 Load Combination 3 w/ Existing and Proposed Lead Walls

∅M 94.3% OK

∅M 84.5% OK

Beam: 1C63-END

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X33.5

Conc4000NW

22.333 ft N11 N12

0.000 (bending)

Concrete Stress Block:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Rectangular Yes .35

2978.761 in^4

4259.628 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000

11.166 ft 0 ft .931 ft

.006 k-ft 0 k-ft 0 k

59.363 k-ft 0 k-ft 37.708 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi ASTM A615 No 2 ASTM A615 9.715 k-ft 1 #4 , 2 #6

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 22.3 0 0

Shear Steel Span Region (ft) Bars Provided

1 .9 - 6 6 - 11.2

11.2 - 16.3

16.3 - 21.4

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 .9 - 6 50.277 50.277 0 0 0 6 - 11.2 50.277 50.277 0 0 0

11.2 - 16.3 50.277 50.277 0 0 0

16.3 - 21.4 50.277 50.277 0 0 0

RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d] RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d]

Attachment D

(267)0

#6 (267)0

#6 (267)00 268

Top View

1 #4 (267)0

2 #6 (267)0

0 268

Elevation

.5

33.5

Start Middle End

Beam: 1C63-MID

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X5

Conc4000NW

22.333 ft N9 N10

0.000 (bending)

Concrete Stress Block:

Composite:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Area:

J:

Rectangular T or L Section Yes .35

949.494 in^4

1357.777 in^4

156.25 in^2

630.99 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Slab Ave. Thickness Left Eff. Width Right Eff. Width Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000 0 ft 11.166 ft .931 ft

0 k-ft -.006 k-ft 0 k 0 k-ft 30.164 k-ft 5.628 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi

2.5 in 16.75 in 16.75 in ASTM A615 No 2 ASTM A615 .751 k-ft 1 #4 , 1 #5

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 22.3 0 0

Shear Steel Span Region (ft) Bars Provided

1 .9 - 6 6 - 11.2

11.2 - 16.3

16.3 - 21.4

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 .9 - 6 7.504 7.504 0 0 0 6 - 11.2 7.504 7.504 0 0 0

11.2 - 16.3 7.504 7.504 0 0 0

16.3 - 21.4 7.504 7.504 0 0 0

RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d] RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d]

0 268

Top View

1 #4 (267)0 1 #5 (267)00 268

Elevation

.5

38.5

.5 1 .1

.1

Start Middle End

18-E190

Mo Moment for 1C63 Nov 15, 2018 at 2:39 PM LoadingCalc - 1C63.r3d

-.943k/ft -.405k/ft -.405k/ft

Y

XZ

Member 1C63 , LC 1: Minimum Loads

0 2.233 4.467 6.7 8.933 11.166 13.4 15.633 17.866 20.1 22.333

16.5

13.2

9.9

6.6

3.3

-3.3

-6.6

-9.9

-13.2

-16.5

Member Location (ft) y S h ea r (k

13.365

-13.365

Member 1C63 , LC 1: Minimum Loads

-8.48

-16.96

-25.44

-33.92

-42.4

-50.88

-59.36

-67.84

-76.32

-84.8

Member Location (ft) z-z

M o m en t (k

-f t)

-68.718

Member 1C63 Load Combination 1 w/ Minimum Loading

M

∅M 80.1% OK

M

∅M 75.3% OK

18-E190

Mo Moment for 1C63 Nov 15, 2018 at 2:40 PM LoadingCalc - 1C63.r3d

-.943k/ft -.405k/ft -.405k/ft

Y

XZ

Member 1C63 , LC 2: w/ Existing Lead

16.5

13.2

9.9

6.6

3.3

-3.3

-6.6

-9.9

-13.2

-16.5

Member Location (ft) y S h ea r (k

13.365

-13.365

Member 1C63 , LC 2: w/ Existing Lead

-8.48

-16.96

-25.44

-33.92

-42.4

-50.88

-59.36

-67.84

-76.32

-84.8

Member Location (ft) z-z

M o m en t (k

-f t)

-68.718

Member 1C63 Load Combination 2 w/ Existing Lead Walls

∅M 80.1% OK

∅M 75.3% OK

18-E190

Mo Moment for 1C63 Nov 15, 2018 at 2:41 PM LoadingCalc - 1C63.r3d

-.943k/ft -.405k/ft -.405k/ft

-1.08k -1.08k

Y

XZ

Member 1C63 , LC 3: w/ Proposed & Existing Lead

17.8

14.24

10.68

7.12

3.56

-3.56

-7.12

-10.68

-14.24

-17.8

Member Location (ft) y S h ea r (k

15.09

-13.8

Member 1C63 , LC 3: w/ Proposed & Existing Lead

-9.09

-18.18

-27.27

-36.36

-45.45

-54.54

-63.63

-72.72

-81.81

-90.9

Member Location (ft) z-z

M o m en t (k

-f t)

-73.679

Member 1C63 Load Combination 3 w/ Existing and Proposed Lead Walls

∅M 85.7% OK

∅M 80.6% OK

Beam: 1M27-END

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X5

Conc4000NW

22.333 ft N3 N4

0.000 (bending)

Concrete Stress Block:

Composite:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Area:

J:

Rectangular T or L Section Yes .35

949.494 in^4

1357.777 in^4

156.25 in^2

630.99 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Slab Ave. Thickness Left Eff. Width Right Eff. Width Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000

11.166 ft 0 ft .931 ft

.006 k-ft 0 k-ft 0 k

41.031 k-ft 0 k-ft 5.628 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi

2.5 in 16.75 in 16.75 in ASTM A615 No 2 ASTM A615 .751 k-ft 1 #4 , 1 #5 , 1 #5

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 22.3 0 0

Shear Steel Span Region (ft) Bars Provided

1 .9 - 6 6 - 11.2

11.2 - 16.3

16.3 - 21.4

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 .9 - 6 7.504 7.504 0 0 0 6 - 11.2 7.504 7.504 0 0 0

11.2 - 16.3 7.504 7.504 0 0 0

16.3 - 21.4 7.504 7.504 0 0 0

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Attachment E

(267)0

#5 (267)0

#5 (267)0

0 268

Top View

1 #4 (267)0

1 #5 (267)0

1 #5 (267)0

0 268

Elevation

.5

38.5

.5 1 .8

.8

Start Middle End

Beam: 1M27-MID

Material:

Length:

I Joint:

J Joint:

Code Check:

Report Based On 97 Sections

CRECT14.5X5

Conc4000NW

22.333 ft N1 N2

0.000 (bending)

Concrete Stress Block:

Composite:

Cracked Sections Used:

Cracked 'I' Factor:

Effective 'I':

Effective 'I'(Service):

Area:

J:

Rectangular T or L Section Yes .35

949.494 in^4

1357.777 in^4

156.25 in^2

630.99 in^4

Beam Design does not consider any 'T' & 'My' Moments, nor 'A' & 'Vz' Forces.

ACI 318-08 Code Check

Top Bending Check Bot Bending Check Shear Check Location Location Location Gov Muz Top Gov Muz Bot Gov Vuy phi*Mnz Top phi*Mnz Bot phi*Vny Tension Bar Fy Concrete Weight Shear Bar Fy F'c E_Concrete Slab Ave. Thickness Left Eff. Width Right Eff. Width Flex. Rebar Set Min 1 Bar Dia Spac. Legs/Stirrup Shear Rebar Set Threshold Torsion Flex. Bars

0.000 0.000 0.000 0 ft 11.166 ft .931 ft

0 k-ft -.006 k-ft 0 k 0 k-ft 30.164 k-ft 5.628 k

60 ksi .145 k/ft^3 60 ksi 1 4 ksi 3644 ksi

2.5 in 16.75 in 16.75 in ASTM A615 No 2 ASTM A615 .751 k-ft 1 #5 , 1 #4

Span Information Span Span Length (ft) I-Face Dist. (in) J-Face Dist. (in)

1 0 - 22.3 0 0

Shear Steel Span Region (ft) Bars Provided

1 .9 - 6 6 - 11.2

11.2 - 16.3

16.3 - 21.4

Shear Span Results Span Region (ft) Vn (k) Vc (k) Vs (k) As Reqd (in^2/ft) As Prvd (in^2/ft)

1 .9 - 6 7.504 7.504 0 0 0 6 - 11.2 7.504 7.504 0 0 0

11.2 - 16.3 7.504 7.504 0 0 0

16.3 - 21.4 7.504 7.504 0 0 0

RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d] RISA-3D Version 17.0.1 Page 1 [Z:\...\...\...\...\Structural Analysis Data\Individual-Beams.r3d]

0 268

Top View

1 #5 (267)0 1 #4 (267)00 268

Elevation

.5

38.5

.5 1 .1

.1

Start Middle End

18-E190

Mo Moment for 1M27 Nov 15, 2018 at 4:37 PM LoadingCalc - 1M27.r3d

-.943k/ft

Y

XZ

Member 1M27 , LC 1: Minimum Loads

10.4

7.8

5.2

2.6

-2.6

-5.2

-7.8

-10.4

-13

Member Location (ft) y S h ea r (k

10.53

-10.53

Member 1M27 , LC 1: Minimum Loads

-7.25

-14.5

-21.75

-29

-36.25

-43.5

-50.75

-58

-65.25

-72.5

Member Location (ft) z-z

M o m en t (k

-f t)

-58.792

Member 1M27 Load Combination 1 w/ Minimum Loading

∅M 68.4% OK

∅M 93.2% OK

18-E190

Mo Moment for 1M27 Nov 15, 2018 at 4:40 PM LoadingCalc - 1M27.r3d

-.943k/ft -1.08k -1.08k

Y

XZ

Member 1M27 , LC 2: w/ Existing Lead

14.3

11.44

8.58

5.72

2.86

-2.86

-5.72

-8.58

-11.44

-14.3

Member Location (ft) y S h ea r (k

12.255

-10.965

-7.87

-15.74

-23.61

-31.48

-39.35

-47.22

-55.09

-62.96

-70.83

-78.7

Member Location (ft) z-z

M o m en t (k

-f t)

-63.752

Member 1M27 Load Combination 2 w/ Existing Lead Walls

∅M 74.1% OK

∅M 101.1%

18-E190

Mo Moment for 1M27 Nov 15, 2018 at 4:43 PM LoadingCalc - 1M27.r3d

-.943k/ft -1.08k -1.08k

Y

XZ

14.3

11.44

8.58

5.72

2.86

-2.86

-5.72

-8.58

-11.44

-14.3

Member Location (ft) y S h ea r (k

12.255

-10.965

-7.87

-15.74

-23.61

-31.48

-39.35

-47.22

-55.09

-62.96

-70.83

-78.7

Member Location (ft) z-z

M o m en t (k

-f t)

-63.752

Member 1M27 Load Combination 3 w/ Existing and Proposed Lead Walls

∅M 74.1% OK

∅M 101.1%

Composite Strengthening Systems™

PROVEN SOLUTIONS FOR CONCRETE, STEEL AND TIMBER APPLICATIONSFIBER-REINFORCED POLYMER (FRP) REPAIR AND REINFORCEMENT SOLUTIONS

(800) 999-5099 | strongtie.com

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Reinforcement Solutions Using

Simpson Strong-Tie® Composite Strengthening Systems™ (CSS) provide efficient solutions for the structural reinforcement and strengthening of concrete, masonry and timber structures in need of repair or upgrade.

CSS solutions are engineered, specified and installed to solve a host of structural deficiencies or demands in existing structures:

• Durability problems due to poor or inappropriate construction materials

• Inadequate design or construction

• Increased loading requirements due to code or use changes

• Increased life-span requirements made on aging infrastructure

• Exceptional or accidental loading

• Seismic retrofit

• Blast mitigation

CSS Advantages

• In-house engineering providing sealed drawings for all 50 states and Canada

• Local field support and training

• Economically increase capacity without significant weight or mass

• Extremely high tensile strength

• Very lightweight and user-friendly installation

• Non-corrosive

• Low aesthetic impact

• Compatible with many finishes and protective coatings

Fiber-reinforced polymer (FRP) systems are simply defined as high-strength and lightweight reinforcements created by combining carbon or E-glass fibers with a polymer material. Traditionally, FRP has been used in the civil, aerospace, and automotive industries for applications requiring high strength-to-weight ratios and rigidity. More recently, the performance characteristics of FRP strengthening have become increasingly popular in construction and retrofit applications, specifically in aging, damaged or overloaded concrete structures.

Applications Seismic Retrofit

• Shear strengthening

• Displacement/ductility

• Life safety

Load Rating Upgrade

• Increased live loads

• New equipment

• Change of use

Damage Repair

• Deterioration/corrosion

• Blast/vehicle impact

Defect Remediation

• Size/layout errors

• Low concrete strengths

Blast Mitigation

• Hardening

• Progressive collapse

Elements

• Columns

• Beams

• Slabs

• Walls

• Piles

• Pier caps

Substrates

• Concrete

• Masonry

• Timber

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Structures Increases to load capacity, seismic strengthening and repair of damaged structures are the most common scenarios where FRP has proven to be more economical than traditional strengthening methods.

Buildings Underwater

Bridges Piers and Wharfs

Tanks/Silos Tunnels

Parking Structures Pipes

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System Solutions for Reinforcement The primary benefit of FRP systems versus traditional retrofit methods is that significant flexural, axial or shear strength gains can be realized with an easy-to-apply composite that does not add significant weight or mass to the structure. Steel plate bonding, concrete section enlargement and steel jacketing have been the renovation methods of choice for decades, yet corrosion, bond degradation and installation difficulty are consistent challenges to overcome, and the resultant retrofit generally adds weight, reduces usable space, clearance, or both.

System Solutions for Reinforcement Type Slab Beam Wall Column/Pile

Externally Applied Laminates Flexural/Collector Flexural/Collector Tensile/Flexural Flexural

Near-Surface Mounted Laminates Flexural/Collector Flexural/Collector Tensile/Flexural Flexural

Fabrics Flexural/Collector Shear/Flexural/Collector Shear/Flexural/Tensile Shear/Flexural/Confinement

1. Slab — Adds collector reinforcement, negative and positive moment flexural capacity

2. Slab opening — Trim reinforcement

3. Beam — Laminates or fabrics for flexure and/or collector reinforcement, fabrics for shear stirrup reinforcement and potential use of FRP anchors (shown in orange for contrast)

4. Wall — Stiffening, flexural, shear or tensile reinforcement

5. New wall opening — Trim reinforcement

6. Column wrapping — Full column wrap to achieve required strengthening, possibly with additional near-surface mounted laminates or fabric for flexure; effective solution for under-reinforced column ties

7. Protective coating — High-performance protection against exposure, corrosion, chemical attack, abrasion, fire resistance and other environmental factors

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Installation

2. Apply paste to substrate.

Where minor surface defects are present, apply CSS-EP or CSS-ES thickened with fumed silica in lifts no thicker than 1 in. (25 mm).

1. Prime substrate.

Apply one coat of CSS-ES using a nap roller.

CSS installation shall be performed only by contractors and personnel who have been properly trained by Simpson Strong-Tie. The following images illustrate general fabric installation. Please visit strongtie.com/css or call your local RPS Specialist at (800) 999-5099 for information about laminate and underwater fabric installation.

3. Saturate fabric.

Saturate fabric with CSS-ES mechanically or manually, ensuring that full fiber saturation is achieved.

4. Apply fabric.

Apply the saturated fabric before the primer and paste (or thickened epoxy) have cured. Sheets can be cut to required length using heavy-duty scissors.

5. Smooth fabric.

Apply the saturated sheet to the primed surface and remove entrapped air using hand pressure, rollers or trowels.

6. Apply paste to feather edges.

Feather all seams and edges with CSS-EP or thickened CSS-ES. Allow epoxy to fully cure (approximately 72 hours at 70°F/21°C) and lightly sand epoxy before applying finish coating.

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* When laminated with CSS-ES or CSS-UES saturating resin, post-cured for 48 hours at 140°F/60°C and tested per ASTM D3039. Tensile properties based on five percent fractile approach per ACI.

Components

CSS Protective Coating (if required)

CSS Fabric Saturated with CSS-ES or CSS-UES

CSS-EP Paste and Filler or CSS-ES/CSS-UES thickened with fumed silica

CSS-ES Primer (not used with underwater applications)

Concrete Substrate

Cured Composite Properties – Fabrics

Product Type Direction/ Orientation

Available Weight(s)

Tensile Strength Tensile Modulus Elongation at Break Thickness Code-Listing

CSS-CUGF E-Glass Fabric Unidirectional 27 oz./yd.2 56,000 psi (390 MPa)

3,300 ksi (23,000 MPa) 1.7% 0.05 in.

(1.3 mm) ICC-ES ESR-3403

CSS-CUCF Carbon Fabric Unidirectional

11 oz./yd.2

128,000 psi (880 MPa)

14,200 ksi (98,000 MPa) 0.9%

0.02 in.

(0.5 mm)

ICC-ES ESR-340322 oz./yd.2 0.04 in.

(1.0 mm)

44 oz./yd.2 0.08 in.

(2.0 mm)

CSS-CBGF E-Glass Fabric Bidirectional +/- 45 24 oz./yd.2 40,000 psi (280 MPa)

2,900 ksi (20,000 MPa) 1.4% 0.034 in

(0.86 mm) ICC-ES ESR-3403

CSS-UCF Carbon Fabric Unidirectional 10 oz./yd.2

110,000 psi (760 MPa)

11,000 ksi (76,000 MPa) 1.0%

0.02 in.

(0.5 mm)

20 oz./yd.2 0.04 in.

(1.0 mm)

CSS-BCF Carbon Fabric

Bidirectional +/- 45 18 oz./yd.2 84,000 psi (580 MPa)

6,000 ksi (41,000 MPa) 1.4% 0.034 in.

(0.86 mm)

Bidirectional 0 /90

18 oz./yd.2 82,000 psi (570 MPa)

6,300 ksi (43,000 MPa) 1.3% 0.04 in.

(1.0 mm)

6 oz./yd.2 60,000 psi (414 MPa)

6,000 ksi (41,000 MPa) 1.0% 0.01 in.

(0.25 mm)

CSS-BGF E-Glass Fabric Bidirectional 0 /90 12 oz./yd.2

45,000 psi (310 MPa)

2,500 ksi (17,000 MPa) 1.8%

0.017 in.

(0.43 mm)

18 oz./yd.2 0.026 in.

(0.66 mm)

When you are considering FRP for a repair or strengthening solution, the composite material chosen can greatly impact the overall performance and installed cost of the system. We offer a complete line of fabrics, saturants, paste, precured laminates and FRP anchors designed to the specific requirements of each project.

Fabrics

Several types of code-listed* and non-code-listed FRP fabrics including carbon fiber and E-glass are available to meet specifier and contractor requirements. Field lamination provides flexibility and short installation time, resulting in lower labor costs and less downtime than are usual with traditional retrofit methods.

Benefits

• Conforms to irregular shapes

• Can be cut/field-adjusted to address odd shapes/orientations

• May be placed in multiple layers for increased capacity gain

• Variety of tow composition and orientation allows for design flexibility

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Components Precured Carbon Fiber Laminate

Simpson Strong-Tie now offers an epoxy-based, pultruded, unidirectional, high-strength, non-corrosive carbon-fiber-reinforced polymer (CFRP) precured laminate code listed* for structural reinforcement applications. Available in a variety of widths (10–150

mm) and thicknesses (1.2–2.8 mm) and may be cut to length.

Benefits

• Code listed per ICC-ES

• No field saturation required

• Highest tensile capacity available

• Lower overall installed cost/labor savings

Near-Surface-Mounted (NSM) Laminates

NSM laminates are used to increase the load-carrying capacity of concrete and masonry structures by embedding laminate strips in precut grooves on the concrete cover of the elements to be strengthened. This practice requires less surface preparation work and, after cutting the groove, requires minimal installation time compared to the externally bonded reinforcing technique.

Benefits

• Reduced surface prep time for lower labor costs

• Laminate flush with the concrete surface

• May be combined with externally applied fabrics or laminates to achieve biaxial strengthening

Precured Carbon Fiber Laminates

Near-Surface-Mounted (NSM) Laminates

Cured Composite Properties — Laminate

Product Type Direction/Orientation Available Weight(s) Tensile Strength Tensile

Modulus Elongation at Break Thickness Code-Listing

CSS-CUCL Carbon Laminate Unidirectional N/A

232,000 psi1 (1,600 MPa)

23,000 ksi1 (159,000 MPa) 1.0%1

0.047 in.

(1.2 mm)

0.055 in.

(1.4 mm)

0.110 in.

(2.8 mm)

ICC-ES ESR-3403

400,000 psi2 (2,800 MPa)

24,000 ksi2 (165,000 MPa) 1.7%2

1. Design value per ICC-ES AC125 durability testing

2. Design value per ISO 527 tensile testing

Featuring the first code-compliant precured laminate in North America

Our fiber-reinforced polymer (FRP) solutions are now code-listed. With this code report, Simpson Strong-Tie offers the first code-compliant precured laminate in North America.

As part of our Composite Strengthening Systems™, our code-listed carbon fabrics also provide some of the highest design values on the market.

Our fabrics include both unidirectional and bidirectional carbon and E-glass, and our precured laminate can be ordered and cut to size.

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Components

Carbon FRP Folded Anchor

Reinforced Bridge with Protective Surface Coating

Product Type

FX-70-9 Epoxy Coating

FX-442 Aliphatic Urethane Coating

FX-501MS Elastomeric Metal Coating

FX-501MHB High-Build Elastomeric Metal Coating

FX-505 Water-Based Acrylic Coating

FRP Anchors

High-strength FRP anchors are field laminated and used to carry load into the concrete to effectively improve bond strength, or through the concrete to transfer load for increased capacity.

CSS-CA and CSS-GA are carbon and E-glass fiber anchors available in diameters from ¼" (6.4 mm) to 1 ½" (38.1 mm) in custom lengths.

Epoxy Primer and Saturant

CSS-ES is a two-component, high-strength, high-modulus, epoxy resin system used to prime substrates and saturate CSS fabrics.

When extended with fumed silica, thickened CSS-ES is used as a high-performance substrate repair material and finish coating.

Underwater Epoxy Saturant

CSS-UES is a two-component, high-strength, high-modulus epoxy resin which cures underwater to saturate CSS fabrics for submerged substructure applications.

Epoxy Paste and Filler

CSS-EP is a two-component, high-strength, high-modulus epoxy paste system used to fill and transition irregular substrates and adhere CSS precured laminates.

Fire Insulation

FX-207 Slurry Seal or spray-applied bonding agent and cementitious fireproofing designed to meet specific commercial and industrial fire protection requirements may be applied over CSS FRP materials for fire insulation. The tested assemblies achieve a four-hour rated system per ASTM E119/UL 263/ULC 263 full-scale fire testing. FX-207 also provides a Class A finish for ASTM E84 flame-spread and smoke-developed classification.

Protective Coatings

Simpson Strong-Tie has developed an array of formulations designed to offer high-performance protection against exposure, corrosion, chemical attack, abrasion and other environmental factors present in most commercial and industrial facilities.

Carbon FRP Through Anchor

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Product Development and Testing

Our Repair, Protection and Strengthening Systems for concrete and masonry provide lab-tested, field-proven solutions for reinforcing concrete; we are committed to providing long-term solutions to the most challenging problems.

Simpson Strong-Tie Repair, Protection and Strengthening systems offer the industry’s most complete and versatile solutions for restoration, rehabilitation and upgrade of commercial and industrial facilities. More than fifty years of demonstrated excellence in engineering and the development, testing and manufacture of the highest-quality structural construction components position Simpson Strong-Tie as the premier choice for performance-critical solutions.

Our in-house, IAS-accredited testing and research facility gives us a distinct advantage in understanding how concrete and masonry structures perform and fail in challenging conditions, and we use this expertise to develop and test solutions in full-scale, real-world environments. Additional testing at independent universities and accredited private laboratories has resulted in reliable Composite Strengthening Systems™ solutions that address structural, durability, corrosion, blast mitigation, fire-resistance and other factors that stress concrete structures.

The Tyrell Gilb Research Lab Opened in July of 2003, the $12 million Tyrell Gilb Research Laboratory is the hub of Simpson Strong-Tie research and development activities. Named in memory of Tyrell (Tye) Gilb, a former professor of architecture and head of the Simpson Strong-Tie research and development department for 35 years, the 24,000-square-foot research facility is one of the largest privately operated labs in the United States. Constructed of heavy-duty concrete slabs and support walls one-foot thick, the facility can withstand full-scale seismic test scenarios while insulating neighboring buildings from noise and ground vibration. Accredited by IAS for various ICC-ES acceptance criteria (AC) and ASTM test standards, the Tye Gilb lab is equipped with a seismic shake table, two cyclic/static test rigs and a 3D-testing area.