Attachment C-4 Temporary Work Access and Containment Submittal.pdf

Date: June 15, 2026

To: Stephen Evans, Project Coordinator

Cc: Richard Smith, Resident Engineer

Randy Killen, Assistant Resident Engineer Stephen Burgess, R1 Bridge Lead Engineer

Paul Langdale, R1 Environmental Coordinator Project File: ProjectWise M23061

From: Paul Strauser, R4 Bridge Lead Engineer

Subject: (MBM26-033) NB Boone Bridge (I-5 Over Willamette River at MP 283.11 Joint Rehabilitation

Structure No. 02254A (Willamette River, Hwy 1 (Boone Bridge)) Stamped Working Drawings and Calcs - Rev 4 - BI #4 – Temporary Work Access and Containment

Stephen, Submittal reviewed with R1 Environmental and recommended to be Accepted with Comments, as follows:

Contract includes Specification 00253 Temporary Work Access and Containment (TWAC), which requires design according to the AASHTO Guide Design Specification for Bridge Temporary Works. VAK has listed the NDS for Wood Construction and ACI 318 as the design criteria. Request that Lee Contractors and VAK Construction Engineering Services ensure no revisions are required in the proposed design.

Agency perceives the plastic sheeting between the concrete backwall and the TWAC to be necessary. The concrete backwall, concrete walking surface, and plastic sheeting attached to the deck soffit on the steel span are perceived to be sufficient to prevent debris from leaving the work area. Edges at station left and right may likely require some field fitting to ensure appropriate containment is achieved.

The submittal does not completely convey requirements to achieve watertight containment around existing obstacles (utilities, stringers, work platforms, or up against existing steel girders). Field modifications are expected. Region 1 Environmental requests a chance to inspect the containment prior to authorizing any pressure washing. Sincerely, Paul Strauser 541.410.1428

Department of Transportation Bridge Engineering Section

355 Capitol Street NE, MS 11 Salem, Oregon 97301-3871

Paul Strauser (ODOT Bridge) ShopDrawing2018.xlsx

CHK'DSYM. REVISIONS BY DATE

Date: CHK'D By:Designer:Drawn By: Drawing Number:Scale: Rev.

VAK Construction Engineering Services, LLC 8285 SW Nimbus Avenue, Suite 104 Beaverton, Oregon 97008

503.718.5999 tel 503.718.5980 fax www.vakengineering.com

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LEE CONTRACTING

Boone Bridge

Access Scafolding Design Plan

CC 04/28/2026 BJHBJH AS NOTED 26-076A-01 30 Issued for Submittal CC 04/30/2026 BJH

1 Revised per Review CC 06/01/2026 BJH

2 Revised per Review CC 06/09/2026 BJH

3 Revised per Review CC 06/11/2026 BJH

Scale:

Plan 3/16" = 1'-0"

1. All member spacing's shown are maximums and may be reduced U.N.O..

2. Platform height is noted as maximum and may be reduced to fit the site conditions.

3. Vertical handrail post shall be DF-L #1 or better. All other sawn lumber shown are s4s sizes and shall be DF-L #2 or better.

4. Typical joist spacing shall be 18" max o.c.., U.N.O.

5. Plywood shall be 5/8" Plyform CDX and placed with face grain normal to studs U.N.O. with thickness as noted. Plywood shall be connected to joists with 10d nails at 18" o.c., max.

6. 16d nails shall be box nails with a diameter of 0.135" and 3" length or larger. 10d nails shall be box with a diameter of 0.128" and 2". Spacing should be such that no splitting of wood occurs.

7. Anchors shall be 1/2"Ø Simpson Titen HD or DeWalt Screw-Bolt + with 3.5" embed. Minimum torque 16 lb-ft unless more is required per manufacturer. All anchors shall be installed per manufactures specifications and recommendations.

8. During work platform shall be surrounded by reinforced 6 mil plastic sheeting. A HEPA air filters should be placed within the 6 mil plastic and positive air pressure used to contain any airborne debris.

9. Containment plastic will need to be sealed around bridge bearings

10. All operations which involve water and/or rain catchments will be removed from the work area with a vacuum truck as needed and disposed of properly.

11. Existing and operational rubble will be removed from the area with a vacuum truck as needed and disposed of properly.

12. Patch holes with a PCC repair material meeting the requirements of Section 02015 and according to the manufacturer’s recommendations.

13. Joists, post, handrail may need to be adjusted to fit through existing steel bracing and plywood will need to be cut to fit. As long as maximum spacings are maintained field fitting is accetptable without VAK's input.

14. Dimensions, offsets, lines, future structural elements and grade elevations shown on the plans are for reference only and are based on the information garnered from the provided documentation. General contractor is to coordinate dimensions, offsets, lines and any potential conflicts with future structural, architectural, mechanical and civil elements. Any discrepancies and lack of coordination between these drawings, site conditions and / or the above mentioned elements shall be sent to the engineer (VAK Construction Engineering) in a timely manner.

15. VAK will not supervise, direct, control or have authority over or be responsible for contractor's means, methods, techniques, sequences or procedures of demolition, construction, or the safety precautions and programs incident thereto, or for any failure of contractor to comply with laws and regulations applicable to the furnishing or performance of Work.

16. Design Loads:

Live Load: 25 PSF Lateral Load: 5% of Dead and Live

17. Design References:

NDS for Wood Construction, ASD

GENERAL NOTES:

Concrete Span

Steel Span

61'-0 1/2" (ref.)

Access Platform

4'- 0"

(m ax

06/11/2026

06/30/2027

VAK Construction Engineering Services, LLC 8285 SW Nimbus Avenue, Suite 104 Beaverton, Oregon 97008

503.718.5999 tel 503.718.5980 fax www.vakengineering.com

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LEE CONTRACTING

Boone Bridge

Access Scafolding Design Elevation / Section

CC 04/28/2026 BJHBJH AS NOTED 26-076A-02 30 Issued for Submittal CC 04/30/2026 BJH

1 Revised per Review CC 06/01/2026 BJH

2 Revised per Review CC 06/09/2026 BJH

3 Revised per Review CC 06/11/2026 BJH

Scale:

Section - Access Platform 1/4" = 1'-0"

Scale:

Elevation - Access Platform 1/4" = 1'-0"

9'- 0"

(m ax

4x4 Carrier

9'- 0"

(m ax

2x4 Horizontal Bracing (typ.)

4x4 Post @ 4'-0" O.C. (max.)

Simpson H3 Hurricane Bracket @ non-cantilevered end of every joist

2x4 Joists @ 1'-4" O.C.

6" (max.)

2x4 Horizontal Bracing (typ.)

4x4 Carrier

2x4 Bracing, Typ.

5/8" Plywood

Use Wedge Pack to Ensure Carrier is Tight to Wall (if needed)

Handrail, See6 mil Reinforced Plastic Surrounding Work Area

5/8" Plywood

2x4 w/ (2) 16d Nails (each side)

Reinforced Plastic

Ø 1/2" Titen HD or Screw-Bolt & Anchor w/ 3 1/2" Embed. @ 5'-0" O.C.

2x4 (15'-0" min. length)

2x4 Bracing, Typ.

4x4 Post @ 4'-0" O.C. (max.)

2x4 Joists @ 1'-4" O.C.

Reinforced Plastic Will Need to be Sealed Around Bridge Bearings

Joists at Posts May Need to be Adjusted and Plywood Cut to Fit Around Steel Bridge Bracing. As Long as Maximum Spacings are Maintained Field Fitting is Acceptable.

VAK Construction Engineering Services, LLC 8285 SW Nimbus Avenue, Suite 104 Beaverton, Oregon 97008

503.718.5999 tel 503.718.5980 fax www.vakengineering.com

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Boone Bridge

Access Scafolding Design Details

CC 04/28/2026 BJHBJH AS NOTED 26-076A-03 30 Issued for Submittal CC 04/30/2026 BJH

1 Revised per Review CC 06/01/2026 BJH

2 Revised per Review CC 06/09/2026 BJH

3 Revised per Review CC 06/11/2026 BJH

Scale:

Brace Connection Detail 1 1/2" = 1'-0"

Scale:

Carrier to Post Connection 1 1/2" = 1'-0"

5/8" Plywood Gusset w/ (2) 16d Nails (each member) (one side of post only)

4x4 Carrier

4x4 Post @ 4'-0" O.C. (max.)

(2) 16d Nails @ Each End of 2x4 Brace (typ.)

2x4 Bracing (typ.)

*Use for All Diagonal & Horizontal Bracing

4x4 Post @ 4'-0" O.C.

(max.)

Scale:

Handrail Detail 3/4" = 1'-0"

4x4 Post @ 4'-0" O.C. (max.)

2x4 w/ (2) 16d Nails (each side)

4x4 Carrier

(2) 16d Toe Nail @ Post Only

2'- 0"

4'-0" (max.)

2x4 Joist

3 1/2" x 5/8" Plywood w/ (2) 10d Nails

2x4 Mid Rail w/ (2) 10d Nails

2x4 Post (No. 1)

Optional Top Rail Location 2x4 Top Rail w/ (2) 10d Nails

1'-

3/ 4"

1'- 9"

(2) 16d Nails

5/8" Plywood

2'-0" (max.)

Lee Contractors

B.Herndon STRUCTURAL CALCULATIONS 06/11/26

FOR

NB Boon Bridge(I-5 Over Willamette) Joint Rehab 26-076A Access Platform R3

CONTENTS:

Plywood and Joist Check 2-3

Joist Design Check 4-12

Carrier Design Check 13-19

Post Check 20

Bracing Check 21

Connection Designs 22-24

Handrail Design 25-29

Plastic Sheething Anchorage 30-45

Reference Documents 46-49

ATTACHMENTS:

NONE

REFERENCE DRAWINGS:

26-076A-01(3) thru -03(3)

DESIGN REFERENCES:

NDS for Wood Construction

06/11/2026

06/30/2027

Paul Strauser (ODOT Bridge) Revision Needed AASHTO Guide Design Specifications for Bridge Temporary Works

Construction Engineering Services

SHEET: _____ OF _____

PLYWOOD DESIGN BASED ON "APA CONCRETE FORMING DESIGN GUIDE"

DESIGN SPANS PER APA GUIDE:

FOR BENDING: USE CENTER TO CENTER (CtoC) OF SUPPORTS.

FOR DEFL: USE CLEAR DIST BTWN 2X SUPTS + 0.25".

USE CLEAR DIST BTWN 3X OR GREATER SUPTS + 0.625".

FOR SHEAR: USE CLEAR DIST. BTWN SUPPORTS.

LOCATION:

LOADING CRITERIA: PLYWOOD: 5/8 CDX GROUP 1

CONCRETE WT: 150.00 PCF, 24 kN/m^3

IN MM

SLAB THICKNESS: 0.00 0 CONCR. UNIT LOAD: 0.00 PSF, 0 kN/m^2

SUPT SPACING: 16.00 406 LIVE LOAD: 25.00 PSF, 1 kN/m^2

SUPPORT "d": 1.50 38 TOTAL DESIGN LOAD: 25.00 PSF, 1 kN/m^2

DESIGN SPAN LENGTH BEND'G L SHEAR L DEFL. L

IN 16.00 14.75 14.750

MM 406 375 375

SPAN M-COEFF. V-COEFF. D-COEFF.

2-SPAN CONT. 0.1250 0.6250 0.0054

DESIGN FORCES: DESIGN M DESIGN V

5.56 lb ft 19.21 lb

7.53 N m 85 N

MATERIAL PROPERTIES I-PAR KS-PAR Ib/Q-PAR

5/8 CDX GROUP 1 0.12 in^4/ft 0.33 in^3/ft 5.35 in^2/ft

6613 mm^4/ m 17581 mm^3/ m 11316 mm^2/ m

DESIGN STRESSES: fb fv DEFL

204 psi 4 psi 0.001 in

1406 kN/m^2 25 kN/m^2 0.03 mm

PLYWOOD CRITERIA: Fb, psi Fs psi E, psi

1930 psi 72 psi 1650000 psi

13307 kN/m^2 496 kN/m^2 11376349 kN/m^2

DEMAND RATIOS: BENDING SHEAR DEFL L/

0.11 0.05 14930

OK! OK! OK!

formwk9.xls 4/30/2026

Construction Engineering Services

SHEET: _____ OF _____

ITEM: JOISTS NOMINAL SIZE: 2 X 4

TIMBER GRADE: 2X4,4X4,NO 2

LOADING CRITERIA:

SLAB THKS: 0.00 in, 0 mm CONC. UNIT WT: 150.00 pcf, 24 kN/m^3

SPACING: 16.00 in, 406 mm

SUPPORT d: 3.50 in, 89 mm SLAB UNIT LD= 0.00 psf, 0 kN/m^2

UNIT L.L.= 25.00 psf, 1 kN/m^2

SPAN: 5.00 ft, 1524 mm TTL UNIT LOAD= 25.00 psf, 1 kN/m^2

DESIGN FORCES: SPAN: SIMPLE

UNIFORM LD= 33.33 plf, 0 kN/m M-COEFF.= 0.1250

DESIGN M= 104.17 lb ft, 0.14 kN m V-COEFF.= 0.5000

DESIGN V= 68.75 lbs, 0.31 kN D-COEFF.= 0.0130

DESIGN STRESSES: 2 X 4 DEMAND RATIOS: 2-SPAN CONT.

3-SPAN CONT.

fb= 408.10 psi, 2814 kN/m^2 BENDING= 0.21 OK!

fv= 19.64 psi, 135 kN/m^2 SHEAR= 0.14 OK!

DEFL= 0.05 in, 1 mm DEFL L/ 1098 OK!

MATERIAL PROPERTIES: Fv E

140 psi 1600000 psi

965 kN/m^2 11031611 kN/m^2

GRADE Fb net REPETITIVE SIZE DURATION Fb design

2X4,4X4,NO 2 900 psi 1.15 1.50 1.25 1941 psi

6205 kN/m^2 13380 kN/m^2

NOMINAL SIZE b d A I S

2 X 4 1.50 in 3.50 in 5.25 in^2 5.36 in^4 3.06 in^3

38 mm 89 mm 3387 mm^2 2230584 mm^4 50194 mm^3 formwk9.xls 4/30/2026

2'-0"

25psf*1.333' = 34 plf

300lb worker supported by at least

(2) joists

Project: Joist Ben Herndon, VAK CONSTRUCTION ENGINEERING SERVICES, LLC June 11, 2026 V:\2026\26076 LEE CONTRACTING BOONE BRIDGE\PHASE A ACCESS SCAFOLDING DESIGN\CALCS\R0\

Load Case Summary 3 Service Load Cases 2 Factored Combinations

Load Cases Load Case Design Checks Seismic Type Results Analyze? Envelope?

( 1)D -NA- -NA- Yes Yes No

( 2)L -NA- -NA- Yes Yes No

( 3)L(Point) -NA- -NA- Yes Yes No

( 4)D + L(Point) Allowable (ASD) -NA- Yes Yes No

( 5)D+ L Allowable (ASD) -NA- Yes Yes No

Load Combination Summary Factored Combination: D + L(Point)

Factor : Service Case

1.00 x D

1.00 x L(Point)

Factored Combination: D+ L Factor : Service Case

1.00 x D

1.00 x L

VisualAnalysis 12.00.0020 (www.iesweb.com)

Uplift support required, H3 Hurricane Clip 170 lbs.

Worst Case

VAK Construction Engineering, LLC.

Sheet______ of______

Wood Member Check - Joist

Width Height

1.50 x 3.5

Δy= 0.014 in Shear: 1.5

Mx= 0.302 K-Ft Duration: 1

Vx= 0.152 Kips Repetitive: 1

No.= 1 Wet Use: 1

Flate Use: 1

Size Factor: 1.5

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 2 ft Cantilever: 2 (2 for cantilever)

A= 5.25 in

Fb= 850 Psi

Sx= 3.06 in

Fv= 180 Psi

Analysis: Limits: Check:

fb= 1183 Psi < Fb'= 1275 Psi Ok!

fv= 43 Psi < Fv'= 180 Psi Ok!

L/Δ= 1714 > L/Δ= 240 Ok!

Member:

6/11/2026

Wood Member Check - Carrier

Width Height

3.50 x 3.5

Δy= 0.016 in Shear: 1.5

Mx= 0.228 K-Ft Duration: 1

Vx= 0.282 Kips Repetitive: 1

No.= 1 Wet Use: 1

Flate Use: 1

Size Factor: 1.5

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 8 ft Cantilever: 1 (2 for cantilever)

A= 12.25 in

Fb= 850 Psi

Sx= 7.15 in

Fv= 180 Psi

Analysis: Limits: Check:

fb= 383 Psi < Fb'= 1275 Psi Ok!

fv= 35 Psi < Fv'= 180 Psi Ok!

L/Δ= 6000 > L/Δ= 240 Ok!

6/8/2026

Wood Member Check - Post

Width Height

3.50 x 3.5

Δy= 0 in Shear: 1.5

Mx= 0.562 K-Ft Duration: 1.6

Vx= 0 Kips Repetitive: 1

My= 0 K-ft Wet Use: 1

Vy= 0.272 Kips Flate Use: 1

Fx= 0.451 Kips Size Factor: 1

C: 0.85 (3.7.1)

K: 1.20

Col. Stability: 0.23

Beam Stability: 1.02

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 9 ft Cantilever: 1 (2 for cantilever)

Unbraced Lu: 10.8 ft

(Table 3.3.3) Le(Beam): 12.96 ft Fc= 1400 Psi

A= 12.25 in

Fb= 850 Psi

Sx= 7.15 in

Fv= 180 Psi

Sy= 7.15 in

Emin= 1,300,000 Psi

Analysis: Limits: Check:

fbx= 944 Psi < Fbx'= 1386 Psi Ok!

fby= 0 Psi < Fby'= 1386 Psi Ok!

fvx= 0 Psi < Fvx'= 288 Psi Ok!

fvy= 22 Psi < Fvy'= 1386 Psi Ok!

L/Δ= ##### > L/Δ= 240 #DIV/0!

fc= 36.82 Psi < Fc'= 518 Psi Ok!

Bi-Axial Bend: (3.9-3) 0.736 < 1.00 Good

(3.9-4) 0.07 < 1.00 Good

6/9/2026

Wood Member Check - Brace

Width Height

1.50 x 3.5

Δy= 0 in Shear: 1.5

Mx= 0 K-Ft Duration: 1.6

Vx= 0 Kips Repetitive: 1

My= 0 K-ft Wet Use: 1

Vy= 0 Kips Flate Use: 1

Fx= 0.06 Kips Size Factor: 1

C: 0.85 (3.7.1)

K: 2.00

Col. Stability: 0.00

Beam Stability: 0.72

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 9.9 ft Cantilever: 1 (2 for cantilever)

Unbraced Lu: 19.8 ft

(Table 3.3.3) Le(Beam): 23.76 ft Fc= 1400 Psi

A= 5.25 in

Fb= 850 Psi

Sx= 3.06 in

Fv= 180 Psi

Sy= 1.31 in

Emin= 1,300,000 Psi

Analysis: Limits: Check:

fbx= 0 Psi < Fbx'= 976 Psi Ok!

fby= 0 Psi < Fby'= 976 Psi Ok!

fvx= 0 Psi < Fvx'= 288 Psi Ok!

fvy= 0 Psi < Fvy'= 976 Psi Ok!

L/Δ= ##### > L/Δ= 240 #DIV/0!

fc= 11.43 Psi < Fc'= 11 Psi No Good

Bi-Axial Bend: (3.9-3) 1.154 < 1.00 NG!

(3.9-4) 1.07 < 1.00 NG!

4/30/2026

Wood Member Check - Handrail Post

Width Height

1.50 x 3.5

Δy= 0.011 in Shear: 1.5

Mx= 0.7 K-Ft Duration: 2

Vx= 0.2 Kips Repetitive: 1

No.= 1 Wet Use: 1

Flate Use: 1

Size Factor: 1.5

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 3.5 ft Cantilever: 1 (2 for cantilever)

A= 5.25 in

Fb= 1150 Psi

Sx= 3.06 in

Fv= 180 Psi

Analysis: Limits: Check:

fb= 2743 Psi < Fb'= 3450 Psi Ok!

fv= 57 Psi < Fv'= 360 Psi Ok!

L/Δ= 3818 > L/Δ= 240 Ok!

5/29/2026

Wood Member Check - Handrail Post

Width Height

1.50 x 3.5

Δy= 0 in Shear: 1.5

Mx= 0 K-Ft Duration: 1.6

Vx= 0 Kips Repetitive: 1

My= 0 K-ft Wet Use: 1

Vy= 0 Kips Flate Use: 1

Fx= 0.2 Kips Size Factor: 1

C: 0.85 (3.7.1)

K: 1.50

Col. Stability: 0.12

Beam Stability: 0.96

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 3.5 ft Cantilever: 1 (2 for cantilever)

Unbraced Lu: 5.25 ft

(Table 3.3.3) Le(Beam): 6.3 ft Fc= 1400 Psi

A= 5.25 in

Fb= 850 Psi

Sx= 3.06 in

Fv= 180 Psi

Sy= 1.31 in

Emin= 1,300,000 Psi

Analysis: Limits: Check:

fbx= 0 Psi < Fbx'= 1303 Psi Ok!

fby= 0 Psi < Fby'= 1303 Psi Ok!

fvx= 0 Psi < Fvx'= 288 Psi Ok!

fvy= 0 Psi < Fvy'= 1303 Psi Ok!

L/Δ= ##### > L/Δ= 240 #DIV/0!

fc= 38.1 Psi < Fc'= 264 Psi Ok!

Bi-Axial Bend: (3.9-3) 0.021 < 1.00 Good

(3.9-4) 0.14 < 1.00 Good

Member:

5/29/2026

2x4 for Handrail reactions is acceptable as well

Wood Member Check - Top Rail (Weak)

Width Height

3.50 x 1.5

Δy= 0.011 in Shear: 1.5

Mx= 0.2 K-Ft Duration: 2

Vx= 0.2 Kips Repetitive: 1

No.= 1 Wet Use: 1

Flate Use: 1

Size Factor: 1.5

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 3.5 ft Cantilever: 1 (2 for cantilever)

A= 5.25 in

Fb= 850 Psi

Sx= 1.31 in

Fv= 180 Psi

Analysis: Limits: Check:

fb= 1829 Psi < Fb'= 2550 Psi Ok!

fv= 57 Psi < Fv'= 360 Psi Ok!

L/Δ= 3818 > L/Δ= 240 Ok!

Wood Member Check - Post

Width Height

3.50 x 3.5

Δy= 0 in Shear: 1.5

Mx= 0.544 K-Ft Duration: 1.6

Vx= 0 Kips Repetitive: 1

My= 0 K-ft Wet Use: 1

Vy= 0.272 Kips Flate Use: 1

Fx= 0.451 Kips Size Factor: 1

C: 0.85 (3.7.1)

K: 1.20

Col. Stability: 0.23

Beam Stability: 1.02

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 9 ft Cantilever: 1 (2 for cantilever)

Unbraced Lu: 10.8 ft

(Table 3.3.3) Le(Beam): 12.96 ft Fc= 1400 Psi

A= 12.25 in

Fb= 850 Psi

Sx= 7.15 in

Fv= 180 Psi

Sy= 7.15 in

Emin= 1,300,000 Psi

Analysis: Limits: Check:

fbx= 914 Psi < Fbx'= 1386 Psi Ok!

fby= 0 Psi < Fby'= 1386 Psi Ok!

fvx= 0 Psi < Fvx'= 288 Psi Ok!

fvy= 22 Psi < Fvy'= 1386 Psi Ok!

L/Δ= ##### > L/Δ= 240 #DIV/0!

fc= 36.82 Psi < Fc'= 518 Psi Ok!

Bi-Axial Bend: (3.9-3) 0.713 < 1.00 Good

(3.9-4) 0.07 < 1.00 Good

Final design of handrail similar to sketch

Wood Member Check - Post

Width Height

1.50 x 3.5

Δy= 0 in Shear: 1.5

Mx= 0.138 K-Ft Duration: 1.25

Vx= 0.11 Kips Repetitive: 1

My= 0.266 K-ft Wet Use: 1

Vy= 0.213 Kips Flate Use: 1

Fx= 0 Kips Size Factor: 1.5

C: 0.85 (3.7.1)

K: 1.20

Col. Stability: 0.12

Beam Stability: 0.93

Ult Factor: 1 (1.7 to Obtain Ult Stress)

Span 5 ft Cantilever: 1 (2 for cantilever)

Unbraced Lu: 6 ft

(Table 3.3.3) Le(Beam): 7.2 ft Fc= 1400 Psi

A= 5.25 in

Fb= 850 Psi

Sx= 3.06 in

Fv= 180 Psi

Sy= 1.31 in

Emin= 1,300,000 Psi

Analysis: Limits: Check:

fbx= 539 Psi < Fbx'= 1476 Psi Ok!

fby= 202.4 Psi < Fby'= 1476 Psi Ok!

fvx= 31 Psi < Fvx'= 225 Psi Ok!

fvy= 40 Psi < Fvy'= 1476 Psi Ok!

L/Δ= ##### > L/Δ= 240 #DIV/0!

fc= 0 Psi < Fc'= 316 Psi Ok!

Bi-Axial Bend: (3.9-3) 0.503 < 1.00 Good

(3.9-4) 0.00 < 1.00 Good

6/1/2026

Company: Date: 6/1/2026 Engineer: Page: 1

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

1.Project information

Project description:

Location:

Design name: Design

Comment:

2. Input Data & Anchor Parameters

General Design method:ACI 318-19 Units: Imperial units

Anchor Information:

Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, hef (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 2.00

Base Material Concrete: Normal-weight Concrete thickness, h (inch): 5.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No

Recommended Anchor Anchor Name: Titen HD® - 1/2"Ø THD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713

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

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

Engineer: Page: 2

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: No

Strength level loads:

Nua [lb]: 748 Vuax [lb]: 0 Vuay [lb]: 388

<Figure 1>

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

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

Engineer: Page: 3

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

<Figure 2>

3. Resulting Anchor Forces

Anchor Tension load, Nua (lb)

Shear load x, Vuax (lb)

Shear load y, Vuay (lb)

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

1 748.0 0.0 388.0 388.0

Sum 748.0 0.0 388.0 388.0

Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 748 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00

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

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

Engineer: Page: 4

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

4. Steel Strength of Anchor in Tension (Sec. 17.6.1)

Nsa (lb) Nsa (lb)

20130 0.65 13085

5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)

Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi) hef (in) Nb (lb)

17.0 1.00 2500 2.350 3062

Ncb = (ANc / ANco) ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)

ANc (in2) ANco (in2) ca,min (in) ed,N c,N cp,N Nb (lb) Ncb (lb)

49.70 49.70 - 1.000 1.00 1.000 3062 0.65 1990

6. Steel Strength of Anchor in Shear (Sec. 17.7.1)

Vsa (lb) grout grout Vsa (lb)

7455 1.0 0.60 4473

7. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)

Vcp = kcpNcb = kcp(ANc / ANco) ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (in2) ANco (in2) ed,N c,N cp,N Nb (lb) Vcp (lb)

1.0 49.70 49.70 1.000 1.000 1.000 3062 0.70 2143

8. Results

Interaction of Tensile and Shear Forces (Sec. R17.8)

Tension Factored Load, Nua (lb) Design Strength, øNn (lb) Ratio Status Steel 748 13085 0.06 Pass

Concrete breakout 748 1990 0.38 Pass (Governs)

Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status Steel 388 4473 0.09 Pass

Pryout 388 2143 0.18 Pass (Governs)

Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Utilization Ratio Permissible Status Sec. R17.8 0.20 0.06 25.4% 1.0 Pass

1/2"Ø THD, hnom:3.25" (83mm) meets the selected design criteria.

9. Warnings

- Designer must exercise own judgment to determine if this design is suitable.

- Refer to manufacturer’s product literature for hole cleaning and installation instructions.

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

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

Reference Documents

Simpson Strong-Tie® Wood Construction Connectors

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Seismic and Hurricane Ties

H/TSP

Simpson Strong-Tie hurricane ties provide a positive connection between truss/rafter and the wall of the structure to resist wind and seismic forces.

Material: See table

Finish: Galvanized. H 1.81Z, H7Z and H11Z — ZMAX® coating.

Some models available in stainless steel or ZMAX; see Corrosion Information, pp. 12–15 or visit strongtie.com.

Installation:

• Use all specified fasteners; see General Notes.

• H urricane ties can be installed with flanges facing inward or outward.

LINE

PLATE

LINE

PLATE

H 2.5A (H 2.5ASS similar)

H 3 (H3SS similar)

H6

• H 2.5T, H 3 and H6 ties are shipped in equal quantities of right and left versions (right versions shown).

• Hurricane ties do not replace solid blocking.

• When installing ties on plated trusses (on the side opposite the truss plate) do not fasten through the truss plate from behind.

This can force the truss plate off of the truss and compromise truss performance.

• H10A optional nailing to connect shear blocking, use 0.131" x 2 1/2" nails. Slots allow maximum field bending up to a pitch of 6:12, use H10A sloped loads for field-bent installation.

Codes: See p. 11 for Code Reference Key Chart

H8 (H8SS similar)H7Z

H 2.5T

15⁄8" 5"

115⁄8"

3"

31⁄2"

H10S

5"

61⁄4"

31⁄2"

19⁄16" 13⁄16"

H10A (H10ASS similar)

H2A (H2ASS similar)

107⁄16"

33⁄8"

31⁄2"

13⁄4"

11⁄2"

15⁄8"

77⁄8"

47⁄16"

1"

TSP

5"

61⁄4"

31⁄2"

11⁄16"

2"

H10AR

69⁄16"

61⁄4"

31⁄2"

31⁄8" 13⁄16"

H10A-2 H11Z H14

H14 Profile

19⁄16"

H 1 (H 1.81Z similar)

H Hurricane Ties

TSP Stud Plate Tie

Simpson Strong-Tie® Wood Construction Connectors

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Seismic and Hurricane Ties (cont.)

H/TSP

Many of these products are approved for installation with Strong-Drive® SD Connector screws.

See pp. 348–352 for more information.

These products are available with additional corrosion protection. For more information, see p. 14.

For stainless-steel fasteners, see p. 21.

Model No. Ga.

Fasteners (in.) DF/SP Allowable Loads Uplift with 0.131" x 1 1/2"

Nails (160)

SPF/HF Allowable Loads Uplift with 0.131" x 1 1/2"

Nails (160)

Code Ref.To

Rafters/Truss To

Plates To

Studs Uplift (160)

Lateral (160) Uplift (160)

Lateral (160)

F1 F2 F1 F2

H1 18 (6) 0.131 x 1 1/2 (4) 0.131 x 2 1/2 — 480 510 190 455 425 440 165 370 IBC, FL, LA

H1.81Z 18 (6) 0.131 x 1 1/2 (4) 0.131 x 2 1/2 — 540 440 170 460 465 380 130 395 —

H2A 18 (5) 0.131 x 1 1/2 (2) 0.131 x 1 1/2 (5) 0.131 x 1 1/2 525 130 55 — 495 130 55 — IBC, FL, LA

H2ASS 18 (5) 0.131 x 1 1/2 (2) 0.131 x 1 1/2 (5) 0.131 x 1 1/2 400 130 55 400 345 130 55 345 —

H2.5A 18 (5) 0.131 x 2 1/2 (5) 0.131 x 2 1/2 — 700 110 110 625 615 110 110 540 IBC, FL, LA

H2.5ASS 18 (5) 0.131 x 2 1/2 (5) 0.131 x 2 1/2 — 440 75 70 365 380 75 70 310 —

H2.5T 18 (5) 0.131 x 2 1/2 (5) 0.131 x 2 1/2 — 590 135 145 480 565 135 145 475

IBC, FL, LA

H3 18 (4) 0.131 x 2 1/2 (4) 0.131 x 2 1/2 — 400 210 170 400 365 180 145 290

H3SS 18 (4) 0.131 x 2 1/2 (4) 0.131 x 2 1/2 — 280 145 120 275 225 100 85 210 —

H6 16 — (8) 0.131 x 2 1/2 (8) 0.131 x 2 1/2 1,230 — — — 1,065 — — —

IBC, FL, LAH7Z 16 (4) 0.131 x 2 1/2 (2) 0.131 x 1 1/2 (8) 0.131 x 2 1/2 830 410 — — 715 355 — —

H8 18 (5) 0.148 x 1 1/2 (5) 0.148 x 1 1/2 — 780 95 90 630 710 95 90 510

H8SS 18 (5) 0.148 x 1 1/2 (5) 0.148 x 1 1/2 — 610 90 120 440 370 90 55 335 —

H10A Field Bent 18 (9) 0.148 x 1 1/2 (9) 0.148 x 1 1/2 — 780 590 285 — 760 505 285 —

IBC, FL, LA

H10A 18 (9) 0.148 x 1 1/2 (9) 0.148 x 1 1/2 — 1,040 565 285 — 1,015 485 285 —

H10ASS 18 (9) 0.148 x 1 1/2 (9) 0.148 x 1 1/2 — 970 565 170 — 835 485 170 —

H10AR 18 (9) 0.148 x 1 1/2 (9) 0.148 x 1 1/2 — 1,050 490 285 — 905 420 285 —

H10S 18 (8) 0.131 x 1 1/2 (8) 0.131 x 1 1/2 (8) 0.131 x 2 1/2 910 660 215 550 785 570 185 475

IBC, FL, LA

H10A-2 18 (9) 0.148 x 1 1/2 (9) 0.148 x 1 1/2 — 1,080 680 260 — 930 585 225 —

H11Z 18 (6) 0.162 x 2 1/2 (6) 0.162 x 2 1/2 — 830 525 760 — 715 450 655 — —

H14 18

(12) 0.131 x 1 1/2 (13) 0.131 x 2 1/2 — 1,275 725 285 — 1,050 480 245 —

IBC, FL, LA

(12) 0.131 x 1 1/2 (15) 0.131 x 2 1/2 — 1,340 670 230 — 1,050 480 245 —

TSP 16

(9) 0.148 x 1 1/2 (6) 0.148 x 1 1/2 — 755 310 190 — 650 265 160 —

(9) 0.148 x 1 1/2 (6) 0.148 x 3 — 1,015 310 190 — 875 265 160 —

of the joist and on the same side of the plate (exception: connectors installed such that nails on opposite side don’t interfere).

3. Allowable DF/SP uplift load for stud-to-bottom plate installation (see detail 12) is 390 lb. (H 2.5A); 265 lb. (H 2.5ASS); and 310 lb. (H8).

For SPF/HF values, multiply these values by 0.86.

4. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members and do not account for possible cross-grain bending of the truss or rafter members.

5. When cross-grain bending or cross-grain tension cannot be avoided in the members, mechanical reinforcement to resist such forces shall be considered by the designer.

6. Hurricane ties are shown installed on the outside of the wall for clarity and assume a minimum overhang of 3 1/2". Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e., truss-to-plate connector and plate-to-stud connector) must be on same side of the wall.

7. Southern pine allowable uplift loads for H10A = 1,105 lb. (160), H 2.5A with 0.131" x 1 1/2" nails = 635 lb. (160) and H 2.5A with 0.131" x 2 1/2" nails = 730 lb. (160).

Ongoing test programs have shown this also to be the case with other stainless-steel connectors in the product line that are installed with nails. Visit strongtie.com/corrosion for updated information.

12. The allowable loads of stainless-steel connectors match carbon-steel connectors when installed with stainless-steel Strong-Drive® SCNR Ring-Shank Connector nails. For more information, refer to engineering letter L-F-SSNAILS at strongtie.com.

13. Simpson Strong-Tie offers stainless-steel Strong-Drive SCNR Ring-Shank Connector nails. For bulk SCNR nails, see p. 345;

for collated SCNR nails, see p. 346. For general fastener information, see pp. 21–22.

14. Allowable DF/SP/SPF uplift load for the H 2.5A fastened to a 2x4 truss bottom chord and double top plates using five 0.131" x 1 1/2" nails in the top plates and three 0.131" x 1 1/2" nails in the lowest three flange holes into the truss bottom chord is 260 lb. (160).

as described in Straps and Ties General Notes on p. 267.

17. Fasteners: Nail dimensions are listed diameter by length. See pp. 21–22 for fastener information.

H Hurricane Ties

TSP Stud Plate Tie

2025.12.09 13:05:37 -08'00'