STRUCTURAL CONDITION ASSESSMENTdnr.wi.gov/.../pdfs/Eagle_Tower_Condition_Assessment_Report.pdf · 22.04.2015 · 1.1 PROJECT OVERVIEW 1 1.2 PURPOSE OF REPORT 1 ... This Structural

STRUCTURAL CONDITION ASSESSMENT

PREPARED FOR:

STATE OF WISCONSIN DEPARTMENT OF NATURAL RESOURCES

12G1S-12 PENINSULA STATE PARK OBSERVATION TOWER

FISH CREEK, WISCONSIN

EDGE PROJECT NUMBER:

8016-12

MAY 20, 2015

624 Water Street Prairie du Sac, Wisconsin 53578

608.644.1449 Phone 608.644.1549 Fax

www.edgeconsult.com

TABLE OF CONTENTS

SECTION 1 INTRODUCTION 1 1.1 PROJECT OVERVIEW 1

1.2 PURPOSE OF REPORT 1

1.3 SCOPE OF SERVICES 1

SECTION 2 INVESTIGATION 2

2.1 BACKGROUND 2

2.2 DESCRIPTION OF EXISTING STRUCTURES 2

2.3 FIELD OBSERVATIONS 3

SECTION 3 REMARKS 5

3.1 MODELING & DESIGN LOADS 5

3.2 RECOMMENDATIONS 7

SECTION 4 LIMITATIONS AND RESTRICTIONS 8

APPENDICES Appendix A: Photographs Appendix B: Drawings Appendix C: Structural Calculations

8016-12_Condition Assessment Report_2015-05-20.docx Edge #8016-12 -1-

SECTION 1 INTRODUCTION

1.1 PROJECT OVERVIEW Edge Consulting Engineers, Inc. (Edge) has been engaged by the State of Wisconsin Department of Natural Resources (Client) to perform a structural condition assessment of the existing observation tower structure at the Peninsula State Park located in Fish Creek, Wisconsin. 1.2 PURPOSE OF REPORT The purpose of this assessment was to examine and comment on the condition of the structural components of the existing structure. The assessment is also intended to provide recommendations for repair of the structure. 1.3 SCOPE OF SERVICES The scope of services for this project included a field inspection of the existing observation tower to assess its current condition, core samples to visually inspect for signs of rot and decay, a structural model of the existing structure and a report to document our findings, opinions and recommendations. The project was completed in conformance with a client agreed upon scope of work, and utilizing the judgment of the structural engineer. The field review was limited to areas and elements that were determined to be accessible at the time of the inspection. Elements concealed by non-structural elements were not reviewed. A non-destructive approach was used throughout accessible areas; although some core samples were collected and observed as part of this project for the tower legs and timber support members. Recommendations and comments are based on the review conducted through the field inspection conducted on April 22, 2015. The following recommendations have been made as based on current standards and our accumulated knowledge and experience. This Structural Condition Assessment report has been prepared for the intended and exclusive use of Edge Consulting Engineers, Inc. and Client. Edge Consulting Engineers, Inc. does not assume any liability for the use of this report, or for the information included herein, or resulting in any damages from the use of this report by other parties.


SECTION 2 INVESTIGATION

2.1 BACKGROUND The existing observation tower structure is located at Peninsula State Park on the bluffs over Lake Michigan. The current tower was built in 1932 to replace the structure originally constructed in 1914. Modifications believed to have been completed in the1980’s to the existing tower include replacement framing that has been installed for the first and third levels. Plans for the original construction of the tower could not be located and were not available for use in our assessment. All subsequent work on the tower has been limited to minor maintenance and repairs. 2.2 DESCRIPTION OF EXISTING STRUCTURES The existing observation tower structure is a 5 legged timber structure which is approximately 76 feet tall and includes 3 levels of lookout platforms (30’, 51’ & 72’). There is an interior stair system which wraps the interior support column. The interior support column is a series of timber members that decrease in size with elevation; 12x12” at the tower base to 10x10” at the third level. The stair stringers are supported with a series of 6x6” posts at the tower base and 4x4” hangers from platform levels above. No information was available regarding the concrete footings for the interior support column or stair support posts. The four exterior legs are continuous timber columns that taper with elevation; 18.5” dia. at the tower base and 11.5” dia. at the third level. All columns bear directly on concrete footings and are attached by steel hardware. The four exterior columns include steel tie rod X-bracing between each platform level to provide lateral support. The steel tie rod X-bracing for the first level, second level and third level were measured to be approximately 1 1/8”, 1” and 7/8” in diameter respectively. No information was available regarding the concrete footings for the exterior columns. The first level platform level is supported by (2) 8x8” treated timber beams spanning east-west (EW) connected to the exterior of the columns with steel hardware. Two (2) 8x8” treated timber edge joists spanning north-south bear on the EW timber beams and are connected are to the exterior of the columns in the opposite direction. Doubled-up 2x12” treated lumber joists spanning north-south bear on the EW timber beams on the interior of each platform and are spaced approximately 16-inches O.C. The joists are topped with 2x8” treated lumber deck boards. The second level appears to be part of the1932 tower construction. The second level platform level is supported by (2) 8x8” timber beams spanning east -west connected to the exterior of the columns with steel hardware. Two (2) 8x8” timber edge joists spanning north-south bear on the EW timber beams and are connected are to the exterior of the columns in the opposite direction. Additional 3”x8” joists bear on the EW timber beams on the interior of each platform and are spaced approximately 16-inches O.C. The joists located on the east side of the second level also have been modified with additional 2x6” joist members. The joists are topped with 3x8” timber deck boards. The third level platform level is supported by (2) 8x8” timber beams spanning east-west (EW) connected to the exterior of the columns with steel hardware. Two (2) 8x8” timber edge joists


spanning north-south bear on the EW timber beams and are connected are to the exterior of the columns in the opposite direction. Single 2x12” treated lumber joists spanning north-south bear on the EW timber beams on the interior of each platform and are spaced approximately 16-inches O.C. The joists are topped with 2x8” treated lumber deck boards. The first level platform has a railing system consisting of 4x4” treated posts spaced approx. 5’ O.C. 2x8” treated rails and a 2x8” top rail. The second level platform has a railing system consisting of 4x4” timber posts spaced approx. 5’ O.C. and 3x6” timber rail members. The third level platform has a railing system consisting of 4x4” treated timber posts spaced approx. 6’ O.C. and 2x6” rail members. All three railing systems are approximately 44” in height. The stair system includes a series of landings which wrap the main interior column. The timber stair system consists of 3x12” stair treads approximately 29” wide supported by 3x8” stair stringers and 3x8” joists at stair landings. The stairs and landings are supported in three ways: main interior timber column, (2) additional 6x6” timber columns on either side of the stair system and hanging 4x4” supports from the platform levels above. 2.3 FIELD OBSERVATIONS Our field inspection was completed on April 22, 2015. Photos from this inspection have been included in Appendix A. At the time of the inspection the tower main structural components (columns, beams & deck), where visible, generally appeared to be in good condition. Some deck boards were deteriorated or otherwise damaged and needed replacement. A total of twelve (12) cores were taken on the tower structure; eight (8) from the tower legs and two (2) from 8x8” EW timber support members. A 2-1/2” void and a 4-1/2” void were detected at the base of the NE and SW tower columns respectively. An additional core was completed approximately 20’ above ground level on the NE tower leg just above an area with notable damage and a 2” void was detected. No voids were detected at the base of the NW and SE tower columns at the tower base. No voids were detected in the 8x8” treated timber member of the first level platform or 8x8” timber member of second level platform. In addition, several column members had checking cracks up to ½” in width but otherwise appeared to be in sound condition. It should be noted that our investigation of the column condition was based on visual inspection and a limited number of cores. Additional testing procedures including (radiograph and/ stress wave propagation testing) would be necessary to provide better insight as to the degree and severity of the deterioration of these support members. The tie rod X-bracing between columns was found to be extremely loose which is allowing the overall structure to move excessively in the wind and is causing hardware and fasteners throughout the structure to loosen. Overall structure movement was noticeable at the top level when utilizing weight shift of two individuals. The stair system and protective railings were generally found to be in fair to poor condition throughout the structure. These items included severely deteriorated and missing members, loose hardware and inadequate and inconsistent installation throughout. Several stair treads were severely deteriorated and in need of replacement. The 6x6” timber column stair supports have split down the middle and in need of replacement. The hanging 4x4 supports were all severely


deteriorated/dry rotted and in need of replacement. The structural adequacy of the several modifications to the hanging 4x4 supports that have been installed is indeterminate. In addition, several railings had bowed/damaged members and many top rails did not have adequate support.


SECTION 3 REMARKS

3.1 MODELING & DESIGN LOADS Using measurements obtained at the time of our inspection, the existing observation tower structure was modeled and evaluated to determine its adequacy. The original design loading criterion was not available for the tower structure and is unknown. As a result, loading conditions in accordance with current building code requirements (IBC 2009/ASCE7-05) were utilized. The following are the superimposed loads utilized in our analysis:

Decking (Dead Load): 5 psf Platforms Assembly (Live Load): 100 psf Stairs and Exit Ways (Live Load): 100 psf Snow Loads:

o Design Uniform Snow Load: 33.6 psf o Flat Roof Snow Load, Pf: 33.6 psf o Balanced Snow Load, Ps: 33.6 psf o Ground Snow Load, Pg: 50.0 psf o Importance Factor, I: 1.00 o Snow Exposure Factor, Ce: 0.80 o Thermal Factor, Ct: 1.20 o Sloped-roof Factor, Cs: 1.00

Wind Design Data: o Basic Wind Speed, V: 90 mph o Importance Factor, I: 1.00 o Occupancy Category: II o Mean Roof Height: 72 ft. o Exposure Category: D o Enclosure Classification: Open o Internal Pressure coefficient: +/- 0.00 o Directionality, Kd: 0.95

Seismic Design Data: o Occupancy Category: II o Importance Factor, I: 1.00 o Mapped Spectral Response, Ss: 5.80 %g o Mapped Spectral Response, S1: 2.80 %g o Site Class: D o Spectral Response Coef., Sds: 0.062 o Spectral Response Coef., Sd1: 0.045 o Seismic Design Category: A o Design Base Shear: 0.792 kips o Seismic Response Coefficient, Cs; 0.01 o Response Modification Factor, R: 3 o Analysis Procedure: Index Force Analysis


The original structural member design material properties were not available for the tower structure and are unknown. The following are the assumptions for material properties were utilized in our analysis:

Steel members and connections: A36 steel Timber Members (1932 construction): Douglas-Fir-Larch No.1 Treated Lumber Members: Spruce-Pine-Fir No.1/No.2

The results of our analysis indicate that the existing observation tower structure is not structurally adequate to support the superimposed loading conditions.

Capacity Ratio(%)

Comment

Columns6x6" Stair Support 278.0% Not Adequate10x10" Center Support 175.0% Not Adequate12x12" Center Support 172.0% Not Adequate

D16 Tower Legs 83.0% AdequateJoists

3rd Level @ 72' 186.0% Not Adequate2nd Level @ 51' 236.0% Not Adequate

H2 1st Lvl @ 30' 163.0% Not AdequateTimber Beams (Joist support)

3rd Level @ 72' 106.0% Not Adequate2nd Level @ 51' 149.0% Not Adequate

TG1 1st Lvl @ 30' 321.0% Not AdequateTie Rod X-Bracing

3rd Level @ 72' 78.0% Adequate2nd Level @ 51' 117.0% Not Adequate

GC381st Lvl @ 30' 185.0% Not AdequateMisc.

Stair Landing Support (2nd landing) 153.0% Not Adequate\ Stair Stringer (7th Landing to 3rd Lvl) 119.0% Not Adequate

Tower Structure Elements

Capacity - Results

It should be noted that the modeled members were assumed to be in a new, non-deteriorated condition. The weathered and deteriorated condition of the tower timber members will indeed reduce their overall capacity; however we are not able to definitively determine how much of an effect this plays based on current information. Additional testing procedures including (radiograph and/ stress wave propagation testing) could be done to provide better insight as to the degree and severity of the deterioration. The original tower foundation designs were not provided at the time of this investigation. Therefore, no analysis was performed and no recommendations were formulated in regards to the adequacy of the towers foundations. See Appendix C for structural calculations.


3.2 RECOMMENDATIONS Based on our field inspection and analysis, it is our opinion that the existing observation tower structure is not structurally adequate to support the superimposed loading conditions and should not be utilized in its current condition. The original design loading criterion was not available for the tower structure and is unknown. As a result, loading conditions in accordance with current building code requirements (IBC 2009/ASCE7-05) were utilized. From analysis, the tower structure could handle a live load of approximately 30-40 psf. However, the lateral bracing provided by the steel tie rod X-bracing would still be inadequate for the design code related wind loading. After speaking with members of the park staff regarding the volume and magnitude of traffic from the public for the tower structure, a live load of 100psf is more appropriate to depict the expected loading the tower structure would experience. Given the age of the tower structure, condition of the structural members and inadequate connections, modification of the existing tower structure is not recommended as a viable option to address the structural deficiencies identified. We recommend that the tower structure be closed to the public, razed and a new tower be constructed that will adequately support the expected loading conditions.


SECTION 4 LIMITATIONS AND RESTRICTIONS

1. This report was prepared in accordance with generally accepted structural engineering practices and makes no other warranties, either expressed or implied, as to the professional advice provided under the terms of the agreement between Engineer and Client. This report has not been prepared for uses or parties other than those specifically named, or for uses or applications other than those enumerated herein. The report may contain insufficient or inaccurate information for other purposes, applications, and/or other uses.

2. This report is intended for the use of the client, and cannot be utilized or relied upon by other parties without the written consent of Edge Consulting Engineers.

3. Edge consulting Engineers is not responsible for any, and all, modifications completed prior to, or hereafter, which Edge Consulting Engineers was not, or will not, be directly involved.

4. The conclusions, and recommendations contained within this report are based upon the supplied and attained information as described within the report. If it is known, or becomes known, that any item(s) are in conflict with what is described within this document, this report should be considered void and Edge Consulting Engineers should be contacted immediately.

5. Edge Consulting Engineers disclaims all liability for any information, conclusion, or recommendation that is not expressly stated or represented within this report.

6. Edge Consulting Engineers shall not be liable for any incidental, consequential, indirect, special or punitive damages arising out of any claim associated with the use of this report.

APPENDIX A

PHOTOGRAPHS

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APPENDIX B

DRAWINGS

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5/7/15OBSERVATION TOWER

PENINSULA STATE PARK


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SCALE:Edge

Consulting Engineers, Inc.

www.edgeconsult.com

608.644.1549 fax

608.644.1449 voice

Prairie du Sac, WI 53578

624 Water Street PLOT DATE:

FILE NAME:

PROJECT #:

ISSUE DATE:

DRAWN BY:

SHEET NUMBER:

C EDGE CONSULTING ENGINEERS, INC.I:\8000\8016\12-Peninsula State Park Observation Tower\CAD\8016-12 Tower.dgn

SHEET TITLE:

S-1

NORTH ELEVATION

BASE

= PHOTO REFERENCE4

21'-0"

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51' LEVEL

30' LEVEL

10'

8.5" x 11" - 1" = 10'

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SHEET TITLE:

S-2

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EAST ELEVATION

= PHOTO REFERENCE4

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21'-0"

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10'

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S-3

BASE & 30' LEVELS

22'-0"

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PARKING LOT

= PHOTO REFERENCE4

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www.edgeconsult.com

608.644.1549 fax

608.644.1449 voice



FILE NAME:

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ISSUE DATE:

DRAWN BY:

SHEET NUMBER:


SHEET TITLE:

NORTH

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APPENDIX C

STRUCTURAL CALCULATIONS

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Example: +34 40 50.12 for 34N 40' 50.12"

Degrees Minutes Seconds

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© iTouchMap.com 2007-2014

Latitude and Longitude of a Point http://itouchmap.com/latlong.html

1 of 1 5/5/2015 4:55 PM

Edge Consulting Engineers, Inc. JOB TITLE Eagle Tower624 Water Street Peninsula State Park

Prairie du Sac, WI 53578 JOB NO. 8016-12 SHEET NO.

608.644.1449 CALCULATED BY BPB DATE 5/5/14CHECKED BY DATE

Seismic Loads: IBC 2009 Strength Level Forces

Occupancy Category : IIImportance Factor (I) : 1.00

Site Class : D

Ss (0.2 sec) = 5.80 %gS1 (1.0 sec) = 2.80 %g

Fa = 1.600 Sms = 0.093 SDS = 0.062 Design Category = A

Fv = 2.400 Sm1 = 0.067 SD1 = 0.045 Design Category = A

Seismic Design Category = A ASCE7 Section 11.4.1 Exception Applies

Number of Stories: 3

Structure Type: All other building systems

Horizontal Struct Irregularities:No plan Irregularity

Vertical Structural Irregularities:No vertical Irregularity

Flexible Diaphragms: Yes

Building System: Structural steel systems not specifically detailed for seismic resistance

Seismic resisting system: Structural steel systems not specifically detailed for seismic resistance

System Structural Height Limit: Height not limitedActual Structural Height (hn) =72.0 ft

DESIGN COEFFICIENTS AND FACTORS

Response Modification Coefficient (R) = 3 Over-Strength Factor (Ωo) = 2.5

Deflection Amplification Factor (Cd) = 3SDS = 0.062SD1 = 0.045

ρ = redundancy coefficienSeismic Load Effect (E) = ρ QE +/- 0.2SDS D = ρ QE +/- 0.012D QE = horizontal seismic force

Special Seismic Load Effect (Em) = Ωo QE +/- 0.2SDS D = 2.5 QE +/- 0.012D D = dead load

PERMITTED ANALYTICAL PROCEDURES

Index Force Analysis (Seismic Category A only) - Minimum lateral force Fx = 0.01Wx at each floor leve

Simplified Analysis - Use Equivalent Lateral Force Analysis

Equivalent Lateral-Force Analysis - PermittedBuilding period coef. (CT) = 0.020 Cu = 1.70

Approx fundamental period (Ta) = CThnx = 0.494 sec x= 0.75 Tmax = CuTa = 0.840

User calculated fundamental period (T) = 0 sec Use T = 0.494Long Period Transition Period (TL) = ASCE7 map = 12

Seismic response coef. (Cs) = SDSI/R = 0.021

need not exceed Cs = Sd1 I /RT = 0.030but not less than Cs = 0.010

USE Cs = 0.021Design Base Shear V = 0.021W

Model & Seismic Response Analysis - Permitted (see code for procedure)

ALLOWABLE STORY DRIFT

Structure Type: All other structures

Allowable story drift = 0.020hsx where hsx is the story height below level x

bballweg

Text Box

Seismic Design Category A Use Index Force Analysis Cs = 0.01 V = Cs*W = 0.01*32.0k V = 0.320 kips *Wind Governs*




Snow Loads : ASCE 7-05 Nominal Snow Forces

Roof slope = 0.0 degHoriz. eave to ridge dist (W) = 20.0 ft

Roof length parallel to ridge (L) = 20.0 ft

Type of Roof MonoslopeGround Snow Load Pg = 50.0 psfOccupancy Category = IIImportance Factor I = 1.0Thermal Factor Ct = 1.20Exposure Factor Ce = 0.8

Pf = 0.7*Ce*Ct*I*Pg = 33.6 psfUnobstructed Slippery Surface no

Sloped-roof Factor Cs = 1.00Balanced Snow Load Ps = 33.6 psf

Rain on Snow Surcharge Angle 0.40 degCode Maximum Rain Surcharge 5.0 psfRain on Snow Surcharge = 0.0 psfPs plus rain surcharge = 33.6 psfMinimum Snow Load Pfmin = 20.0 psf

NOTE: Alternate spans of continuous beams Uniform Roof Design Snow Load = 33.6 psf and other areas shall be loaded with half the

design roof snow load so as to produce the greatest possible effect - see code.

Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long

Upwind fetch lu = 0.0 ftProjection height h = 0.0 ftSnow density g = 20.5 pcfBalanced snow height hb = 1.64 ft

hd = 1.50 ft hc = -1.64 ft

hc/hb <0.2 = -1.0 Therefore, no driftDrift height (hc) = 0.00 ftDrift width w = -13.11 ftSurcharge load: pd = γ*hd = 0.0 psfBalanced Snow load: = 33.6 psf

33.6 psf

Windward Snow Drifts 2 - Against walls, parapets, etc > 15' Upwind fetch lu = 0.0 ftProjection height h = 0.0 ftSnow density g = 20.5 pcfBalanced snow height hb = 1.64 ft

hd = 1.50 ft hc = -1.64 ft

hc/hb <0.2 = -1.0 Therefore, no driftDrift height (hc) = 0.00 ftDrift width w = -13.11 ftSurcharge load: pd = γ*hd = 0.0 psf




Wind Loads - Other Structures: ASCE 7 - 05 Nominal Wind Pressures

Importance Factor = 1.00Gust Effect Factor (G) = 0.85 90 mph

Kzt = 1.47 Exposure = D

A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open)

s/h = #DIV/0! Case A & B

Dist to sign top (h) 0.0 ft B/s = #DIV/0! Cf = #DIV/0!

Height (s) 0.0 ft Lr/s = #DIV/0! F = qz G Cf As = #DIV/0! AsWidth (B) 200.0 ft Kz = 1.030 As = 10.0 sfWall Return (Lr) = qz = 26.6 psf F = #DIV/0! lbsDirectionality (Kd) 0.85

Percent of open area Open reduction CaseCto gross area 0.0% factor = 1.00 Horiz dist from

windward edge Cf F=qzGCfAs (psf)Case C reduction factors #DIV/0! #DIV/0! #DIV/0! As

Factor if s/h>0.8 = #DIV/0! #DIV/0! #DIV/0! #DIV/0! AsWall return factor #DIV/0! #DIV/0! #DIV/0! #DIV/0!

for Cf at 0 to s = #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!

B. Open Signs & Lattice Frameworks (openings 30% or more of gross area)

Height to centroid of Af (z) 38.0 ft Kz = 1.211Base pressure (qz) = 31.3 psf

Width (zero if round) 1.5 ft

Diameter (zero if rect) 0.0 ft F = qz G Cf Af = 42.6 AfPercent of open area Î = 0.35 Solid Area: Af = 0.0 sf

to gross area 65.0% Cf = 1.6 F = 0 lbsDirectionality (Kd) 0.85

C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures

Height to centroid of Af (z) 0.0 ft Kz = 1.030

Cross-Section Square Base pressure (qz) = 28.2 psfDirectionality (Kd) 0.90 h/D = #DIV/0!Height (h) 0.0 ftWidth (D) 0.0 ftType of Surface N/A

Square (wind along diagonal) Square (wind normal to face)Cf = #DIV/0! Cf = #DIV/0!

F = qz G Cf Af = #DIV/0! Af F = qz G Cf Af = #DIV/0! Af

Af = 10.0 sf Af = 0.0 sf

F = #DIV/0! lbs F = #DIV/0! lbs

D. Trussed Towers


0.35 Base pressure (qz) = 35.0 psf

Tower Cross Section square

Member Shape flat Diagonal wind factor = 1.2Directionality (Kd) 0.95 Round member factor = 1.000

Square (wind along tower diagonal) Square (wind normal to face)Cf = 2.90 Cf = 2.42

F = qz G Cf Af = 86.3 Af F = qz G Cf Af = 71.9 Af

Solid Area: Af = 1.0 sf Solid Area: Af = 1.0 sf

F = 86 lbs F = 72 lbs

Wind Speed =




Wind Loads - Other Structures: ASCE 7 - 05 Nominal Wind Pressures

Importance Factor = 1.00Gust Effect Factor (G) = 0.85 90 mph

Kzt = 1.47 Exposure = D

A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open)

s/h = #DIV/0! Case A & B

Dist to sign top (h) 0.0 ft B/s = #DIV/0! Cf = #DIV/0!

Height (s) 0.0 ft Lr/s = #DIV/0! F = qz G Cf As = #DIV/0! AsWidth (B) 200.0 ft Kz = 1.030 As = 10.0 sfWall Return (Lr) = qz = 26.6 psf F = #DIV/0! lbsDirectionality (Kd) 0.85

Percent of open area Open reduction CaseCto gross area 0.0% factor = 1.00 Horiz dist from

windward edge Cf F=qzGCfAs (psf)Case C reduction factors #DIV/0! #DIV/0! #DIV/0! As

Factor if s/h>0.8 = #DIV/0! #DIV/0! #DIV/0! #DIV/0! AsWall return factor #DIV/0! #DIV/0! #DIV/0! #DIV/0!

for Cf at 0 to s = #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!#DIV/0! #DIV/0! #DIV/0! #DIV/0!

B. Open Signs & Lattice Frameworks (openings 30% or more of gross area)

Height to centroid of Af (z) 38.0 ft Kz = 1.211Base pressure (qz) = 31.3 psf

Width (zero if round) 1.5 ft

Diameter (zero if rect) 0.0 ft F = qz G Cf Af = 42.6 AfPercent of open area Î = 0.35 Solid Area: Af = 0.0 sf

to gross area 65.0% Cf = 1.6 F = 0 lbsDirectionality (Kd) 0.85

C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures


Cross-Section Square Base pressure (qz) = 28.2 psfDirectionality (Kd) 0.90 h/D = #DIV/0!Height (h) 0.0 ftWidth (D) 0.0 ftType of Surface N/A

Square (wind along diagonal) Square (wind normal to face)Cf = #DIV/0! Cf = #DIV/0!

F = qz G Cf Af = #DIV/0! Af F = qz G Cf Af = #DIV/0! Af

Af = 10.0 sf Af = 0.0 sf

F = #DIV/0! lbs F = #DIV/0! lbs

D. Trussed Towers


0.35 Base pressure (qz) = 35.0 psf

Tower Cross Section square

Member Shape round Diagonal wind factor = 1.2Directionality (Kd) 0.95 Round member factor = 0.634

Square (wind along tower diagonal) Square (wind normal to face)Cf = 1.84 Cf = 1.53

F = qz G Cf Af = 54.7 Af F = qz G Cf Af = 45.5 Af

Solid Area: Af = 1.0 sf Solid Area: Af = 1.0 sf

F = 55 lbs F = 46 lbs

Wind Speed =

Edge Consulting Engineer...

BPB

8016-12

Eagle Tower

SK - 1

May 19, 2015 at 2:40 PM

8016-12_Peninsula State Park Ob...

Y

XZ


BPB

8016-12

Eagle Tower

SK - 2

May 19, 2015 at 2:40 PM


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Y

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BPB

8016-12

Eagle Tower

SK - 3

May 19, 2015 at 2:40 PM


M9

M155M158

M18

0

M155

M190

M18

5

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Y

XZ


BPB

8016-12

Eagle Tower

SK - 4

May 19, 2015 at 2:41 PM


16

RN

D

3X83X8

6X

6

3X8

2-3X8

12X

12

3X8

3X8

3X8

1 1/8" Rod 1 1/

8" R

od

3X8

4X

46

X6

2-3X8

1 1/8" Rod1

1/8"

Rod

3X8

12X

126X

6

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612X

12

2-2X128X8

Solid Bar 3/4"

6X

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RN

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RN

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8X8

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12RN

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Solid Bar 3/4"

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SR 7/8SR 7/8

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2X122-2X12

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10

RN

D

8X8

2-2X12

2X122X12

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2-2X12

2X12

2X128X8 8X88X82X128X8

8X8

2X12

8X88X8

10

RN

D

8X88X8 8X88X88X8

Y

XZ


BPB

8016-12

Eagle Tower

SK - 5

May 19, 2015 at 2:42 PM


-.003k/ft

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Y

XZ

Loads: BLC 1, DL


BPB

8016-12

Eagle Tower

SK - 6

May 19, 2015 at 2:42 PM


-.067k/ft

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Y

XZ

Loads: BLC 2, LL


BPB

8016-12

Eagle Tower

SK - 7

May 19, 2015 at 2:42 PM


-.023k/ft

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Y

XZ

Loads: BLC 3, SL


BPB

8016-12

Eagle Tower

SK - 8

May 19, 2015 at 2:42 PM


.071k/ft

.056k/ft

.071k/ft

.056k/ft

.071k/ft

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8k

6.3k

8.181k

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.305k

.305k

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.305k

.305k

Y

XZ

Loads: BLC 4, WLx


BPB

8016-12

Eagle Tower

SK - 9

May 19, 2015 at 2:42 PM


.071k/ft

.056k/ft

.071k/ft

.056k/ft

.071k/ft

.056k/ft

.071k/ft

.056k/ft.056k/ft

.046k/ft

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.036k/ft

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.036k/ft

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.06k/ft

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8k

6.3k

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.26k

Y

XZ

Loads: BLC 5, WLz

Company : Edge Consulting Engineers, Inc. May 20, 2015Designer : BPBJob Number : 8016-12 Checked By:_____Model Name : Eagle Tower

Envelope AISC 13th(360-05): ASD Steel Code ChecksMember Shape Code Check Loc...... Shea...Loc...... ... Pnc/o... Pnt/o... Mnyy/... Mnzz/... ... Eqn

1 M1 1 1/8" Rod 1.800 34....15 .007 34.... 16 .068 21.428 .402 .402 ... H1-1a

2 M2 1 1/8" Rod 1.659 34....16 .006 34.... 15 .068 21.428 .402 .402 ... H1-1a

3 M4 1 1/8" Rod 1.800 34....13 .007 34.... 16 .068 21.428 .402 .402 ... H1-1a

4 M5 1 1/8" Rod 1.666 34....16 .007 34.... 13 .068 21.428 .402 .402 ... H1-1a

5 M7 1 1/8" Rod 1.848 34....13 .007 34.... 14 .068 21.428 .402 .402 ... H1-1a

6 M8 1 1/8" Rod 1.663 34....14 .007 34.... 13 .068 21.428 .402 .402 ... H1-1a

7 M10 1 1/8" Rod 1.849 34....15 .007 0 14 .068 21.428 .402 .402 ... H1-1a

8 M11 1 1/8" Rod 1.654 34....14 .007 34.... 15 .068 21.428 .402 .402 ... H1-1a

9 M44 RB 1 1.123 27....14 .003 27.... 15 .07 16.931 .282 .282 ... H1-1a

10 M45 RB 1 1.153 27....15 .004 27.... 14 .07 16.931 .282 .282 ... H1-1a

11 M46 SR 7/8 .781 26....15 .004 0 23 .044 12.963 .189 .189 ... H1-1a

12 M47 SR 7/8 .726 26....14 .006 0 21 .044 12.963 .189 .189 ... H1-1a

13 M48 RB 1 1.152 27....13 .004 27.... 14 .07 16.931 .282 .282 ... H1-1a

14 M49 RB 1 1.121 27....14 .003 27.... 13 .07 16.931 .282 .282 ... H1-1a

15 M50 SR 7/8 .781 26....13 .004 0 12 .044 12.963 .189 .189 ... H1-1a

16 M51 SR 7/8 .732 26....14 .006 0 23 .044 12.963 .189 .189 ... H1-1a

17 M52 RB 1 1.170 27....13 .004 27.... 16 .07 16.931 .282 .282 ... H1-1a

18 M53 RB 1 1.120 27....16 .003 27.... 13 .07 16.931 .282 .282 ... H1-1a

19 M54 SR 7/8 .725 26....28 .005 0 24 .044 12.963 .189 .189 ... H1-1a

20 M55 SR 7/8 .747 26....13 .004 26.... 21 .044 12.963 .189 .189 ... H1-1a

21 M56 RB 1 1.123 27....16 .003 0 15 .07 16.931 .282 .282 ... H1-1a

22 M57 RB 1 1.170 27....15 .004 27.... 22 .07 16.931 .282 .282 ... H1-1a

23 M58 SR 7/8 .721 26....16 .005 26.... 24 .044 12.963 .189 .189 ... H1-1a

24 M59 SR 7/8 .747 26....15 .004 26.... 23 .044 12.963 .189 .189 ... H1-1a

25 M196 Solid Bar 3/4" .359 1.5 13 .013 0 22 1.801 9.524 .119 .119 ... H1-1a

26 M197 Solid Bar 3/4" .393 1.5 15 .005 0 22 1.801 9.524 .119 .119 ... H1-1a

27 M198 Solid Bar 3/4" .333 1.5 13 .005 0 14 1.801 9.524 .119 .119 ... H1-1a

28 M199 Solid Bar 3/4" .422 1.5 15 .005 0 14 1.801 9.524 .119 .119 ... H1-1a

29 M200 Solid Bar 3/4" .416 1.5 13 .007 0 24 1.801 9.524 .119 .119 ... H1-1a

30 M201 Solid Bar 3/4" .689 1.5 23 .009 0 24 1.801 9.524 .119 .119 ... H1-1a

31 M202 Solid Bar 3/4" .261 1.5 13 .015 0 22 1.801 9.524 .119 .119 ... H1-1a

32 M203 Solid Bar 3/4" .929 1.5 23 .010 0 14 1.801 9.524 .119 .119 ... H1-1a

33 M204 Solid Bar 3/4" .677 1.5 21 .021 0 16 1.801 9.524 .119 .119 ... H1-1a

Envelope Wood Code ChecksMember Shape Code Check Loc[ft] LC Shear ...Loc[ft]Dir LC Fc' [ksi] Ft' [ksi] Fb1' [k...Fb2' [k...Fv' [ksi] Eqn

1 M3 16RND .773 28.7... 22 .410 29.1... y 13 .671 1.32 1.887 1.397 .272 3.9-32 M6 16RND .723 28.7... 22 .410 29.1... y 15 .671 1.32 1.887 1.397 .272 3.9-33 M9 16RND .741 28.7... 24 .421 29.1... y 15 .671 1.32 1.887 1.397 .272 3.9-34 M12 16RND .785 28.7... 24 .421 29.1... y 13 .671 1.32 1.887 1.397 .272 3.9-35 M21 12RND .829 19.9... 24 .406 20.1... z 13 .753 1.32 1.92 1.421 .272 3.9-36 M24 12RND .845 21.0... 23 .414 20.1... z 15 .753 1.32 1.92 1.421 .272 3.9-37 M27 12RND .828 19.9... 24 .406 20.1... z 15 .753 1.32 1.92 1.421 .272 3.9-38 M29 12RND .836 19.9... 22 .414 20.1... z 13 .753 1.32 1.92 1.421 .272 3.9-39 M32 10RND .750 19.9... 13 .274 20.1... z 13 .549 1.32 1.92 1.421 .272 3.9-310 M35 10RND .706 19.9... 15 .262 20.1... y 15 .549 1.32 1.92 1.421 .272 3.9-311 M38 10RND .749 19.9... 15 .274 20.1... z 15 .549 1.32 1.92 1.421 .272 3.9-312 M41 10RND .707 19.9... 13 .261 20.1... y 13 .549 1.32 1.92 1.421 .272 3.9-313 M60 2-2X12 .721 9.884 9 .266 0 y 9 1.127 .45 1.005 1.208 .135 3.9-314 M61 8X8 3.214 2.337 9 1.495 2.337 y 9 .269 .55 .85 .629 .125 3.9-315 M62 2-2X12 .721 9.884 9 .265 0 y 9 1.127 .45 1.005 1.208 .135 3.9-316 M63 8X8 3.033 2.337 9 1.459 2.337 y 9 .269 .55 .85 .629 .125 3.9-117 M64 8X8 .849 1.03 9 .647 .824 y 9 .331 .55 .85 .85 .125 3.9-318 M65 8X8 .844 1.03 9 .647 .824 y 9 .331 .55 .85 .85 .125 3.9-3

RISA-3D Version 13.0.0 Page 1 [I:\...\...\...\...\...\8016-12_Peninsula State Park Observation Tower_2015-05-19.r3d]


Envelope Wood Code Checks (Continued)Member Shape Code Check Loc[ft] LC Shear ...Loc[ft]Dir LC Fc' [ksi] Ft' [ksi] Fb1' [k...Fb2' [k...Fv' [ksi] Eqn

19 M66 2-2X12 1.626 14.8... 9 .993 14.0... y 21 1.127 .45 1.005 1.208 .135 3.9-320 M67 2-2X12 .889 9.884 9 1.054 2.471 y 9 1.127 .45 1.005 1.208 .135 3.9-321 M68 2-2X12 1.035 9.884 9 1.094 2.471 y 9 1.127 .45 1.005 1.208 .135 3.9-322 M69 6X6 1.529 0 9 1.126 7 y 15 .872 .825 1.2 .888 .17 3.9-323 M70 2X12 .163 2.442 9 .560 4.884 y 9 1.064 .45 .999 1.208 .135 3.9-324 M71 2-2X12 1.367 9.884 9 .547 0 y 9 1.127 .45 1.005 1.208 .135 3.9-325 M72 2-2X12 1.367 9.884 9 .541 0 y 9 1.127 .45 1.005 1.208 .135 3.9-326 M73 2-2X12 1.367 9.884 9 .527 19.7... y 9 1.127 .45 1.005 1.208 .135 3.9-327 M74 2-2X12 1.367 9.884 9 .507 19.7... y 9 1.127 .45 1.005 1.208 .135 3.9-328 M75 2-2X12 1.367 9.884 9 .544 0 y 9 1.127 .45 1.005 1.208 .135 3.9-329 M76 2-2X12 1.367 9.884 9 .536 0 y 9 1.127 .45 1.005 1.208 .135 3.9-330 M77 2-2X12 1.367 9.884 9 .522 0 y 9 1.127 .45 1.005 1.208 .135 3.9-331 M78 2-2X12 1.367 9.884 9 .504 0 y 9 1.127 .45 1.005 1.208 .135 3.9-332 M79 2-2X12 1.367 9.884 9 .521 0 y 9 1.127 .45 1.005 1.208 .135 3.9-333 M80 2-2X12 1.367 9.884 9 .541 0 y 9 1.127 .45 1.005 1.208 .135 3.9-334 M81 2X12 .163 2.442 9 .919 0 y 9 1.064 .45 .999 1.208 .135 3.9-335 M82 2-2X12 .062 1.5 9 .860 0 y 9 .679 .45 .874 1.05 .135 3.9-336 M83 3X8 .916 6.45 9 .600 6.326 y 21 1.481 .81 1.198 1.38 .18 3.9-137 M84 2-2X12 .066 1.5 9 .493 0 y 9 .679 .45 .874 1.05 .135 3.9-338 M85 2X12 .072 1.618 9 .717 0 y 9 1.064 .45 .999 1.208 .135 3.9-339 M86 2-2X12 .024 1.5 9 .927 0 y 9 .679 .45 .874 1.05 .135 3.9-340 M87 2-2X12 .024 1.5 9 .927 0 y 9 .679 .45 .874 1.05 .135 3.9-341 M88 3X8 .896 6.283 23 .952 6.283 z 15 2.259 1.296 1.915 2.208 .288 3.9-142 M89 2-2X12 .024 1.5 9 .611 0 y 9 .679 .45 .874 1.05 .135 3.9-343 M90 2-2X12 .024 1.5 9 .611 0 y 9 .679 .45 .874 1.05 .135 3.9-344 M91 3X8 1.191 6.283 21 1.557 6.283 z 13 2.259 1.296 1.915 2.208 .288 3.9-145 M92 2X12 .955 8.237 9 .476 0 y 9 1.064 .45 .999 1.208 .135 3.9-346 M93 8X8 .802 11.0... 9 .693 16.1... y 9 .488 .825 1.2 .888 .17 3.9-347 M94 2X12 .955 8.237 9 .477 0 y 9 1.064 .45 .999 1.208 .135 3.9-348 M95 8X8 1.061 10.11 9 .758 16.1... y 9 .488 .825 1.2 .888 .17 3.9-349 M96 8X8 .671 15.4... 9 .446 15.4... y 9 .554 .825 1.2 .888 .17 3.9-350 M97 8X8 .707 15.4... 9 .439 15.4... y 9 .554 .825 1.2 1.2 .17 3.9-351 M98 2X12 1.264 8.237 9 .690 8.237 y 9 1.064 .45 .999 1.208 .135 3.9-352 M99 2-2X12 .877 8.237 9 .433 8.237 y 9 1.127 .45 1.005 1.208 .135 3.9-353 M100 2-2X12 1.815 8.237 9 1.025 3.089 y 21 1.127 .45 1.005 1.208 .135 3.9-354 M101 2X12 1.856 8.237 9 .812 0 y 9 1.064 .45 .999 1.208 .135 3.9-355 M102 2X12 1.856 8.237 9 .834 0 y 9 1.064 .45 .999 1.208 .135 3.9-356 M103 2X12 .072 1.619 9 .787 0 y 9 1.064 .45 .999 1.208 .135 3.9-357 M104 2X12 1.856 8.237 9 .859 0 y 9 1.064 .45 .999 1.208 .135 3.9-358 M105 2X12 1.856 8.237 9 .862 0 y 9 1.064 .45 .999 1.208 .135 3.9-359 M106 2X12 1.856 8.237 9 .857 0 y 9 1.064 .45 .999 1.208 .135 3.9-360 M107 2X12 1.856 8.237 9 .859 0 y 9 1.064 .45 .999 1.208 .135 3.9-361 M108 2X12 1.856 8.237 9 .863 0 y 9 1.064 .45 .999 1.208 .135 3.9-362 M109 2X12 1.856 8.237 9 .859 0 y 9 1.064 .45 .999 1.208 .135 3.9-363 M110 3X8 1.215 9.061 9 .326 0 y 9 1.481 .81 1.378 1.587 .18 3.9-364 M111 8X8 1.490 2.096 9 .848 2.096 y 9 .407 .825 1.2 .888 .17 3.9-365 M112 3X8 1.215 9.061 9 .326 0 y 9 1.481 .81 1.378 1.587 .18 3.9-366 M113 8X8 1.333 2.096 9 .795 2.096 y 9 .407 .825 1.2 .888 .17 3.9-167 M114 8X8 .502 1.133 9 .348 .944 y 9 .482 .825 1.2 1.2 .17 3.9-368 M115 8X8 .497 1.133 9 .348 .944 y 9 .482 .825 1.2 .888 .17 3.9-369 M116 3X8 .141 1.5 9 .425 3 y 9 1.532 .81 1.198 1.38 .18 3.9-370 M117 3X8 .843 6.283 23 .821 6.283 z 15 2.259 1.296 1.915 2.208 .288 3.9-171 M118 3X8 .117 1.5 9 .542 3 y 9 1.532 .81 1.198 1.38 .18 3.9-372 M119 2-3X8 .507 9.061 9 .856 9.061 y 21 1.481 .81 1.379 1.587 .18 3.9-373 M120 3X8 .827 9.061 9 .773 9.061 y 9 1.481 .81 1.378 1.587 .18 3.9-374 M121 3X8 1.019 9.061 9 .601 14.1... y 21 1.481 .81 1.378 1.587 .18 3.9-375 M122 3X8 2.358 9.061 9 .644 0 y 9 1.481 .81 1.378 1.587 .18 3.9-3




76 M123 3X8 2.358 9.061 9 .640 0 y 9 1.481 .81 1.378 1.587 .18 3.9-377 M124 3X8 2.358 9.061 9 .625 0 y 9 1.481 .81 1.378 1.587 .18 3.9-378 M125 3X8 2.358 9.061 9 .624 0 y 9 1.481 .81 1.378 1.587 .18 3.9-379 M126 3X8 .118 2.03 9 1.032 0 y 9 1.481 .81 1.378 1.587 .18 3.9-380 M127 3X8 .118 2.03 9 .456 4.061 y 9 1.481 .81 1.378 1.587 .18 3.9-381 M128 3X8 2.358 9.061 9 .644 0 y 9 1.481 .81 1.378 1.587 .18 3.9-382 M129 3X8 2.358 9.061 9 .639 0 y 9 1.481 .81 1.378 1.587 .18 3.9-383 M130 3X8 2.358 9.061 9 .625 0 y 9 1.481 .81 1.378 1.587 .18 3.9-384 M131 3X8 .707 7.25 15 .683 3.021 z 27 1.069 1.296 1.903 2.208 .288 3.9-185 M132 4X4 .246 0 14 1.157 0 z 15 .218 1.62 2.4 2.4 .288 3.6.386 M133 3X8 .568 3 22 .165 3 y 22 2.196 1.296 1.894 2.208 .288 3.9-387 M134 4X4 .193 0 14 1.194 0 z 15 .218 1.62 2.4 2.4 .288 3.6.388 M135 3X8 .771 7.25 23 1.001 3.021 z 15 1.069 1.296 1.903 2.208 .288 3.9-389 M136 4X4 .357 0 24 1.215 0 z 13 .218 1.62 2.4 2.4 .288 3.6.390 M137 3X8 .758 3 9 .322 3 y 9 1.46 .81 1.191 1.38 .18 3.9-391 M138 4X4 .304 0 24 1.152 0 z 13 .218 1.62 2.4 2.4 .288 3.6.392 M139 3X8 .669 3 24 .173 3 y 9 2.196 1.296 1.894 2.208 .288 3.9-393 M140 4X4 .040 0 24 1.876 0 z 15 .817 1.62 2.4 2.4 .288 3.6.394 M141 3X8 1.032 3 9 .374 3 y 9 1.46 .81 1.191 1.38 .18 3.9-395 M142 4X4 .092 0 22 1.983 0 z 15 .817 1.62 2.4 2.4 .288 3.6.396 M143 3X8 .696 7.25 15 .774 3.021 z 15 1.069 1.296 1.903 2.208 .288 3.9-397 M144 4X4 .076 0 22 1.890 0 z 13 .817 1.62 2.4 2.4 .288 3.6.398 M145 3X8 .723 7.25 13 .847 3.021 z 27 1.069 1.296 1.903 2.208 .288 3.9-199 M146 4X4 .044 0 24 1.964 0 z 15 .817 1.62 2.4 2.4 .288 3.6.3100 M147 3X8 .989 5.506 23 .880 0 z 27 2.259 1.296 1.915 2.208 .288 3.9-1101 M148 3X8 .965 5.62 21 1.140 5.506 z 27 2.259 1.296 1.915 2.208 .288 3.9-1102 M149 3X8 1.054 5.506 21 1.443 0 z 27 2.259 1.296 1.915 2.208 .288 3.9-1103 M150 3X8 .997 5.62 23 1.459 5.506 z 13 2.259 1.296 1.915 2.208 .288 3.9-1104 M151 3X8 .976 5.317 23 1.185 0 z 27 2.259 1.296 1.915 2.208 .288 3.9-1105 M152 3X8 .810 8.581 9 1.188 8.724 y 23 1.481 .81 1.198 1.38 .18 3.9-1106 M153 3X8 .532 7.25 25 .936 3.021 y 23 1.069 1.296 1.888 2.208 .288 3.9-3107 M154 4X4 .876 15 23 1.827 15 y 15 .419 1.62 2.4 2.4 .288 3.9-3108 M155 3X8 1.297 3 22 .294 3 y 9 2.196 1.296 1.894 2.208 .288 3.9-3109 M156 4X4 .763 15 21 1.690 15 y 13 .419 1.62 2.4 2.4 .288 3.9-3110 M157 3X8 1.065 5.668 21 1.585 5.668 z 15 2.259 1.296 1.915 2.208 .288 3.9-1111 M158 3X8 .830 0 21 1.096 4.229 y 23 1.069 1.296 1.903 2.208 .288 3.9-3112 M159 3X8 1.472 8.724 23 2.565 8.724 y 23 2.259 1.296 1.915 2.208 .288 3.9-3113 M160 3X8 1.518 3 24 .372 3 y 24 2.196 1.296 1.894 2.208 .288 3.9-3114 M161 4X4 .236 0 24 .882 0 z 25 .419 1.62 2.4 2.4 .288 3.6.3115 M162 3X8 .932 7.25 21 1.195 3.021 z 13 1.069 1.296 1.903 2.208 .288 3.9-1116 M163 4X4 .206 0 24 1.013 0 z 13 .419 1.62 2.4 2.4 .288 3.6.3117 M164 3X8 .767 0 25 .891 0 z 25 1.069 1.296 1.888 2.208 .288 3.9-1118 M165 3X8 1.081 5.668 23 1.247 5.668 z 25 2.259 1.296 1.915 2.208 .288 3.9-3119 M166 3X8 1.226 5.786 23 1.942 5.668 z 15 2.259 1.296 1.915 2.208 .288 3.9-1120 M167 3X8 .816 5.55 23 1.546 0 z 13 2.259 1.296 1.915 2.208 .288 3.9-1121 M168 3X8 .665 7.25 23 1.287 0 z 25 1.069 1.296 1.903 2.208 .288 3.9-1122 M169 3X8 1.076 3 22 .379 3 y 22 2.196 1.296 1.894 2.208 .288 3.9-3123 M170 3X8 .465 0 27 .874 0 z 27 1.069 1.296 1.888 2.208 .288 3.9-1124 M171 3X8 .948 5.458 21 1.430 0 z 13 2.259 1.296 1.915 2.208 .288 3.9-1125 M172 3X8 1.086 5.391 23 1.291 0 z 15 2.259 1.296 1.915 2.208 .288 3.9-1126 M173 3X8 1.099 5.506 23 1.557 5.506 z 15 2.259 1.296 1.915 2.208 .288 3.9-1127 M174 3X8 .873 5.506 21 1.017 5.506 z 13 2.259 1.296 1.915 2.208 .288 3.9-1128 M175 3X8 .893 5.506 13 1.728 5.506 z 15 2.259 1.296 1.915 2.208 .288 3.9-3129 M176 3X8 .716 0 13 .795 0 z 13 1.069 1.296 1.903 2.208 .288 3.9-1130 M177 3X8 .728 0 27 .880 0 z 27 1.069 1.296 1.888 2.208 .288 3.9-1131 M178 3X8 .758 0 23 .981 0 z 13 1.069 1.296 1.903 2.208 .288 3.9-1132 M179 3X8 .675 0 25 .663 0 z 15 1.069 1.296 1.888 2.208 .288 3.9-1




133 M180 6X6 1.914 11.25 9 1.358 11.25 z 21 .848 .825 1.2 .888 .17 3.9-3134 M181 6X6 2.784 7.5 23 1.221 15 y 25 1.167 1.32 1.92 1.421 .272 3.9-3135 M182 6X6 1.160 10.5 9 .910 10.5 y 15 .872 .825 1.2 .888 .17 3.9-3136 M183 6X6 1.351 10.5 9 .948 10.5 y 13 .872 .825 1.2 .888 .17 3.9-3137 M184 6X6 1.047 3.5 9 1.167 7 y 13 .872 .825 1.2 .888 .17 3.9-3138 M185 12X12 2.720 11.25 23 .601 30 y 15 .454 1.32 1.92 1.421 .272 3.9-3139 M186 10X10 1.751 0 23 .389 0 y 15 .608 1.32 1.92 1.421 .272 3.9-3140 M187 10X10 1.150 17.0... 9 .536 17.2... z 9 .549 .825 1.2 .888 .17 3.9-3141 M188 2-3X8 .596 3.021 9 .390 2.945 y 21 1.394 .81 1.197 1.38 .18 3.9-1142 M189 2-3X8 .853 3.021 9 .814 2.945 y 23 1.394 .81 1.197 1.38 .18 3.9-3143 M190 2-3X8 1.056 3.021 9 1.808 2.945 y 23 1.394 .81 1.197 1.38 .18 3.9-1144 M191 2-3X8 1.154 4.229 9 .584 4.305 y 9 1.394 .81 1.197 1.38 .18 3.9-1145 M192 2-3X8 1.126 3.021 9 1.273 2.945 y 21 1.394 .81 1.197 1.38 .18 3.9-3146 M193 2-3X8 1.090 4.229 9 .516 4.305 y 9 1.394 .81 1.197 1.38 .18 3.9-3147 M194 2-3X8 .689 4.229 9 .597 4.305 y 21 1.394 .81 1.197 1.38 .18 3.9-1



BPB

8016-12

Eagle Tower

SK - 10

May 19, 2015 at 2:44 PM


.74

1.30.83

1.91

1.30

1.06

2.72

.83

1.47

1.06

1.66 1.85

.53

.76

2.78

1.06

1.851.67

1.47

2.72

1.91

.81

1.23

.53

.81

2.78

2.72

.72 3.21

.68

1.91

3.21.84

.88

3.21

.74

NCNC

1.06

3.21

2.72

1.08.47

3.21

.93

2.78

.78.72

3.21

1.23

1.91

.76

3.21

1.08

1.13

2.72

1.15

.47

.93

3.21

.89

.82

.72

.82

.92

3.21

.67

2.78

.84

.77

.93

1.13

3.21

2.72

1.52

1.15

.89

.16

1.91

1.63

1.08

3.211.37

.88

1.08

.95

3.21.061.37

.83

.67

1.80

1.65

2.78

1.52 .77

3.21

1.63

2.72

.061.37

1.04

.26

.89

1.66

1.80

1.91

3.21

1.37

3.21

.21

.92

1.63

3.21

2.72

.72

.57.73

3.21

2.78

3.03

1.04

.72 .78

.89

3.21.84

NCNC

.95

1.16

3.03

NC

.85

NC

1.151.12

3.21

1.37

.57

.60

3.03

1.12

1.15

1.75

.72

.73

1.371.63

3.03

1.33

.07

.24

1.05

.89

1.33.50

.77

3.03

.96.1

9

1.05

1.33

.07

.71

1.37

.83

NCNC

1.63

1.53.60

3.03

.69

1.04

1.33

1.75

.89

1.37

1.16

.16

.99

3.03

1.00

1.33

.99

1.37

1.63

3.03

.71

1.33

1.53

1.37

1.04

1.75

.42

3.03

1.16

1.33

.25

.83

.85

.83.84

3.03

1.21 1.33

.72

.96

3.03

1.04

.50

.83

1.75

3.03

1.33

.72

2.36

1.53

3.03

1.02

1.33

1.001.16

3.03

2.36.12

1.75

.75

1.33

.51

.83

.69

3.03

1.02

2.36

.98

.14

.72

1.33

.77

3.03

1.17 1.12

.87

.98

.51

.14

NCNC

1.12

1.17

3.03

1.53

1.33

.42

1.02

1.75.68

3.03 .85

2.36

.84

1.33

.67

1.05

.69

3.03

1.33.50

NCNC

1.49

.83.84

.72

.89

.84 .501.49

NCNC

1.33

.51

.83

.04

1.53

1.49

.73 .78

.67 .68

1.15

.33.7

3 .78

1.05

1.49

1.02

1.49

1.06

.87

2.36

.67 1.06

.83

1.03.70

1.15

1.49

.51

1.06

.12.8

4.7

52.36

NCNC

.72

1.06

1.35

.04

1.49

1.02

.08

.12

.89

2.36

1.05

1.06

1.03

1.09

1.49 .121.

15

.70

.50

1.06

.85

.51

.72

1.49

.71 .75

1.211.

10

.88

.90

1.06

1.10

.51

.76

1.49

1.35

.88

1.09

.39

.95 1.06

.77

1.15

1.05

.76

.85

.67

1.49

.07

1.09

.09

1.82

1.06

1.19

.02.02

1.09

1.861.06

1.49

.76

1.82

.02

1.35

.02

1.06

1.86

.88

1.15

.84

.36

.77.76

1.49

1.05

1.26

1.06

NCNC

1.86

.73.75

1.49

.72.75

.501.49

1.06

.30

1.82

.90

1.49

1.06

1.15

1.06

1.26

.88

1.35

NC NC

1.06.67

.71 .75

.80

1.06

.80 .71

NC NC

1.19

1.86

.80.80

1.861.82

.02.02

.88

.80

.36

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.71

.80

.88

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.80

1.82

1.26

1.86.80 .71.80.95

.80.80

1.26

.80.80

.71

.80

NCNC

.80 .71.80.80

Y

XZ

Code Check( Env )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks Displayed (Enveloped)Envelope Only Solution


BPB

8016-12

Eagle Tower

SK - 11

May 19, 2015 at 2:45 PM


1.30

1.91

1.30

1.06

2.72

1.47

1.06

1.66 1.85

2.78

1.06

1.851.67

1.47

2.72

1.91

1.23

2.78

2.72

3.21

1.91

3.213.21

1.06

3.21

2.72

1.08

3.21

2.78

3.21

1.23

1.91

3.21

1.08

1.13

2.72

1.15

3.213.21

2.78

1.13

3.21

2.72

1.52

1.15

1.91

1.63

1.08

3.211.37

1.08

3.21

1.37

1.80

1.65

2.78

1.52

3.21

1.63

2.72

1.37

1.04

1.66

1.80

1.91

3.21

1.37

3.21

1.63

3.21

2.72

3.21

2.78

3.03

1.04

3.21

1.16

3.03

1.151.12

3.21

1.37

3.03

1.12

1.15

1.75

1.371.63

3.03

1.33

1.05

1.33

3.03

1.05

1.33

1.37

1.63

1.53

3.03

1.04

1.33

1.75

1.37

1.16

3.03

1.33

1.37

1.63

3.03

1.33

1.53

1.37

1.04

1.75

3.03

1.16

1.33

3.03

1.21 1.33

3.03

1.04

1.75

3.03

1.332.36

1.53

3.03

1.02

1.33

1.16

3.03

2.36

1.75

1.33

3.03

1.02

2.36

1.33

3.03

1.17 1.12

1.12

1.17

3.03

1.53

1.33

1.02

1.75

3.03

2.36

1.33

1.05

3.03

1.33

1.491.49

1.33

1.53

1.491.

15

1.05

1.49

1.02

1.49

1.06

2.36

1.06

1.03

1.15

1.49

1.06

2.36

1.06

1.35

1.49

1.02

2.36

1.05

1.06

1.03

1.09

1.491.

15

1.06

1.491.21

1.10

1.06

1.10

1.49

1.35

1.09

1.06

1.15

1.05

1.49

1.09

1.82

1.06

1.19

1.09

1.861.06

1.49

1.82

1.35

1.06

1.86

1.15

1.49

1.05

1.26

1.06

1.86

1.491.49

1.06

1.82

1.49

1.06

1.15

1.06

1.26

1.35

1.061.06

1.19

1.861.861.82

1.861.86

1.82

1.26

1.86

1.26

Y

XZ

Code Check( Env )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks Displayed (Enveloped)Envelope Only Solution

Documents

STRUCTURAL CONDITION ASSESSMENTdnr.wi.gov/.../pdfs/Eagle_Tower_Condition_Assessment_Report.pdf · 22.04.2015 · 1.1 PROJECT OVERVIEW 1 1.2 PURPOSE OF REPORT 1 ... This Structural