B08_Attachment_10-Structural_Calculations.pdf

GOGA Stinson Beach Structural Calculation Package

PREPARED FOR:

Golden Gate National Recreation Area

Stinson Beach

PREPARED BY:

Silman

707 Wilshire Blvd, Suite 4900

Los Angeles, CA 90017

Silman Project # W3947

September 5, 2025

09-05-2025

PROJECT

SUBJECT

PROJECT NO.

BY DATE

PAGEGOGA Stinson Beach

CALCS AM

32 Old Slip, 10th Floor, New York, NY 10005 212 620 7970

SUBJECT

PROJECT NO.

BY DATE

PAGE??Name??

??Subject??

?? of ??

2 4 5

15' - 1" 8' - 4" 10' - 1 1/2"

W S

W

C

30.00°

H

SS

5x 5x

1/

H

SS

5x 5x

1/

4x12

4x12

4x12 4x12

4x12

4x12

4x12

4x12

2x10 WOOD JOISTS @

16" O.C. TYP.

S3.1S1.1

S4.4S1.1

S4.4S1.1

TYP.

100'-0"

H

SS

5x 5x

1/

4x1

4x12

4x12 x

4x1

TYP.

2 TYP.

4x12

4x123 S4.4S1.0

S4.7S1.0

/2

/4

/2

11 3/4"

S3.1S1.1

JS-1

BM-1

PROJECT NO.

BY DATE

PROJECT NO.

BY DATE

PROJECT NO.

BY DATE

Steel Beam LIC# : KW-06017627, Build:20.24.07.08 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2023

DESCRIPTION: Rectangular Guardrail at Observation Deck

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1

Point Load : L = 0.20 k @ 4.080 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.339 : 1

Load Combination L Only

Span # where maximum occurs Span # 1

0.20 k Mn / Omega : Allowable 2.405 k-ft Vn/Omega : Allowable

HSS2x2x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination L Only

10.891 k

Section used for this span HSS2x2x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.018 : 1

0.000 ft

0.816 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.360 in Ratio = >=180 Max Upward Total Deflection 0 in n/a n/a Span: 1 : L Only n/a

.Maximum Forces & Stresses for Load Combinations

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

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

Dsgn. L = 4.08 ft 1 0.000 4.02 2.41 1.00 1.00 -0.00 18.19 10.89 L Only

Dsgn. L = 4.08 ft 1 0.339 0.018 -0.82 0.82 4.02 2.41 1.00 1.00 0.20 18.19 10.89 +0.750L

Dsgn. L = 4.08 ft 1 0.254 0.014 -0.61 0.61 4.02 2.41 1.00 1.00 0.15 18.19 10.89

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

L Only 1 0.3604 4.080 0.0000 0.000

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

Max Upward from all Load Conditions 0.200 Max Upward from Load Combinations 0.150 Max Upward from Load Cases 0.200 L Only 0.200 +0.750L 0.150

DESCRIPTION: Angle Guardrail at Observation Deck

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

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

Beam Bracing : E: Modulus : 29,000.0

Vertical Leg Up

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1

Point Load : L = 0.20 k @ 4.080 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.357 : 1

Load Combination L Only

Span # where maximum occurs Span # 1

0.20 k Mn / Omega : Allowable 2.285 k-ft Vn/Omega : Allowable

L3x3x1/2Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination L Only

19.401 k

Section used for this span L3x3x1/2 Ma : Applied

Maximum Shear Stress Ratio = 0.010 : 1

0.000 ft

0.816 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.122 in Ratio = >=180 Max Upward Total Deflection 0 in n/a n/a Span: 1 : L Only n/a

.Maximum Forces & Stresses for Load Combinations

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

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

Dsgn. L = 4.08 ft 1 0.000 3.82 2.29 1.00 1.00 -0.00 32.40 19.40 L Only

Dsgn. L = 4.08 ft 1 0.357 0.010 -0.82 0.82 3.82 2.29 1.00 1.00 0.20 32.40 19.40 +0.750L

Dsgn. L = 4.08 ft 1 0.268 0.008 -0.61 0.61 3.82 2.29 1.00 1.00 0.15 32.40 19.40

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

L Only 1 0.1224 4.080 0.0000 0.000

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

Max Upward from all Load Conditions 0.200 Max Upward from Load Combinations 0.150 Max Upward from Load Cases 0.200 L Only 0.200 +0.750L 0.150

Concrete Beam LIC# : KW-06017627, Build:20.23.04.05 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2023

DESCRIPTION: GRADE BEAM

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

CODE REFERENCES

Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

General Information 3.0

7.50 145.0

Elastic Modulus 3,122.0 ksi

60.0 29,000.0

40.0 29,000.0

3=

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 410.792 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

.Cross Section & Reinforcing Details Rectangular Section, Width = 20.0 in, Height = 18.0 in Span #1 Reinforcing

4-#8 at 3.0 in from Bottom, from 0.0 to 10.250 ft in this span

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : D = 1.0 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.134 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 5.134 ft

Mn * Phi : Allowable 186.868 k-ft

Typical SectionSection used for this span Mu : Applied 25.051 k-ft

Maximum Deflection

0 <360.0 11033

Ratio = 0 <180.0

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.011 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in

Span: 1 : D Only Span: 1 : D Only

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

Max Upward from all Load Conditions 6.983 6.983 Max Upward from Load Combinations 4.190 4.190 Max Upward from Load Cases 6.983 6.983 D Only 6.983 6.983 +0.60D 4.190 4.190

.Shear Stirrup Requirements Entire Beam Span Length : Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, Stirrups are not required.

DESCRIPTION: GRADE BEAM

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections

D Only 1 0.0111 5.125 0.0000 0.000

Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations

D Only 1 0.0111 5.125 0.0000 0.000 +0.60D 1 0.0067 5.125 0.0000 0.000

DESCRIPTION: GRADE BEAM

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

Wood Column LIC# : KW-06017627, Build:20.22.12.28 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2022

DESCRIPTION: Cantilevered Column

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021

General Information Wood Section Name 10x10Analysis Method :

10Overall Column Height ft

Allowable Stress Design

( Used for non-slender calculations ) Allow Stress Modification Factors

End Fixities Top Free, Bottom Fixed

Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1200

1200 psi

31.21 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf

Fc - Perp E : Modulus of Elasticity . . .

Cfu : Flat Use Factor 1.0

Cf or Cv for Tension 1.0

Use Cr : Repetitive ?

Kf : Built-up columns 1.0 NDS 15.3.2

Exact Width 9.50 in Exact Depth 9.50 in

Area 90.250 in^2 Ix 678.76 in^4 Iy 678.76 in^4

Wood Grading/Manuf. Southern Pine Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

Axial

Cm : Wet Use Factor 0.85

Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No

Minimum Basic

Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 2.1

Incising Factors :

for Bending 0.80 for Elastic Modulus 0.95

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 195.604 lbs * Dead Load Factor

BENDING LOADS . . .

Wind: Lat. Point Load at 10.0 ft creating Mx-x, W = 2.50 k

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.9679

Location of max.above base 0.0 ft

Applied Axial 0.1956 k Applied Mx -15.0 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 24.931 psi 217.60Allowable Shear psi

0.1146 : 1 Bending Compression Tension

Location of max.above base 9.933 ft

: 1

At maximum location values are . . .

Applied My 0.0 k-ft

Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 2.50 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 1.389 in at 10.0 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base

Fc : Allowable 580.98 psi Other Factors used to calculate allowable stresses . . .

for load combination : n/a

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status

Load Combination Results

D Only 0.900 PASS PASS0.0 0.0 10.0 ft0.670 ft0.004495 +D+0.60W 1.600 PASS PASS0.0 0.1146 9.933 ft0.454 ft0.9679 +D+0.450W 1.600 PASS PASS0.0 0.08593 9.933 ft0.454 ft0.7259 +0.60D+0.60W 1.600 PASS PASS0.0 0.1146 9.933 ft0.454 ft0.9667 +0.60D 1.600 PASS PASS0.0 0.0 10.0 ft0.454 ft0.002238 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments

D Only 0.196 +D+0.60W 0.1961.500 15.000

Wood Column LIC# : KW-06017627, Build:20.22.12.28 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2022

DESCRIPTION: Cantilevered Column

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments

+D+0.450W 0.1961.125 11.250 +0.60D+0.60W 0.1171.500 15.000 +0.60D 0.117 W Only 2.500 25.000

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0000 0.833 10.000 ftft inin 0.000 +D+0.450W 0.0000 0.625 10.000 ftft inin 0.000 +0.60D+0.60W 0.0000 0.833 10.000 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 1.375 9.933 ftft inin 0.000

.Sketches

DESCRIPTION: Trolley Hoist Beam

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

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

Beam Bracing : E: Modulus : 29,000.0

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

Point Load : L = 1.50 k @ 9.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.223 : 1

Load Combination +D+L

Span # where maximum occurs Span # 1

0.9965 k Mn / Omega : Allowable 35.631 k-ft Vn/Omega : Allowable

S10x25.4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+L

44.784 k

Section used for this span S10x25.4 Ma : Applied

Maximum Shear Stress Ratio = 0.022 : 1

0.000 ft

7.933 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.094 in 2,349Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.112 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : L Only Span: 1 : +D+L

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

+D+L 1 0.1118 9.167 0.0000 0.000

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

Max Upward from all Load Conditions 0.996 0.969 Max Upward from Load Combinations 0.996 0.969 Max Upward from Load Cases 0.764 0.736 D Only 0.233 0.233 +D+L 0.996 0.969 +D+0.750L 0.806 0.785 +0.60D 0.140 0.140 L Only 0.764 0.736

DESCRIPTION: Trolley Hoist Beam

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

Steel Section Properties : S10x25.4

R xx =

0.950 in

Depth = 10.000 in

R yy =

4.070 in Sw = 6.340 in^4 K1 = 0.000 in Zy = 4.990 in^3 Kdesign = 1.130 in

J = 0.603 in^4

Flange Width = 4.660 in Flange Thick

0.491 in Zx = 28.300 in^3

Area

7.450 in^2 Weight = 25.400 plf

I xx = 123.00 in^4 S xx

24.60 in^3 Cw = 152.00 in^6Web Thick = 0.311 in

I yy = 6.730 in^4 S yy = 2.890 in^3 Wno = 11.100 in^2

Qf = 5.080 in^3 rts = 1.140 in Qw = 14.000 in^3 Ycg = 5.000 in

Pole Footing Embedded in Soil

DESCRIPTION: Pole Footing for Sail

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021

General Information Circular

10.0

150.0 1,500.0

No Lateral Restraint at Ground Surface

Pole Footing Shape Pole Footing Diameter . . . . . . . . . . . in

Allow Passive . . . . . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . psf

Calculate Min. Depth for Allowable Pressures

+D+0.750L+0.450WGoverning Load Combination :

Lateral Load 4.50 Moment 54.0 k-ft

Minimum Required Depth 20.50 ft k

NO Ground Surface Restraint

Pressures at 1/3 Depth Actual 1,018.01 psf Allowable 1,018.96 psf

Controlling Values ft^2Footing Base Area 0.5454 Maximum Soil Pressure 27.502 ksf k k k

15.0 k k

Applied Loads k

Lateral Concentrated Load (k)

D : Dead Load

L : Live Lr : Roof Live

S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above

0.0 3.0

5.0

12.0 k k k k k k k ft

Lateral Distributed Loads (klf)

TOP of Load above ground surface

BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft

Vertical Load (k) k

Load Combination Results

Factor Soil IncreaseForces @ Ground Surface

Load Combination Required

Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth

Allow - (psf)Actual - (psf)

0.00.000 0.000D Only 0.13 1.0000.0

860.43.000 36.000+D+L 17.25 1.000861.3

764.72.250 27.000+D+0.750L 15.38 1.000765.9

860.43.000 36.000+D+0.60W 17.25 1.000861.3

1,018.04.500 54.000+D+0.750L+0.450W 20.50 1.0001,019.0

860.43.000 36.000+0.60D+0.60W 17.25 1.000861.3

0.00.000 0.000+0.60D 0.13 1.0000.0

Wood Beam

DESCRIPTION: 2nd Floor Spiral Staircase Support Beam

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

675 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight calculated and added to loading

Point Load : D = 0.50, L = 1.0 k @ 3.50 ft, (Spiral Staircase) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (Gravity Framing)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.868: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 3.607ft

66.96 psi=

1,100.00psi

4x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

180.00 psi==

Section used for this span 4x12 Maximum Shear Stress Ratio 0.372 : 1

0.000 ft=

954.92psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.190 in 930Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.308 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 1.00Length = 14.750 ft 1 0.358 0.153 0.90 1.100 1.001.00 1.00 2.18 354.3 990.0 0.65 162.01.00 24.81.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.750 ft 1 0.868 0.372 1.00 1.100 1.001.00 1.00 5.87 954.9 1,100.0 1.76 180.01.00 67.01.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.750 ft 1 0.585 0.251 1.25 1.100 1.001.00 1.00 4.95 804.2 1,375.0 1.48 225.01.00 56.41.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.750 ft 1 0.121 0.052 1.60 1.100 1.001.00 1.00 1.31 212.6 1,760.0 0.39 288.01.00 14.91.00

DESCRIPTION: 2nd Floor Spiral Staircase Support Beam

Silman (a TY Lin Company) 707 Wilshire Boulevard Suite 4900 Los Angeles, CA 90017

Project File: STINSON.ec6

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

+D+L 1 0.3083 6.944 0.0000 0.000

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

Max Upward from all Load Conditions 1.845 1.056 Max Upward from Load Combinations 1.845 1.056 Max Upward from Load Cases 1.155 0.630 D Only 0.690 0.427 +D+L 1.845 1.056 +D+0.750L 1.556 0.899 +0.60D 0.414 0.256 L Only 1.155 0.630

LIC# : KW-06017627, Build:20.24.04.09 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2023

DESCRIPTION: JOIST OVER KITCHEN WITH UNIT

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir-Larch No.1

675 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight calculated and added to loading

Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 1.330 ft Uniform Load : D = 0.0290 ksf, Extent = 9.350 -->> 12.350 ft, Tributary Width = 1.330 ft, (MEP)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.428: 1

Load Combination +D+Lr

Span # where maximum occurs Span # 1 Location of maximum on span 10.850ft

31.18 psi=

1,940.63psi

2-2x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+Lr

212.50 psi==

Section used for this span 2-2x12 Maximum Shear Stress Ratio 0.147 : 1

20.829 ft=

830.80psi

Maximum Deflection

<360

Ratio = 0 <240

Max Downward Transient Deflection 0.234 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.643 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 1.00Length = 21.70 ft 1 0.382 0.127 0.90 1.000 1.151.00 1.00 2.82 533.9 1,397.3 0.44 153.01.00 19.41.00 1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.70 ft 1 0.428 0.147 1.25 1.000 1.151.00 1.00 4.38 830.8 1,940.6 0.70 212.51.00 31.21.00 1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.70 ft 1 0.390 0.133 1.25 1.000 1.151.00 1.00 3.99 756.6 1,940.6 0.64 212.51.00 28.21.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 21.70 ft 1 0.129 0.043 1.60 1.000 1.151.00 1.00 1.69 320.3 2,484.0 0.26 272.01.00 11.61.00

DESCRIPTION: JOIST OVER KITCHEN WITH UNIT

Project File: STINSON.ec6

Project Title:

Engineer:

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

+D+Lr 1 0.6428 10.929 0.0000 0.000

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

Max Upward from all Load Conditions 0.758 0.758 Max Upward from Load Combinations 0.758 0.758 Max Upward from Load Cases 0.469 0.469 D Only 0.469 0.469 +D+Lr 0.758 0.758 +D+0.750Lr 0.686 0.686 +0.60D 0.281 0.281 Lr Only 0.289 0.289

DESCRIPTION: Observation Deck Joists AT CANTILEVER TUBE

Project File: STINSON.ec6

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CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.2

475 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-22 / IBC 2024 (L<=100psf)

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

Beam self weight calculated and added to loading

Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (Gravity) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.203: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 2.125ft

18.81 psi=

900.00psi

2x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

170.00 psi==

Section used for this span 2x8 Maximum Shear Stress Ratio 0.111 : 1

0.000 ft=

183.11psi

Maximum Deflection

<360

Ratio = 0 <180

Max Downward Transient Deflection 0.006 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.011 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 1.00Length = 4.250 ft 1 0.091 0.049 0.90 1.200 1.001.00 1.00 0.08 73.4 810.0 0.05 153.01.00 7.51.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.203 0.111 1.00 1.200 1.001.00 1.00 0.20 183.1 900.0 0.14 170.01.00 18.81.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.138 0.075 1.25 1.200 1.001.00 1.00 0.17 155.7 1,125.0 0.12 212.51.00 16.01.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.250 ft 1 0.031 0.017 1.60 1.200 1.001.00 1.00 0.05 44.0 1,440.0 0.03 272.01.00 4.51.00

DESCRIPTION: Observation Deck Joists AT CANTILEVER TUBE

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+L 1 0.0106 2.141 0.0000 0.000

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

Max Upward from all Load Conditions 0.189 0.189 Max Upward from Load Combinations 0.189 0.189 Max Upward from Load Cases 0.113 0.113 D Only 0.076 0.076 +D+L 0.189 0.189 +D+0.750L 0.160 0.160 +0.60D 0.045 0.045 L Only 0.113 0.113

DESCRIPTION: Serving Window Header

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

675 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight calculated and added to loading

Uniform Load : D = 0.020 ksf, Tributary Width = 1.250 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.136: 1

Load Combination D Only

Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft

9.79 psi=

1,579.50psi

4x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination D Only

153.00 psi==

Section used for this span 4x8 Maximum Shear Stress Ratio 0.064 : 1

0.000 ft=

214.86psi

Maximum Deflection

<360

Ratio = 0 <240

Max Downward Transient Deflection 0 in

Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.080 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : D Only n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.136 0.064 0.90 1.300 1.001.00 1.00 0.55 214.9 1,579.5 0.17 153.01.00 9.81.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.046 0.022 1.60 1.300 1.001.00 1.00 0.33 128.9 2,808.0 0.10 272.01.00 5.91.00

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

D Only 1 0.0805 6.044 0.0000 0.000

DESCRIPTION: Serving Window Header

Project File: STINSON.ec6

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Project ID:

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

Max Upward from all Load Conditions 0.183 0.183 Max Upward from Load Combinations 0.110 0.110 Max Upward from Load Cases 0.183 0.183 D Only 0.183 0.183 +0.60D 0.110 0.110

DESCRIPTION: EXTERIOR CANOPY FASCIA

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

1,350.0 1,350.0

925.0 625.0

1,600.0 580.0

170.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight calculated and added to loading

Uniform Load : D = 0.020 ksf, Tributary Width = 1.250 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.090: 1

Load Combination D Only

Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft

6.16 psi=

1,058.87psi

4x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination D Only

118.73 psi==

Section used for this span 4x8 Maximum Shear Stress Ratio 0.052 : 1

7.416 ft=

95.49psi

Maximum Deflection

<360

Ratio = 0 <240

Max Downward Transient Deflection 0 in

Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.019 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : D Only n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 0.99Length = 8.0 ft 1 0.090 0.052 0.90 1.300 1.000.85 1.00 0.24 95.5 1,058.9 0.10 118.70.80 6.21.00 0.99+0.60D 1.300 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 0.97Length = 8.0 ft 1 0.031 0.018 1.60 1.300 1.000.85 1.00 0.15 57.3 1,850.4 0.06 211.10.80 3.71.00

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

D Only 1 0.0186 4.029 0.0000 0.000

DESCRIPTION: EXTERIOR CANOPY FASCIA

Project File: STINSON.ec6

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Engineer:

Project ID:

Project Descr:

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

Max Upward from all Load Conditions 0.122 0.122 Max Upward from Load Combinations 0.073 0.073 Max Upward from Load Cases 0.122 0.122 D Only 0.122 0.122 +0.60D 0.073 0.073

DESCRIPTION: DECK BEAM

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

1,350.0 1,350.0

925.0 625.0

1,600.0 580.0

170.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight calculated and added to loading

Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 8.60 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.784: 1

Load Combination +D+L

Span # where maximum occurs Span # 1 Location of maximum on span 3.125ft

83.21 psi=

1,009.80psi

4x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+L

131.92 psi==

Section used for this span 4x12 Maximum Shear Stress Ratio 0.631 : 1

5.315 ft=

791.69psi

Maximum Deflection

<360

Ratio = 0 <240

Max Downward Transient Deflection 0.052 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.061 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

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

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

D Only 0.0 0.00 0.00.0 1.00Length = 6.250 ft 1 0.120 0.097 0.90 1.100 1.000.85 1.00 0.67 109.2 908.8 0.30 118.70.80 11.51.00 1.00+D+L 1.100 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 1.00Length = 6.250 ft 1 0.784 0.631 1.00 1.100 1.000.85 1.00 4.87 791.7 1,009.8 2.18 131.90.80 83.21.00 1.00+D+0.750L 1.100 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 1.00Length = 6.250 ft 1 0.492 0.396 1.25 1.100 1.000.85 1.00 3.82 621.1 1,262.3 1.71 164.90.80 65.31.00 1.00+0.60D 1.100 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 1.00Length = 6.250 ft 1 0.041 0.033 1.60 1.100 1.000.85 1.00 0.40 65.5 1,615.7 0.18 211.10.80 6.91.00

DESCRIPTION: DECK BEAM

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+L 1 0.0606 3.148 0.0000 0.000

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

Max Upward from all Load Conditions 3.117 3.117 Max Upward from Load Combinations 3.117 3.117 Max Upward from Load Cases 2.688 2.688 D Only 0.430 0.430 +D+L 3.117 3.117 +D+0.750L 2.445 2.445 +0.60D 0.258 0.258 L Only 2.688 2.688

LIC# : KW-06017627, Build:20.24.05.02 T.Y. LIN INTERNATIONAL (c) ENERCALC INC 1983-2023

DESCRIPTION: 4 ft wall 8x8 Post

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

1,200.0 1,200.0 1,000.0

625.0

1,600.0 580.0

170.0

825.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight NOT internally calculated and added Load for Span Number 1

Varying Uniform Load : H= 1.280->0.0 k/ft, Extent = 0.0 -->> 4.0 ft, Trib Width = 1.0 ft, (Earth)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.793: 1

Load Combination H Only

Span # where maximum occurs Span # 1 Location of maximum on span 0.000ft

48.94 psi=

734.40psi

8x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination H Only

118.73 psi==

Section used for this span 8x8 Maximum Shear Stress Ratio 0.412 : 1

0.000 ft=

582.54psi

Maximum Deflection

<360

Ratio = 0 <180

Max Downward Transient Deflection 0 in

Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.059 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : H Only n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

H Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.793 0.412 0.90 1.000 1.000.85 1.00 3.41 582.5 734.4 1.84 118.70.80 48.91.00 1.00+0.60H 1.000 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 1.00Length = 4.0 ft 1 0.268 0.139 1.60 1.000 1.000.85 1.00 2.05 349.5 1,305.6 1.10 211.10.80 29.41.00

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

H Only 1 0.0587 4.000 0.0000 0.000

DESCRIPTION: 4 ft wall 8x8 Post

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Max Upward from all Load Conditions 2.560 Max Upward from Load Combinations 1.536 Max Upward from Load Cases 2.560 H Only 2.560 +0.60H 1.536

DESCRIPTION: 8 ft board at bottom (4x12)

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

1,200.0 1,200.0 1,000.0

625.0

1,600.0 580.0

170.0

825.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

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

Beam self weight NOT internally calculated and added Uniform Load : H = 0.080 , Tributary Width = 1.0 ft, (Earth)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.892: 1

Load Combination H Only

Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft

13.08 psi=

734.40psi

3x12Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination H Only

118.73 psi==

Section used for this span 3x12 Maximum Shear Stress Ratio 0.110 : 1

7.066 ft=

655.36psi

Maximum Deflection

<360

Ratio = 0 <180

Max Downward Transient Deflection 0 in

Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.416 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v n/a n/a Span: 1 : H Only n/a

(weak orientation) (weak orientation)

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

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

H Only 0.0 0.00 0.00.0 1.00Length = 8.0 ft 1 0.892 0.110 0.90 1.000 1.000.85 1.00 0.64 655.4 734.4 0.25 118.70.80 13.11.00 1.00+0.60H 1.000 1.000.85 1.00 0.0 0.00 0.00.80 0.01.00 1.00Length = 8.0 ft 1 0.301 0.037 1.60 1.000 1.000.85 1.00 0.38 393.2 1,305.6 0.15 211.10.80 7.81.00

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

H Only 1 0.4163 4.029 0.0000 0.000

DESCRIPTION: 8 ft board at bottom (4x12)

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Max Upward from all Load Conditions 0.320 0.320 Max Upward from Load Combinations 0.192 0.192 Max Upward from Load Cases 0.320 0.320 H Only 0.320 0.320 +0.60H 0.192 0.192

Pole Footing Embedded in Soil

DESCRIPTION: Pile Embedment

Project File: STINSON.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : IBC 2021

General Information Rectangular

8.0

240.0 2,000.0

No Lateral Restraint at Ground Surface

Pole Footing Shape Pole Footing Width . . . . . . . . . . . . . in

Allow Passive . . . . . . . . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . . . . . . . psf

Calculate Min. Depth for Allowable Pressures

H OnlyGoverning Load Combination :

Lateral Load 2.560 Moment 3.405 k-ft

Minimum Required Depth 9.625 ft k

NO Ground Surface Restraint

Pressures at 1/3 Depth Actual 765.28 psf Allowable 766.93 psf

Controlling Values ft^2Footing Base Area 0.4444 Maximum Soil Pressure 0.0 ksf k k k k k

Applied Loads k

Lateral Concentrated Load (k)

D : Dead Load

L : Live Lr : Roof Live

S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above

2.560

1.330 k k k k k k k ft

Lateral Distributed Loads (klf)

TOP of Load above ground surface

BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft

Vertical Load (k) k

Load Combination Results

Factor Soil IncreaseForces @ Ground Surface

Load Combination Required

Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at 1/3 Depth

Allow - (psf)Actual - (psf)

765.32.560 3.405H Only 9.63 1.000766.9

603.81.536 2.043+0.60H 7.63 1.000603.9