Specifications (2) VSE Project Number: 02673.0401.1201991
Kyle Wetherald Residence
. �
ECI' '
� � 9/12/
E rl G l n E E R S
The solar array will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface. Thus, we
conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible.
The attached calculations verify the capacity of the connections of the solar array to the existing roof against wind (uplift),
the governing load case. Regarding seismic loads, we conclude that any additional forces will be small. Conservatively
neglecting the weight of existing wall materials,the installation of the solar panels represents an increase in the total weight
(and resulting seismic load) of 9.8%. Because the increase in lateral forces is less than 10%, this addition meets the
requirements of the exception in Section 3403.4 of the 2014 OSSC. Thus the existing lateral force resisting system is
permitted to remain unaltered.
Limitations
Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work performed
must be in accordance with accepted industry-wide methods and applicable safety standards. The contractor shall notify
Vector Structural Engineering, LLC should any damage, deterioration or discrepancies between the as-built condition of the
structure and the condition described in this letter be found. Connections to existing roof framing must be staggered, except
at array ends, so as not to overload any existing structural member. The use of solar panel support span tables provided by
others is allowed only where the building type, site conditions,site-specific design parameters,and solar panel configuration
match the description of the span tables.The design of the solar panel racking(mounts,rails, etc.),and electrical engineering
is the responsibility of others. Waterproofing around the roof penetrations is the responsibility of others. Vector Structural
Engineering assumes no responsibility for improper installation of the solar array.
VECTOR STRUCTURAL ENGINEERING,LLC
Tu
PRo
cDNS
�D 1 Ne /2 o
93806PE
Digitally Signed
OREGON
�
Digitally wand by Wags Holmes
n �
O�
ON:CN.W.Us Hei
s, C« N
Wells Holmes OU=5L ENG1NEERZ L. I ND
DAN 2018 09 12 10 42 45-0ISOCt
EXPIRES: 6/30/2021
09/12/2019
Wells Holmes, S.E.
OR License:93806PE-Expires:06/30/2021
Project Engineer
Enclosures
WLH/sj s
651 W.Galena Park Blvd.,Ste. 101/Draper,UT 84020/T(801)990-1775/F(801)990-1776/www.vectorse.com
JOB NO.: U2673.0401.191
3, SUBJECT: WIND PRESSURE
E n G I II E E R S
•
PROJECT: Kyle Wetherald Residence
Components and Cladding Wind Calculations
Label: Solar Panel Array Note: Calculations per ASCE 7-10
SITE-SPECIFIC WIND PARAMETERS:
Basic Wind Speed [mph]: 120 Notes:
Exposure Category: C
Risk Category: II
ADDITIONAL INPUT & CALCULATIONS:
Height of Roof, h [ft]: 15 (Approximate)
Comp/Cladding Location: Gable/Hip Roofs 7°<6 5 27° Hip? No
Enclosure Classification: Enclosed Buildings
Zone 1 GCp: 0.9 Figure 30.4-2B (enter largest abs. value)
Zone 2 GCp: 1.7 (enter largest abs. value)
Zone 3 GCp: 2.6 (enter largest abs. value)
a: 9.5 Table 26.9-1
zg [ft]: 900 Table 26.9-1
Kh: 0.85 Table 30.3-1
KZt: 1 Equation 26.8-1
Kd: 0.85 Table 26.6-1
Velocity Pressure, qh [psf]: 26.6 Equation 30.3-1
GCp,: 0 Table 26.11-1
OUTPUT: p =qh I(GCp)—(GCp„A Equation 30.9-1
Zone 1 Pressure, p [psf]: 23.9 psf(1.0 W, Interior Zones*)
Zone 2 Pressure, p [psf]: 45.2 psf (1.0 W, End Zones*)
Zone 3 Pressure, p [psf]: 69.2 psf (1.0 W, Corner Zones*within a)
(a= 3 ft)
JOB NO.: U2673.0401.191
VECTOR SUBJECT: CONNECTION
. 1,,isdrEC
` E t1 to t l E E R E
PROJECT: Kyle Wetherald Residence
Lag Screw Connection
Capacity: Demand:
Lag Screw Size [in]: 5/16
Cd: 1.6 NDS Table 2.3.2 Pressure Max Max. Trib. Max. Uplift
(0.6 Wind) Tributary Area
Embedment' [in]: 2.5 (psf) Width (ft) (ft) Force (lbs)
Grade: SPF (G = 0.42) Zone
Capacity [lbs/in]: 205 NDS Table 12.2A 1 14.4 4.0 11.0 158
Number of Screws: 1 2 27.1 4.0 11.0 298
Prying Coefficient: 1.4 3 41.5 4.0 11.0 456
Total Capacity [lbs]: 586
Demand< Capacity: CONNECTION OKAY
1. Embedment is measured from the top of the framing member to the beginning of the tapered tip of the lag screw.
Embedment in sheathing or other material is not effective.The length of the tapered tip is not part of the embedment
length.
2. 'Max.Trib Area'is the product of the'Max.Tributary Width'(along the rails)and 1/2 the panel width/height
(perpendicular to the rails).
JOB NO.: U2673.0401.191
.,VECT'ORSUBJECT: GRAVITY LOADS
E rl G l rl E E R S
PROJECT: Kyle Wetherald Residence
CALCULATE ESTIMATED GRAVITY LOADS
Increase due to Original
ROOF DEAD LOAD (D) pitch loading
Roof Pitch/12 3.7
Asphalt Shingles 2.1 1.05 2.0 psf
1/2" Plywood 1.0 1.05 1.0 psf
Framing 3.0 psf
Insulation 0.0 psf
1/2" Gypsum Clg. 0.0 psf
M, E & Misc 0.0 psf
DL 6 psf
PV Array DL 3 psf
ROOF LIVE LOAD (Lr)
Existing Design Roof Live Load [psf] 20 ASCE 7-10, Table 4-1
Roof Live Load With PV Array [psf] 0
w/Solar Panel
SNOW LOAD (S): Existing Array
Roof Slope [x:12]: 3.7 3.7
Roof Slope [°]: 17 17
Snow Ground Load, pg [psf]: 20 20 ASCE 7-10, Section 72
Terrain Category: C C ASCE 7-10, Table 7-2
Exposure of Roof: Fully Exposed Fully Exposed ASCE 7-10, Table 7-2
Exposure Factor, Ce: 0.9 0.9 ASCE 7-10, Table 7-2
Thermal Factor, Ct: 1.1 1.1 ASCE 7-10, Table 7-3
Risk Category: II II ASCE 7-10, Table 1.5-1
Importance Factor, Is: 1.0 1.0 ASCE 7-10, Table 1.5-2
Flat Roof Snow Load, pf[psf]: 14 14 ASCE 7-10, Equation 7.3-1
Minimum Roof Snow Load, pm [psf]: 20 20 ASCE 7-10, Section 7.3.4
Unobstructed Slippery Surface? No No ASCE 7-10, Section 7.4
Slope Factor Figure: Figure 7-2b Figure 7-2b ASCE 7-10, Section 7.4
Roof Slope Factor, Cs: 1.00 1.00 ASCE 7-10, Figure 7-2
Sloped Roof Snow Load, Ps [psf]: 14 14 ASCE 7-10, Equation 7.4-1
Design Snow Load, S [psf]: 20 20
a
r
Fp„ F„, 9
AbbrevGRADES (Ps) (p ) E7,(psi) Q
JOB NO.:U2673.0401.(91 DFISI 1,000 180 1,700,000 32
071#2 DRAG 900 180 1,800,000 32/ VElOIfEER S
DF1(5X) DFL87 5058 LARGER 1,350 170 1,800,000 32
SPFY2 SPFA2 875 135 1,400,000 282
51'82 SP42 1,100 175 1,400,000 340
PROJECT:Kyle Wetherald Residence SUBJECT:BEAMS 24F-04 24F-V4 2400 240 1,000,000 32
24F-V8 247-08 2.400 240 1.800.000 40
LVL(1.01,LVL(1.90106E) 2,600 295 1,900,000 40
DESIGN LOADS: Load Types: Snow Live Dead LVL(2.0) LVL(2DX106E) 2,200 285 2.000.000 42
Roof 20 20 7 CRITERIA(LA D7L DLL Dm LSL LSL(13X106E) 1,700 400 1,300,000 42
Solar 3.5 A(e2W8) 120 160 STL38 GRADE 36 STEEL 21,600 14,400 29.000,000 490
STL46 GRADE 48 STEEL 27,700 18,500 29,000,000 490
STL50 GRADE 50 STEEL 30,000 20,000 29,000,000 490
Point Point
Add') Add') if, Live Dead
Roof Floor Wall Live Solar Point ' Dist Load Load a K A 1.5DL
Length Trib Trib Trib Load Load Load > 'a' 'PLL 'Po: ti 3 r'jr to—, Maw.,. Vme, Va. Dn. D1Lalw..DLL DLL.W GLB
Label 'L'(ft) (ft) (ft) (ft) (pit) (pt) From a (fl) (Ib) (lb) fr2 Grade Sire k y C, Co CF0 R.,(lb) R5(Ib) (ft-Ib) (ft-Ib) (Ib) Ob) (in) Qn) (in) (in) Camb Check
Rafter 10 2 6.0 (1)SPF#2 2x6 1.15 1.15 1.30 304 304 759 948 276 854 0.469 1.000 0.309 0.667 0.80M