Attach-3-Design_Analysis.pdf

Design Analysis

A.R.M. Loxahatchee

National Wildlife Refuge

Lee Road Site – Observation Tower

Replacement Boynton Beach, Florida

South Atlantic-Gulf & Mississippi Basin Region

February 2022

Construction Documents

Prepared by:

WILEY WILSON

5901 Peachtree Dunwoody Rd.

Building “C” | Suite 515

Atlanta, GA 30328

THIS PAGE INTENTIONALLY LEFT BLANK

LOADING CRITERIA

DESIGN CALCULATIONS

PROJECT NAME:

LOCATION : Fish & Wildlife Service

Loxahatchee National Wildlife Refuge

CODE:

INTERNATIONAL BUILDING CODE : 2018

ADDITIONAL CODE : Florida 2020 Building Code

RISK CATEGORY = II (ASCE 7-16 TABLE 1.5-1)

FIRE RATING

ROOF : N/A hr

FLOOR : N/A hr

GENERAL INFORMATION:

CLIENT : Fish & Wildlife Service

OWNER : Fish & Wildlife Service

ARCHITECT :

GEOTECHNICAL : NOVA Engineering & Environmental

MECH/ELEC/PLUM : Wiley Wilson

CIVIL : Wiley Wilson

OTHER :

SPECIAL CONDITIONS OR REQUIREMENTS :

Project Loxahatchee National Wildlife Refuge Comm. No. 220146

By SNG Date 11/10/2021 Sheet No. DC - 1

REFERENCES:

INTERNATIONAL BUILDING CODE : 2018 (IBC References the following:)

ASCE/SEI 7-16 Minimum Design Loads for Buildings and Other Structures

ACI 318-14 Building Code Requirements for Structural Concrete

AISC 360-10 Specification for Structural Steel Buildings

AISI S100-12 North American Specification for the Design of Cold-formed Steel Structural Members

UNIFIED FACILITIES CRITERIA : Check Here If Not Applicable:

UFC 1-200-01 General Building Requirements

UFC 3-110-03 Roofing

UFC 3-220-01 Geotechnical Engineering

UFC 3-301-01 Structural Engineering

UFC 3-310-04 Seismic Design for Buildings

UFC 4-010-01 DoD Minimum Antiterrorism Standards for Buildings

UFC 4-023-03 Design of Buildings to Resist Progressive Collapse

ADDITIONAL REFERENCES :

By SNG Date 11/10/2021 Sheet No. DC - 2

LIVE LOADS Check Here If Not Applicable:

FLAT ROOF LIVE LOAD: (IBC SECTION 1607.12) Check Here If Not Applicable:

20 PSF

60 PSF (for promenade purposes) (IBC TABLE 1607.1)

100 PSF (for roof gardens or assembly purposes) (IBC TABLE 1607.1)

(Flat roof live load controls if it exceeds Flat roof Snow load + Applicable Drifting snow load)

FLOOR LIVE LOAD: (IBC TABLE 1607.1) Check Here If Not Applicable:

LOAD : SPACE :

10 PSF

20 PSF

30 PSF

40 PSF

50 PSF

60 PSF

75 PSF

80 PSF

100 PSF Typical all floors & stairs

125 PSF

150 PSF

250 PSF

PSF

PARTITION ALLOWANCE : (IN ADDITION TO FLOOR LIVE LOAD) (IBC SECTION 1607.5)

15 PSF

<== CHECK HERE IF LIVE LOAD REDUCTION IS APPLIED (IBC SECTION 1607.10)

By SNG Date 11/10/2021 Sheet No. DC - 3

ROOF SNOW LOADS Check Here If Not Applicable:

GROUND SNOW LOAD: (ASCE 7-16 SECTION 7.2)

20 PSF

25 PSF

30 PSF

0 PSF

EXPOSURE FACTOR : Ce = (ASCE 7-16 TABLE 7.3-1)

THERMAL FACTOR : Ct = (ASCE 7-16 TABLE 7.3-2)

IMPORTANCE FACTOR (SNOW LOAD) : I = (ASCE 7-16 TABLE 1.5-2)

FLAT ROOF SNOW LOAD : Pf = PSF

ROOF SLOPE:

1/8" PER FOOT

1/4" PER FOOT

1/2" PER FOOT

4" PER FOOT

<== CHECK HERE IF SLOPED-ROOF SNOW LOAD IS APPLIED (ASCE 7-16 SECTION 7.4)

<== CHECK HERE IF PARTIAL SNOW LOAD IS APPLIED (ASCE 7-16 SECTION 7.5)

<== CHECK HERE IF UNBALANCED SNOW LOAD IS APPLIED (ASCE 7-16 SECTION 7.6)

<== CHECK HERE IF DRIFTING ON LOWER ROOF IS APPLIED (ASCE 7-16 SECTION 7.7)

<== CHECK HERE IF DRIFTING DUE TO MECH PROJ IS APPLIED (ASCE 7-16 SECTION 7.8)

<== CHECK HERE IF SLIDING SNOW LOAD IS APPLIED (ASCE 7-16 SECTION 7.9)

<== CHECK HERE IF RAIN-ON-SNOW SURCHARGE IS APPLIED (ASCE 7-16 SECTION 7.10)

<== CHECK HERE IF PONDING INSTABILITY IS APPLIED (ASCE 7-16 SECTION 7.11)

By SNG Date 11/10/2021 Sheet No. DC - 4

WIND LOADS Check Here If Not Applicable:

MWFRS - Directional Procedure (ASCE 7-16 CHAPTER 27)

MWFRS - Envelope Procedure (ASCE 7-16 CHAPTER 28)

MWFRS - Bldg Appurtenances and Other Structures (ASCE 7-16 CHAPTER 29)

Components & Cladding (ASCE 7-16 CHAPTER 30)

BASIC WIND SPEED (3-sec. gust): (ASCE 7-16 CHAPTER 26)

115 MPH

120 MPH

130 MPH

170 MPH Figure 26.5-1B

EXPOSURE CATEGORY: (ASCE 7-16 CHAPTER 26)

B (Semi-Protected)

C (Open & Flat)

D (Coastal)

RISK CATEGORY = II (ASCE 7-16 TABLE 1.5-1)

ENCLOSURE CLASSIFICATION: (ASCE 7-16 Table 26.13-1)

GC(pi) = +/- 0.00 (Open Buildings)

GC(pi) = +/- 0.55 (Partially Enclosed Buildings)

GC(pi) = +/- 0.18 (Enclosed Buildings)

MEAN ROOF HEIGHT : h = n/a ft

<== CHECK HERE IF COMPONENTS AND CLADDING LOADS ARE SPECIFIED ON DRAWINGS

By SNG Date 11/10/2021 Sheet No. DC - 5

EARTHQUAKE (SEISMIC) LOADS Check Here If Not Applicable:

RISK CATEGORY = II (ASCE 7-16 TABLE 1.5-1)

IMPORTANCE FACTOR (SEISMIC LOAD) : I = 1 (ASCE 7-16 TABLE 1.5-2)

SITE CLASSIFICATION: (ASCE 7-16 TABLE 20.3-1)

A (Hard Rock)

B (Rock)

C (Very Dense Soil and Soft Rock)

D (Stiff Soil)

E (Soft Clay Soil)

F (Soils Requiring Site Specific Evaluation)

SPECTRAL RESPONSE ACCELERATIONS:

(USGS Seismic Hazards Program)

S(s) = 0.046 g (5% damped, spectral response acceleration at short periods)

S(1) = 0.023 g (5% damped, spectral response acceleration at period of 1 sec.)

Fa = 1.6 Acceleration-based site coefficient (ASCE 7-16 TABLE 11.4-1)

Fv = 2.4 Velocity-based site coefficient (ASCE 7-16 TABLE 11.4-2)

SITE COEFFICIENTS AND ADJUSTED MAXIMUM CONSIDERED EARTHQUAKE

SPECTRAL RESPONSE ACCELERATION PARAMETERS : (ASCE 7-16 SECTION 11.4.4)

S(MS) = Fa S(S) = 0.073 (ASCE 7-16 EQUATION 11.4-1)

S(M1) = Fv S(1) = 0.056 (ASCE 7-16 EQUATION 11.4-2)

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS : (ASCE 7-16 SECTION 11.4.5)

At Short Periods: S(DS) = 2/3 S(MS) = 0.049 (ASCE 7-16 EQUATION 11.4-3)

At 1 Sec. Periods: S(D1) = 2/3 S(M1) = 0.037 (ASCE 7-16 EQUATION 11.4-4)

By SNG Date 11/10/2021 Sheet No. DC - 6

EARTHQUAKE (SEISMIC) LOADS (Cont.) Check Here If Not Applicable:

SEISMIC DESIGN CATEGORY : (ASCE 7-16 TABLE 11.6-1 & 11.6-2)

A (Structures in regions of low seismicity)

B (Structures in regions of moderate seismicity)

C (Structures in regions of moderate / somewhat more servere seismicity)

D (Structures in regions of high seismicity, but not close to a major fault)

E (Structures close to a major fault)

F (Structures close to a major fault and high importance factor)

BUILDING SYSTEM Steel systems not specifically detailed for seismic resistance

SEISMIC RESISTING SYSTEM

SYSTEM & BUILDING HEIGHT LIMITATIONS

RESPONSE MODIFCATION FACTOR R = 3 (ASCE 7-16 TABLE 12.2-1)

SYSTEM OVER-STRENGTH FACTOR Ωo = 3 (ASCE 7-16 TABLE 12.2-1)

DEFLECTION AMPLIFICATION FACTOR Cd = 3 (ASCE 7-16 TABLE 12.2-1)

ANALYSIS PROCEDURE :

EQUIVALENT LATERAL FORCE (ASCE 7-16 SECTION 12.8)

LINEAR DYNAMIC ANALYSIS (ASCE 7-16 SECTION 12.9)

NONLINEAR RESPONSE HISTORY PROCEDURE (ASCE 7-16 SECTION 16.1)

By SNG Date 11/10/2021 Sheet No. DC - 7

MECHANICAL EQUIPMENT WEIGHTS Check Here If Not Applicable:

UNIT MARK EST. WEIGHT SIZE MANUFACTURER

MISCELLANEOUS LOADS Check Here If Not Applicable:

HANDRAILS & GUARD LOADS (IBC SECTION 1607.8.1)

VEHICLE BARRIER LOADS (IBC SECTION 1607.8.3)

ELEVATOR IMPACT LOADS (IBC SECTION 1607.9.1)

MACHINERY IMPACT LOADS (IBC SECTION 1607.9.2)

CRANE LOADS (IBC SECTION 1607.13)

RAIN LOADS (IBC SECTION 1611)

FLOOD LOADS (IBC SECTION 1612)

By SNG Date 11/10/2021 Sheet No. DC - 8

FOUNDATIONS Check Here If Not Applicable:

GEOTECHNICAL REPORT PROVIDED BY:

REPORT NUMBER:

DATE :

ASSUMED VALUES

FROST DEPTH = INCHES

ALLOWABLE BEARING PRESSURES : Check Here If Not Applicable:

1,500 PSF Virgin Soil =

2,000 PSF < Assumed Compacted Fill =

3,000 PSF

4,000 PSF

PSF

LATERAL EARTH PRESSURES : Check Here If Not Applicable:

PCF Active Pressure (Cantilever Walls)

PCF At-Rest Pressure (Top Restrained Walls)

PCF Passive Earth Pressure

Coefficient of Friction

CAISSONS : Check Here If Not Applicable:

KSF Bearing Pressure

KSF Skin Friction

PILES : Check Here If Not Applicable:

CONCRETE-FILLED STEEL SHELL

PRECAST - PRESTRESSED CONCRETE

STEEL

TIMBER

OTHER =

CAPACITY = Tons

By SNG Date 11/10/2021 Sheet No. DC - 9

CAST-IN-PLACE CONCRETE Check Here If Not Applicable:

COMPRESSIVE STRENGTH :

3,000 PSI : Assumed

3,500 PSI :

4,000 PSI :

4,500 PSI :

5,000 PSI :

______ PSI :

<== CHECK HERE FOR NORMAL WEIGHT CONCRETE

<== CHECK HERE FOR LIGHT WEIGHT CONCRETE

<== CHECK HERE IF FLY ASH AND/OR GROUND BLAST-FURNACE SLAG IS NOT PERMITTED

REINFORCING STEEL :

60 KSI

40 KSI

WELDED WIRE FABRIC (ASTM A1064)

<== CHECK HERE IF REINFORCING IS EPOXY COATED

CONCRETE SYSTEMS :

STRUCTURAL PRECAST CONCRETE

ARCHITECTURAL PRECAST CONCRETE

POST-TENSION CONCRETE

PRECAST HOLLOW CORE DECK UNITS

SITE-CAST TILT-UP WALLS

OTHER =

By SNG Date 11/10/2021 Sheet No. DC - 10

STRUCTURAL STEEL Check Here If Not Applicable:

MATERIALS :

WIDE FLANGE SHAPES ASTM A992-01, 50 KSI

WIDE FLANGE SHAPES ASTM A36

ANGLES ASTM A36

ANGLES ASTM A572/A572M, GRADE 50

CHANNELS ASTM A36

CHANNELS ASTM A572/A572M, GRADE 50

PLATES ASTM A36

PLATES ASTM A572/A572M, GRADE 50

HSS RECTANGULAR ASTM A500, GRADE B (Fy = 46 KSI)

HSS RECTANGULAR ASTM A500, GRADE C (Fy = 50 KSI)

HSS ROUND ASTM A500, GRADE B (Fy = 42 KSI)

HSS ROUND ASTM A500, GRADE C (Fy = 46 KSI)

STEEL PIPE ASTM A53, GRADE B (Fy = 35 KSI)

ROUND BAR ASTM A36

ROUND BAR ASTM A572/A572M, GRADE 50

ROUND BAR ASTM A576, GRADE 1045 (Fy = 70 KSI)

ANCHOR BOLTS ASTM F1554, GRADE 55

HIGH STRENGTH BOLTS ASTM A325

HIGH STRENGTH BOLTS ASTM A490

OTHER = HEADED SHEAR STUDS ASTM A108, GR 1010 TO 1020 (Fu = 65 KSI)

By SNG Date 11/10/2021 Sheet No. DC - 11

STRUCTURAL STEEL (Cont.) Check Here If Not Applicable:

STEEL SYSTEMS :

COMPOSITE BEAMS

STEEL BAR JOISTS

JOIST GIRDERS

ROOF DECK DEPTH = GAGE = _________

ROOF DECK DEPTH = GAGE = _________

FORM DECK DEPTH = GAGE = _________

COMPOSITE DECK DEPTH = GAGE = _________

STRUCTURAL COLD-FORMED STEEL

PRE-ENGINEERED STEEL BUILDING

OTHER = ALUMINUM PLANK GRATING

CONCRETE MASONRY Check Here If Not Applicable:

UNIT WEIGHT :

LIGHT WEIGHT

MEDIUM WEIGHT

NORMAL WEIGHT

DESIGN COMPRESSIVE STRENGTH (f'm) :

1,350 PSI

1,500 PSI

PSI

By SNG Date 11/10/2021 Sheet No. DC - 12

LATERAL LOADING CRITERIA

Wiley Wilson JOB TITLE Loxahatchee Observation Tower

5901 Peachtree Dunwoody Road, Suite 515 Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

CS2018 Ver 2020.03.10 www.struware.com

STRUCTURAL CALCULATIONS

FOR

Loxahatchee Observation Tower

Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = B

Risk Category & Importance Factors:

Risk Category = II

Wind factor = 1.00

Snow factor = 1.00

Seismic factor = 1.00

Type of Construction:

Fire Rating:

Roof = 0.0 hr

Floor = 0.0 hr

Building Geometry:

Roof angle (θ) 0.00 / 12 0.0 deg

Building length (L) 21.0 ft

Least width (B) 20.0 ft

Mean Roof Ht (h) 20.0 ft

Parapet ht above grd 20.0 ft

Minimum parapet ht 0.0 ft

Live Loads:

Roof 0 to 200 sf: 20 psf

200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf

Floor:

Typical Floor 0 psf

Partitions N/A

Lobbies & first floor corridors 100 psf

Corridors above first floor 80 psf

Balconies (1.5 times live load) 0 psf

International Building Code 2018

Business

Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

Wind Loads : ASCE 7- 16

Ultimate Wind Speed 170 mph Nominal Wind Speed 131.7 mph Risk Category II Exposure Category C Enclosure Classif. Open Building Internal pressure +/-0.00

Directionality (Kd) 0.85

Kh case 1 0.902

Kh case 2 0.902

Type of roof Hip

Code doesn't provide data for hip roofs with angles

≤7 deg. Gable values will be shown.

Topographic Factor (Kzt)

Topography Flat

Hill Height (H) 80.0 ft

Half Hill Length (Lh) 100.0 ft

Actual H/Lh = 0.80

Use H/Lh = 0.50

Modified Lh = 160.0 ft

From top of crest: x = 50.0 ft

Bldg up/down wind? downwind

H/Lh= 0.50 K1 = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.13 K3 = 1.000

At Mean Roof Ht:

Kzt = (1+K1K2K3)^2 = 1.00

Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).

h = 20.0 ft If building h/B>4 then may be flexible and should be investigated.

B = 20.0 ft h/B = 1.00 Rigid structure (low rise bldg) /z (0.6h) = 15.0 ft

G = 0.85 Using rigid structure default

Rigid Structure Flexible or Dynamically Sensitive Structure ē = 0.20 34Natural Frequency (η1) = 0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin = 15 ft /b = 0.65 c = 0.20 /α = 0.15 gQ, gv = 3.4 Vz = 143.6

Lz = 427.1 ft N1 = 0.00

Q = 0.94 Rn = 0.000

Iz = 0.23 Rh = 28.282 η = 0.000 h = 20.0 ft

G = 0.89 use G = 0.85 RB = 28.282 η = 0.000

RL = 28.282 η = 0.000 gR = 0.000

R = 0.000

Gf = 0.000

Enclosure Classification

Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller

Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

Test for Open Building: All walls are at least 80% open.

Ao ≥ 0.8Ag

Test for Partially Enclosed Building: Predominately open on one side only

Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed

Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:

Ao ≥ 1.1Aoi

Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where:

Ao = the total area of openings in a wall that receives positive external pressure.

Ag = the gross area of that wall in which Ao is identified.

Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.

Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.

Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.

(This type building will have same wind pressures as an enclosed building.

Reduction Factor for large volume partially enclosed buildings (Ri) :

If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri.

Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf

Ri = 1.00

Ground Elevation Factor (Ke)

Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant = 0.00256

Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

Wind Loads - MWFRS all h (Except for Open Buildings) Open Building - procedure doesn't apply

Kh (case 2) = 0.90 h = 20.0 ft GCpi = +/-0.00

Base pressure (qh) = 56.7 psf ridge ht = 20.0 ft G = 0.85

Roof Angle (θ) = 0.0 deg L = 21.0 ft qi = qh

Roof tributary area - (h/2)*L: 210 sf B = 20.0 ft

(h/2)*B: 200 sf

Ultimate Wind Surface Pressures (psf)

Wind Normal to Ridge Wind Parallel to Ridge

B/L = 0.95 h/L = 1.00 L/B = 1.05 h/L = 0.95

Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.* Cp qhGCp w/ +qiGCpi w/ -qhGCpi

Windward Wall (WW) 0.80 38.6 see table below 0.80 38.6 see table below

Leeward Wall (LW) -0.50 -24.1 -24.1 -24.1 -0.49 -23.6 -23.6 -23.6

Side Wall (SW) -0.70 -33.7 -33.7 -33.7 -0.70 -33.7 -33.7 -33.7

Leeward Roof (LR) ** Included in windward roof

Neg Windward Roof: 0 to h/2* -1.17 -56.3 -56.3 -56.3 0 to h/2* -1.14 -55.2 -55.2 -55.2

> h/2* -0.70 -33.7 -33.7 -33.7 h/2 to h* -0.72 -34.7 -34.7 -34.7 h to 2h* -0.68 -32.8 -32.8 -32.8

Pos/min windward roof press. -0.18 -8.7 -8.7 -8.7 Min press. -0.18 -8.7 -8.7 -8.7

**Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones.

Windward Wall Pressures at "z" (psf) Combined WW + LW

Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge

0 to 15' 0.85 1.00 36.3 36.3 36.3 60.4 59.9 h= 20.0 ft 0.90 1.00 38.6 38.6 38.6 62.7 62.2

NOTE:

See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases.

Parapet z Kz Kzt qp (psf)

20.0 ft 0.90 1.00 56.7

Windward parapet: 85.1 psf (GCpn = +1.5)

Leeward parapet: -56.7 psf (GCpn = -1.0)

Windward roof overhangs ( add to windward roof pressure) : 38.6 psf (upward)

Atlanta, GA 30328 JOB NO. 220146 SHEET NO.

678-320-1888 CALCULATED BY SNG DATE 11/10/21

CHECKED BY RAB DATE 11/10/21

Wind Loads - Other Structures: ASCE 7- 16 Ultimate Wind Pressures

Wind Factor = 1.00

Gust Effect Factor (G) = 0.85 170 mph Kzt = 1.00 Exposure = C

A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 1.00 Case A & B

Dist to sign top (h) 8.0 ft B/s = 25.00 Cf = 1.30

Height (s) 8.0 ft Lr/s = 0.00 F = qz G Cf As = 59.0 As Width (B) 200.0 ft Kz = 0.849 As = 10.0 sf Wall Return (Lr) = qz = 53.4 psf F = 590 lbs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf F=qzGCfAs (psf)

Case C reduction factors 0 to s 3.29 149.3 As Factor if s/h>0.8 = 0.80 s to 2s 2.07 93.7 As

Wall return factor 2s to 3s 1.59 71.9 As for Cf at 0 to s = 1.00 3s to 4s 1.31 59.2 As

4s to 5s 1.23 55.8 As

5s to 10s 0.78 35.4 As >10s 0.44 20.0 As

B. Open Signs & Single-Plane Open Frames (openings 30% or more of gross area)

Height to centroid of Af (z) 15.0 ft Kz = 0.849 Base pressure (qz) = 53.4 psf

Width (zero if round) 0.0 ft Diameter (zero if rect) 2.0 ft D(qz)^.5 = 14.61 F = qz G Cf Af = 49.9 Af Percent of open area Î = 0.65 Solid Area: Af = 10.0 sf to gross area 35.0% Cf = 1.1 F = 499 lbs Directionality (Kd) 0.85

C. Chimneys, Tanks, & Similar Structures

Height to centroid of Af (z) 15.0 ft Kz = 0.849

Cross-Section Square Base pressure (qz) = 56.5 psf Directionality (Kd) 0.90 h/D = 15.00 Height (h) 15.0 ft Width (D) 1.0 ft Type of Surface N/A

Square (wind along diagonal) Square (wind normal to face) Cf = 1.28 Cf = 1.67

F = qz G Cf Af = 61.4 Af F = qz G Cf Af = 80.1 Af

Af = sf Af = 10.0 sf

F = 0 lbs F = 801 lbs

D. Trussed Towers

Height to centroid of Af (z) 20.0 ft Kz = 0.902

∈ = 0.27 Base pressure (qz) = 56.7 psf

Tower Cross Section square

Member Shape flat Diagonal wind factor = 1.2 Directionality (Kd) 0.85 Round member factor = 1.000

Square (wind along tower diagonal) Square (wind normal to face) Cf = 3.24 Cf = 2.70

F = qz G Cf Af = 156.1 Af F = qz G Cf Af = 130.1 Af

Solid Area: Af = 10.0 sf Solid Area: Af = 10.0 sf

F = 1561 lbs F = 1301 lbs

Ultimate Wind Speed =

Wind Load - Trussed Tower

Risk Category (ASCE 7-16, Table 1.5-1) II Basic Wind Speed (Figures 26.5-1A & 2) 170 mph

Wind directionality factor, Kd (Table 26.6-1) 0.85

For triangular, square or rectangular trussed tower cross sections.

Exposure category (Section 26.7) C

Topographic Factor, Kzt (Figure 26.8-1) 1.07

Kzt = (1 + K1K2K3)2 K1 0.43 K2 1 K3 0.08

Ground elevation factor, Ke (Table 26.9-1) 1.0 site elevation = 23 FT

Gust effect factor, G (Section 26.11) 0.85 pg 269 for rigid structure, does not apply

Velocity pressure exposure coefficient, Kz (Table 26.10-1)

Elevation Kh or Kz

B C 5 ft 0.57 0.85

9.5 ft 0.57 0.85 20 ft 0.62 0.9

Velocity pressure, qz (Equation 26.10-1) qz = 0.00256KzKztKdKeV

Elevation

Risk II, Ex B Risk II, Ex C

4.5 ft 38.35 57.19

9.5 ft 38.35 57.19 20 ft 41.72 60.56

Force coefficient, Cf (Figure 29.4-3)

Cf = 4.0ξ -5.9ξ+4.0 = 2.80

Gross area = 475.4 ft

Columns:

Full height 32.66 ft

Beams: 25.77 ft

Transfer Beam: 23.75 ft

Braces:

2nd floor 6.00 ft

Transfer Level 8.25 ft

Guardrails:

Top & bott rail 5.00 ft

Pickets 14.75 ft

Solid Area = 116.18 ft qz (psf)

Ratio, ξ = 0.24

Internal Pressure Coefficient, GCpi

For open building 0

Wind Force (F) or pressure (p), Equation 29.4-1

F = qzGCfAf

Elevation F (psf)

Risk II, Ex B Risk II, Ex C

4.5 ft 99.02 150.19 Af

9.5 ft 99.02 150.19 Af

16.5 ft 107.71 159.03 Af

1+0.75Ɛ = 1.18 < 1.2

1.20 < Controls

Gust effect factor Exp B Exp C

Gf = 0.925[(1+1.7Iz√(gQ Q

+ gR

R

))/(1+1.7gvIz)] 0.92 0.94 na = 75/h = 3.75 (Eq. 26.11-4) n1 = 4.45 from RISA model h = mean roof height = 20 ft B = 12 ft L = 20.67 ft gQ = gv = 3.4

Exp B Exp C

Iz = c (33/z-bar) 1/6

= 0.305 0.228 z-bar = 0.6h = 15 ft

Constants:

Exp B Exp C α 7 9.5 zg (ft) 1200 900 ά 0.014 0.105 ƅ 0.84 1 α-bar 0.25 0.154 ƃ 0.45 0.65 c 0.30 0.20 l (ft) 320.00 500.00 Ɛ-bar 0.33 0.20 zmin (ft) 30 15 gR = √[2ln(3600n1)] + 0.577/√[2ln(3600n1)] 4.49 (Eq. 26.11-11)

Exp B Exp C

Q = √[1/(1 + 0.63((B+h)/Lz) 0.63

)] 0.932 0.944

Wind forces shall be applied in the direction resulting in maximum member forces and reactions. For towers with square cross sections, wind forces shall be multiplied by the following factor when the wind is directed along a tower diagonal:

Lz = l(z-bar/33) ξ-bar

309.99 427.06

R = √[(1/β)RnRhRB(0.53 + 0.47RL)] 0.267 0.325 β = damping ratio 0.02

Rh = (1/ή)-(1/2ή )(1-e

-2ή ) 0.232 0.289 ή = (4.6n1h)/Vz 3.737 2.852

RB = (1/ή)-(1/2ή )(1-e

-2ή ) 0.348 0.419 ή = (4.6n1B)/Vz 2.242 1.711

RL = (1/ή)-(1/2ή )(1-e

-2ή ) 0.074 0.096 ή = (15.4n1L)/Vz 12.929 9.868

Vz = b-bar(z-bar/33) α (88/60)V 109.56 143.55

Rn = 7.47N1/(1 + 10.3N1) 5/3

0.031 0.030

N1 = (n1Lz)/Vz 10.61 11.16

By SNG Date 11/10/2021 Sheet No. WIND - 1

Earthquake Loadings

Design spectral response accelerations

Short period: SDS = 0.049

1 second period: SD1 = 0.037

Response modification factor, R = 3

Importance Factor = 1

Structure weight, W = 44.31 kips

Base shear, V = CsW = 0.72 kips

Seismic Response Coefficient

Cs = SDS/(R/Ie) = 0.016 < Controls

Maximum:

Cs = SD1/(T(R/Ie)) = 0.077

Ta = Cthn x = 0.160

Ct 0.02 hn 16 x 0.75

Minimum:

Cs = 0.044SDSIe 0.002 < 0.01

Seismic Force per Level:

Height (ft) Weight (kips) wxhx k

Cvx Fx = CvxV

Level 2 16 14.8 236.80 0.506 0.37 Level 1 10.5 13.817 145.08 0.310 0.22

TRANS 5.5 15.691 86.30 0.184 0.13

468.18 1 0.72 < Sum k = 1 since period is less than 0.5 sec (see above for approximate period)

By SNG Date 1/15/2021 Sheet No. DC - 1

1/15/2021 U.S. Seismic Design Maps https://seismicmaps.org 1/3

LOXAHATCHEE NATIONAL REFUGE

10216 Lee Rd, Boynton Beach, FL 33473, USA Latitude, Longitude: 26.4992729, -80.21237119999999

Date 1/15/2021, 9:03:09 AM

Design Code Reference Document ASCE7-16

Risk Category II

Site Class D - Default (See Section 11.4.3)

Type Value Description SS 0.046 MCER ground motion. (for 0.2 second period)

S1 0.023 MCER ground motion. (for 1.0s period)

SMS 0.073 Site-modified spectral acceleration value

SM1 0.056 Site-modified spectral acceleration value

SDS 0.049 Numeric seismic design value at 0.2 second SA

SD1 0.037 Numeric seismic design value at 1.0 second SA

Type Value Description SDC A Seismic design category

Fa 1.6 Site amplification factor at 0.2 second

Fv 2.4 Site amplification factor at 1.0 second

PGA 0.021 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.034 Site modified peak ground acceleration

TL 8 Long-period transition period in seconds

SsRT 0.046 Probabilistic risk-targeted ground motion. (0.2 second)

SsUH 0.047 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration

SsD 1.5 Factored deterministic acceleration value. (0.2 second)

S1RT 0.023 Probabilistic risk-targeted ground motion. (1.0 second)

S1UH 0.026 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.

S1D 0.6 Factored deterministic acceleration value. (1.0 second)

PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration)

CRS 0.973 Mapped value of the risk coefficient at short periods https://seismicmaps.org 2/3

Type Value Description

CR1 0.877 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 3/3

DISCLAIMER

While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.

RISA MODEL INPUT

<Licensed Company> sgerhardt

220146

FWS LOXAHATCHEE - OB TOWER SK-1

Nov 10, 2021

OBSERVATION TOWER - RISA 18 - 2 FL NO …

Company Designer Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm

1 TRANS-G-6 -6 1.167 18

2 TRANS-G-5.5 -6 1.167 15.125

3 TRANS-G-4 -6 1.167 12

4 TRANS-G-3 -6 1.167 0

5 TRANS-F.5-6 -3.535 1.167 18

6 TRANS-F.5-5.5 -3.535 1.167 15.125

7 TRANS-F.5-4 -3.535 1.167 10.625

8 TRANS-F.5-3.75 -3.535 1.167 8.75

9 TRANS-F.5-3.25 -3.535 1.167 1.583

10 TRANS-F.5-3 -3.535 1.167 0

11 TRANS-F.5-2.9 -3.535 1.167 -0.5

12 TRANS-E-6 0 1.167 18

13 TRANS-E-5.5 0 1.167 15.125

14 TRANS-E-4 0 1.167 12

15 TRANS-E-3.25 0 1.167 1.583

16 TRANS-E-3 0 1.167 0

17 TRANS-D.9-5.5 0.965 1.167 15.125

18 TRANS-D.5-6 6 1.167 18

19 TRANS-D.5-5.5 6 1.167 15.125

20 TRANS-D.5-4 6 1.167 8.354

21 TRANS-D.5-3.25 6 1.167 1.583

22 TRANS-D.5-3 6 1.167 0

23 TRANS-D.2-5.5 10.673 1.167 15.125

24 TRANS-D-6 12 1.167 18

25 TRANS-D-5.5 12 1.167 15.125

26 TRANS-D-4 12 1.167 12

27 TRANS-D-3.25 12 1.167 1.583

28 TRANS-D-3 12 1.167 0

29 TRANS-B.5-5.5 14.84 1.167 15.125

30 TRANS-B.5-4.75 14.84 1.167 10.455

31 TRANS-B.5-4 14.84 1.167 7.5625

32 TRANS-B.5-3.25 14.84 1.167 1.583

33 TRANS-B.5-3 14.84 1.167 0

34 TRANS-B-5.5 20.67 1.167 15.125

35 TRANS-B-4 20.67 1.167 12

36 TRANS-B-3.75 20.67 1.167 7.5625

37 TRANS-B-3 20.67 1.167 0

38 L2-STRINGER-2 15.84 15.5 4.584

39 L2-STRINGER-1 12.5 15.5 4.584

40 L2-E-4 0 15.5 12 41 L2-E-3.8 0 15.5 10.5

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 2

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 42 L2-E-3.7 0 15.5 9 43 L2-E-3.6 0 15.5 7.5 44 L2-E-3.5 0 15.5 6 45 L2-E-3.4 0 15.5 4.5 46 L2-E-3.3 0 15.5 3 47 L2-E-3.2 0 15.5 1.5 48 L2-E-3 0 15.5 0 49 L2-D.66-4 4 15.5 12 50 L2-D.66-3.8 4 15.5 10.5 51 L2-D.66-3.7 4 15.5 9 52 L2-D.66-3.6 4 15.5 7.5 53 L2-D.66-3.5 4 15.5 6 54 L2-D.66-3.4 4 15.5 4.5 55 L2-D.66-3.3 4 15.5 3 56 L2-D.66-3.2 4 15.5 1.5 57 L2-D.66-3 4 15.5 0 58 L2-D.33-4 8 15.5 12 59 L2-D.33-3.8 8 15.5 10.5 60 L2-D.33-3.7 8 15.5 9 61 L2-D.33-3.6 8 15.5 7.5 62 L2-D.33-3.5 8 15.5 6 63 L2-D.33-3.4 8 15.5 4.5 64 L2-D.33-3.3 8 15.5 3 65 L2-D.33-3.2 8 15.5 1.5 66 L2-D.33-3 8 15.5 0 67 L2-D-4 12 15.5 12 68 L2-D-3.75 12 15.5 9.5 69 L2-D-3.65 12 15.5 8.25 70 L2-D-3.56 12 15.5 7.028 71 L2-D-3.48 12 15.5 5.806 72 L2-D-3.41 12 15.5 4.584 73 L2-D-3.9 12 15.5 10.75 74 L2-D-3.8 12 15.5 10.5 75 L2-D-3.7 12 15.5 9 76 L2-D-3.6 12 15.5 7.5 77 L2-D-3.5 12 15.5 6 78 L2-D-3.4 12 15.5 4.5 79 L2-D-3.3 12 15.5 3 80 L2-D-3.2 12 15.5 1.5 81 L2-D-3 12 15.5 0 82 L2-B.5-4 16.34 15.5 12

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 3

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 83 L2-B.5-3.9 16.34 15.5 10.75 84 L2-B.5-3.8 16.34 15.5 9.5 85 L2-B.5-3.7 16.34 15.5 8.25 86 L2-B.5-3.6 16.34 15.5 7.028 87 L2-B.5-3.5 16.34 15.5 5.806 88 L2-B.5-3.4 16.34 15.5 4.584 89 L2-B-4 20.67 15.5 12 90 L2-B-3.66 20.67 15.5 8 91 L2-B-3.33 20.67 15.5 4 92 L2-B-3.9 20.67 15.5 10.75 93 L2-B-3.8 20.67 15.5 9.5 94 L2-B-3.7 20.67 15.5 8.25 95 L2-B-3 20.67 15.5 0

96 L1.8-STRINGER-4 20.17 12.583 0

97 L1.8-STRINGER-3 16.84 12.583 0

98 L1.8-STRINGER-2 15.84 12.583 0

99 L1.8-STRINGER-1 12.5 12.583 0

100 L1.8-D-3 12 12.583 0 101 L1.8-D-2.9 12 12.583 -1.333 102 L1.8-D-2.7 12 12.583 -2.666 103 L1.8-D-2.5 12 12.583 -4 104 L1.8-B.5-3 16.34 12.583 0 105 L1.8-B.5-2.9 16.34 12.583 -1.333 106 L1.8-B.5-2.7 16.34 12.583 -2.666 107 L1.8-B.5-2.5 16.34 12.583 -4 108 L1.8-B-3 20.67 12.583 0 109 L1.8-B-2.9 20.67 12.583 -1.333 110 L1.8-B-2.7 20.67 12.583 -2.666 111 L1.8-B-2.5 20.67 12.583 -4 112 L1.7-E-4 0 12.42 12 113 L1.7-E-3 0 12.42 0 114 L1.7-D-4 12 12.42 12 115 L1.7-D-3 12 12.42 0 116 L1.7-B-4 20.67 12.42 12 117 L1.7-B-3 20.67 12.42 0

118 L1.3-STRINGER-4 20.17 7.333 8.146

119 L1.3-STRINGER-3 16.84 7.333 8.146

120 L1.3-STRINGER-2 15.84 7.333 10.73

121 L1.3-STRINGER-1 12.5 7.333 10.73

122 L1.3-D-4.2 12 7.333 14.75 123 L1.3-D-4.1 12 7.333 13.375

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 4

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 124 L1.3-D-4 12 7.333 12 125 L1.3-D-3.85 12 7.333 10.73 126 L1.3-B.5-4.2 16.34 7.333 14.75 127 L1.3-B.5-4.1 16.34 7.333 13.375 128 L1.3-B.5-4 16.34 7.333 12 129 L1.3-B.5-3.85 16.34 7.333 10.73 130 L1.3-B.5-3.65 16.34 7.333 8.146 131 L1.3-B.5-3.7 16.34 7.333 9.435 132 L1.3-B-4.2 20.67 7.333 14.75 133 L1.3-B-4.1 20.67 7.333 13.375 134 L1.3-B-4 20.67 7.333 12 135 L1.3-B-3.65 20.67 7.333 8.146 136 L1.3-B-3.8 20.67 7.333 10.73 137 L1.3-B-3.7 20.67 7.333 9.435

138 L1-STRINGER-4 15.84 5 7.67

139 L1-STRINGER-3 12.5 5 7.67

140 L1-STRINGER-2 15.84 5 2.542

141 L1-STRINGER-1 12.5 5 2.542

142 L1-E-4 0 5 12 143 L1-E-3.8 0 5 10.5 144 L1-E-3.7 0 5 9 145 L1-E-3.6 0 5 7.5 146 L1-E-3.5 0 5 6 147 L1-E-3.4 0 5 4.5 148 L1-E-3.3 0 5 3 149 L1-E-3.2 0 5 1.5 150 L1-E-3 0 5 0 151 L1-D.66-4 4 5 12 152 L1-D.66-3.8 4 5 10.5 153 L1-D.66-3.7 4 5 9 154 L1-D.66-3.6 4 5 7.5 155 L1-D.66-3.5 4 5 6 156 L1-D.66-3.4 4 5 4.5 157 L1-D.66-3.3 4 5 3 158 L1-D.66-3.2 4 5 1.5 159 L1-D.66-3 4 5 0 160 L1-D.33-4 8 5 12 161 L1-D.33-3.8 8 5 10.5 162 L1-D.33-3.7 8 5 9 163 L1-D.33-3.6 8 5 7.5 164 L1-D.33-3.5 8 5 6

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 5

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 165 L1-D.33-3.4 8 5 4.5 166 L1-D.33-3.3 8 5 3 167 L1-D.33-3.2 8 5 1.5 168 L1-D.33-3 8 5 0 169 L1-D.7-5.6 3 4.75 16.5 170 L1-D.7-5.4 3 4.75 15 171 L1-D.7-5.2 3 4.75 13.5 172 L1-D.5-6 6 5 18 173 L1-D.5-5.6 6 5 16.5 174 L1-D.5-5.4 6 5 15 175 L1-D.5-5.2 6 5 13.5 176 L1-D.5-4 6 5 12 177 L1-D.3-6 9 5 18 178 L1-D.3-5.6 9 5 16.5 179 L1-D.3-5.4 9 5 15 180 L1-D.3-5.2 9 5 13.5 181 L1-D.3-4 9 5 12 182 L1-D-6 12 5 18 183 L1-D-5.6 12 5 16.5 184 L1-D-5.4 12 5 15 185 L1-D-5.2 12 5 13.5 186 L1-D-4 12 5 12 187 L1-D-3.85 12 5 10.73 188 L1-D-3.65 12 5 7.98 189 L1-D-3.62 12 5 7.67 190 L1-D-3.53 12 5 6.38 191 L1-D-3.45 12 5 5.1 192 L1-D-3.35 12 5 3.823 193 L1-D-3.27 12 5 2.542 194 L1-D-3.8 12 5 10.5 195 L1-D-3.7 12 5 9 196 L1-D-3.6 12 5 7.5 197 L1-D-3.5 12 5 6 198 L1-D-3.4 12 5 4.5 199 L1-D-3.3 12 5 3 200 L1-D-3.2 12 5 1.5 201 L1-D-3 12 5 0 202 L1-B.5-3.62 16.34 5 7.67 203 L1-B.5-3.53 16.34 5 6.38 204 L1-B.5-3.45 16.34 5 5.1 205 L1-B.5-3.35 16.34 5 3.823

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 6

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 206 L1-B.5-3.27 16.34 5 2.542 207 L1-B-4 20.67 5 12 208 L1-B-3.75 20.67 5 8.146 209 L1-B-3.66 20.67 5 8 210 L1-B-3.53 20.67 5 6.38 211 L1-B-3.45 20.67 5 5.1 212 L1-B-3.35 20.67 5 3.823 213 L1-B-3.33 20.67 5 4 214 L1-B-3.27 20.67 5 2.542 215 L1-B-3.5 20.67 5 7.67 216 L1-B-3 20.67 5 0 217 L0.9-D.7-6 3 4.75 18 218 L0.9-D.7-4 3 4.75 12 219 L0.8-G-6 -6 4.5 18 220 L0.8-G-5.4 -6 4.5 15 221 L0.8-G-4 -6 4.5 12 222 L0.8-F.8-6 -4.5 4.5 18 223 L0.8-F.8-5.4 -4.5 4.5 15 224 L0.8-F.8-4 -4.5 4.5 12 225 L0.8-F.5-6 -3 4.5 18 226 L0.8-F.5-5.4 -3 4.5 15 227 L0.8-F.5-4 -3 4.5 12 228 L0.8-F.3-5.4 -1.5 4.5 15 229 L0.8-F.3-4 -1.5 4.5 12 230 L0.8-E-6 0 4.5 18 231 L0.8-E-5.6 0 4.5 16.5 232 L0.8-E-5.4 0 4.5 15 233 L0.8-E-5.2 0 4.5 13.5 234 L0.8-E-4 0 4.5 12 235 L0.7-G-3.7 -6 4.166667 8 236 L0.7-F.8-3.7 -4.5 4.166667 8 237 L0.7-F.5-3.7 -3 4.166667 8 238 L0.7-F.3-3.7 -1.5 4.166667 8 239 L0.7-E-3.7 0 4.166667 8 240 L0.6-G-3.4 -6 3.833333 4 241 L0.6-F.8-3.4 -4.5 3.833333 4 242 L0.6-F.5-3.4 -3 3.833333 4 243 L0.6-F.3-3.4 -1.5 3.833333 4 244 L0.6-E-3.4 0 3.833333 4 245 L0.5-G-3 -6 3.5 0 246 L0.5-F.8-3 -4.5 3.5 0

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 7

Node Coordinates (Continued)

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 247 L0.5-F.5-3 -3 3.5 0 248 L0.5-F.3-3 -1.5 3.5 0 249 L0.5-E-3 0 3.5 0 250 L0..8-F.6-6 -1.5 4.5 18

251 FDN-G-3 -6 1.167 -0.5

252 FDN-F.5-5.5 -3.535 -3.5 15.125

253 FDN-F.5-2.9 -3.535 0.5 -0.5

254 FDN-B.5-5.5 14.84 -3 15.125

255 FDN-B.5-3.25 14.84 -0.25 1.583

Node Boundary Conditions

Node Label X [k/in] Y [k/in] Z [k/in] 1 FDN-G-3 Reaction Reaction Reaction 2 FDN-B.5-5.5 Reaction Reaction Reaction 3 FDN-B.5-3.25 Reaction Reaction Reaction 4 FDN-F.5-5.5 Reaction Reaction Reaction 5 FDN-F.5-2.9 Reaction Reaction Reaction

Hot Rolled Steel Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15 8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1

Cold Formed Steel Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 8

Wood Properties

Label Type Database Species Grade Cm Emod Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035

10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.3E_RIGIDLAM LVL SCL Roseburg Forest Products 1.3E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035

Concrete Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] f'c [ksi] Lambda Flex Steel [ksi] Shear Steel [ksi] 1 Conc3000NW 3156 1372 0.15 0.6 0.145 3 1 60 60 2 Conc3500NW 3409 1482 0.15 0.6 0.145 3.5 1 60 60 3 Conc4000NW 3644 1584 0.15 0.6 0.145 4 1 60 60 4 Conc3000LW 2085 907 0.15 0.6 0.11 3 0.75 60 60 5 Conc3500LW 2252 979 0.15 0.6 0.11 3.5 0.75 60 60 6 Conc4000LW 2408 1047 0.15 0.6 0.11 4 0.75 60 60

Masonry Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Self Weight [k/ft³] f'm [ksi] Flex Steel [ksi] Shear Steel [ksi] 1 Concrete Matl 1350 540 0.25 0.6 Custom 1.5 60 60 2 Clay Matl 1050 420 0.25 0.6 Custom 1.5 60 60 3 Gen Masonry 1050 420 0.25 0.6 0.08 1.5 60 60

Aluminum Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Table B.4 kt Ftu [ksi] Fty [ksi] Fcy [ksi] Fsu [ksi] Ct 1 3003-H14 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 19 16 13 12 141 2 6061-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 38 35 35 24 141 3 6063-T5 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 22 16 16 13 141

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 9

Aluminum Properties (Continued)

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Table B.4 kt Ftu [ksi] Fty [ksi] Fcy [ksi] Fsu [ksi] Ct 4 6063-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 30 25 25 19 141 5 5052-H34 10200 3787.5 0.33 1.3 0.173 Table B.4-1 1 34 26 24 20 141 6 6061-T6 W 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 24 15 15 15 141

Stainless Steel Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] n Yield [ksi] Fu [ksi] 1 A276 S316 28000 10780 0.3 0.93 0.5 5.6 30 75 2 A276 S321 29000 11165 0.3 0.73 0.48 5.6 65 94 3 A276 S304 28000 10780 0.3 0.93 0.49 5.6 30 75

General Materials Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+06 0.3 0 0 Isotropic

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule 1 VBR-TRANS-F.5-4-5.5 FDN-F.5-5.5 TRANS-F.5-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 2 VBR-TRANS-B.5-4.75-5.5 FDN-B.5-5.5 TRANS-B.5-4.75 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 3 VBR-TRANS-B-B.5-5.5 TRANS-B-5.5 FDN-B.5-5.5 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 4 VBR-TRANS-5.5-F..5-D.9 FDN-F.5-5.5 TRANS-D.9-5.5 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 5 VBR-TRANS-5.5-B.5-D.2 TRANS-D.2-5.5 FDN-B.5-5.5 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 6 VBR-L2-E-3.6-4 L1.7-E-4 L2-E-3.6 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 7 VBR-L2-E-3-3.3 L1.7-E-3 L2-E-3.3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 8 VBR-L2-D-3.6-4 L1.7-D-4 L2-D-3.6 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 9 VBR-L2-D-3-3.3 L1.7-D-3 L2-D-3.3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical

10 VBR-L2-B-3.66-4 L1.7-B-4 L2-B-3.66 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 11 VBR-L2-B-3-3.33 L2-B-3.33 L1.7-B-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 12 VBR-L2-4-D.66-E L1.7-E-4 L2-D.66-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 13 VBR-L2-4-D-D.33 L2-D.33-4 L1.7-D-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 14 VBR-L2-3-D.66-E L2-D.66-3 L1.7-E-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 15 VBR-L2-3-D-D.33 L1.7-D-3 L2-D.33-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 10

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 16 VBR-L1-E-3.6-4 L1-E-3.6 TRANS-E-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 17 VBR-L1-E-3-3.4 TRANS-E-3 L1-E-3.4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 18 VBR-L1-D-3.66-4 TRANS-D-4 L1-D-3.65 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 19 VBR-L1-D-3-3.33 L1-D-3.4 TRANS-D-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 20 VBR-L1-B-3.5-4 L1-B-3.66 TRANS-B-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 21 VBR-L1-4-D.66-E TRANS-E-4 L1-D.66-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 22 VBR-L1-4-D-D.33 L1-D.33-4 TRANS-D-4 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 23 VBR-L1-3-D.66-E L1-D.66-3 TRANS-E-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 24 VBR-L1-3-D-D.33 TRANS-D-3 L1-D.33-3 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 25 VBR-L1-3-3.33 TRANS-B-3 L1-B-3.33 HSS6X6X6 VBrace Tube A500 Gr.B Rect Typical 26 TRANSBM-G-3-6 FDN-G-3 TRANS-G-6 W12X58 Beam Wide Flange A992 Typical 27 TRANSBM-F.5-2.9-6 TRANS-F.5-6 TRANS-F.5-2.9 W12X58 Beam Wide Flange A992 Typical 28 TRANSBM-E-5.5-6 TRANS-E-5.5 TRANS-E-6 W12X58 Beam Wide Flange A992 Typical 29 TRANSBM-E-3.25-5.5 TRANS-E-5.5 TRANS-E-3.25 W12X58 Beam Wide Flange A992 Typical 30 TRANSBM-E-3-3.25 TRANS-E-3.25 TRANS-E-3 W12X58 Beam Wide Flange A992 Typical 31 TRANSBM-D.5-5.5-6 TRANS-D.5-6 TRANS-D.5-5.5 W12X58 Beam Wide Flange A992 Typical 32 TRANSBM-D.5-3.25-5.5 TRANS-D.5-5.5 TRANS-D.5-3.25 W12X58 Beam Wide Flange A992 Typical 33 TRANSBM-D.5-3-3.25 TRANS-D.5-3.25 TRANS-D.5-3 W12X58 Beam Wide Flange A992 Typical 34 TRANSBM-D-5.5-6 TRANS-D-6 TRANS-D-5.5 W12X58 Beam Wide Flange A992 Typical 35 TRANSBM-D-3.25-5.5 TRANS-D-5.5 TRANS-D-3.25 W12X58 Beam Wide Flange A992 Typical 36 TRANSBM-D-3-3.25 TRANS-D-3.25 TRANS-D-3 W12X58 Beam Wide Flange A992 Typical 37 TRANSBM-B.5-3-5.5 TRANS-B.5-5.5 TRANS-B.5-3 W12X58 Beam Wide Flange A992 Typical 38 TRANSBM-B-3-5.5 TRANS-B-5.5 TRANS-B-3 W12X58 Beam Wide Flange A992 Typical 39 TRANSBM-6-D-G TRANS-G-6 TRANS-D-6 W12X58 Beam Wide Flange A992 Typical 40 TRANSBM-5.5-F.5-G TRANS-G-5.5 TRANS-F.5-5.5 W12X58 Beam Wide Flange A992 Typical 41 TRANSBM-5.5-B.5-F.5 TRANS-F.5-5.5 TRANS-B.5-5.5 W12X58 Beam Wide Flange A992 Typical 42 TRANSBM-5.5-B-B.5 TRANS-B.5-5.5 TRANS-B-5.5 W12X58 Beam Wide Flange A992 Typical 43 TRANSBM-3.25-B.5-F.5 TRANS-F.5-3.25 TRANS-B.5-3.25 W12X58 Beam Wide Flange A992 Typical 44 TRANSBM-3-B-F.5 TRANS-B-3 TRANS-F.5-3 W12X58 Beam Wide Flange A992 Typical 45 STRBM-SIDE-L1.33-5 L1.3-B.5-3.85 L1.3-B.5-3.65 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 46 STRBM-SIDE-L1.33-4 L1.3-B-4 L1.3-B-3.65 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 47 STRBM-SIDE-L1.33-3 L1.3-B-4.2 L1.3-B-4 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 48 STRBM-SIDE-L1.33-2 L1.3-D-4 L1.3-D-3.85 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 49 STRBM-SIDE-L1.33-1 L1.3-D-4 L1.3-D-4.2 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 50 STRBM-MAIN-L1.33-3 L1.3-D-4.2 L1.3-B-4.2 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 51 STRBM-MAIN-L1.33-2 L1.3-D-3.85 L1.3-B-3.8 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 52 STRBM-MAIN-L1.33-1 L1.3-B.5-3.65 L1.3-B-3.65 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 53 STRBM-L2-3 L2-D-3.65 L2-B-3.7 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 54 STRBM-L2-2 L2-B.5-3.4 L2-B.5-3.7 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 55 STRBM-L2-1 L2-D-3.41 L2-B.5-3.4 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 56 STRBM-L1.66-7 L1.8-D-2.5 L1.8-D-3 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 11

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 57 STRBM-L1.66-5 L1.8-B-3 L1.8-B-2.5 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 58 STRBM-L1.66-2 L1.8-D-3 L1.8-B-3 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 59 STRBM-L1.66-1 L1.8-B-2.5 L1.8-D-2.5 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 60 STRBM-L1-2 L1-D-3.62 L1-B-3.5 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 61 STRBM-L1-1 L1-D-3.27 L1-B-3.27 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 62 STR-JOIST-L2-4 L2-D-3.48 L2-B.5-3.5 800S200-118 Beam CS A653 SS Gr33 Typical 63 STR-JOIST-L2-3 L2-D-3.56 L2-B.5-3.6 HSS8X6X6 Beam Tube A500 Gr.B Rect Typical 64 STR-JOIST-L2-2 L2-D-3.75 L2-B-3.8 800S200-118 Beam CS A653 SS Gr33 Typical 65 STR-JOIST-L2-1 L2-D-3.9 L2-B-3.9 800S200-118 Beam CS A653 SS Gr33 Typical 66 STR-JOIST-L1.66-2 L1.8-B-2.7 L1.8-D-2.7 800S200-118 Beam CS A653 SS Gr33 Typical 67 STR-JOIST-L1.66-1 L1.8-B-2.9 L1.8-D-2.9 800S200-118 Beam CS A653 SS Gr33 Typical 68 STR-JOIST-L1.33-3 L1.3-D-4.1 L1.3-B-4.1 800S200-118 Beam CS A653 SS Gr33 Typical 69 STR-JOIST-L1.33-2 L1.3-D-4 L1.3-B-4 800S200-118 Beam CS A653 SS Gr33 Typical 70 STR-JOIST-L1.33-1 L1.3-B.5-3.7 L1.3-B-3.7 800S200-118 Beam CS A653 SS Gr33 Typical 71 STR-JOIST-L1-3 L1-D-3.53 L1-B-3.53 800S200-118 Beam CS A653 SS Gr33 Typical 72 STR-JOIST-L1-2 L1-D-3.45 L1-B-3.45 800S200-118 Beam CS A653 SS Gr33 Typical 73 STR-JOIST-L1-1 L1-D-3.35 L1-B-3.35 800S200-118 Beam CS A653 SS Gr33 Typical 74 STR-HBR-L2-3 L2-B.5-3.7 L2-B.5-3.8 800S200-118 HBrace CS A653 SS Gr33 Typical 75 STR-HBR-L2-2 L2-B.5-3.8 L2-B.5-3.9 800S200-118 HBrace CS A653 SS Gr33 Typical 76 STR-HBR-L2-1 L2-B.5-3.9 L2-B.5-4 800S200-118 HBrace CS A653 SS Gr33 Typical 77 STR-HBR-L1.66-3 L1.8-B.5-2.5 L1.8-B.5-2.7 800S200-118 HBrace CS A653 SS Gr33 Typical 78 STR-HBR-L1.66-2 L1.8-B.5-2.7 L1.8-B.5-2.9 800S200-118 HBrace CS A653 SS Gr33 Typical 79 STR-HBR-L1.66-1 L1.8-B.5-2.9 L1.8-B.5-3 800S200-118 HBrace CS A653 SS Gr33 Typical 80 STR-HBR-L1.33-3 L1.3-B.5-4.1 L1.3-B.5-4.2 800S200-118 HBrace CS A653 SS Gr33 Typical 81 STR-HBR-L1.33-2 L1.3-B.5-4 L1.3-B.5-4.1 800S200-118 HBrace CS A653 SS Gr33 Typical 82 STR-HBR-L1.33-1 L1.3-B.5-3.85 L1.3-B.5-4 800S200-118 HBrace CS A653 SS Gr33 Typical 83 STR-HBR-L1-4 L1-B.5-3.62 L1-B.5-3.53 800S200-118 HBrace CS A653 SS Gr33 Typical 84 STR-HBR-L1-3 L1-B.5-3.53 L1-B.5-3.45 800S200-118 HBrace CS A653 SS Gr33 Typical 85 STR-HBR-L1-2 L1-B.5-3.45 L1-B.5-3.35 800S200-118 HBrace CS A653 SS Gr33 Typical 86 STR-HBR-L1-1 L1-B.5-3.35 L1-B.5-3.27 800S200-118 HBrace CS A653 SS Gr33 Typical 87 RAMPLAND-HBR-4.5-4 L1-D.3-4 L1-D.3-5.2 800S200-118 HBrace CS A653 SS Gr33 Typical 88 RAMPLAND-HBR-4.5-3 L1-D.3-5.2 L1-D.3-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 89 RAMPLAND-HBR-4.5-2 L1-D.3-5.4 L1-D.3-5.6 800S200-118 HBrace CS A653 SS Gr33 Typical 90 RAMPLAND-HBR-4.5-1 L1-D.3-5.6 L1-D.3-6 800S200-118 HBrace CS A653 SS Gr33 Typical 91 RAMPLAND-HBR-4-4 L0.8-F.3-5.4 L0.8-E-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 92 RAMPLAND-HBR-4-3 L0.8-F.5-5.4 L0.8-F.3-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 93 RAMPLAND-HBR-4-2 L0.8-F.8-5.4 L0.8-F.5-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 94 RAMPLAND-HBR-4-1 L0.8-G-5.4 L0.8-F.8-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 95 RAMPLAND-BM-4.5-4 L1-D.5-5.2 L1-D-5.2 800S200-118 Beam CS A653 SS Gr33 Typical 96 RAMPLAND-BM-4.5-3 L1-D.5-5.4 L1-D-5.4 800S200-118 Beam CS A653 SS Gr33 Typical 97 RAMPLAND-BM-4.5-2 L1-D.5-5.6 L1-D-5.6 800S200-118 Beam CS A653 SS Gr33 Typical

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D Version 19 [ OBSERVATION TOWER - RISA 18 - 2 FL NO Roof.r3d ] Page 12

Member Primary Data (Continued)

Label I Node J Node Section/Shape Type Design List Material Design Rule 98 RAMPLAND-BM-4.5-1 L1-D.5-6 L1-D-6 800S200-118 Beam CS A653 SS Gr33 Typical 99 RAMPLAND-BM-4-4 L0..8-F.6-6 L0.8-F.3-4 800S200-118 Beam CS A653 SS Gr33 Typical

100 RAMPLAND-BM-4-3 L0.8-F.5-6 L0.8-F.5-4 800S200-118 Beam CS A653 SS Gr33 Typical 101 RAMPLAND-BM-4-2 L0.8-F.8-6 L0.8-F.8-4 800S200-118 Beam CS A653 SS Gr33 Typical 102 RAMPLAND-BM-4-1 L0.8-G-6 L0.8-G-4 800S200-118 Beam CS A653 SS Gr33 Typical 103 RAMPCOL-4.5-2 L1-D-6 TRANS-D-6 HSS4X4X6 Column Tube A500 Gr.B Rect Typical 104 RAMPCOL-4.5-1 L1-D.5-6 TRANS-D.5-6 HSS4X4X6 Column Tube A500 Gr.B Rect Typical 105 RAMPCOL-4-3 L0.8-E-6 TRANS-E-6 HSS4X4X6 Column Tube A500 Gr.B Rect Typical 106 RAMPCOL-4-2 L0.8-G-6 TRANS-G-6 HSS4X4X6 Column Tube A500 Gr.B Rect Typical 107 RAMPCOL-4-1 L0.8-G-4 TRANS-G-4 HSS4X4X6 Column Tube A500 Gr.B Rect Typical 108 RAMPBM-4.5-1 L1-D-6 L1-D-4 L6X6X6 Beam Single Angle A36 Gr.36 Typical 109 RAMPBM-4-3 L0.8-E-4 L0.8-E-6 LL6x6x6x6 Beam Double Angle (No Gap) A36 Gr.36 Typical 110 RAMPBM-4-2 L0.8-G-4 L0.8-E-4 LL6x6x6x6 Beam Double Angle (No Gap) A36 Gr.36 Typical 111 RAMPBM-4-1 L0.8-E-6 L0.8-G-6 L6X6X6 Beam Single Angle A36 Gr.36 Typical 112 RAMPBM-3-1 L0.5-G-3 L0.5-E-3 L6X6X6 Beam Single Angle A36 Gr.36 Typical 113 RAMP-4.5-4-HBR-4 L0.9-D.7-4 L1-D.7-5.2 800S200-118 HBrace CS A653 SS Gr33 Typical 114 RAMP-4.5-4-HBR-3 L1-D.7-5.2 L1-D.7-5.4 800S200-118 HBrace CS A653 SS Gr33 Typical 115 RAMP-4.5-4-HBR-2 L1-D.7-5.4 L1-D.7-5.6 800S200-118 HBrace CS A653 SS Gr33 Typical 116 RAMP-4.5-4-HBR-1 L1-D.7-5.6 L0.9-D.7-6 800S200-118 HBrace CS A653 SS Gr33 Typical 117 RAMP-4.5-4-BM-5 L0.8-E-4 L1-D.5-4 800S200-118 Beam CS A653 SS Gr33 Typical 118 RAMP-4.5-4-BM-4 L0.8-E-5.2 L1-D.5-5.2 800S200-118 Beam CS A653 SS Gr33 Typical 119 RAMP-4.5-4-BM-3 L0.8-E-5.4 L1-D.5-5.4 800S200-118 Beam CS A653 SS Gr33 Typical 120 RAMP-4.5-4-BM-2 L0.8-E-5.6 L1-D.5-5.6 800S200-118 Beam CS A653 SS Gr33 Typical 121 RAMP-4.5-4-BM-1 L0.8-E-6 L1-D.5-6 800S200-118 Beam CS A653 SS Gr33 Typical 122 RAMP-4-3-HBR-8 L0.7-F.3-3.7 L0.7-E-3.7 800S200-118 HBrace CS A653 SS Gr33 Typical 123 RAMP-4-3-HBR-7 L0.7-F.5-3.7 L0.7-F.3-3.7 800S200-118 HBrace CS A653 SS Gr33 Typical 124 RAMP-4-3-HBR-6 L0.7-F.8-3.7 L0.7-F.5-3.7 800S200-118 HBrace CS A653 SS Gr33 Typical 125 RAMP-4-3-HBR-5 L0.7-G-3.7 L0.7-F.8-3.7 800S200-118 HBrace CS A653 SS Gr33 Typical 126 RAMP-4-3-HBR-4 L0.6-F.3-3.4 L0.6-E-3.4 800S200-118 HBrace CS A653 SS Gr33 Typical 127 RAMP-4-3-HBR-3 L0.6-F.5-3.4 L0.6-F.3-3.4 800S200-118 HBrace CS A653 SS Gr33 Typical 128 RAMP-4-3-HBR-2 L0.6-F.8-3.4 L0.6-F.5-3.4 800S200-118 HBrace CS A653 SS Gr33 Typical 129 RAMP-4-3-HBR-1 L0.6-G-3.4 L0.6-F.8-3.4 800S200-118 HBrace CS A653 SS Gr33 Typical 130 RAMP-4-3-BM-5 L0.5-E-3 L0.8-E-4 800S200-118 Beam CS A653 SS Gr33 Typical 131 RAMP-4-3-BM-4 L0.5-F.3-3 L0.8-F.3-4 800S200-118 Beam CS A653 SS Gr33 Typical 132 RAMP-4-3-BM-3 L0.5-F.5-3 L0.8-F.5-4 800S200-118 Beam CS A653 SS Gr33 Typical 133 RAMP-4-3-BM-2 L0.5-F.8-3 L0.8-F.8-4 800S200-118 Beam CS A653 SS Gr33 Typical 134 RAMP-4-3-BM-1 L0.5-G-3 L0.8-G-4 800S200-118 Beam CS A653 SS Gr33 Typical 135 RAMBM-4.5-2 L1-D.5-6 L1-D.5-4 LL6x6x6x6 Beam Double Angle (No Gap) A36 Gr.36 Typical 136 HBR-TRANS-F.5-5.5-G-4 TRANS-F.5-5.5 TRANS-G-4 L4X4X6 HBrace Single Angle A36 Gr.36 Typical 137 HBR-TRANS-F.5-5.5-G-6 TRANS-F.5-5.5 TRANS-G-6 L4X4X6 HBrace Single Angle A36 Gr.36 Typical 138 HBR-TRANS-F.5-3.75-G-4 TRANS-F.5-3.75 TRANS-G-4 L4X4X6 HBrace Single Angle A36 Gr.36 Typical

Job Number Model Name

<Licensed Company> sgerhardt 220146

FWS LOXAHATCHEE - OB TOWER

Checked By : RAB

11/10/2021

7:09:25 AM

RISA-3D…