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HomeMy WebLinkAboutSOLR-19-2365 City of Arcadia, CA Permit NO.SOLR-19-2365
Development Services Department Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021
Arcadia,CA 91066-6021 Work Classification:Solar-Residential Over 10 KV
(626)574-5416 Permit Status:Issued
ARCADIA Issue Date: 11/25/2019 Expiration: 05/23/2020
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
215 WALNUT AVE Arcadia,CA 91007-8248 5787004002
Contacts
YOUNG,STEWARD K AND SHENA H AND Owner PACIFIC STONEGATE INC dba :SOLAR Contractor
YOUNG,SEAN VAST
225 Walnut Ave,Arcadia,CA 91007 8727 LANYARD CT,RANCHO CUCAMONGA,CA 91730
(909)377-5477 965340
Description:ROOF MOUNTED SOLAR SYSTEM 44 PANELS NEW Valuation: $ 0.00 Tenant
LOAD CENTER
Total Sq Feet: 0.00 Plan Check# Plan#
Fees Amount Payments Amount Paid
Building Plan Check Fee Residential $50.00 Total Fees $324.72
Distribution Panel $16.48 Cash/Receipt#REC-03170-19 $324.;2
Electrical Permit Issuance Fee $47.01
Amount Due: $0.00
Fire Plan Check Fee Residential $50.00
Inverters $77.78
Panels $82.45
Solid Waste Management Fee 2 $1.00
Total: $324.72
CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
requesting the address,timeframe and what inspection item is needed.
This permit/plan review expires by time limitation and becomes null and
void if the work authorized by the permit is not commenced within 180 days
� from the date of issuance or if the permit is not obtained within 180 days
n
�'� �'I from the date of plan submittal.This permit expires and becomes null and
C1
II u `L` J void if any work authorized by this permit is suspended or abandoned for 180
consecutive days or if no progressive work has been verified by a City of
2—/,—Z( G , Arcadia building inspector for a period of 180 consecutive days.
November 25, 2019
Issued By: Date
November 25,2019 Page 1 of 1
%FA•
00.004,4,
4 ! I PERMIT/PLAN REVIEW APPLICATION
�. Development Services Department,240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626)574-5416,Fax(626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,and my license is in full force and effect. p/ ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class G iD LiVo.o. (1(S3yc� Exp. Date 8ho/2z compensation, as provided for by Section 3700 of the Labor Code, for the
��y f,.,� performance of the work for which this permit is issued.
Signature of Contractor l ANGUl,/,v�i(�
OWNER-BUILDER DECLARATION 1/21 I have and will maintain workers'compensation insurance,as required by Section
❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers' ompensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier
demolish,or repair any structure,prior to its issuance,also required the applicant
Policy Number 1 J�h� 03hd
for such permit to file a signed statement that he or she is licensed pursuant to the
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code)or that he or she is
GIM
exempt there from and the basis for the alleged exemption. Any violation of I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I shall
❑I, as owner of the property, or my employees with wages as their sole forthwith comply th those provisions.
compensation,will do the work,and the structure is not intended or offered for 1 11 LI •fi
Arkilki
sale(Section 7044,Business and Professions Code:The Contractors License Date Signature ��'u
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos. Please contact AQMD at(909)396-2000 for
further information. 1
Name G R.&r&. Title Perl I— C00rdIra-bC
PRINT NAME
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter upon the above-mentioned property for inspection purposes.
11 )Signature � ; Date 4
T f
8/23/2019
„ yoursolarptans.com
mo
,„0,.► ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS
Structural Calculations for
SOLAR POWER SYSTEM CONNECTION CHECK AT:
215 Walnut Ave.
Arcadia,CA 91007
Job: Young,Sean
Prepared For:
Solar Vast
8727 Lanyard Ct.
Rancho Cucamonga,CA 91730
(800)861-5088
Design Criteria
1- Code: CALIFORNIA BLDG CODE 2016/ASCE 7-10
2-Wind: 110 MPH,Exposure:C
3 -Wood Species: DF-L No.2(SG= 0.5 )
Notice:Use restrictions of these calculations.
The attached Calculations are valid only when bearing original signature hereon.
Contractor/Client to verify existing dimensions/conditions prior to construction
&solar racking is installed per manufacturer span requirements.
The use of these calculations is solely intended for the above mentioned project.
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Exp.06/30/2021
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1-844-PV ELITE I info@yoursolarplans.com
3000 E. Birch Street Suite 201 I Brea CA 92821
WIND LOADING ANALYSIS - Roof Components and Cladding
Per ASCE 7-10 Code for 81ags, of A.hy Height with Gable Roof 9 <= 45 or Monoslope Roof 8 <= 3°
Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)
Job Name: Young, Sean Subject:
Job Number: Originator: Checker:
Input Data:
Wind Speed, V= 110 mph (Wind Map, Figure 26.5-1A-C)
3ldg. Classification = II (Table 1-1 Occupancy Category)
Exposure Category = C (Sect. 26.7) B
Ridge Height, hr= 8.21 ft. (hr>= he)
Eave Height, he= 8.00 ft. (he <= hr)
Building Width = 20.00 ft. (Normal to Building Ridge)
Building Length = 45.00 ft. (Parallel to Building Ridge) I L
Roof Type = Monoslope(Gable or Monoslope) plan �I
Topo. Factor, Kzt= 1.00 (Sect. 26.8 & Figure 26.8-1)
Direct. Factor, Kd = 0.85 (Table 26.6)
Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)
Hurricane Region? N 0
Component Name = Fastener (Purlin, Joist, Decking, or Fastener) hr
Effective Area,Ae= 492 ft.^2 (Area Tributary to C&C) he
Overhangs?(Y/N) N (if used, overhangs on all sides)
L
Resulting Parameters and Coefficients: Elevation
Roof Angle, 0 = 1.19 deg.
Mean Roof Ht., h = 15.00 ft. (h = he, for roof angle <=10 deg.)
Roof External Pressure Coefficients, GCp:
3Cp Zone 1-3 Pos. = 0.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 1 Neg. = -0.90 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
GCp Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)
Positive& Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi Coef. = -0.18 (negative internal pressure)
If z <= 15 then: Kz= 2.01*(15/zg)^(2/a) , If z > 15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1)
a = 9.50 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.85 (Kh = 1<z evaluated at z= h)
Velocity Pressure: qz= 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1)
qh = 22.35 psf qh = 0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z= h)
Design Net External Wind Pressures(Sect. 30.4 & 30.6):
For h <=60 ft.: p= qh*((GCp)-(+/-GCpi)) (psf)
For h > 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf)
where: q = qh for roof
qi = qh for roof(conservatively assumed per Sect. 30.6)
Wind Load Tabulation for Roof Components & Cladding
Component z Kh qh p = Net Design Pressures (psf)
(ft.) (psf) , one 1,2,3 (+ Zone 1 (-) Zone 2 (-) Zone 3 (-)
Fastener 0 0.85 22.35 8.49 -24.14 -28.61 -28.61
For z = hr 8.21 0.85 22.35 8.49 -24.14 -28.61 -28.61
For z= he 8.00 0.85 22.35 8.49 -24.14 -28.61 -28.61
For z = h: 15.00 0.85 22.35 8.49 -24.14 -28.61 -28.61
Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
2. Width of Zone 2 (edge), 'a' = 3.00 ft.
3. Width of Zone 3 (corner), 'a' = 3.00 ft.
4. For monoslope roofs with 0 <= 3 degrees, use Fig. 30.4-2A for'GCp' values with 'qh'.
5. For buildings with h > 60' and 0 > 10 degrees, use Fig. 30.6-1 for'GCpi' values with 'qh'.
6. For all buildings with overhangs, use Fig. 30.4-2B for'GCp' values per Sect. 30.10.
7. If a parapet >= 3' in height is provided around perimeter of roof with 0 <= 10 degrees.
Zone 3 shall be treated as Zone 2.
8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.
9. Reference: a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".
b. "Guide to the Use of the Wind Load Provisions of ASCE 7-10"
by: Kishor C. Mehta and James M. Delahay (2004).
Roof Components and Cladding:
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0 <= 7deg. 7deg. < 0 <= 27 deg. 27 deg. <d <=45 deg.
Roof Zones for Buildings with h <= 60 ft.
(for Gable Roofs <= 45° and Monoslope Roofs <= 3°)
' I
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ROOF PLAN
Roof Zones for Buildings with h > 60 ft.
(for Gable Roofs <= 10° and Monoslope Roofs <= 3°)
Gravity Load Data
Panel Data
Panel: SPR-X22-370-D-AC
Number of Modules: 28
Weight of PV Module 42.90 lbs
PV Module Dimensions L= 61.39 in
W= 41.18 in
Roof Data
Roof Material: Comp.
Roof Dead Load QD= 10 psf
PV System Dead Load Qpv= 3 psf
Framing Spacing sroof= 16 in
Linear Dead Load WD=(QD+Qpv)*sroof= 17.3 plf
Lag Screw Check Lumber: DF-L No.2
Uplift Demand
Design Wind Pressure p= -28.6 psf(Zone 2)
Trib. Depth for Each Rail dp„=L/2= 2.56 ft
Trib. Depth for Each Rail bp„=W/2= 1.72 ft
Screw Anchor Spacing spy= 4.00 ft(max.)
Uplift Force on Each Screw, Portrait UL=(p+Qp„)*dry,*spy= -262 lbs(Upwards)
Uplift Force on Each Screw,Landscape UW=(p+Qp„)*tidy*spy= -176 lbs(Upwards)
Design Uplift Force Pupun=0.6*[Max(UL, UW)]= -157 lbs(Upwards)
Uplift Capacity
NDS 2015 Adjustment Factors
CD= 1.6 CM= 1 Ci= 1 SG= 0.50 Co, Ceg, Cg, Cd,, Ct„are not appicable
Speicfic Gravity of Lumber SG= 0.50 NDS Supplement Table 4a
Diameter of Lag Screw D= 5/16 in
Withdraw Design/in 1800*SG"`*D"4= 266 lbs/in NDS 2015 12.1-1
Depth of Embeddment 1p= 2.50 in
Total Nominal Withdrawal Value W=W*I p= 665 lbs
Withdrawal Design Vaule W=W*CD*CM*Ct= 1064 lbs NDS 2015 Table 11.3.1
Demand-Capacity Ratio Pupun/W'= 0.15 < 1 [OKAY]
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings"menu item Project ID:
and then using the"Printing& Project Descr:
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Title Block Line 6 Printed 23 AUG 2019. 5 17PM
Wood Beam File=C:lUsers\Peter1D000ME-1\PROJEC-11SOLARV-1\YOUNG_-1\ec.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic.#:KW-06009162
Description: --None--
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi
Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
W(-0.262) W(-0.262) W(-0.262) W(-0.262) W(-0.262)
D(0.01729)
2x12 j
Span=22.0 ft 41110S
PI
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0130 ksf, Tributary Width=1.330 ft
Point Load: W=-0.2620 k @ 3.0 ft
Point Load: W=-0.2620 k @ 7.0 ft
Point Load: W=-0.2620 k @ 11.0 ft
Point Load: W=-0.2620 k @ 15.0 ft
Point Load: W=-0.2620 k @ 19.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.516 1 Maximum Shear Stress Ratio = 0.116 : 1
Section used for this span 2x12 Section used for this span 2x12
fb:Actual = 480.64 psi N:Actual = 18.84 psi
FB:Allowable = 931.50 psi Fv:Allowable = 162.00 psi
Load Combination +D+H Load Combination +D+H
Location of maximum on span = 11.000ft Location of maximum on span = 21.117 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio= 0<360
Max Upward Transient Deflection -0.514 in Ratio= 513>=360
Max Downward Total Deflection 0.390 in Ratio= 676>=240
Max Upward Total Deflection -0.500 in Ratio= 527>=240
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V fv F'v
+D+H 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.516 0.116 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 931.50 0.21 18.84 162.00
+D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.464 0.105 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1035.00 0.21 18.84 180.00
+D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Title Block Line 1 Project Title:
You can change this area Engineer:
using the"Settings"menu item Project ID:
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Title Block Line 6 Printed 23 AUG 2019. 5 17PM
Wood Beam File=C:\Users\Peter1DOCUME-1\PROJEC-1\SOLARV-11YOUNG_-1\ec.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic.#:KW-06009162
Description: -None--
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V Tv F'v
Length=22.0 ft 1 0.372 0.084 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1293.75 0.21 18.84 225.00
+D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.404 0.091 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1190.25 0.21 18.84 207.00
+D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.372 0.084 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1293.75 0.21 18.84 225.00
+D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.404 0.091 1.15 1,000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1190.25 0.21 18.84 207.00
+D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.268 0.069 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.17 443.46 1656.00 0.22 19.98 288.00
+D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.290 0.065 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1656.00 0.21 18.84 288.00
+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.128 0.039 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.56 212.43 1656.00 0.13 11.25 288.00
+0+0.750L+0.7505+0.450W+4-I 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.128 0.039 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.56 212.43 1656.00 0.13 11.25 288.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.290 0.065 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.27 480.64 1656.00 0.21 18.84 288.00
+0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.384 0.090 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.68 635.72 1656.00 0.29 25.96 288.00
+0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=22.0 ft 1 0.174 0.039 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.76 288.39 1656.00 0.13 11.30 288.00
Overall Maximum Deflections
Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 +0.420W -0.5139 11.080
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum -0.655 -0.655
Overall MINimum 0.230 0.230
+D+H 0.230 0.230
+D+L+H 0.230 0.230
+D+Lr+H 0.230 0.230
+3+5+1-1 0.230 0.230
+D+0.750Lr+0.750L+H 0.230 0.230
+D+0.750L+0.7505+H 0.230 0.230
+D+0.60W+H -0.163 -0.163
+D+0.70E+H 0.230 0.230
+D+0.750Lr+0.750L+0.450W+H -0.064 -0.064
+0+0.750L+0.7505+0.450W+H -0.064 -0.064
•
+0+0.750L+0.7505+0.5250E+H 0.230 0.230
+0.60D+0.60W+0.60H -0.255 -0.255
+0.60D+0.70E+0.60H 0.138 0.138
D Only 0.230 0.230
Lr Only
L Only
S Only
W Only -0.655 -0.655
E Only
H Only
SEISMIC WEIGHT COMPARISON/ANALYSIS-(PER CBC 2016 Part 10 Chapter 4 Section 402
PV System Weight
Module Model SPR-X22-370-D-AC
Panel Weight Wpanei= 42.9 lbs
Number of Panels Npv= 28
Total PV System Weight WPV=Wpanel* NPv= 1201.2 lbs
Existing Roof Weight
Roof Weight QD= 10.0 psf
Building Length Lbuild = 45 ft
Building Width Wbuild = 20 ft
Roof Area Abuild= 900 ft`
Building Perimeter Pbuild= 130 ft
Wall Height ht= 8 ft
Wall weight Qwall= 15 psf
Interior wall weight Qint= 10 psf
Roof Load Wilbur=Abuild *QD= 9000 lbs
Wall Load Nwall= ht/2 *Qwall* Pbuild +Abuild *Qint/2 = 12300 lbs
Total Story Weight Wbuild =Wtloor+Wwall= 21300 lbs
Percentage Weight Increa WPV/Wbulid= 5.64% < 10% OKAY
Gravity Load Data
Panel Data
Panel: SPR-X22-370-D-AC
Number of Modules: 16
Weight of PV Module 42.90 lbs
PV Module Dimensions L= 61.39 in
W= 41.18 in
Roof Data
Roof Material: Comp.
Roof Dead Load QD= 10 psf
PV System Dead Load Qpv= 3 psf
Framing Spacing sroof= 16 in
Linear Dead Load wD=(QD+Qpv)*spoof= 17.3 plf
Lag Screw Check Lumber: DF-L No.2
Uplift Demand
Design Wind Pressure p= -28.6 psf(Zone 2)
Trib. Depth for Each Rail dpv= L/2= 2.56 ft
Trib. Depth for Each Rail bp,=W/2= 1.72 ft
Screw Anchor Spacing Spy= 4.00 ft(max.)
Uplift Force on Each Screw, Portrait UL=(p+Qpv)*do,*spv= -262 lbs(Upwards)
Uplift Force on Each Screw,Landscape Uw=(p+Qpv)*bpv*spv= -176 lbs(Upwards)
Design Uplift Force Pupllft=0.6*[Max(UL, Uw)]= -157 lbs(Upwards)
Uplift Capacity
NDS 2015 Adjustment Factors
CD= 1.6 CM= 1 Ct= 1 SG= 0.50 Co, Ceg, Cg, Cd;, C,n are not appicable
Speicfic Gravity of Lumber SG = 0.50 NDS Supplement Table 4a
Diameter of Lag Screw D= 5/16 in
Withdraw Design/in 1800*SG'"2*D"'= 266 lbs/in NDS 2015 12.1-1
Depth of Embeddment 1p= 2.50 in
Total Nominal Withdrawal Value W=W*I p= 665 lbs
Withdrawal Design Vaule W=W*C D*CM*C,= 1064 lbs NDS 2015 Table 11.3.1
Demand-Capacity Ratio Puplift/W = 0.15 < 1 [OKAY]
Title Block Line 1 Project Title:
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Wood Beam File=C:\Users\Peter\DOCUME-1\PROJEC-1\SOLARV-1\YOUNG_-1\ec.ec6.
Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 .
Lic.#:KW-06009162
Description: -None-
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi
Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
W(-0 262) W(-0.262) W(-0 262) W(-0.262)
D(0.01729)
" c---_ a a _ a
2x12 j
Span=21.0 ft
F
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0130 ksf, Tributary Width=1.330 ft
Point Load: W=-0.2620 k @ 4.50 ft
Point Load: W=-0.2620 k @ 8.0 ft
Point Load: W=-0.2620 k @ 14.0 ft
Point Load: W=-0.2620 k @ 17.50 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.470 1 Maximum Shear Stress Ratio = 0.110 : 1
Section used for this span 2x12 Section used for this span 2x12
fb:Actual = 437.94 psi fv:Actual = 17.84 psi
FB:Allowable = 931.50psi Fv:Allowable = 162.00 psi
Load Combination +D+H Load Combination +D+H
Location of maximum on span = 10.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio= 0<360
Max Upward Transient Deflection -0.370 in Ratio= 680>=360
Max Downward Total Deflection 0.324 in Ratio= 778>=240
Max Upward Total Deflection -0.335 in Ratio= 752>=240
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb Ft V fv F'v
+D+H 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.470 0.110 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 931.50 0.20 17.84 162.00
+D+L+11 1.000 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.423 0.099 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1035.00 0.20 17.84 180.00
+D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.339 0.079 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1293.75 0.20 17.84 225.00
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Wood Beam File=C:\Users\Peter\DOCUME-11PROJEC-1\SOLARV-1\YOUNG_-11ec.ec6 .
Software copyright ENERCALC,INC.1983-2018,Build:10,18,12.13 .
Lic.#:KW-06009162
Description: -None--
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb . F'b V fv F'v
+D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.368 0.086 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1190.25 0.20 17.84 207.00
+D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.339 0.079 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1293.75 0.20 17.84 225.00
+0+0.750L+0.750S+1 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.368 0.086 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1190.25 0.20 17.84 207.00
+D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.173 0.056 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.75 285.71 1656.00 0.18 16.15 288.00
+D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.264 0.062 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1656.00 0.20 17.84 288.00
+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.067 0.031 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.29 111.15 1656.00 0.10 8.83 288.00
+0+0.750L+0.7505+0.450W+4-1 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.067 0.031 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.29 111.15 1656.00 0.10 8.83 288.00
+D+0.750L+0.7505+0.5250E+4-1 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.264 0.062 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.15 437.94 1656.00 0.20 17.84 288.00
+0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.272 0.074 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.19 451.12 1656.00 0.24 21.40 288.00
+0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=21.0 ft 1 0.159 0.037 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.69 262.76 1656.00 0.12 10.70 288.00
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span
1 0.0000 0.000 +0.420W -0.3704 10.500
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum -0.499 -0.549
Overall MINimum 0.220 0.220
+D+H 0.220 0.220
+D+L+H 0.220 0.220
+D+Lr+H 0.220 0.220
+D+S+H 0.220 0.220
+D+0.750Lr+0.750L+H 0.220 0.220
+D+0.750L+0.750S+H 0.220 0.220
+D+0.60W+H -0.079 -0.109
+D+0.70E+H 0.220 0.220
+D+0.750Lr+0.750L+0.450W+H -0.005 -0.027
+1J+0.750L+0.7505+0.450W41 -0.005 -0.027
+D+0.750L+0.750S+0.5250E+H 0.220 0.220
+0.60D+0.60W+0.60H -0.167 -0.197
+0.60D+0.70E+0.60H 0.132 0.132
D Only 0.220 0.220
Lr Only
L Only
S Only
W Only -0.499 -0.549
E Only
H Only
SEISMIC WEIGHT COMPARISON /ANALYSIS -(PER CBC 2016 Part 10 Chapter 4 Section 402
PV System Weight
Module Model SPR-X22-370-D-AC
Panel Weight Wpanei= 42.9 lbs
Number of Panels NPv= 16
Total PV System Weight WPV =Wpanel* NPV = 686.4 lbs
Existing Roof Weight
Roof Weight Qp= 10.0 psf
Building Length Lbuild = 35 ft
Building Width Wbuild = 20 ft
Roof Area Abuild= 700 ft`
Building Perimeter Pbuild= 110 ft
Wall Height hf= 8 ft
Wall weight Qwall= 15 psf
Interior wall weight °int= 10 psf
Roof Load Wfloor_Abuild *Qo = 7000 lbs
Wall Load Nwaii= ht/2 *Qwall* Pbuild +Abuild *Qint/2 = 10100 lbs
Total Story Weight Wbuild = Wfloor+ Wwall= 17100 lbs
Percentage Weight Increa WPV/Wbuild = 4.01% < 10% OKAY
REVISION
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