B08_Attach_3_Calculations.pdf

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HAVO REPLACE FOOTBRIDGE NAHUKU Federal contract opportunity
Solicitation number
140P8225B0004
Issued by
Department of the Interior National Park Service

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These structural calculations detail the replacement of an old, deteriorated wooden foot bridge at Nahuku in Hawaii Volcanoes National Park. The comprehensive engineering document, prepared by MKE Associates LLC in November 2024, includes detailed design criteria, load calculations, and structural analyses for multiple bridge components including decking, glulam beams, railing posts, and steel connections.

Key technical specifications include a bridge live load of 100 PSF, dead load calculations for railings and decking, and structural assessments for various load combinations using Allowable Stress Design methods. The calculations cover multiple structural elements like 3x8 decking, glulam beams (6-3/4x16-1/2), steel railing posts (HSS1.900x0.188), and connection details using lag bolts and stainless steel cables. The analysis demonstrates that all structural components meet design requirements, with stress ratios well within acceptable limits, ensuring the bridge's structural integrity under various loading conditions.

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STRUCTURAL CALCULATIONS

for

Replace Old, Deteriorated Wooden Foot Bridge at Nahuku Hawaii Volcanoes National Park, Hawaii

Exp 04-30-26

This Work was prepared by me or under my supervision.

November 2024

MKE ASSOCIATES LLC

Structural Engineers

Aiea Commercial Center Suite 205 99-205 Moanalua Road Aiea, HI 96701 Phone: (808) 488-7579 Fax: (808) 488-7818 E-Mail: mke@mkellc.com

#2885 Nahuku Bridge By: GO

DESIGN CRITERIA

DEAD LOAD:

RAILINGS 5.5 PSF

LIVE LOAD:

BRIDGE LIVE LOAD 100.0 PSF

3x8 DECKING 6.8 "

GLULAM 13.1 "

MISC. 4.6 "

30.0 PSF

RAILING LOAD:

HANDRAILS AND GUARD RAILS 200 LBS

OR 50 PLF

INTERMEDIATE RAILS 50 LBS

WIND LOAD:

REPLACEMENT SIMILAR TO ORIGINAL CONDITION

NO SIGNIFICANT CHANGE IN WIND AREA ON BRIDGE

SEISMIC LOAD:

REPLACEMENT SIMILAR TO ORIGINAL CONDITION

NO SIGNIFICANT CHANGE IN BRIDGE WEIGHT

01 design criteria, Nahuku Calcs

Grant Okunaga Text Box

BRIDGE ELEVATION

BRIDGE SECTION

DL CALCS

RAILING DL:

HSS1.900x0.188 (3.44 plf) Approx Bridge Length 50 ft Approx Bridge Length 4 ft Approx Bridge Area 200 sf

Post DL 371.5 lbs Horiz Rails DL 688 lbs

Total Railing DL = 1059.5 lbs Total Railing DL = 5.3 psf

USE = 5.5 psf

DECKING DL:

3x8 FLAT 4'-0" AT 7.5" SP

Total Decking DL = 1369.4 lbs Total Decking DL = 6.8 psf

GLULAM:

6-3/4x16-1/2 GLULAM

Total Glulam DL = 2630 lbs Total Glulam DL = 13.1 psf

STEEL ANGLE:

3x6x5/16 CONT

Total Angle DL = 159.5 lbs Total Angle DL = 0.8 psf

NAILER:

3/4 CONT NAILER

Total Nailer DL = 283.3 lbs Total Nailer DL = 1.4 psf

02 DL calcs, Nahuku Calcs

MISC CALCS

SUMMARY OF ENERCALC (D/C RATIOS)

3x8 DECKING 0.180 OK

GLULAM BEAM 0.508 OK

RAILING 0.748 OK

STEEL ANGLE TO GLULAM CONNECTION

3/4" LAG BOLT AT 16"

DEMAND

DL 11.4 plf LL 200 plf

Total DL + LL = 211.4 plf

CAPACITY

3/4" LAG BOLT AT 16" 436.5 plf

D/C = 0.48

RAILING TO GLULAM CONNECTION

2-3/4" THRU-BOLTS

DEMAND

FROM ENERCALC 2100 lbs

CAPACITY

2 BOLTS 2634 plf

D/C = 0.80

NOTE: Very conservative, used lag bolt capacity and CD = 1.6 instead of 2.0

RAILING CABLES

3/16" DIA 1x19 STAINLESS STEEL CABLE

DEMAND

INTERMEDIATE RAIL 50 lbs

CAPACITY

ACTUAL BREAKING LOAD 4719 lbs ALLOWABLE LOAD (ASSUME FS=5) 943.8 lbs

BY INSPECTION, CABLES OK.

SCREWS 3x8 TO BLOCKING

SDWS27400SS ADEQUATE BY INSPECTION

03 misc calcs, Nahuku Calcs

NTS

SCALE OF INCHES

0 1212 6 1-1/2" = 1'-0"

GRAPHIC SCALE

Grant Okunaga Polygonal Line

Grant Okunaga Typewritten Text 1'-6"

Oval

Wood Beam LIC# : KW-06015229, Build:20.24.10.03 MKE ASSOCIATES LLC (c) ENERCALC, LLC 1982-2024

DESCRIPTION: 3x Decking

Project File: nahuku calcs go.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, SDPWS 2015 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading

Uniform Load : L = 0.10 ksf, Tributary Width = 0.6250 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.180: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft

9.87 psi=

1,173.00psi

7.250 X 2.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

174.60 psi==

Section used for this span 7.250 X 2.50 Maximum Shear Stress Ratio 0.057 : 1

3.796 ft=

211.10psi

Maximum Deflection

<360

Ratio = 0 <180

Max Downward Transient Deflection 0.025 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.027 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : L Only n/a Span: 1 : +D+L n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.012 0.004 0.90 1.200 1.000.85 1.00 0.01 12.5 1,055.7 0.01 157.11.00 0.61.15 1.00+D+L 1.200 1.000.85 1.00 0.0 0.00 0.01.00 0.01.15 1.00Length = 4.0 ft 1 0.180 0.057 1.00 1.200 1.000.85 1.00 0.13 211.1 1,173.0 0.12 174.61.00 9.91.15 1.00+D+0.750L 1.200 1.000.85 1.00 0.0 0.00 0.01.00 0.01.15 1.00Length = 4.0 ft 1 0.110 0.035 1.25 1.200 1.000.85 1.00 0.10 161.4 1,466.3 0.09 218.31.00 7.51.15 1.00+0.60D 1.200 1.000.85 1.00 0.0 0.00 0.01.00 0.01.15 1.00Length = 4.0 ft 1 0.004 0.001 1.60 1.200 1.000.85 1.00 0.00 7.5 1,876.8 0.00 279.41.00 0.41.15

DESCRIPTION: 3x Decking

Project File: nahuku calcs go.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

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

+D+L 1 0.0266 2.015 0.0000 0.000

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

Max Upward from all Load Conditions 0.133 0.133 Max Upward from Load Combinations 0.133 0.133 Max Upward from Load Cases 0.125 0.125 D Only 0.008 0.008 +D+L 0.133 0.133 +D+0.750L 0.102 0.102 +0.60D 0.005 0.005 L Only 0.125 0.125

DESCRIPTION: Glulam Beam

Project File: nahuku calcs go.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, SDPWS 2015 Load Combination Set : IBC 2018

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

DF/DF

24F-V4

2,400.0 1,850.0 1,650.0

650.0

1,800.0 950.0

265.0 1,100.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

1,600.0ksi 850.0ksi

Ebend- yy Eminbend - yy

Ebend- xx ksi

Density pcf

Load Combination : IBC 2018

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading

Uniform Load : D = 0.0170, L = 0.10 ksf, Tributary Width = 2.0 ft, (Bridge DL and LL) Uniform Load : L = 0.050 , Tributary Width = 1.0 ft, (Railing LL)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.508: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 12.250ft

45.27 psi=

1,781.62psi

6.75x16.5Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

231.88 psi==

Section used for this span 6.75x16.5 Maximum Shear Stress Ratio 0.195 : 1

23.159 ft=

905.84psi

Maximum Deflection

<360

Ratio = 0 <180

Max Downward Transient Deflection 0.538 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.663 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : L Only n/a Span: 1 : +D+L n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 0.98Length = 24.50 ft 1 0.107 0.041 0.90 0.928 1.000.80 1.00 4.36 170.9 1,603.5 0.63 208.71.00 8.51.00 0.98+D+L 0.928 1.000.80 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 24.50 ft 1 0.508 0.195 1.00 0.928 1.000.80 1.00 23.12 905.8 1,781.6 3.36 231.91.00 45.31.00 0.98+D+0.750L 0.928 1.000.80 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 24.50 ft 1 0.324 0.125 1.25 0.928 1.000.80 1.00 18.43 722.1 2,227.0 2.68 289.81.00 36.11.00 0.97+0.60D 0.928 1.000.80 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 24.50 ft 1 0.036 0.014 1.60 0.928 1.000.80 1.00 2.62 102.5 2,850.6 0.38 371.01.00 5.11.00

DESCRIPTION: Glulam Beam

Project File: nahuku calcs go.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

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

+D+L 1 0.6632 12.339 0.0000 0.000

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

Max Upward from all Load Conditions 3.775 3.775 Max Upward from Load Combinations 3.775 3.775 Max Upward from Load Cases 3.063 3.063 D Only 0.712 0.712 +D+L 3.775 3.775 +D+0.750L 3.009 3.009 +0.60D 0.427 0.427 L Only 3.063 3.063

Steel Beam

DESCRIPTION: Railing Post - 50 plf Controls

Project File: nahuku calcs.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 2

Point Load : L = 0.2150 k @ 3.250 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.748 : 1

Load Combination L Only

Span # where maximum occurs Span # 1

1.863 k Mn / Omega : Allowable 0.934 k-ft Vn/Omega : Allowable

HSS1.900x0.188Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination L Only

6.098 k

Section used for this span HSS1.900x0.188 Ma : Applied

Maximum Shear Stress Ratio = 0.306 : 1

0.000 ft

0.699 k-ft Va : Applied

0 <360

Ratio = 4231 >=120.

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.459 in Ratio = >=120.

Max Upward Total Deflection -0.001 in n/a n/a Span: 2 : L Only Span: 2 : L Only

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length

Dsgn. L = 0.38 ft 1 0.000 1.56 0.93 1.00 1.00 -0.00 10.18 6.10 Dsgn. L = 3.25 ft 2 0.000 1.56 0.93 1.00 1.00 -0.00 10.18 6.10

L Only Dsgn. L = 0.38 ft 1 0.748 0.306 -0.70 0.70 1.56 0.93 1.67 1.00 1.86 10.18 6.10 Dsgn. L = 3.25 ft 2 0.748 0.035 -0.70 0.70 1.56 0.93 1.00 1.00 0.22 10.18 6.10

+0.750L Dsgn. L = 0.38 ft 1 0.561 0.229 -0.52 0.52 1.56 0.93 1.67 1.00 1.40 10.18 6.10 Dsgn. L = 3.25 ft 2 0.561 0.026 -0.52 0.52 1.56 0.93 1.00 1.00 0.16 10.18 6.10

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

L Only1 0.0000 0.000 -0.0011 0.218 L Only 2 0.4593 3.250 0.0000 0.218

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 2.078 Max Upward from Load Combinations 1.559 Max Upward from Load Cases 2.078 Max Downward from all Load Conditions (Resisting Uplift-1.863 Max Downward from Load Combinations (Resisting Uplift)-1.398 Max Downward from Load Cases (Resisting Uplift) -1.863

DESCRIPTION: Railing Post - 50 plf Controls

Project File: nahuku calcs.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

L Only -1.863 2.078 +0.750L -1.398 1.559

DESCRIPTION: Railing - Cantilever Horiz End

Project File: nahuku calcs.ec6

Project Title: Nahuku Bridge Engineer: GO Project ID: #2885 Project Descr: Bridge Repair

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Point Load : L = 0.20 k @ 2.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.436 : 1

Load Combination +D+L

Span # where maximum occurs Span # 1

0.2069 k Mn / Omega : Allowable 0.934 k-ft Vn/Omega : Allowable

HSS1.900x0.188Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+L

6.098 k

Section used for this span HSS1.900x0.188 Ma : Applied

Maximum Shear Stress Ratio = 0.034 : 1

0.000 ft

0.407 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.089 in 537Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.090 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : L Only n/a Span: 1 : +D+L n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 2.00 ft 1 0.007 0.001 -0.01 0.01 1.56 0.93 1.00 1.00 0.01 10.18 6.10 +D+L

Dsgn. L = 2.00 ft 1 0.436 0.034 -0.41 0.41 1.56 0.93 1.00 1.00 0.21 10.18 6.10 +D+0.750L

Dsgn. L = 2.00 ft 1 0.329 0.026 -0.31 0.31 1.56 0.93 1.00 1.00 0.16 10.18 6.10 +0.60D

Dsgn. L = 2.00 ft 1 0.004 0.001 -0.00 0.00 1.56 0.93 1.00 1.00 0.00 10.18 6.10

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

+D+L 1 0.0905 2.000 0.0000 0.000

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

Max Upward from all Load Conditions 0.207 Max Upward from Load Combinations 0.207 Max Upward from Load Cases 0.200 D Only 0.007 +D+L 0.207 +D+0.750L 0.157 +0.60D 0.004 L Only 0.200

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Grant Okunaga Typewritten Text

LAG BOLT - STEEL ANGLE TO GLULAM BM

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Grant Okunaga Typewritten Text

LAG BOLT - RAILING TO GLULAM

Grant Okunaga Typewritten Text

CONSERVATIVE, USED THRU-BOLT

Grant Okunaga Typewritten Text

CONSERVATIVE

2.0 NOT AN OPTION

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STAINLESS STEEL 1X19 CABLE IN 1/8" AND 3/16" SIZES.

3/16" ALSO AVAILABLE IN 7X7.

All Cable and Fittings are Manufactured from Marine Grade 316 Stainless Steel. Stainless Steel Cables provide corrosion resistance, durability and strength, as well as beauty, year after year.

SC&R stocks two different size cables. 3/16" diameter has widespread use in commercial and residential applications for its superior strength and durability. 1/8" diameter is used primarily in residential railing applications.

Stainless cable is cut to length per your measurements or may be ordered uncut in bulk.

Two different construction types are available to complete your wire rope cable assembly.

1. 1x19 STAINLESS CABLE is used for straight cable runs and cable runs with slight bends. 19 individual wires are twisted to form the wire strand. Actual Breaking Load: 3/16" 4719 lbs/ 1/8" 1890 lbs

2. 7x7 STAINLESS CABLE is more flexible than 1x19. 7 individual wires form a bundle and 7 bundles are twisted into the wire rope. Actual Breaking Load: 3303 lbs

Mill Test Certificate and Chemical Analysis available on request.

Need help designing your railing project or an estimate?

Fill out our Estimate Request Form.

EMAIL quotes@stainlesscablerailing.com or FAX it to 1-888-270-8643 (RAIL).

We are here to help!

Order stainless cable from the options below.

To ensure maximum performance use only STAINLESS CABLE & RAILING Professional Swaging Service or Hand Swage using our Recommended Tools. Using the wrong swage die can result in cable pull out.

STAINLESS CABLE & RAILING

assemblies, fittings, and cable should only be used for their intended purpose within the cables safe workload limit and never be used in lifting or other high load applications.

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Customer Reviews "It looks great! The railing system is on a $3 Million home near the ski resorts..."

B.K. - Salt Lake City, UT

"I'm very pleased with the quality and strength. Everything fit and went together easily. I was very happy with the way your company takes the time to carefully wrap and pack the railing posts..."

E.N. - San Diego, CA

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Customer Photo Offer!

Get a $25 Amazon Gift Card by sending us a few large, high resolution photos of your finished SC&R railing.

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Simpson Strong-Tie® Fastening Systems Technical Guide

Structural and General Fastening

SDWS Timber SS — Allowable Shear Loads — Douglas Fir–Larch, Southern Pine Lumber

Length (in.)

Model No.

Thread Length

(in.)

Reference DFL/SP Allowable Shear Loads (lb.) Reference Withdrawal

Design Value, W (lb./in.)

Max. Reference Withdrawal

Design Value, Wmax (lb.)

Wood Side Member Thickness (in.)

1.5 2.5 3 3.5 4.5 6 8 10

4 SDWS27300SS 2 225 — — — — — — — 222 410

4 SDWS27400SS 3 375 225 — — — — — — 204 410

5 SDWS27500SS 3 375 335 310 210 — — — — 204 410

6 SDWS27600SS 3 375 335 335 335 210 — — — 204 410

8 SDWS27800SS 3 375 415 485 440 335 275 — — 204 410

10 SDWS271000SS 3 375 415 485 440 335 275 275 — 204 410

12 SDWS271200SS 3 375 415 485 440 335 275 275 275 204 410

See footnotes below.

SDWS Timber SS — Allowable Shear Loads — Hem-Fir, Spruce-Pine-Fir Lumber

Length (in.)

Model No.

Thread Length

(in.)

Reference HF/SPF Allowable Shear Loads (lb.) Reference Withdrawal

Design Value, W (lb./in.)

Max. Reference Withdrawal

Design Value, Wmax (lb.)

Wood Side Member Thickness (in.)

1.5 2.5 3 3.5 4.5 6 8 10

3 SDWS27300SS 2 210 — — — — — — — 182 365

4 SDWS27400SS 3 325 180 — — — — — — 200 385

5 SDWS27500SS 3 325 285 235 175 — — — — 200 385

6 SDWS27600SS 3 325 285 285 285 175 — — — 200 385

8 SDWS27800SS 3 325 350 390 465 280 240 — — 200 385

10 SDWS271000SS 3 325 350 390 465 280 240 240 — 200 385

12 SDWS271200SS 3 325 350 390 465 280 240 240 240 200 385

1.All applications are based on full penetration into the main member. Full penetration is the screw length minus the side member thickness.
2.Allowable loads are shown at the wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code

up to a CD = 1.6. Tabulated values must be multiplied by all applicable adjustment factors per the NDS.

3.For minimum fastener spacing requirements for both side and main members, see the Spacing Requirements Figure and Table on p. 52.
4.For in-service moisture content greater than 19%, use CM = 0.7.
5.Loads are based on installation into the side grain of the wood with the screw axis perpendicular to the face of the member.
6.The tabulated reference withdrawal design value, W, is in pounds per inch of the thread penetration into the side grain of the main member.
7.The tabulated reference withdrawal design value, Wmax, is in pounds where the entire thread length must penetrate into the side grain

of the main member.

8.Embedded thread length is that portion held in the main member, including the screw point.
9.Values are based on the lesser of withdrawal from the main member or pull-through of a 1 1/2" side member.

Strong-Drive ® SDWS TIMBER SS Screw Structural Wood and Engineered Wood Connections Including Docks, Piers, Boardwalks and Ledgers, Applications Requiring High to Severe Corrosion Resistance Deisgned to provide an easy-to-install, low-torque driving, high-strength, severe-corrosion-resistant alternative to through bolting, traditional lags and spikes. The Strong-Drive SDWS Timber SS screw is a premium solution for heavy-duty structural applications. Type 316 stainless steel provides severe corrosion resistance, making it suitable for exterior and preservative-treated wood applications.

Codes/Standards: IAPMO UES ER-192 (including City of LA Supplement), State of Florida FL13975

US Patent 9,523,383

For more information, see p. 60, C-F-2023 Fastening Systems catalog

3" – 12" .0.65"

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File details come from the government source that posted it. Updated .