HomeMy WebLinkAboutDouglas Dijoy-Structural Letter_stamped
DATE: May 25, 2021
RE: 2355 Dyer Rd, Port St. Lucie, FL 34952, USA
To Whom It May Concern,
As per your request, we have conducted a structural assessment of the building at the above address.
PV solar panels are proposed to be installed on roof areas as shown in the submitted plans. The panels
are clamped to rails which are attached to the roof with a lagged mounting system. The PV system (PV
modules, racking, mounting hardware, etc.) shall be installed according to the manufacturer’s approved
installation specifications. The Engineer of Record and Exactus Energy assume no responsibility for misuse
or improper installation.
It was found that the roof structures satisfactorily meet the applicable standards included in the
7th Edition Florida Building Code as well as the design criteria shown below:
Design Criteria:
Wind speed = 160 mph (Risk Cat. II, Exposure Cat. D)
Ground snow load = 0 psf
Roof dead load = 9 psf
Solar system dead load = 3 psf
Overall, the roof area is structurally adequate to support the PV alteration as per 2018 IEBC Sections
502.4 and 502.5.
This letter was completed in accordance to recognized structural analysis standards, professional
engineering experience, and judgement. Prior to installation, the on -site contractor must notify Exactus
Energy if there are any discrepancies, or damages to the structural members, that was not addressed in
the plan set.
If you have any further questions, please do not hesitate to contact me.
Acknowledged by:
COMPANY
May 26, 2021 03:25
PROJECT
2355 Dyer Rd - R1
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
D-ROOF Dead Full Area No 9.00(24.0") psf
D-PV Dead Partial Area No 2.00 16.90 3.00(24.0") psf
L1 Roof constr. Partial Area No 0.00 2.00 20.00(24.0") psf
L2 Roof constr. Partial Area No 16.90 23.30 20.00(24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
2'9.1'16.2'
2 6 .3 1 2 '
23.3'
Unfactored:
Dead 125 202 183 60
Roof Live 95 -36 152 125
Factored:
Total 220 202 335 186
Bearing:
F'theta 499 488 499 499
Capacity
Joist 1871 853 873 1497
Support 1513 742 742 1513
Des ratio
Joist 0.12 0.24 0.38 0.12
Support 0.15 0.27 0.45 0.12
Load comb #2 #1 #2 #2
Length 1.50 0.50* 0.50* 1.50
Min req'd 0.50* 0.50* 0.50* 0.50*
Cb 1.25 1.75 1.75 1.00
Cb min 1.75 1.75 1.75 1.00
Cb support 1.19 1.19 1.19 1.19
Fcp sup 425 625 625 425
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
Lumber-soft, S-P-F, No.1/No.2, 2"x3-1/2"
Supports: 1,4 - Lumber-soft Beam, S-P-F No.1/No.2; 2,3 - Timber-soft Beam, D.Fir-L No.2;
Roof joist spaced at 24" c/c; Total length: 26.31'; Clear span: 2.166', 7.845', 7.891', 7.891'; Volume = 1.3 cu.ft.; Pitch: 6/12
Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online
help);
This section PASSES the design code check.
WARNING: This CUSTOM SIZE is not in the database. Refer to online help.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)2355 Dyer Rd - R1 Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 42 Fv' = 169 psi fv/Fv' = 0.25
Bending(+) fb = 765 Fb' = 1887 psi fb/Fb' = 0.41
Bending(-) fb = 739 Fb' = 1887 psi fb/Fb' = 0.39
Deflection:
Interior Live 0.19 = L/505 0.53 = L/180 in 0.36
Total 0.29 = L/329 0.79 = L/120 in 0.36
Cantil. Live 0.07 = L/374 0.30 = L/90 in 0.24
Total -0.01 = < L/999 0.45 = L/60 in 0.03
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 135 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.25 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 2
Fb'- 875 1.25 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 2
Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+Lr
Bending(+): LC #2 = D+Lr
Bending(-): LC #2 = D+Lr
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
Bearing : Support 1 – LC #2 = D+Lr
Support 2 – LC #1 = D only
Support 3 – LC #2 = D+Lr
Support 4 – LC #2 = D+Lr
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 203, V design = 196 lbs; M(+) = 260 lbs-ft; M(-) = 251 lbs-ft
EI = 10.00e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
COMPANY
May 26, 2021 03:35
PROJECT
2355 Dyer Rd - R2
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
D-ROOF Dead Full Area No 9.00(24.0") psf
D-PV Dead Partial Area No 5.00 25.25 3.00(24.0") psf
L1 Roof constr. Partial Area No 0.00 5.00 20.00(24.0") psf
L2 Roof constr. Partial Area No 25.25 32.40 20.00(24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
2'9.6'17.2'24.8'
3 6 .4 8 7 '
32.4'
Unfactored:
Dead 115 214 200 198 64
Roof Live 181 27 -30 172 135
Factored:
Total 296 241 200 370 199
Bearing:
F'theta 499 499 488 499 499
Capacity
Joist 1871 873 853 873 1497
Support 1513 742 742 742 1513
Des ratio
Joist 0.16 0.28 0.23 0.42 0.13
Support 0.20 0.32 0.27 0.50 0.13
Load comb #2 #2 #1 #2 #2
Length 1.50 0.50* 0.50* 0.50* 1.50
Min req'd 0.50* 0.50* 0.50* 0.50* 0.50*
Cb 1.25 1.75 1.75 1.75 1.00
Cb min 1.75 1.75 1.75 1.75 1.00
Cb support 1.19 1.19 1.19 1.19 1.19
Fcp sup 425 625 625 625 425
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
Lumber-soft, S-P-F, No.1/No.2, 2"x3-1/2"
Supports: 1,5 - Lumber-soft Beam, S-P-F No.1/No.2; 2,3,4 - Timber-soft Beam, D.Fir-L No.2;
Roof joist spaced at 24" c/c; Total length: 36.49'; Clear span: 2.166', 8.404', 8.45', 8.45', 8.45'; Volume = 1.8 cu.ft.; Pitch:
6/12
Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online
help);
This section PASSES the design code check.
WARNING: This CUSTOM SIZE is not in the database. Refer to online help.
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)2355 Dyer Rd - R2 Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 47 Fv' = 169 psi fv/Fv' = 0.28
Bending(+) fb = 877 Fb' = 1887 psi fb/Fb' = 0.46
Bending(-) fb = 863 Fb' = 1887 psi fb/Fb' = 0.46
Deflection:
Interior Live 0.25 = L/402 0.57 = L/180 in 0.45
Total 0.38 = L/270 0.85 = L/120 in 0.44
Cantil. Live -0.00 = < L/999 0.30 = L/90 in 0.01
Total -0.09 = L/294 0.45 = L/60 in 0.20
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 135 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 875 1.25 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 2
Fb'- 875 1.25 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 2
Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+Lr
Bending(+): LC #2 = D+Lr
Bending(-): LC #2 = D+Lr
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
Bearing : Support 1 – LC #2 = D+Lr
Support 2 – LC #2 = D+Lr
Support 3 – LC #1 = D only
Support 4 – LC #2 = D+Lr
Support 5 – LC #2 = D+Lr
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 226, V design = 219 lbs; M(+) = 298 lbs-ft; M(-) = 293 lbs-ft
EI = 10.00e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
COMPANY
May 26, 2021 03:29
PROJECT
2355 Dyer Rd - R3
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
D-ROOF Dead Full Area No 9.00(24.0") psf
D-PV Dead Partial Area No 5.50 16.40 3.00(24.0") psf
L1 Roof constr. Partial Area No 0.00 5.50 20.00(24.0") psf
L2 Roof constr. Partial Area No 16.40 17.30 20.00(24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
2'9.9'
2 0 .1 6 3 '
17.8'0'
Unfactored:
Dead 113 240 80
Roof Live 193 36 27
Factored:
Total 306 276 107
Bearing:
F'theta 499 499 499
Capacity
Joist 1404 655 1123
Support 1195 586 1195
Des ratio
Joist 0.22 0.42 0.10
Support 0.26 0.47 0.09
Load comb #2 #2 #2
Length 1.50 0.50* 1.50
Min req'd 0.50* 0.50* 0.50*
Cb 1.25 1.75 1.00
Cb min 1.75 1.75 1.00
Cb support 1.25 1.25 1.25
Fcp sup 425 625 425
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
Lumber-soft, S-P-F, No.1/No.2, 2x4 (1-1/2"x3-1/2")
Supports: 1,3 - Lumber-soft Beam, S-P-F No.1/No.2; 2 - Timber-soft Beam, D.Fir-L No.2;
Roof joist spaced at 24.0" c/c; Total length: 20.16'; Clear span: 2.166', 8.739', 8.786'; Volume = 0.7 cu.ft.; Pitch: 6/12
Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online
help);
This section PASSES the design code check.
WARNING: Member length exceeds typical stock length of 18.0 [ft]
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)2355 Dyer Rd - R3 Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 31 Fv' = 121 psi fv/Fv' = 0.26
Bending(+) fb = 477 Fb' = 1358 psi fb/Fb' = 0.35
Bending(-) fb = 909 Fb' = 1155 psi fb/Fb' = 0.79
Deflection:
Interior Live negligible
Total 0.27 = L/398 0.88 = L/120 in 0.30
Cantil. Live -0.05 = L/562 0.30 = L/90 in 0.16
Total -0.14 = L/186 0.45 = L/60 in 0.32
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 135 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1
Fb'+ 875 0.90 1.00 1.00 1.000 1.500 - 1.15 1.00 1.00 - 1
Fb'- 875 1.25 1.00 1.00 0.612 1.500 - 1.15 1.00 1.00 - 2
Fcp' 425 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #1 = D only
Bending(+): LC #1 = D only
Bending(-): LC #2 = D+Lr
Deflection: LC #2 = D+Lr (live)
LC #2 = D+Lr (total)
Bearing : Support 1 – LC #2 = D+Lr
Support 2 – LC #2 = D+Lr
Support 3 – LC #2 = D+Lr
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 115, V design = 109 lbs; M(+) = 122 lbs-ft; M(-) = 232 lbs-ft
EI = 7.50e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(-): Lu = 17.69' Le = 26.31' RB = 22.2; Lu based on full span
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.