Exhibit B - Woodbridge AsBuilt Plans.pdf

PROJECT LOCATION MAP

Section 1, Township 10 South, Range 86 West, Sixth Prime Meridian

TOWN OF SNOWMASS

WOODBRIDGE PEDESTRIAN BRIDGE DECK & SIDING REPLACEMNT

CONSTRUCTION PROJECT CODE NO. 055-73.58.573606

N.T.S.

Drawing File Name: Admin 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601

970.945.1004 www.sgm-inc.com

Project Engineer:

PROJECT STARTED: / /

Comments:

Project No./Code

S1

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Resident Engineer:

Contract Information Contractor:

ACCEPTED: / /Scale: As Shown Quality Control:

SHEET NO. INDEX OF SHEETS

S1 COVER PAGE

S2 GENERAL NOTES

S3 GENERAL NOTES (2)

S4 BRIDGE GENERAL NOTES

S5 BRIDGE GENERAL LAYOUT

S6 BRIDGE TYPICAL SECTION & CURB DETAILS

S7 GLULAM GIRDER REPAIR DETAILS & TYPICAL TRAIL CROSS SECTION

S8 BRIDGE RAIL SIDING DETAILS

NATIONAL HIGHWAY SYSTEM? NO YES

NO YES

PoDI / NHS

FHWA PROJECT OF

DIVISION INTEREST (PoDI)?

REMOVE EXISTING TIMBER DECK SYSTEM AND REPLACE WITH TRANSVERSE

TIMBER DECK PLANKS. REPAIR EXISTING TIMBER GLULAM GIRDERS WITH EPOXY

AS REQUIRED BY ENGINEER. REMOVE EXISTING TIMBER SIDING IN BRIDGE

RAILING AND REPLACE WITH STEEL SIDING.

PROJECT DESCRIPTION

TIMBER

OR REMOVE ROTTED SECTIONS AND

REPLACE WITH SAWN TIMBER

AS CONSTRUCTED

MAY 2025

These plans show approved field changes to the bid plans (issued 5/5/23). These revisions were developed based on conversations with the Contractor and Town representatives, field observations on site visits when requested by the Town, and submittals reviewed.

SGM completed a final walk through inspection on May 1, 2025.

Since SGM did not provide full time construction inspection/observation, these as-built drawings are not stamped by a professional engineer and no statement of conformity to the construction drawings is provided. Instead, they are intended to reflect any significant approved field changes brought to our attention by the Contractor or Town representatives. We believe this work was conducted to the standard of care ordinarily practiced by other engineers in this area at this time. No warranty is made, express or implied.

Drawing File Name: Admin 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601

970.945.1004 www.sgm-inc.com

Project No./Code

S2

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: As Shown Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

GENERAL NOTES

-- -- of --Subset Sheets:

COLORADO REVISED STATUTES (CRS) 2018 TITLE 9-1.5-102 SUBSURFACE UTILITY

ENGINEERING (SUE) REQUIRED PROJECT COMPLIANCE CHECKLIST

X

X

X

X

X

X

970.945.1004 www.sgm-inc.com

Project No./Code

S3

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: As Shown Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

GENERAL NOTES (2)

-- -- of --Subset Sheets:

970.945.1004 www.sgm-inc.com

Project No./Code

S4

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: As Shown Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

BRIDGE GENERAL NOTES

-- -- of --Subset Sheets:

TOWN OF SNOWMASS PROVIDED

OVERSIGHT OF CONSTRUCTION QUANTITIES.

SEE TOWN RECORDS AND PAY

APPLICATIONS FOR MEASURED AND

ACCEPTED QUANTITIES.

ASPHALT APPROACHES REPLACED

WITH CONCRETE

SGM DID NOT REVIEW MIX DESIGN

CTX 15X6" LAG SCREWS

(DECK PLANK ONLY)

BASED ON STRUCTURAL EVALUATION OF EXISTING THE GLULAM GIRDERS

LIMIT PEDESTRIAN LIVE LOAD TO:

30 PSF W/SNOW LOAD -OR-

55 PSF

Drawing File Name: Bridge 118 West Sixth Street, Suite 200

970.945.1004 www.sgm-inc.com

Project No./Code

S5

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: As Shown Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

BRIDGE GENERAL LAYOUT

-- -- of --Subset Sheets:

Graphic Scale

In Feet: 1" = 20'

0 10 20 40APPROXIMATE HMA REMOVAL LIMITS

REPLACED WITH CONCRETE

REPLACED WITH CONCRETE

Drawing File Name: Bridge 118 West Sixth Street, Suite 200

970.945.1004 www.sgm-inc.com

Project No./Code

S6

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: 12" = 1'-0" Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

BRIDGE TYPICAL SECTION AND CURB

DETAILS

-- -- of --Subset Sheets:

NOT INSTALLED

TIMBER

NOT INSTALLED

NOT INSTALLED

CTX 17X12"

TYPICAL

CURB/SCUPPER/DECK

ATTACHMENT

CTX 17X12" (TYP)

CTX 17X12" (SEE

PHOTO FOR INSTALL

PATTERN)

Drawing File Name: Details 118 West Sixth Street, Suite 200

970.945.1004 www.sgm-inc.com

Project No./Code

S7

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: As Shown Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

GLULAM GIRDER REPAIR DETAILS & TYPICAL

TRAIL CROSS SECTION

-- -- of --Subset Sheets:

CONCRETE

SMALL REPAIR AREAS (LESS THAN THE DEPTH OF THE TOP LAMINATE, 1.5")

FILLED WITH EPOXY.

SEE ATTACHED MEMO AND DETAILS BY AERO ENGINEERS FOR DEEPER

REPAIR. DAMAGED AREAS REPLACED WITH SAWN TIMBER.

Drawing File Name: Details 118 West Sixth Street, Suite 200 Glenwood Springs, CO 81601

970.945.1004 www.sgm-inc.com

Project No./Code

S8

055-73.58.573606

Sheet Number

No Revisions:

Revised:

Void:

Date Comments Init.Rev.

Sheet RevisionsComputer File Information

Print Date: 5/5/23

Last Modification Date: 5/5/23

MLF

Autocad Ver. 2022 SGM Project No.: 2022-429.001

As Constructed

Scale: Not to Scale Quality Control:

Engineer:

Drawn By:

Sheet Subset:

MLF

NPC

Structure Numbers

BRIDGE RAIL SIDING DETAILS

-- -- of --Subset Sheets:

2"x6" WESTERN RED CEDAR SIDING

TIMBER PANEL

INSIDE VIEW

TIMBER PANEL

EXTERIOR VIEW

mjfrymoyer Note

Panos D. Kiousis, PhD, PE Technical Director Aero Wireless Group / Comptek Technologies /Aero Solutions/Wind Tower Technologies 11001 West 120th Ave., Suite 400 Broomfield, CO 80021 (720)304-6882 office (720)345-8031 cell e-mail: pkiousis@aerowirelessgroup.com

October 10, 2024

To Marijean Frymoyer and Mark Frymoyer

SGM

118 W Sixth St, Suite 200 Glenwood Springs, CO 81601

RE: Process to repair the Woodbridge Pedestrian Bridge in the town of Snowmass Village, Colorado.

SGM, who are the owner's representative, and the overall engineers of record, have been tasked with the damage evaluation, analysis, and repair of the damaged Woodbridge pedestrian bridge in the town of Snowmass Village.

NICX performed a complete mapping of the damage of the glued laminated girders, which is shown in the drawing that follows.

Aero Solutions LLC has developed a process of repair of the glued laminated girders, where extensive rot has been found. The proposed process of repair has been based on the structural analysis provided by SGM. The values of the bending moment and shear force diagrams, which are presented in the drawing that follows, are the sole responsibility of SGM.

The approach recommended by Aero Solutions LLC includes replacement of the damaged laminates with timber sections that will produce sections that will match the initial cross-sectional geometry of 7 inches in width and 30 inches in depth. To avoid unwanted stress concentrations, the replacement timber should be as close as possible in strength and stiffness to the original glued laminated timber girders.

If this information is not available, it is recommended that the replacement timber meets but does not exceed more than 20% the flexural strength required to meet the applied design flexural moment.

The recommended process is as follows:

1. Remove completely the damaged sections to the closest laminate.

2. Glue the replacement timber on the reduced girders by recreating the original geometry of the removed section. The recommended glue is SystemThree T-88 epoxy or equivalent.

3. Immediately after the epoxy is applied (before it is fully cured), lag screws must be used to secure complete shear transfer at the interface of the existing girder and the repair section. The recommended lag screws and their placement are presented in the drawing that follows.

mailto:pkiousis@aerowirelessgroup.com

4. Screws will be placed in pairs, spaced transversely by 3.5 inches, and at distance of

1.75 inches from the girder edges.

5. Their longitudinal spacing varies depending on how many laminates are removed and the location of repair along the length of the bridge. This is explicitly described in the drawing that follows.

6. The minimum length of the lag screws shall be twice the thickness of the repair section, to secure proper anchorage.

7. Wherever the repair section can be in tension, (all length except between the internal pins), the cuts on the existing girders, and the repair sections will be slanted at 45 degrees at their ends, and will have additional lag screws, as shown in the figure below to secure proper continuity at the points of large tension.

8. Wherever the repair section will be in compression, (all length between the internal pins), the cuts on the existing girders, and the repair sections will be vertical at their ends, as shown in the figure below.

9. The assumption in items 7 and 8 is that the repair is located at the top surface of the girders and not at the bottom. If repair is required at the bottom surface, then the tension and compression ranges and their repair processes are reversed.

10. The lag screws have the following minimum strength specification:

a. 3/16” CTX lag screws: 90 ksi tensile strength

b. #17 CTX lag screws: 80 ksi tensile strength

c. 3/8” lag bolts: 60 ksi tensile strength

d. ½” lag bolts: 60 ksi tensile strength.

11. Any repair within 8' of a pier shall be extended so that the repair is 16' in total length, centered on the pier (i.e. 8' on both sides of the pier), so that the repair does not terminate within the highest negative moment region.

The calculations presented here were prepared by Panos D. Kiousis, Ph.D., P.E. and have been reviewed and approved by Muhsen Sassi, Ph.D., P.E.

In summary these calculations are based as follows:

1. The spacing for the lag bolts/screws for each span have been based on the shear flow for that span: 𝑓𝑓 = 𝑉𝑉𝑉𝑉

𝐼𝐼

, where V is the shear of that section, I is the moment of inertia of that section, and Q is the first moment of the area between the location where the shear flow is being calculated and the neutral (centroidal) axis.

2. The contributing capacity of each lag has been calculated as the minimum of the one-way shear capacity of the lag and the bearing resistance provided by the wood.

3. The diagonal lag screws at the end sections in the areas of negative moments must transfer the force at the end of the repair section and are calculated by integrating the normal stresses in the zone that is being replaced.

Muhsen Sassi, Ph.D., P.E.

Senior Structural Engineer

CO PE # 58480

Expiration Date 10/31/2025

10/14/2024

45o s s

45o s s

Laminates Spacing of 3/8” lag bolts Spacing of 1/2” lag bolts Spacing of #15 CTX lag Screws Spacing of #17 CTX lag Screws 1 32” 50“ 12” 14“ 2 17” 30“ 6” 7“ 3 12” 21“ 4” 5“ 4 9” 17” 3” 4”

Laminates Spacing of 3/8” lag bolts Spacing of 1/2” lag bolts Spacing of 3/16“ CTX lag Screws Spacing of #17 CTX lag Screws 1 23” 40“ 8” 10“ 2 12” 22“ 4.5” 5.5“ 3 8” 15“ 3” 4“ 4 7” 12” 2.5” 3”

Laminates Spacing of 3/8” lag bolts Spacing of 1/2” lag bolts Spacing of 3/16“ CTX lag Screws Spacing of #17 CTX lag Screws 1 28” 50“ 10” 13“ 2 15” 27“ 5” 6.5“ 3 10” 19“ 4” 4.5“ 4 8” 15” 3” 3.5”

Laminates Spacing of 3/8” lag bolts Spacing of 1/2” lag bolts Spacing of 3/16“ CTX lag Screws Spacing of #17 CTX lag Screws 1 23” 40“ 8” 10“ 2 12” 22“ 4.5” 5“ 3 8” 15“ 3” 4“ 4 7” 12” 2.5” 3”

TOP VIEW

ELEVATION

EXISTING LAMINATED BEAM

REPAIR SECTION

RECOMMENDED SPACING BETWEEN PIER SUPPORTS RECOMMENDED SPACING BETWEEN PIER SUPPORTS RECOMMENDED SPACING BETWEEN PIER SUPPORTS RECOMMENDED SPACING BETWEEN PIER SUPPORTS

-30.00

-20.00

-10.00

0.00

10.00

20.00

30.00

0 50 100 150 200

V

USE SYSTEMTHREE T-88 EPOXY

OR EQUIVALENT

Total of 3 lag bolts of 1/2” diameter per lamina removed within 6 ft from the interior piers.

Total of 2 lag bolts of 1/2” diameter per lamina removed otherwise.

USE SYSTEMTHREE T-88 EPOXY

OR EQUIVALENT

5 8” 14” 3” 3.5” 5 6” 10” 2” 2.5” 5 7” 13” 2.5” 3.0” 5 6” 10” 2” 2.5”

Total of 3 lag bolts per row of 1/2” diameter per removed laminate within 6 ft from the interior piers.

Total of 2 lag bolts per row of 1/2” diameter per removed laminate otherwise.

RED FRAMES DEFINE THE RANGE OF APPLICATION OF THE RECOMMENDED SPACING OF LAG SCREWS

1.

FI

RS

T

SC

RE

W S

ET

M

IN

L

EN

G

TH

.5

3.

SE

CO

N

S

CR

EW

S

ET

M

IN

L

EN

G

TH

.5

3.

TH

IR

D

S

CR

EW

S

ET

M

IN

L

EN

G

TH

1.

0”

3.

FO

U

RT

H

S

CR

EW

S

ET

M

IN

L

EN

G

TH

5.

0”

3.

FI

RT

H S

CR

EW

S

ET

M

IN

L

EN

G

TH

9.

5”

DETAIL OF NAIL PLACING AT THE 45 DEGREES CUT.

USE THE FIRST SCREW SET ONLY IF REPLACING ONLY ONE LAMINATE.

USE THE FIRST AND SECOND SCREW SET IF REPLACING TWO LAMINATES.

USE THE FIRST, SECOND, AND THIRD SCREW SET IF REPLACING THREE LAMINATES,

ETC.

Laminates

REPAIR TIMBER

1.75”

1.75” 3.50”

Lag screws shall have a minimum length equal to twice the thickness of the repair section to secure proper anchorage

SHEAR FORCE DIAGRAM (KIP)

On top of the pier extend repair of damaged section at least 6’ length on either side of the support. That is, use a minimum of 12’ long repair element

TOP LAMINATE 1.5"

2 LAMINATES 3" 152.20

3 LAMINATES 4.5" BF ABUT 1 PIER 2 - 32'8" HINGE A HINGE B PIER 3- 98' PIER 4 - 54' PIER 4 - 54' HINGE C HINGE C 28.00 26.00 24.00 22.00 20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00

B

F ABUT 5 -57'

8"

4 LAMINATES 6" STATION ID (2' increments) 0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.42 0.44 0.46 0.48 0.50 0.52 0.54 0.56 0.58 0.60 0.62 0.64 0.66 0.68 0.70 0.72 0.74 0.76 0.78 0.80 0.82 0.84 0.86 0.88 0.90 0.92 0.94 0.96 0.98 1.00 1.02 1.04 1.06 1.08 1.10 1.12 1.14 1.16 1.18 1.20 1.22 1.24 1.26 1.28 1.30 1.32 1.34 1.36 1.38 1.40 1.42 1.44 1.46 1.48 1.50 1.52 1.54 1.56 1.58 1.60 1.62 1.64 1.66 1.68 1.70 1.72 1.74 1.76 1.78 1.80 1.82 1.84 1.86 1.88 1.90 1.92 1.94 1.96 1.98 2.00 2.02 2.04 2.06

5+ LAMINATES 7.5" WEST GIRDER 97.00

WOODBRIDGE MAPPING DAMAGE MAPPING

MIDDLE GIRDER

EAST GIRDER

On top of the pier extend repair of damaged section at least 6’ length on either side of the support. That is, use a minimum of 12’ long repair element

On top of the pier extend repair of damaged section at least 6’ length on either side of the support. That is, use a minimum of 12’ long repair element

BENDING MOMENT DIAGRAM (KIP-FT)

Muhsen Sassi, Ph.D., P.E.

Senior Structural Engineer

CO PE # 58480

Expiration Date 10/31/2025 way shear capacity of the lag and the bearing resistance provided by the wood.

3. The diagonal lag screws at the end sections in the areas of negative moments must transfer the force at the end of the repair section and are calculated by integrating the normal stresses in the zone that is being replaced.

Muhsen Sassi, Ph.D., P.E.

Senior Structural Engineer CO PE # 58480 Expiration Date 10/31/2025

FIELD CHANGE DIRECTION PER PANOS KIOUSIS (AERO WIRELESSGROUP)

ON 10/17/24