OMD COUTES - Structural Calc Packet.pdf

STRUCTURAL CALCULATIONS

COUTES - WASH

BUILDING &

2899 EAST HIGHWAY 126

REDMOND , OREGON 97756

MERIDIAN

OFFICE:

131 SW 5TH AVE. SUITE A

MERIDIAN, ID 83642

PHONE: 208.288.1992

FAX: 208.288.1999

LICENSED IN:

UTAH

WASHINGTON

for

OREGON MILITARY

DEPARTMENT

ARIZONA

CALIFORNIA

HAWAII

MONTANA

NEVADA

OREGON

IDAHO

WYOMING

May 4th, 2023

OREGON

EXPIRES: 6-30-2023

79041PE

R E

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2 , EG

IST

ERED PROFESSIONALN G I N E E

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K E L L ER A ND

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Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvements

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

CHECKED BY BSK DATE 10/31/22

www.struware.com

Code Search

Code:

Occupancy:

Occupancy Group = U

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) 3.00 / 12 14.0 deg

Building length 50.0 ft

Least width 32.5 ft

Mean Roof Ht (h) 16.1 ft

Parapet ht above grd 0.0 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

N/A

International Building Code 2018

Utility & Miscellaneous

/ Oregon Structural Specialty Code 2019

Project Name:

Project No:

Calculated By:

Checked By:

Roof Dead Loads (2019 OSSC 1606, ASCE 7-16 Table C3.1-1a)

Felt or Ready Roofing, Roof Sheathing = 3 psf

Wood Trusses, Misc = 5 psf

Insulation, Gypsum Sheathing = 5 psf

Standing Seam Metal Roof = 1.5 psf

Miscellaneous = 0.5 psf

Roof Dead Load No. 1 Total = 15 psf

(2019 OSSC 1606, ASCE 7-16 Table C3.1-1a)

Exterior 2x6@16" o.c., 5/8 gyp, insul, 7/16" shth'g = 12 psf

(2019 OSSC 1607, ASCE 7-16 Table 4.3-1)

Occupancy or Use Unif. (psf) Conc. (lb) Ref.

Roofs (ordinary construction) = 20 300 2018 IBC T 1607.1

LOADS

Coutes - Wash Building & Stormwater Improvements

221127

NAJ

BSK

Roof Live Loads

Wall Dead Loads

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE

CHECKED BY BSK DATE

Snow Loads : ASCE 7- 16 Nominal Snow Forces

Roof slope = 14.0 deg

Horiz. eave to ridge dist (W) = 32.5 ft

Roof length parallel to ridge (L) = 50.0 ft

Type of Roof Monoslope

Ground Snow Load Pg = 25.0 psf

Risk Category = II

Importance Factor I = 1.0

Thermal Factor Ct = 1.10

Exposure Factor Ce = 1.0

Pf = 0.7*Ce*Ct*I*Pg = 19.3 psf

Unobstructed Slippery Surface no

Sloped-roof Factor Cs = 1.00

Balanced Snow Load = 19.3 psf Near ground level surface balanced snow load = 25.0 psf

Rain on Snow Surcharge Angle 0.65 deg

Code Maximum Rain Surcharge 5.0 psf

Rain on Snow Surcharge = 0.0 psf

Ps plus rain surcharge = 19.3 psf Minimum Snow Load Pm = 20.0 psf

Uniform Roof Design Snow Load = 20.0 psf

10/31/22

10/31/22

NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs..

JOB TITLE Coutes - Wash Building & Stormwater Improvements

JOB NO. 221127 SHEET NO.

CALCULATED BY NAJ DATE 10/31/22

CHECKED BY BSK DATE 10/31/22

CS2021 Ver 2022-09-22 www.struware.com

Gravity Design

FOR

Coutes - Wash Building & Stormwater Improvements

Wood Column LIC# : KW-06017222, Build:20.22.10.25 Keller Associates (c) ENERCALC INC 1983-2022

DESCRIPTION: TYPICAL WALL SECTION

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

General Information Wood Section Name 2x6Analysis Method :

12Overall Column Height ft

Allowable Stress Design

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

End Fixities Top & Bottom Pinned

Wood Species Douglas Fir-South Wood Grade Stud Fb + 675

675 psi

28.72 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 1.50 in Exact Depth 5.50 in

Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4

Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

Axial

Cm : Wet Use Factor 1.0

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 = 12 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 19.745 lbs * Dead Load Factor

AXIAL LOADS . . .

LOADS FROM ROOF: Axial Load at 12.0 ft, Yecc = 1.0 in, D = 0.3660, L = 0.490, S = 0.490 k

BENDING LOADS . . .

WIND: Lat. Uniform Load creating Mx-x, W = 0.030 k/ft

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.5143

Location of max.above base 5.879 ft

Applied Axial 0.3857 k Applied Mx 0.3089 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 20.098 psi 288.0Allowable Shear psi

0.06979 : 1 Bending Compression Tension

Location of max.above base 12.0 ft

: 1

At maximum location values are . . .

Applied My 0.0 k-ft

Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.180 k Bottom along Y-Y 0.180 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 0.6184 in at 6.040 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base

Fc : Allowable 438.035 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 PASS0.08054 0.002853 12.0 ft0.517 ft0.1183 +D+L 1.000 PASS PASS11.919 0.006004 12.0 ft0.477 ft0.2824 +D+S 1.150 PASS PASS0.08054 0.005221 12.0 ft0.427 ft0.2543 +D+0.750L 1.250 PASS PASS0.0 0.004116 12.0 ft0.399 ft0.2156 +D+0.750L+0.750S 1.150 PASS PASS11.919 0.006716 12.0 ft0.427 ft0.3658 +D+0.60W 1.600 PASS PASS5.879 0.06979 12.0 ft0.322 ft0.5143 +1.005D 1.600 PASS PASS0.08054 0.001612 12.0 ft0.322 ft0.1072 +D+0.750L+0.450W 1.600 PASS PASS5.638 0.05435 12.0 ft0.322 ft0.4307 +D+0.750L+0.750S+0.450W 1.600 PASS PASS5.396 0.05596 12.0 ft0.322 ft0.5047

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

CHECKED BY BSK DATE 10/31/22

www.struware.com

DESCRIPTION: TYPICAL WALL SECTION

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

Load Combination Results

+1.003D+0.750L+0.750S 1.600 PASS PASS0.08054 0.004832 12.0 ft0.322 ft0.3105 +0.60D+0.60W 1.600 PASS PASS5.879 0.06915 12.0 ft0.322 ft0.4955 +0.5954D 1.600 PASS PASS0.0 0.000955 12.0 ft0.322 ft0.06355 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 0.003 0.386-0.003 +D+L 0.006 0.876-0.006 +D+S 0.006 0.876-0.006 +D+0.750L 0.005 0.753-0.005 +D+0.750L+0.750S 0.008 1.121-0.008 +D+0.60W 0.111 0.3860.105 +D+0.750L+0.450W 0.086 0.7530.076 +D+0.750L+0.750S+0.450W 0.089 1.1210.073 +0.60D+0.60W 0.110 0.2310.106 +0.60D 0.002 0.231-0.002 L Only 0.003 0.490-0.003 S Only 0.003 0.490-0.003 W Only 0.1800.180

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

D Only 0.0000 -0.021 7.007 ftft inin 0.000 +D+L 0.0000 -0.050 7.007 ftft inin 0.000 +D+S 0.0000 -0.050 7.007 ftft inin 0.000 +D+0.750L 0.0000 -0.043 7.007 ftft inin 0.000 +D+0.750L+0.750S 0.0000 -0.065 7.007 ftft inin 0.000 +D+0.60W 0.0000 0.350 5.960 ftft inin 0.000 +D+0.750L+0.450W 0.0000 0.237 5.879 ftft inin 0.000 +D+0.750L+0.750S+0.450W 0.0000 0.216 5.799 ftft inin 0.000 +0.60D+0.60W 0.0000 0.359 6.040 ftft inin 0.000 +0.60D 0.0000 -0.013 7.007 ftft inin 0.000 L Only 0.0000 -0.029 7.007 ftft inin 0.000 S Only 0.0000 -0.029 7.007 ftft inin 0.000 W Only 0.0000 0.618 6.040 ftft inin 0.000

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: TYPICAL WALL SECTION

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Sketches

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

Rebar Development

DESCRIPTION: #4 Lap with HD-1

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Bar ID 1 :

ACI 318-19

60.0 ksi

No No

Splice Lengths

0.790

30.0 39.00 30.0

12.0

18.0

12.0 12.0

# Rebar Area in^2Bar Size

Class A Splice in f'c 5.0ksi

Class B Splice in

Fy

Compression Splice in

Straight Development Tension Development..

Final after adjustments in

Compression Development...

As req'd / As actual

Confinement Satisfied ? Yes Bar Clearance Satisfied ? Yes Basic Before Adjustments 18.0 in inFinal after adjustmentsHooked Development Factor for Cover & Confinement Basic Before Adjustments in

Epoxy Coated ?

Final after adjustment in1.00

Lightweight Concrete ?

Reinf. Location Factor 1.0 Coating Factor 1.0 Lightweight Factor 1.0 e Basic Before Adjustments 30.0 in t

As req'd / As actual 0.36

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: Man Door King (Wind Check)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

General Information Wood Section Name 2x6Analysis Method :

12Overall Column Height ft

Allowable Stress Design

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

End Fixities Top & Bottom Pinned

Wood Species Douglas Fir-South Wood Grade Stud Fb + 675.0

675.0 psi 850.0 520.0

180.0 425.0

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

Fc - Perp E : Modulus of Elasticity . . .

1,100.0 400.0

1,100.0 400.0

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 1.50 in Exact Depth 5.50 in

Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4

Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

1,100.0 Axial

Cm : Wet Use Factor 1.0

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 = 12 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 19.745 lbs * Dead Load Factor

AXIAL LOADS . . .

LOADS FROM ROOF: Axial Load at 12.0 ft, Yecc = 1.0 in, D = 0.3660, L = 0.490, S = 0.490 k

BENDING LOADS . . .

WIND: Lat. Uniform Load creating Mx-x, W = 0.0520 k/ft

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.9009

Location of max.above base 5.879 ft

Applied Axial 0.3857 k Applied Mx 0.5464 k-ft

Load Combination +D+0.60W

Load Combination +D+0.60W

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 34.498 psi 288.0Allowable Shear psi

0.1198 : 1 Bending Compression Tension

Location of max.above base 12.0 ft

: 1

At maximum location values are . . .

Applied My 0.0 k-ft

Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.3120 k Bottom along Y-Y 0.3120 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 1.072 in at 6.040 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base

Fc : Allowable 438.035 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 PASS0.08054 0.002853 12.0 ft0.517 ft0.1183 +D+L 1.000 PASS PASS11.919 0.006004 12.0 ft0.477 ft0.2824 +D+S 1.150 PASS PASS0.08054 0.005221 12.0 ft0.427 ft0.2543 +D+0.750L 1.250 PASS PASS0.0 0.004116 12.0 ft0.399 ft0.2156 +D+0.750L+0.750S 1.150 PASS PASS11.919 0.006716 12.0 ft0.427 ft0.3658 +D+0.60W 1.600 PASS PASS5.879 0.1198 12.0 ft0.322 ft0.9009 +1.005D 1.600 PASS PASS0.08054 0.001612 12.0 ft0.322 ft0.1072 +D+0.750L+0.450W 1.600 PASS PASS5.799 0.09185 12.0 ft0.322 ft0.7533 +D+0.750L+0.750S+0.450W 1.600 PASS PASS5.638 0.09346 12.0 ft0.322 ft0.8680

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: Man Door King (Wind Check)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

Load Combination Results

+1.003D+0.750L+0.750S 1.600 PASS PASS0.08054 0.004832 12.0 ft0.322 ft0.3105 +0.60D+0.60W 1.600 PASS PASS5.960 0.1191 12.0 ft0.322 ft0.8663 +0.5954D 1.600 PASS PASS0.0 0.000955 12.0 ft0.322 ft0.06355 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 0.003 0.386-0.003 +D+L 0.006 0.876-0.006 +D+S 0.006 0.876-0.006 +D+0.750L 0.005 0.753-0.005 +D+0.750L+0.750S 0.008 1.121-0.008 +D+0.60W 0.190 0.3860.185 +D+0.750L+0.450W 0.145 0.7530.135 +D+0.750L+0.750S+0.450W 0.148 1.1210.133 +0.60D+0.60W 0.189 0.2310.186 +0.60D 0.002 0.231-0.002 L Only 0.003 0.490-0.003 S Only 0.003 0.490-0.003 W Only 0.3120.312

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

D Only 0.0000 -0.021 7.007 ftft inin 0.000 +D+L 0.0000 -0.050 7.007 ftft inin 0.000 +D+S 0.0000 -0.050 7.007 ftft inin 0.000 +D+0.750L 0.0000 -0.043 7.007 ftft inin 0.000 +D+0.750L+0.750S 0.0000 -0.065 7.007 ftft inin 0.000 +D+0.60W 0.0000 0.622 6.040 ftft inin 0.000 +D+0.750L+0.450W 0.0000 0.441 5.960 ftft inin 0.000 +D+0.750L+0.750S+0.450W 0.0000 0.420 5.879 ftft inin 0.000 +0.60D+0.60W 0.0000 0.631 6.040 ftft inin 0.000 +0.60D 0.0000 -0.013 7.007 ftft inin 0.000 L Only 0.0000 -0.029 7.007 ftft inin 0.000 S Only 0.0000 -0.029 7.007 ftft inin 0.000 W Only 0.0000 1.072 6.040 ftft inin 0.000

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: Man Door King (Wind Check)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Sketches

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

Wood Beam

DESCRIPTION: WB-1

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

CODE REFERENCES

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

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch (North) No. 1/No. 2

1,000.0 1,000.0 1,000.0 1,000.0

1,300.0 1,300.0

65.0

65.0 34.0

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 2018

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

Beam self weight NOT internally calculated and added

Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 18.250 ft, (From Roof) Uniform Load : D = 0.0120 ksf, Tributary Width = 5.0 ft, (Wall)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.391: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 1.835ft

59.38 psi=

1,375.26psi

2-2x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

74.75 psi==

Section used for this span 2-2x8 Maximum Shear Stress Ratio 0.794 : 1

0.000 ft=

537.15psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.012 in 3639Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.023 in Ratio = >=180 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 = 3.670 ft 1 0.238 0.485 0.90 1.200 1.001.00 1.00 0.56 256.6 1,077.1 0.41 58.51.00 28.41.00 1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.670 ft 1 0.359 0.731 1.25 1.200 1.001.00 1.00 1.18 537.2 1,494.4 0.86 81.31.00 59.41.00 1.00+D+S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.670 ft 1 0.391 0.794 1.15 1.200 1.001.00 1.00 1.18 537.2 1,375.3 0.86 74.81.00 59.41.00 1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.670 ft 1 0.313 0.635 1.25 1.200 1.001.00 1.00 1.02 467.0 1,494.4 0.75 81.31.00 51.61.00 1.00+D+0.750S 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WB-1

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

1.00Length = 3.670 ft 1 0.340 0.691 1.15 1.200 1.001.00 1.00 1.02 467.0 1,375.3 0.75 74.81.00 51.61.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.670 ft 1 0.081 0.164 1.60 1.200 1.001.00 1.00 0.34 153.9 1,910.6 0.25 104.01.00 17.01.00

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

+D+S 1 0.0232 1.848 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 1.282 1.282 Max Upward from Load Combinations 1.282 1.282 Max Upward from Load Cases 0.670 0.670 D Only 0.612 0.612 +D+Lr 1.282 1.282 +D+S 1.282 1.282 +D+0.750Lr 1.115 1.115 +D+0.750S 1.115 1.115 +0.60D 0.367 0.367 Lr Only 0.670 0.670 S Only 0.670 0.670

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-2 (Lateral Loads Compression)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

General Information Wood Section Name 4x6Analysis Method :

12Overall Column Height ft

Allowable Stress Design

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

End Fixities Top & Bottom Pinned

Wood Species Douglas Fir-South Wood Grade Stud Fb + 675.0

675.0 psi 850.0 520.0

180.0 425.0

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

Fc - Perp E : Modulus of Elasticity . . .

1,100.0 400.0

1,100.0 400.0

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 3.50 in Exact Depth 5.50 in

Area 19.250 in^2 Ix 48.526 in^4 Iy 19.651 in^4

Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

1,100.0 Axial

Cm : Wet Use Factor 1.0

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 = 12 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 46.072 lbs * Dead Load Factor

AXIAL LOADS . . .

Lateral & Gravity: Axial Load at 12.0 ft, D = 0.080, Lr = 0.1070, S = 0.1070, W = 9.60 k

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.6980

Location of max.above base 0.0 ft

Applied Axial 5.886 k Applied Mx 0.0 k-ft

Load Combination +D+0.60W

Load Combination +0.60D

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 0.0 psi 288.0Allowable Shear psi

0.0 : 1 Bending Compression Tension

Location of max.above base 12.0 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 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base

Fc : Allowable 438.035 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 12.0 ft0.517 ft0.01657 +D+Lr 1.250 PASS PASS0.0 0.0 12.0 ft0.399 ft0.02859 +D+S 1.150 PASS PASS0.0 0.0 12.0 ft0.427 ft0.02901 +D+0.750Lr 1.250 PASS PASS0.0 0.0 12.0 ft0.399 ft0.02531 +D+0.750S 1.150 PASS PASS0.0 0.0 12.0 ft0.427 ft0.02568 +D+0.60W 1.600 PASS PASS0.0 0.0 12.0 ft0.322 ft0.6980 +D+0.750Lr+0.450W 1.600 PASS PASS0.0 0.0 12.0 ft0.322 ft0.5368 +D+0.750S+0.450W 1.600 PASS PASS0.0 0.0 12.0 ft0.322 ft0.5368 +0.60D+0.60W 1.600 PASS PASS0.0 0.0 12.0 ft0.322 ft0.6921 +0.60D 1.600 PASS PASS0.0 0.0 12.0 ft0.322 ft0.008971

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-2 (Lateral Loads Compression)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6 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 0.126 +D+Lr 0.233 +D+S 0.233 +D+0.750Lr 0.206 +D+0.750S 0.206 +D+0.60W 5.886 +D+0.750Lr+0.450W 4.526 +D+0.750S+0.450W 4.526 +0.60D+0.60W 5.836 +0.60D 0.076 Lr Only 0.107 S Only 0.107 W Only 9.600

.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+Lr 0.0000 0.000 0.000 ftft inin 0.000 +D+S 0.0000 0.000 0.000 ftft inin 0.000 +D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000 +D+0.750S 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0000 0.000 0.000 ftft inin 0.000 +D+0.750Lr+0.450W 0.0000 0.000 0.000 ftft inin 0.000 +D+0.750S+0.450W 0.0000 0.000 0.000 ftft inin 0.000 +0.60D+0.60W 0.0000 0.000 0.000 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 Lr Only 0.0000 0.000 0.000 ftft inin 0.000 S Only 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 0.000 0.000 ftft inin 0.000

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-2 (Lateral Loads Compression)

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Sketches

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WB-2

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

CODE REFERENCES

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

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch (North) No. 1/No. 2

1,000.0 1,000.0 1,000.0 1,000.0

1,300.0 1,300.0

65.0

65.0 34.0

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 2018

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

Beam self weight NOT internally calculated and added

Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (From Roof) Uniform Load : D = 0.0120 ksf, Tributary Width = 2.0 ft, (Wall) Point Load : D = 0.50 k @ 5.250 ft, (From Coiling Door Mech)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.802: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.250ft

53.26 psi=

1,250.15psi

2-2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

74.75 psi==

Section used for this span 2-2x10 Maximum Shear Stress Ratio 0.713 : 1

0.000 ft=

1,002.11psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.086 in 1472Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.257 in Ratio = >=180 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 0.99Length = 10.50 ft 1 0.706 0.579 0.90 1.100 1.001.00 1.00 2.47 692.9 981.3 0.63 58.51.00 33.91.00 0.99+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 10.50 ft 1 0.738 0.656 1.25 1.100 1.001.00 1.00 3.57 1,002.1 1,357.1 0.99 81.31.00 53.31.00 0.99+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 10.50 ft 1 0.802 0.713 1.15 1.100 1.001.00 1.00 3.57 1,002.1 1,250.1 0.99 74.81.00 53.31.00 0.99+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 10.50 ft 1 0.681 0.596 1.25 1.100 1.001.00 1.00 3.30 924.8 1,357.1 0.90 81.31.00 48.41.00 0.99+D+0.750S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WB-2

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

0.99Length = 10.50 ft 1 0.740 0.648 1.15 1.100 1.001.00 1.00 3.30 924.8 1,250.1 0.90 74.81.00 48.41.00 0.99+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 10.50 ft 1 0.240 0.195 1.60 1.100 1.001.00 1.00 1.48 415.7 1,728.8 0.38 104.01.00 20.31.00

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

+D+S 1 0.2568 5.288 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 1.111 1.111 Max Upward from Load Combinations 1.111 1.111 Max Upward from Load Cases 0.691 0.691 D Only 0.691 0.691 +D+Lr 1.111 1.111 +D+S 1.111 1.111 +D+0.750Lr 1.006 1.006 +D+0.750S 1.006 1.006 +0.60D 0.415 0.415 Lr Only 0.420 0.420 S Only 0.420 0.420

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-2 Trimmer

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

General Information Wood Section Name 2x6Analysis Method :

10Overall Column Height ft

Allowable Stress Design

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

End Fixities Top & Bottom Pinned

Wood Species Douglas Fir-South Wood Grade Stud Fb + 675

675 psi

28.72 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 1.50 in Exact Depth 5.50 in

Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4

Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

Axial

Cm : Wet Use Factor 1.0

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 = 1.0 Fully braced against buckling ABOUT Y-Y Axis

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 16.454 lbs * Dead Load Factor

AXIAL LOADS . . .

Load From Beam: Axial Load at 10.0 ft, Xecc = 0.750 in, D = 0.690, Lr = 0.420, S = 0.420 k

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.5782

Location of max.above base 9.933 ft

Applied Axial 1.126 k Applied Mx 0.0 k-ft

Load Combination +D+S

Load Combination +D+S

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 1.261 psi 207.0Allowable Shear psi

0.006094 : 1 Bending Compression Tension

Location of max.above base 10.0 ft

: 1

At maximum location values are . . .

Applied My -0.06891 k-ft

Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.006938 k Bottom along X-X 0.006938 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X -0.4558 in at 5.839 ft above base

Fc : Allowable 549.56 psi Other Factors used to calculate allowable stresses . . .

for load combination : +D+Lr

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 PASS9.933 0.004840 10.0 ft0.655 ft0.4395 +D+Lr 1.250 PASS PASS9.933 0.005606 10.0 ft0.530 ft0.5339 +D+S 1.150 PASS PASS9.933 0.006094 10.0 ft0.562 ft0.5782 +D+0.750Lr 1.250 PASS PASS9.933 0.005076 10.0 ft0.530 ft0.4785 +D+0.750S 1.150 PASS PASS9.933 0.005517 10.0 ft0.562 ft0.5184 +0.60D 1.600 PASS PASS9.933 0.001634 10.0 ft0.439 ft0.1459 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 0.706-0.004 0.004

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-2 Trimmer

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6 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+Lr 1.126-0.007 0.007 +D+S 1.126-0.007 0.007 +D+0.750Lr 1.021-0.006 0.006 +D+0.750S 1.021-0.006 0.006 +0.60D 0.424-0.003 0.003 Lr Only 0.420-0.003 0.003 S Only 0.420-0.003 0.003

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

D Only -0.2834 0.000 0.000 ftft inin 5.839 +D+Lr -0.4558 0.000 0.000 ftft inin 5.839 +D+S -0.4558 0.000 0.000 ftft inin 5.839 +D+0.750Lr -0.4127 0.000 0.000 ftft inin 5.839 +D+0.750S -0.4127 0.000 0.000 ftft inin 5.839 +0.60D -0.1700 0.000 0.000 ftft inin 5.839 Lr Only -0.1725 0.000 0.000 ftft inin 5.839 S Only -0.1725 0.000 0.000 ftft inin 5.839

.Sketches

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-1 Trimmer

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

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

General Information Wood Section Name 2x6Analysis Method :

7.34Overall Column Height ft

Allowable Stress Design

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

End Fixities Top & Bottom Pinned

Wood Species Douglas Fir-South Wood Grade Stud Fb + 675.0

675.0 psi 850.0 520.0

180.0 425.0

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

Fc - Perp E : Modulus of Elasticity . . .

1,100.0 400.0

1,100.0 400.0

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 1.50 in Exact Depth 5.50 in

Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4

Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

1,100.0 Axial

Cm : Wet Use Factor 1.0

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 = 7.34 ft, K = 1.0 Fully braced against buckling ABOUT Y-Y Axis

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 12.077 lbs * Dead Load Factor

AXIAL LOADS . . .

Load From Beam: Axial Load at 7.340 ft, Xecc = 0.750 in, D = 0.610, Lr = 0.670, S = 0.670 k

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.6415

Location of max.above base 7.340 ft

Applied Axial 1.280 k Applied Mx 0.0 k-ft

Load Combination +D+S

Load Combination +D+S

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 1.982 psi 207.0Allowable Shear psi

0.009573 : 1 Bending Compression Tension

Location of max.above base 7.340 ft

: 1

At maximum location values are . . .

Applied My -0.080 k-ft

Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.01090 k Bottom along X-X 0.01090 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X -0.2832 in at 4.286 ft above base

Fc : Allowable 758.11 psi Other Factors used to calculate allowable stresses . . .

for load combination : +D+Lr

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 PASS7.340 0.005830 7.340 ft0.834 ft0.3785 +D+Lr 1.250 PASS PASS7.340 0.008807 7.340 ft0.752 ft0.5894 +D+S 1.150 PASS PASS7.340 0.009573 7.340 ft0.776 ft0.6415 +D+0.750Lr 1.250 PASS PASS7.340 0.007655 7.340 ft0.752 ft0.5080 +D+0.750S 1.150 PASS PASS7.340 0.008321 7.340 ft0.776 ft0.5528 +0.60D 1.600 PASS PASS7.340 0.001967 7.340 ft0.670 ft0.1256 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 0.622-0.005 0.005

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: WC-1 Trimmer

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6 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+Lr 1.292-0.011 0.011 +D+S 1.292-0.011 0.011 +D+0.750Lr 1.125-0.009 0.009 +D+0.750S 1.125-0.009 0.009 +0.60D 0.373-0.003 0.003 Lr Only 0.670-0.006 0.006 S Only 0.670-0.006 0.006

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

D Only -0.1350 0.000 0.000 ftft inin 4.286 +D+Lr -0.2832 0.000 0.000 ftft inin 4.286 +D+S -0.2832 0.000 0.000 ftft inin 4.286 +D+0.750Lr -0.2461 0.000 0.000 ftft inin 4.286 +D+0.750S -0.2461 0.000 0.000 ftft inin 4.286 +0.60D -0.0810 0.000 0.000 ftft inin 4.286 Lr Only -0.1482 0.000 0.000 ftft inin 4.286 S Only -0.1482 0.000 0.000 ftft inin 4.286

.Sketches

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

Project Number:

Calculated By: NAJ

Checked By: BSK

Design Loads

Allow. Bearing (psf): 2500 Snow Live Dead

Eqv. Fluid Pressure (psf): 0 20 20 15 f'c (psi): 3000 - 0 0

Temp./Shrink as %: 0.0018

Include Weight of Ftg: Yes

Roof Trib 1 (ft) 18.25 Floor Trib 1 (ft) 0 Wall Height (ft) 12

Roof Trib 2 (ft) 0 Floor Trib 2 (ft) 0 Wall Width (in) 6

Stem Wall Height (ft) 2

Cont WF2.0 24 12 2 25%

% Total Capacity: 25% OK

Coutes - Wash Building & Stormwater Improvements

221127

Type Mark Width

(in)

Depth

(in) #5 Bars Allowable Load Applied Load % of Capacity

5000 plf

Load Type

FOUNDATION WALLS AND FOOTINGS

Soil Parameters

Footing 1: Wall

1232.75 plf

Applied Loads

Results

S 20 15

Exterior

2x6@16" o.c.,

- - 12

Concrete Beam

DESCRIPTION: StemWall Beam under Shearwall Line A Counteracting Shearwall Uplift

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

CODE REFERENCES

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

General Information 5.0

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 * 530.33 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.80

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

.Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing

1-#5 at 11.0 in from Bottom, from 0.0 to 3.670 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 3.670 ft in this span 1-#5 at 3.0 in from Top, from 0.0 to 3.670 ft in this span

Point Load : W = -9.60 k @ 0.0 ft, (Wind Shear Wall) .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.761 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 3.670 ft

Mn * Phi : Allowable 46.304 k-ft

Typical SectionSection used for this span Mu : Applied 35.224 k-ft

Maximum Deflection

4614 >=360.0

Ratio = 4614 >=180.0

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection -0.019 in Ratio = Max Downward Total Deflection 0.000 in Ratio = <180.0 Max Upward Total Deflection -0.019 in

Overall MAXimum Envelope

Span: 1 : W Only

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

Max Downward from all Load Conditions (Resisting Uplift -9.600 Max Downward from Load Combinations (Resisting Uplift) -5.760 Max Downward from Load Cases (Resisting Uplift) -9.600 +0.60W -5.760 +0.450W -4.320 W Only -9.600

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: StemWall Beam under Shearwall Line A Counteracting Shearwall Uplift

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Detailed Shear Information

Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs

Req'd Phi*Vnd*Vu/MuMu

(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k) Spacing (in)

Design Phi*Vc

W Only 1 0.00 17.00 -0.00 0.00 0.00 1.00 11.44 Vu < PhiVc/2Not Reqd 9.6.3 11.4 0.0 0.0 W Only 1 0.04 17.00 9.60 9.60 0.38 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.08 17.00 9.60 9.60 0.76 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.12 17.00 9.60 9.60 1.15 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.16 17.00 9.60 9.60 1.53 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.20 17.00 9.60 9.60 1.92 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.24 17.00 9.60 9.60 2.30 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.28 17.00 9.60 9.60 2.69 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.32 17.00 9.60 9.60 3.07 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.36 17.00 9.60 9.60 3.46 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.40 17.00 9.60 9.60 3.84 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.44 17.00 9.60 9.60 4.23 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.48 17.00 9.60 9.60 4.61 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.52 17.00 9.60 9.60 5.00 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.56 17.00 9.60 9.60 5.38 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.60 17.00 9.60 9.60 5.77 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.64 17.00 9.60 9.60 6.15 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.68 17.00 9.60 9.60 6.54 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.72 17.00 9.60 9.60 6.92 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.76 17.00 9.60 9.60 7.31 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.80 17.00 9.60 9.60 7.69 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.84 17.00 9.60 9.60 8.08 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.88 17.00 9.60 9.60 8.46 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.92 17.00 9.60 9.60 8.85 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 0.96 17.00 9.60 9.60 9.23 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.00 17.00 9.60 9.60 9.62 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.04 17.00 9.60 9.60 10.00 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.08 17.00 9.60 9.60 10.39 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.12 17.00 9.60 9.60 10.77 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.16 17.00 9.60 9.60 11.16 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.20 17.00 9.60 9.60 11.54 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.24 17.00 9.60 9.60 11.93 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.28 17.00 9.60 9.60 12.31 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.32 17.00 9.60 9.60 12.70 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.36 17.00 9.60 9.60 13.08 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.40 17.00 9.60 9.60 13.47 1.00 11.44 PhiVc/2 < Vu <=Min 9.6.3.1 25.5 8.5 8.0 W Only 1 1.44 17.00 9.60 9.60 13.85 0.98 11.42 PhiVc/2 < Vu <=Min 9.6.3.1 25.4 8.5 8.0 W Only 1 1.48 17.00 9.60 9.60 14.24 0.96 11.39 PhiVc/2 < Vu <=Min 9.6.3.1 25.4 8.5 8.0 W Only 1 1.52 17.00 9.60 9.60 14.62 0.93 11.36 PhiVc/2 < Vu <=Min 9.6.3.1 25.4 8.5 8.0 W Only 1 1.56 17.00 9.60 9.60 15.01 0.91 11.33 PhiVc/2 < Vu <=Min 9.6.3.1 25.4 8.5 8.0 W Only 1 1.60 17.00 9.60 9.60 15.39 0.88 11.30 PhiVc/2 < Vu <=Min 9.6.3.1 25.3 8.5 8.0 W Only 1 1.64 17.00 9.60 9.60 15.78 0.86 11.28 PhiVc/2 < Vu <=Min 9.6.3.1 25.3 8.5 8.0 W Only 1 1.68 17.00 9.60 9.60 16.16 0.84 11.26 PhiVc/2 < Vu <=Min 9.6.3.1 25.3 8.5 8.0 W Only 1 1.72 17.00 9.60 9.60 16.55 0.82 11.23 PhiVc/2 < Vu <=Min 9.6.3.1 25.3 8.5 8.0 W Only 1 1.76 17.00 9.60 9.60 16.93 0.80 11.21 PhiVc/2 < Vu <=Min 9.6.3.1 25.2 8.5 8.0 W Only 1 1.80 17.00 9.60 9.60 17.32 0.79 11.19 PhiVc/2 < Vu <=Min 9.6.3.1 25.2 8.5 8.0 W Only 1 1.85 17.00 9.60 9.60 17.70 0.77 11.17 PhiVc/2 < Vu <=Min 9.6.3.1 25.2 8.5 8.0 W Only 1 1.89 17.00 9.60 9.60 18.09 0.75 11.15 PhiVc/2 < Vu <=Min 9.6.3.1 25.2 8.5 8.0 W Only 1 1.93 17.00 9.60 9.60 18.47 0.74 11.13 PhiVc/2 < Vu <=Min 9.6.3.1 25.2 8.5 8.0 W Only 1 1.97 17.00 9.60 9.60 18.86 0.72 11.12 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.01 17.00 9.60 9.60 19.24 0.71 11.10 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.05 17.00 9.60 9.60 19.63 0.69 11.08 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.09 17.00 9.60 9.60 20.01 0.68 11.07 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.13 17.00 9.60 9.60 20.40 0.67 11.05 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.17 17.00 9.60 9.60 20.78 0.65 11.04 PhiVc/2 < Vu <=Min 9.6.3.1 25.1 8.5 8.0 W Only 1 2.21 17.00 9.60 9.60 21.17 0.64 11.02 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.25 17.00 9.60 9.60 21.55 0.63 11.01 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

DESCRIPTION: StemWall Beam under Shearwall Line A Counteracting Shearwall Uplift

Project Name: WS Meridian Project No: 220041-006 Calculated By: NAJ Checked By: DT

Project File: OMD Enercalc.ec6

Detailed Shear Information

Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs

Req'd Phi*Vnd*Vu/MuMu

(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k) Spacing (in)

Design Phi*Vc

W Only 1 2.29 17.00 9.60 9.60 21.94 0.62 11.00 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.33 17.00 9.60 9.60 22.32 0.61 10.99 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.37 17.00 9.60 9.60 22.71 0.60 10.97 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.41 17.00 9.60 9.60 23.09 0.59 10.96 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.45 17.00 9.60 9.60 23.48 0.58 10.95 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.49 17.00 9.60 9.60 23.87 0.57 10.94 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.53 17.00 9.60 9.60 24.25 0.56 10.93 PhiVc/2 < Vu <=Min 9.6.3.1 25.0 8.5 8.0 W Only 1 2.57 17.00 9.60 9.60 24.64 0.55 10.92 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.61 17.00 9.60 9.60 25.02 0.54 10.91 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.65 17.00 9.60 9.60 25.41 0.54 10.90 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.69 17.00 9.60 9.60 25.79 0.53 10.89 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.73 17.00 9.60 9.60 26.18 0.52 10.88 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.77 17.00 9.60 9.60 26.56 0.51 10.87 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.81 17.00 9.60 9.60 26.95 0.50 10.86 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.85 17.00 9.60 9.60 27.33 0.50 10.86 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.89 17.00 9.60 9.60 27.72 0.49 10.85 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.93 17.00 9.60 9.60 28.10 0.48 10.84 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 2.97 17.00 9.60 9.60 28.49 0.48 10.83 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 3.01 17.00 9.60 9.60 28.87 0.47 10.83 PhiVc/2 < Vu <=Min 9.6.3.1 24.9 8.5 8.0 W Only 1 3.05 17.00 9.60 9.60 29.26 0.46 10.82 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.09 17.00 9.60 9.60 29.64 0.46 10.81 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.13 17.00 9.60 9.60 30.03 0.45 10.80 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.17 17.00 9.60 9.60 30.41 0.45 10.80 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.21 17.00 9.60 9.60 30.80 0.44 10.79 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.25 17.00 9.60 9.60 31.18 0.44 10.78 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.29 17.00 9.60 9.60 31.57 0.43 10.78 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.33 17.00 9.60 9.60 31.95 0.43 10.77 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.37 17.00 9.60 9.60 32.34 0.42 10.77 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.41 17.00 9.60 9.60 32.72 0.42 10.76 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.45 17.00 9.60 9.60 33.11 0.41 10.76 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.49 17.00 9.60 9.60 33.49 0.41 10.75 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.53 17.00 9.60 9.60 33.88 0.40 10.74 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.57 17.00 9.60 9.60 34.26 0.40 10.74 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.61 17.00 9.60 9.60 34.65 0.39 10.73 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0 W Only 1 3.65 17.00 9.60 9.60 35.03 0.39 10.73 PhiVc/2 < Vu <=Min 9.6.3.1 24.8 8.5 8.0

.Maximum Forces & Stresses for Load Combinations

Span # Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope

Span # 1 1 3.670 35.22 46.30 0.76

Span # 1 1 3.670 35.22 46.30 0.76 +0.50W

Span # 1 1 3.670 17.61 46.30 0.38 W Only

Span # 1 1 3.670 35.22 46.30 0.76

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

W Only1 0.0000 0.000 -0.0191 0.000

Keller Associates JOB TITLE Coutes - Wash Building & Stormwater Improvement

100 E Bower St Suite 110

Meridian, ID 83642 JOB NO. 221127 SHEET NO.

(208)-288-1992 CALCULATED BY NAJ DATE 10/31/22

JOB TITLE Coutes - Wash Building &…