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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. r- r oFESS/pyqGTq ` � F y m No. 070784 z Exp.06/30/2021 A. sem* Il it OF CM-V°'� 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: 0111 a t-iF -�'-' � S ® 0® ® l�C_�:LJ� 3 Ste_ 1 I 1 I • I I I I I I I I 1 • I I 1 1 • 1 I 1 1 ®; 0 • ammm0 © dpIss p ,>i I 1 1 I 1 1 1 / 1 I y 1 I 1 1 tit " - F- 1 I 1 1 • - it- -05 -Mr r),- 3 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 n • _.' O 0 I I .1 1 1 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: Title Block"selection. 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: and then using the"Printing& Project Descr: Title Block"selection. 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: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Punted 23 AUG 2019, 5:22PM 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 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: Title Block"selection. Title Block Line 6 Printed.23 AUG 2019, 5 22PM 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 DATE NO rid id 1d 1d 1d 1d 1d 1d 1d id 11 1d 1d 'Id 'Id 'id 1d Id '©' 15,-11" r —TOTAL PROPOSED \ \ 11 L t , SOLAR AREA 736 Tom., _SOFT.M.. f Ii `;r, , © l.o .n - yT""' I 2,..2=4"... - opFOFEss/044 r J-BOX ww,.,-�A. ,.., i (€§" PM.craw v �y u ��77 I M o d pi 1U,I—a'1`- L .,TR�,.nI.. r 'LAI Ailh .�ExM craw T, 1 a z J-BOX , '�' IL 2 F t- _i `-�• I• \ lf OF DAY?' r^- r'�.i u } RRRL / " �� o (N)LOAD CENTER 1 - (N)MONITOR le I ��.�� (N)AC DISCONNECT i (E)SUB PANEL " ; q I � r Ilb. 444411p' „110V 444 35,9„ j a P r a a z s Q 3 0 /I A7 -' — --- '''g- m XI ...y.t....... tii , 3 I< a a 11 5 O1 p EXISTING SITE CONDITION ii 0° a SCALE:1/16"=1'-0" I --- -- 9'-10" Fi9 Z AWN SERVIC ANEL-7 0 O 1d 'Id 1d 1d• 1d id 1d 'Id id id 1d 1d '�� 1d 'Id 1d id z G k mu I- ASPHALT SHINGLE SOLAR WAREHOUSE ASPHALT SHINGLEMooulc u SINGLE LAYER 0 CLAMP w SINGLE LAYER RACKING SEE DETAIL CHEMLINK M-1 a. „ w 1- STRUCTURAL SOLAR WAREHOUSE W N 1O 7O"r [ TrThitTr NI II II II I 11 T O o- STANDARD SUPPORT RML SWIVEL L-iEET MATERIALL 3 Q ALLOT 2X12 RAFTERS 0 16" O.C. 3 m a u+. STANDOFF posT pi CHEMLINK M-1 2512 RAFTERS 0 16'0.C.—/ ,V N STAINLESS STEEL 5/16" � I DIA. x 3 1/2" LONG, CHEMLINK M-1 '., y Et OG COSTING ROOF RAFTER Dale: MIN. 2-1/2" EMBED IN (E) BUILDING STRUCTURAL STAINLESS STEEL 5/16" DIA. x 10/16/21119 THE CENTER OF RAFTER, ADHESIVE/SEALANT 3 1/2" LONG, MIN. 2-1/2" STAINLESS STEEL.5/16"Dv..3 kale. TIE-DOWN (1) LAG BOLT EMBED IN THE CENTER OF +/2"LONG•IAN.2-1/2'EMBED IN 1><a : AS NOTED RAFTER, TIE-DOWN (1) LAG (TMT)OL BOLT AT IB"0.0 MGI AT 48" O.C. MAX IN O IDE VIEW SCALE:N.T.S BOLT AT 48" O.C. MAX 6h46 L J PV-2