Mezzanine Framing Calculations 8-21-22
September 2, 2022
Gross Electric, Inc.
27 Silver Circle
Queensbury, N.Y.
12804
Attn: Ai Gordon
Project Manager
SUBJECT: Brookfield Power HVAC Mezzanine Access Framing Analysis
Dear Ai,
I have reviewed the light gage framing for the HVAC access mezzanine recently installed at the new Brookfield
Power building in Queensbury, New York. Based on my structural analysis of the light gage framing members, the
mezzanine framing, as provided on the reference drawings, is adequate to support the project design load. The
mezzanine platform design loads used for this project are 10 psf. dead and 60 psf. live. For the mezzanine support
studs I used a 5 psf. wind load in addition to the mezzanine framing design loads. I have attached the backup
calculations and support documentation for the mezzanine analysis as the Town of Queensbury has been asking for
this type of documentation for other types of projects I have worked on in this town.
I trust this information will satisfy your needs. Please call with any questions.
Yours truly,
Michael Hutsenpiller, P.E.
President
Cc: File
MRH Engineering, P.C.
20 Bayberry Drive
Queensbury, N.Y.
12804
Project
Gross Electric
Job Ref.
22-54
Section
Brookfield Mezzanine Light Gage
Sheet no./rev.
1
Calc. by
MRH
Date
9/3/2022
Chk'd by
MRH
Date
9/3/2022
App'd by
MRH
Date
9/3/2022
Design Loads
Mezzanine Dead Load; Rd = 15 psf
Mezzanine Live Load = 60.00 psf
Joist 1 Light Gage Design (Use 8” 16 Ga x 13’-0” long light gage joist)
Uniform dead load =; 10 * 1.33 = 13.300; plf
Uniform floor live load =; 60 * 1.333 = 79.980; plf
Total uniform dead + live + snow load = 13.33 plf dead + 79.98 plf live
From the printout “Joist 1 Mezzanine Framing” use an 800S162-54 @ 16” c-c
End reaction = 607 lbs.
Joist 2 Light Gage Design (Use 6” 16 Ga x 11’-6 1/4” long light gage joist)
Uniform dead load =; 15 * 1.33 = 19.950; plf Use 20 plf. dead
Uniform floor live load =; 60 * 1.33 = 79.800; plf Use 80 plf live
Total uniform dead + live + snow load = 20 plf dead + 80 plf live
From the printout “Joist 2 Mezzanine Framing” use an 600S162-54 @ 16” c-c
End reaction = 538 lbs.
Exterior Wall Stud Design (Use 3 1/2” 16 Ga wall studs with spazzer bridging at 4’-0” c-c)
Wall stud dead load =; 13.33 * 13 /2 = 86.645; lbs dead Use 87 lbs. dead
Add 100 plf dead for wall stud load above the mezzanine.
Total wall stud dead load =; 87 + 100 =187.000; dead
Wall stud live load =; 80.00 * 13 /2 = 520.000; lbs dead Use 520 lbs. live
Total wall stud load =; 187 + 520 = 707.000; lbs.
Wall stud wind load =; 5 * 1.33 = 6.650; Use 7.0 plf
From the printout “Wall Stud 1” use an 350S162-54 @ 16” c-c
Header 1 Design (Use (2) 8” 16 Ga x 4’-0” long light gage joist with a 4’-8” span)
Uniform dead load =; 10 * 4.67/2 = 23.350; plf Use 24 plf.
Add 100 plf for wall load above
Total dead load =; 24 + 100 = 124.000; plf dead
MRH Engineering, P.C.
20 Bayberry Drive
Queensbury, N.Y.
12804
Project
Gross Electric
Job Ref.
22-54
Section
Brookfield Mezzanine Light Gage
Sheet no./rev.
2
Calc. by
MRH
Date
9/3/2022
Chk'd by
MRH
Date
9/3/2022
App'd by
MRH
Date
9/3/2022
Uniform floor live load =; 60 * 4.67/2 = 140.100; plf Use 141 plf live
Total uniform dead + live + snow load = 124 plf dead + 141 plf live = 265 plf total
From the printout “Header 1” use an (2) 800S162-54 @ 16” c-c
End reaction = 530 lbs.
Header 2 Design (Use (2) 8” 16 Ga x 13’-9” long light gage joist with a 6’-0” span)
Uniform dead load =; 10 * 13.75/2 = 68.750; plf Use 69 plf dead
Add 100 plf for wall load above
Total dead load =; 69 + 100 = 169.000; plf dead
Uniform floor live load =; 60 * 13.75/2 = 412.500; plf Use 413 plf live
Total uniform dead + live + snow load =; 169 plf dead + 413 plf live = 582 plf total
From the printout “Header 2” use an (2) 800S162-54 @ 16” c-c
End reaction = 1746 lbs.
Connection Design (Use #10-16 Hilti Screws)
Joist 1 end reaction = 607 lbs.
Allowable shear load per ICC report ESR-3332 = 395 lbs per screw (see page 5 of 9 per the ICC report)
Number or scews required =; 607 / 395 = 1.537; screws Use (3) #10-16 Hilti screws
Hat Channel Column Design (Model Hat Channel as a 1 ½ x 1 ½ x 16 ga column x 4’-0” long (maximum wind girt spacing)
Maximum hat channel column load = 538 lbs. This is the end reaction for Joist #2
1 ½ x 1 ½ x 16 ga column x 4’-0” long modeled for the hat channel used for this project.
From the printout “Hat Channel” the use of the 1 ½ x 1 ½ x 16 ga column x 4’-0” long model supports the 538 lbs design load.
The interaction value = .49
Section : 800S162-54 (50 ksi) Single C Stud
Maxo =3065.9 Ft-Lb
Fy =50 ksi
2091.3 lbVa =Moment of Intertia, I =5.600 in^4
Joist Spacing =
Total Load - 240 Live Load - 240
1. DL + LL All spans
2. DL + LL Even spans
3. DL + LL Odd spans
4. LL All spans
5. LL Even spans
6. LL Odd spans
Deflection Limits:
Load Cases:
16 in
Mmax
Ft-Lb
K-phi
lb-in/in
Lm
in
Ma-dist
Ft-Lb
Mmax/Ma
(Min)
Load
Case
Total Ld
Defl
Load
Case
LL
Defl
Load
Case
Joist Flexural and Deflection Summary
Span 1972 0.0 52.0 2734.3 0.721 1 L/430 1 L/501 4
Rxn
Load
(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Max
Intr.
Load
Case
Stiffeners
Required
Joist Bending and Web Crippling Summary
Load
Case
R1 606.7 1.25 614.9 1076.1 0.51 1 NO1
R2 606.7 1.25 614.9 1076.1 0.51 1 NO1
Rxn
Vmax
(lb)
Load
Case
Va
Factor V/Va M/Ma
Intr.
Unstiffened
Intr.
Stiffened
Joist Bending and Shear Summary
Load
Case
Load
Case
R1 606.7 1 0.29 0.00 0.29 N/A1.000 1 N/A
R2 606.7 1 0.29 0.00 0.29 N/A1.000 1 N/A
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Joist 1
Model:Joist 1 Mezzanine Framing
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Section : 600S162-54 (50 ksi) Single C Stud
Maxo =2527.1 Ft-Lb
Fy =50 ksi
2822.9 lbVa =Moment of Intertia, I =2.860 in^4
Joist Spacing =
Total Load - 240 Live Load - 240
1. DL + LL All spans
2. DL + LL Even spans
3. DL + LL Odd spans
4. LL All spans
5. LL Even spans
6. LL Odd spans
Deflection Limits:
Load Cases:
16 in
Mmax
Ft-Lb
K-phi
lb-in/in
Lm
in
Ma-dist
Ft-Lb
Mmax/Ma
(Min)
Load
Case
Total Ld
Defl
Load
Case
LL
Defl
Load
Case
Joist Flexural and Deflection Summary
Span 1548 0.0 46.1 2158.3 0.717 1 L/315 1 L/368 4
Rxn
Load
(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Max
Intr.
Load
Case
Stiffeners
Required
Joist Bending and Web Crippling Summary
Load
Case
R1 537.6 1.25 641.0 1121.8 0.44 1 NO1
R2 537.6 1.25 641.0 1121.8 0.44 1 NO1
Rxn
Vmax
(lb)
Load
Case
Va
Factor V/Va M/Ma
Intr.
Unstiffened
Intr.
Stiffened
Joist Bending and Shear Summary
Load
Case
Load
Case
R1 537.6 1 0.19 0.00 0.19 N/A1.000 1 N/A
R2 537.6 1 0.19 0.00 0.19 N/A1.000 1 N/A
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Joist 2
Model:Joist 2 Mezzanine Framing
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Section : 350S162-54 (50 ksi) Single C Stud
Maxo =1061.7 Ft-Lb 3371.6 lbVa =I =0.80 in^4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Flexural and Deflection Check
Span
Mmax
Ft-Lb
Mmax/
Maxo
Mpos
Ft-Lb
Bracing
(in)
Ma(Brc)
Ft-Lb
Mpos/
Ma(Brc)
Deflection
(in)Ratio
Span 87.5 0.082 87.5 60.0 884.9 0.099 0.046 L/2583
Span
Distortional Buckling Check
K-phi
lb-in/in
Lm Brac
in
Ma-d
Ft-Lb
Mmax/
Ma-d
Span 0.00 120.0 1087.2 0.080
Reaction or
Pt Load
Load
P(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Mmax
(Ft-Lb)
Intr.
Value
Stiffeners
Required?
Combined Bending and Web Crippling
R2 35.0 --Shear
Connection
w/ clip--
NO
R1 35.0 --Shear
Connection
w/ clip--
NO
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Wall Stud
Model:Mezzanine Wall Stud
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Reaction or
Pt Load
Vmax
(lb)
Mmax
(Ft-Lb)
Va
Factor V/Va M/Ma
V + M
Intr.
Combined Bending and Shear
R1 35.0 0.0 0.04 0.00 0.040.28
R2 35.0 0.0 0.04 0.00 0.040.28
Combined Bending and Axial Load Details
Span
Axial Ld
(lb)KyLy KtLt
Max
KL/r
K-phi
(lb-in/in)
Lm Bracing
(in)
Allow
load(lb)P/Pa
Intr.
Value
Bracing(in)
Span 707.0(c)60.0 99 0.0 120.0 2841.8(c)60.0 0.25 0.36
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie Connectors
4.40 %R2 35.00 0 4.61 %SCB45.5(2) & (2) #12 SST X to A36 Steel
58.54 %R1 35.00 707 51.04 %FCB43.5 Min(4#12-14) & (4) #12 SST X to A36 Steel
Span/CantiLever
Bracing
Length
(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie Wall Stud Bridging Connectors
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Design Method = AISI S100
Span 60 0.0 No Soln No Soln No Soln2 No SolnNo Soln No Soln
1) Values in parentheses are stress ratios.
2) Bridging connectors are not designed for back-back,box, or built-up sections.
3) Reference
Notes:
4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same.
5) If the bracing length is larger than the span length, bridging connectors are not designed.
for latest load data, important information, and general notes www.strongtie.com
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Wall Stud
Model:Mezzanine Wall Stud
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Section : (2) 800S162-54 (50 ksi) Boxed C Stud
Maxo =6131.8 Ft-Lb 4182.6 lbVa =I =11.20 in^4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Flexural and Deflection Check
Span
Mmax
Ft-Lb
Mmax/
Maxo
Mpos
Ft-Lb
Bracing
(in)
Ma(Brc)
Ft-Lb
Mpos/
Ma(Brc)
Deflection
(in)Ratio
Span 530.0 0.086 530.0 Full 6131.8 0.086 0.003 L/14842
Reaction or
Pt Load
Load
P(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Mmax
(Ft-Lb)
Intr.
Value
Stiffeners
Required?
Combined Bending and Web Crippling
R2 530.0 1.00 1149.1 2010.9 0.0 0.24 NO
R1 530.0 1.00 1149.1 2010.9 0.0 0.24 NO
Reaction or
Pt Load
Vmax
(lb)
Mmax
(Ft-Lb)
Va
Factor V/Va M/Ma
V + M
Intr.
Combined Bending and Shear
R1 530.0 0.0 0.13 0.00 0.131.00
R2 530.0 0.0 0.13 0.00 0.131.00
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Header 1
Model:Beam/Stud –1
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Section : (2) 800S162-54 (50 ksi) Back-To-Back C Stud
Maxo =6131.8 Ft-Lb 4182.6 lbVa =I =11.20 in^4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Flexural and Deflection Check
Span
Mmax
Ft-Lb
Mmax/
Maxo
Mpos
Ft-Lb
Bracing
(in)
Ma(Brc)
Ft-Lb
Mpos/
Ma(Brc)
Deflection
(in)Ratio
Span 2619.0 0.427 2619.0 Full 6131.8 0.427 0.036 L/2002
Span
Distortional Buckling Check
K-phi
lb-in/in
Lm Brac
in
Ma-d
Ft-Lb
Mmax/
Ma-d
Span 0.00 72.0 5468.6 0.479
Reaction or
Pt Load
Load
P(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Mmax
(Ft-Lb)
Intr.
Value
Stiffeners
Required?
Combined Bending and Web Crippling
R2 1746.0 1.63 3279.5 6559.0 0.0 0.23 NO
R1 1746.0 1.63 3279.5 6559.0 0.0 0.23 NO
Reaction or
Pt Load
Vmax
(lb)
Mmax
(Ft-Lb)
Va
Factor V/Va M/Ma
V + M
Intr.
Combined Bending and Shear
R1 1746.0 0.0 0.42 0.00 0.421.00
R2 1746.0 0.0 0.42 0.00 0.421.00
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Header 2
Model:Header 2
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
Section : 150S150_25-51(50 ksi) Single C Stud
Maxo =289.2 Ft-Lb 1260.9 lbVa =I =0.10 in^4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
If a span has a bracing setting larger than the span, the bracing is set
to the span lengthFlexural and Deflection Check
Span
Mmax
Ft-Lb
Mmax/
Maxo
Mpos
Ft-Lb
Bracing
(in)
Ma(Brc)
Ft-Lb
Mpos/
Ma(Brc)
Deflection
(in)Ratio
Span 14.0 0.048 14.0 48.0 266.1 0.053 0.010 L/4889
Span
Distortional Buckling Check
K-phi
lb-in/in
Lm Brac
in
Ma-d
Ft-Lb
Mmax/
Ma-d
Span 0.00 48.0 307.8 0.045
Reaction or
Pt Load
Load
P(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Mmax
(Ft-Lb)
Intr.
Value
Stiffeners
Required?
Combined Bending and Web Crippling
R2 14.0 1.00 629.2 1101.0 0.0 0.01 NO
R1 14.0 1.00 629.2 1101.0 0.0 0.01 NO
Reaction or
Pt Load
Vmax
(lb)
Mmax
(Ft-Lb)
Va
Factor V/Va M/Ma
V + M
Intr.
Combined Bending and Shear
R1 14.0 0.0 0.01 0.00 0.011.00
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Hat Channel
Model:Hat Channel
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5
R2 14.0 0.0 0.01 0.00 0.011.00
Combined Bending and Axial Load Details
Span
Axial Ld
(lb)KyLy KtLt
Max
KL/r
K-phi
(lb-in/in)
Lm Bracing
(in)
Allow
load(lb)P/Pa
Intr.
Value
Bracing(in)
Span 538.0(c)48.0 91 0.0 48.0 1253.7(c)48.0 0.43 0.49
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Hat Channel
Model:Hat Channel
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 09/03/2022
Simpson Strong-Tie® CFS Designer™ 3.2.0.5