Attachment 3 - Foundation.pdf

Date: January 20, 2020

Anthony Dombrowski Tower Engineering Professionals USDA Forest Service Umpqua National Forest 326 Tryon Road 2691 NE Diamond Lake Blvd. Raleigh, NC 27603 Roseburg, OR 97470 (919) 661-6351

(541) 957-3332 PHX_Structures@tepgroup.net

Subject: Tower Foundation and Anchor Rod Design

Client Designation: Client Site Number: N/A Client Site Name: North Umpqua Ranger District

Engineering Firm Designation: TEP Project Number: 242875.348255

Site Data: 18782 North Umpqua Highway, Glide, Douglas County, OR 97443 Latitude 43° 17' 55.96'', Longitude -123° 05' 54.82'' 80 ± Foot Self Supporting Tower

Dear Anthony Dombrowski:

Tower Engineering Professionals (TEP) is pleased to submit this “Tower Foundation and Anchor Rod Design” for the above referenced project. TEP analyzed the foundation and anchor rods with the following methods:

• A proprietary calculation sheet was used to model the individual soil layers as given in the geotechnical report. The loads from structural analysis by TEP dated January 9, 2020 were applied and the foundation was analyzed to determine the corresponding forces resulting from the ultimate soil resistance and was designed accordingly. See Appendix B for calculations.

• A proprietary calculation sheet was used to analyze and design the anchor rods based on the loads from the structural analysis by TEP dated January 9, 2020. See Appendix A for calculations.

• Geotechnical Report by The Galli Group, Project Number 02-4426-01 dated December 17, 2009

This design meets the requirements of the 2019 Oregon Structural Specialty Code and the TIA-222-H Standard.

Design prepared by: Dan A. Reidenbach, P.E. / RWT

Respectfully submitted by:

Ronald E. Glover, P.E.

01/20/2020

80-ft ± Self Supporting Tower Foundation and Anchor Rod Design January 20, 2020

TEP Project Number 242875.348255, Revision 0 North Umpqua Ranger District

APPENDIX A

FOUNDATION AND ANCHOR ROD DESIGN CALCULATIONS

Project Information

Site Name

Tower Information Tower Type

TIA-222 Rev

ASIF

Comp. Uplift

Axial (k) 20.94 17.49

Shear (k) 2.20 1.84

0.625

A36 Fy=36 ksi Fu=58 ksi

Not Considered, lar<=1(d)

0.625

N-Included

Symmetrical

Anchor Rod Results 5.23

0.55

8.14

2.44

69.4% Pass

Shear Cap., φVn (kips)

Moment Cap., φMn (kip-in)

Thread Type:

Grout Considered:

Configuration:

Anchor Rod Data

Applied Loads

Eta Factor, η:

Iar (in):

Quantity:

Diameter (in):

Stress Rating

Axial, Pu_c (kips)

Shear, Vu (kips)

Moment, Mu (kip-in)

Axial Cap., φPn_c (kips)

Material Grade:

North Umpqua Ranger District

Self Support

H

1.333 Apply TIA-222-H Section 15.5

Analysis Date: 1/20/2020

JOB:

SHEET #: 2 OF 2

CALCULATED BY: DAR DATE 1/20/2020

CHECKED BY: RWT DATE 1/20/2020

f'c 4000 psi Pad width 144.0 in hef 12.00 in 1.5hef 18 in ca1 18.47 in camin 18.5 in s1 4.77 in Cac 30 in ca2 25.12 in Anc 1662.1 in s2 4.77 in Anco 1296.0 in e',N 0 n*Anco 5184.0 in

OK

Ψec,N 1.00 kc 24

Ψed,N 1.00 # Bolts 4

Ψc,N 1.25

Ψcp,N 1.00

Compression, Cu: 20.936 kips

Nb= 63.6 kips

Ncbg= 102.0 kips

Ø 0.75 Condition: A Per ACI 318-App. D, Section D.3.3.3 (0.75ØNn)

Seismic Factor: 1.0 Additional Seismic Factor per D.3.3.6 since failure is brittle

Design Strength: 76.5 kips 1.0

Capacity: 27.4% OK

Abrg= 0.44 in

Ψc,P 1.4

Np= 14.2 kips

Design Strength: 42.7 kips

Uplift, Tu: 17.489 kips

Capacity: 41.0% OK

North Umpqua Ranger District; TEP No. 342875.248255

Pushthrough Strength - ACI 318 kc=24 for cast in place kc=17 for post installed

Pullout Strength

145.917 ft-kips Capacity Demand Rating Check

4.072 kips 11.01 3.48 31.6% Pass

3.478 kips 4.00 0.93 23.3% Pass

20.936 kips 229.51 156.83 68.3% Pass

2.2 kips 134.10 0.00 0.0% Pass

17.489 kips 134.60 0.00 0.0% Pass

1.837 kips #DIV/0! 0.00 0.0% Pass

80 ft 578.28 17.04 2.9% Pass

8.5625 ft 271.51 5.19 1.9% Pass

0.625 in 0.190 0.013 6.9% Pass

4.9375 in 324.56 0.00 0.0% Pass

0.190 0.011 5.8% Pass

324.56 0.00 0.0% Pass ft ft Soil Rating: 68.3%

Structural Rating: 6.9% in

0.00 ft

12.00 ft

2.00 ft

3 in

60 ksi

4 ksi

150 pcf

100 pcf

5.333 ksf <-- Toggle between Gross and Net

0.000 ksf

37 degrees

0.35

0.8 ft

No

None ft

Pad Properties

Groundwater Depth, gw:

Base Friction, µµµµ:

Cohesion, Cu:

Friction Angle, ����:

Total Soil Unit Weight, γγγγ:

Ultimate Gross Bearing, Qult:

SPT Blow Count, Nblows:

Soil Properties

Depth, D:

Pad Clear Cover, ccpad:

Dry Concrete Density, δδδδc:

Pad Rebar Quantity (Bottom), mp:

Rebar Grade, Fy:

Concrete Compressive Strength, F'c:

Material Properties

Leg Comp. Shear, Vu_comp:

Pier Diameter, dpier:

Pier Rebar Quantity, mc:

Pier Tie/Spiral Size, St:

Pier Clear Cover, ccpier:

Neglected Depth, N:

Pier Shape:

Pier Rebar Size, Sc:

Pier Reinforcement Type:

Ext. Above Grade, E:

Pier Tie/Spiral Quantity, mt:

Pad Width, W:

Pad Thickness, T:

Pad Rebar Size (Bottom), Sp:

Foundation Bearing on Rock?

SST Unit Base Foundation

Site Name:

Leg Compression, Pcomp:

TIA-222 Revision:

Superstructure Analysis Reactions

H

Global Axial, P:

Global Shear, V:

North Umpqua Ranger District

Tower Centroid Offset?:

Pier Properties

Global Moment, M:

Leg Uplift. Shear, Vu_uplift:

BP Dist. Above Fdn, bpdist:

Block Foundation?:

Pad Shear - Comp 2-way (ksi)

Pier Compression (kip)

Pier Flexure (Comp.) (kip*ft)

Pad Shear - 1-way (kips)

Tower Height, H:

Base Face Width, BW:

Leg Uplift, Puplift: Pier Flexure (Tension) (kip*ft)

Bearing Pressure (ksf)

Overturning (kip*ft)

Top & Bot. Pad Rein. Different?:

Anchor Bolt Circle, BC: Flexural 2-way (Comp) (kip*ft)

Flexural 2-way (Tension) (kip*ft)

Pad Flexure (kip*ft)

Pad Shear - Tension 2-way (ksi)

Lateral (Sliding) (kips)

Foundation Analysis Checks

Version 3.2.0

JOB:

SHEET NUMBER: 1 OF 1

CALCULATED BY: DAR DATE 1/20/2020

CHECKED BY: LFC DATE 1/20/2020

CHECK BEAM SHEAR

Vu = 13.8 k fVc = 271.5 k Vc > Vu O.K Capacity: 5.08%

CHECK PUNCHING SHEAR

Vu = 15.4 k fVc = 275.1 k Vc > Vu O.K Capacity: 5.59%

CALCULATE REINFORCING REQUIRED

F'c = 4.0 ksi F'y = 60.0 ksi

0.52 in^2/ft (ACI 318 Sec. 10.5.4)

BOTTOM REINFORCING Bar Size= 6

Bar Spacing = 9.8 in.

d = 19.9 in.

Mu=

Solution: As,req = 0.04 in^2/ft As,temp controls

Check, As= 0.54 in^2/ft Capacity: 8.35%

TOP REINFORCING Bar Size= 6 Flexure across the diagonal controls.

Bar Spacing = 9.8 in.

d= 19.9 in.

Mu= fMn=0.9*As*Fy*d(1-0.59*As*Fy/(b*d*F'c))

Solution: As,req = 0.01 in^2/ft As,temp controls

Check, As= 0.54 in^2/ft Capacity: 1.70%

Temp & Shrinkage Reinforcement, As, temp =

9.8 in-k/ft

Stress and capacity calculations of reinforced concrete mat assume a fully rigid foundation and a linear

(triangular or trapeziodal) contact stress distribution based on factored loads.

North Umpqua Ranger District; TEP No. 242875.348255

-48.2 in-k/ft fMn=0.9*As*Fy*(d-1/2*As*Fy/(0.85*b*F'c))

80-ft ± Self Supporting Tower Foundation and Anchor Rod Design January 20, 2020

TEP Project Number 242875.348255, Revision 0 North Umpqua Ranger District

APPENDIX B

FOUNDATION AND ANCHOR ROD DESIGN DRAWINGS

NO. SHEET TITLE

INDEX OF SHEETS

REV

PROJECT TEAM

PROJECT CONTACT:

GEOTECHNICAL ENGINEER:

REFERENCED DOCUMENTS

January 20, 2020

DOCUMENT DATEREMARKS

ENGINEER OF RECORD PROJECT MANAGER:

TOWER MANUFACTURER:

FOUNDATION DESIGN:

0 01-20-20 FOUNDATION DRAWINGS

DAR RWT

TITLE SHEET

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603

OFFICE: (919) 661-6351

www.tepgroup.net

242875.348255T-1

SITE NAME:

NORTH UMPQUA RANGER DISTRICT

SITE NUMBER:

FOUNDATION & ANCHOR ROD DESIGN DRAWINGS

18782 NORTH UMPQUA HIGHWAY

GLIDE, OR 97443

(DOUGLAS COUNTY)

N43°17'55.96", W123°05'54.82"

SITE ADDRESS:

N/A

USDA FOREST SERVICE

UMPQUA NATIONAL

FOREST

FI CHECKLIST

PRE-CONSTRUCTION

X

CONSTRUCTION

POST-CONSTRUCTION

X

X

X

NA

X

X

X

NA

NA

X

X

NA

RECOMMENDATIONS

GENERAL CONTRACTOR

FI INSPECTOR

GENERAL

FOUNDATION INSPECTION NOTES:

REQUIRED PHOTOS

FI VERIFICATION INSPECTIONS

CORRECTION OF FAILING FI'S

CANCELLATION OR DELAYS IN SCHEDULED FI

X

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

FOREST

DAR RWT

N-1

FOUNDATION

INSPECTION

CHECKLIST & NOTES

WELDING NOTES:

STRUCTURAL STEEL NOTES:

ATTENTION

GENERAL NOTES:

N-2

PROJECT NOTES I

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

DAR RWT

LEG

WORKABLE GAGES

NOMINAL HOLE

DIMENSIONS

SHORT

SLOT

STANDARD

HOLE

BOLT

DIAMETER

ALLOWABLE ANGLE COPE

BOLT THREADS

BOLT

DIAMETER

THREAD

LENGTH

BOLT DETAILS

SINGLE SHEAR CONNECTIONS: DOUBLE SHEAR CONNECTIONS:

BOLT EDGE AND SPACING

SPACINGMIN. EDGE

BOLT

DIAMETER

NOTE:

SECTION AT CENTER AND

STITCH CONNECTION

BOLT LENGTHS OVER FOUR DIA. BUT NOT EXCEEDING EIGHT DIA.

BOLT LENGTHS UP TO AND INCLUDING FOUR DIA.

8.2.1 TURN-OF-THE-NUT TIGHTENING

BOLT TIGHTENING PROCEDURE:

N-3

PROJECT NOTES II

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

FINISHING:

CONCRETE:

GENERAL NOTES:

EXCAVATION:

REINFORCING STEEL:

FOUNDATION NOTES:

CONCRETE (CONTINUED):

N-4

FOUNDATION NOTES

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

SHEAR

MOMENT

FACTORED

DESIGN REACTIONS

AXIAL

NOTES:

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

FOREST

DAR RWT

S-1

FOUNDATION DESIGN

DETAILS I

FOUNDATION PLAN VIEW

SLOPE

CHANGE

PROPOSED

FOUNDATION

EXCAVATION

LIMITS

SLOPE TO

DRAIN

SLOPE TO

DRAIN

FILL AND COMPACTION NOTES:

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

FOREST

DAR RWT

FOUNDATION DESIGN

DETAILS II

FOUNDATION SECTION

SOIL PLAN VIEW

S-2

DESCRIPTION MEASUREMENT

DESCRIPTION MEASUREMENT

DESCRIPTION MEASUREMENT

DESCRIPTION MEASUREMENT

ANCHOR BOLT ACCESSORIES

NOTES

ANCHOR BOLT

DESIGN DETAILS

ANCHOR BOLT DETAIL

0 01-20-20 FOUNDATION DRAWINGS

NORTH UMPQUA

RANGER DISTRICT

TOWER ENGINEERING PROFESSIONALS

326 TRYON ROAD

RALEIGH, NC 27603-5263

OFFICE: (919) 661-6351

www.tepgroup.net

January 20, 2020

242875.348255

USDA FOREST SERVICE

UMPQUA NATIONAL

FOREST

S-3