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HomeMy WebLinkAboutSOLR-19-2586 : :. City of Arcadia, CA Permit NO. SOLR-19-2586 Development Services Department '� +, Permit Type:Solar 240 West Huntington Drive,Post Office Box 60021 Work Classification:Solar- Residential Over 10 KV Arcadia,CA 91066-6021 (626)574-5416 Permit Status:Issued ARCADIA Issue Date: 12/26/2019 f Expiration: 06/23/2020 Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number I-- 2110 S BALDWIN AVE Arcadia,CA 91007-8166 57870010031 Contacts KEVIN PEI Owner HAYWOOD ELECTRICAL SERVICES INC Contractor 2110 S BALDWIN AVE 7812 CALLE CARRISA ST,HIGHLAND,CA 92346 (626)589-4212 (951)392-5698 1049609 IDescription:ROOF MOUNT PV SYSTEM, 38 MODULES/MICRO Valuation: $ 0.00 Tenant INVERTERS,NEW 60 AMP COMBINER BOX. Total Sq Feet: 0.00 Plan Check tt Plan Si Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $324.72 Distribution Panel $16.48 Cash/Receipt#REC-03451-19 5324.72 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 compiETED 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 from the date of plan submittal.This permit expires and becomes null and 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 Arcadia building inspector for a period of 180 consecutive days. I. • 1 December 26, 2019 Issued By: Date December 26,2019 Page 1 of 1 t A. Q`,0FOgiv..,, I Pill" ' PERMIT/PLAN REVIEW APPLICATION . v�®�, 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 a d e'•et. ❑ I have and will maintain a certificate of consent to self-insure for workers' License Class C L(0 -- se No. {v , Exp. Date 1 compensation, as provided for by Section 3700 of the Labor Code, for the Signature of Contractor %fit / performance of the work for which this permit is issued. ellilliF OWNER-BUILDER DECL• RATION I h have and will maintain workers'compensation insurance,as required by Section ❑ 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'compensation 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 for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number 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 I certify that in the performance of the work for which this permit is issued,I shall exempt there from and the basis for the alleged exemption. Any violation of 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 omply with those provisions. compensation,will do the work,and the structure is not intended or offered for / -.49 sale(Section 7044,Business and Professions Code:The Contractors License Date _. 2 Signatur �i/�/% i 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(I)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). 9 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 alter` 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. Name \-C* ,t `, Title JN PRINT NAME IIIPP 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 upo a above-me Toned property for inspection purposes. ignature Date 7� `-Q AO :ainieu61S s� �u o�e� o0 61 " NV1d 311S LOO l6 VO'VIOV021V 31V0 A9 NMVHO OPDf6096V0LM 3SN3011 cu LL '3AV NIMO1V8 S 01.12 9695-La IIS61 3N01-id d O walsJ(g oiellonoloyd 9 6YO'ONV HDIH CV 3OZ'SNIA3)I'13d 1SVSIMHVD3TMD09L O SNOISIA3a aweN JDafad (0V)M)I 6Z9Z I• /(o4)MSI OL9 £I. ON S30In213S 3V01a1D313000MAVH 3 NIl AILl3dO?Jd — — -q II E ;o a r I x ■ m I N L w w Z � J J w 0 1 1 ce wa M a 0 01 to a a a w I N., w I / a: z 600 a z ce \,>,'F /// 1 I a I I I J w O Z Z —w \< Q 0 g ce I I ...\ I ////<\1\ I I I o ww I 1 a 0 w F 0 Z Z a w 000 w 1 a 1 1 ---S. BALDWIN AVE--- w Z )1�� I 11/7/2019 moo yoursolarplanscom ,��)�`► ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: 2110 S.Baldwin Ave. Arcadia,CA 91007 Job: Pei,Kevin and Zoe Prepared For: CITY OF ARC\D1:\ Haywood Electrical Services,Inc. • vevelopinent 1)ehart►itt nt 7812 Calle Carrisa St. Aja ?R(lV Highland,CA 92346 (951)392-5698 This set of plans t►nd sh+citic�ttitni;ntu;t he kep cd the jel at al!tiros.axl nu ch;; U 1)i.isiun• ►ns Design Criteria ��: shat!he made e'ceht by the Building specification shall not T , ' nt{{�i►►��o!'thi;plan and�'i t►►�a!of the N10111600 1- Code: CALIFORNIA BLDG Cb 201 �icgt 71it0ttt apl 2-Wind: 110 MPH,Exposure:be he t to pt i 3-Wood Species: DF-L No.2(S©t�+tU.3)�j°N Welts ul an city ordinance or.sit►te 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. <oQikOFESS/04/4 cbQs��G T RUrZtiV cc No. C70784 z Exp.0613012021 9TF OF chov'�i'� 1-844-PV ELITE I info@yoursolarplans.com 3000 E.Birch Street Suite 2011 Brea CA 92821 I WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45°or Monoslope Roof 6 <= 3° Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6) Job Name: Pei, Kevin and Zoe 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= 21.78 ft. (hr>= he) Eave Height, he = 17.00 ft. (he <= hr) Building Width = 45.00 ft. (Normal to Building Ridge) Building Length = 80.00 ft. (Parallel to Building Ridge) Roof Type = Gable (Gable or Monoslope) h i Topo. Factor, Kzt= 1.00 (Sect. 26.8 & Figure 26.8-1) Plan Direct. Factor, Kd = 0.85 (Table 26.6) A Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1) Hurricane Region? N Component Name = Fastener (Purlin, Joist, Decking, or Fastener) h` " Effective Area, Ae= 707 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 = _12.00 deg. Mean Roof Ht.. h = 25.00 ft. (h = (hr+he)/2, for roof angle >10 deg.) Roof External Pressure Coefficients, GCp: 3Cp Zone 1-3 Pos. = 0.30 _ (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 1 Neg. _ -0.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 2 Neg. _ -1.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 3 Neg. _ -2.00 (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 = 0.95 (Kh = Kz evaluated at z = h) Velocity Pressure: qz= 0.00256*Kz*Kzt*Kd*V"2 (Sect. 30.3.2, Eq. 30.3-1) qh = 24.89 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 0.95 24.89 11.95 -24.39 -34.35 -54.26 15.00 0.95 24.89 11.95 -24.39 _ -34.35 -54.26 20.00 0.95 24.89 11.95 -24.39 -34.35 -54.26 For z = hi 21.78 0.95 24.89 11.95 -24.39 -34.35 -54.26 For z= he: 17.00 0.95 24.89 _ 11.95 -24.39 -34.35 -54.26 For z = h: 25.00 0.95 24.89 11.95 -24.39 -34.35 -54.26 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 2 (edge), 'a' = 4.50 ft. 3. Width of Zone 3 (corner), 'a' = 4.50 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: -.1111111.1111 • „ipI I I -4-- -taom - I - o,•_Q-a ?- - S'' - - Q- O 00 O S 1 I I I • I I I I I 1 I I I I I • I I I I I C) Cs) a I> o m m o © o, ® ;0 ® ;C) � I I I I I 0 <= 7 deg. 7 deg. < 0 <= 27 deg. 11 27 deg. < 0 <=45 deg. Roof Zones for Buildings with h <= 60 ft. (for Gable Roofs <= 45° and Monoslope Roofs <= 3°) 0 J__0_--L.,O _43 a 1 ©I O 0 I 1 .S� ROOF PLAN .� Roof Zones for Buildings with h > 60 ft. (for Gable Roofs <= 10° and Monoslope Roofs <= 3°) r Gravity Load Data Panel Data Panel: LG365Q1C-A5 Number of Modules: 38 Weight of PV Module 40.70 lbs PV Module Dimensions L= 66.93 in W= 40.00 in Roof Data Roof Material: Tile Roof Dead Load QD= 16 psf PV System Dead Load Qpv= 3 psf Framing Spacing Sroof= 16 in Linear Dead Load WD= (QD+Qpv)*Sroot= 25.3 plf Lag Screw Check Lumber: DF-L No. 2 Uplift Demand Design Wind Pressure p= -34.3 psf(Zone 2) Trib. Depth for Each Rail des,= L/2 = 2.79 ft Trib. Depth for Each Rail bpi=W/2 = 1.67 ft Screw Anchor Spacing say= 5.33 ft(max.) Uplift Force on Each Screw. Portrait UL= (p+Qp„)*dp„*spy= -466 lbs (Upwards) Uplift Force on Each Screw,Landscape Uw_ (p+Qp„)* bp„*spy= -278 lbs(Upwards) Design Uplift Force P„ iin=0.6* [Max( UL , Uw)]= -280 lbs(Upwards) Uplift Capacity NDS 2015 Adjustment Factors CD= 1.6 CM = 1 Ct= 1 SG = 0.50 C,,, Ce9, Co, Cd„ C,,,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*SG311*D"4 = 266 lbs/in NDS 2015 12.1-1 Depth of Embeddment Ip= 2.50 in Total Nominal Withdrawal Value W=W*I p= 665 lbs Withdrawal Design Vaule W=W*C D*CM*Ct= 1064 lbs NDS 2015 Table 11.3.1 Demand-Capacity Ratio P„pitn/W'= 0.26 < 1 [OKAY] Beam!Top Chord Check Lumber:DF-L No.2 Moment Demand Span : 1 Orientation j (ft) pi(lbs) Lenght(ft) : 14 1 3.8 -466 Portrait 2 7.8 -466 3 9.4 -466 Linear Dead Load wd= 25.33 plf Portrait 4 13.4 -466 Wind Load, Portrait UL= -466 lbs Wind Load, Landscape Uw= -278 lbs #of Attachment per Rafter NA= 4 wdx2 M(x)=Rt(x—L1)—Pj(x-1))— 4000 •0 3000 I 2000 v o 1000 - 0 0.0 5.0 10.0 15.0 Length x(ft) M„ Moment Dead 972 lb-ft Dead+Wind 3141 lb-ft Dead+Snow 972 lb-ft Moment Capacity Framing Member Size 2x8 Lumber Grade: DF-L No.2 CM= 1 Ct= 1 Cr= 1.15 CF= 1.2 fb= 900 psi Cw and C;are not applicable Breadth b= 1.50 in Depth d= 7.25 in Section Modulus SX =bd2/6= 13.1 in3 Bending Stress Capacity Fb= CM*C,*Cr*CF*fb= 1242 psi Table 4.3.1 NDS 2015 Co Fe=Co*Fb M.*S, ASD Load Design Bending DCR Dead 0.9 1118 psi 888 psi D 888 psi 0.79 OKAY Dead+Wind 1.6 1987 psi 2868 psi .6W+.6D 1721 psi 0.87 OKAY Dead+Snow 1.15 1428 psi 888 psi D+S 888 psi 0.62 OKAY Deflection Limit E= 1600 ksi I= 47.63 in4 Transient Deflection 0.665 in Transient Deflection Allowed 253 > 180 [OKAY] Total Deflection 1.341 in Total Deflection Allowed 125 > 120 [OKAY] WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof 0 <= 45°or Monoslope Roof 0 <= 3° Using Part 1 & 3: Analytical Procedure (Section 30.4& 30.6) Job Name: Pei. Kevin and Zoe 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= 17.47 ft. (hr>= he) Eave Height, he= 17.00 ft. (he <= hr) Building Width = 45.00 ft. (Normal to Building Ridge) Building Length = 80.00 ft. (Parallel to Building Ridge) Roof Type = Monoslope(Gable or Monoslope) h Plan 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 = 707 ft.^2 (Area Tributary to C&C) he Overhangs? (Y/N) N (if used, overhangs on all sides) Resulting Parameters and Coefficients: Elevation Roof Angle, 0 = 1.19 deg. Mean Roof Ht., h = 25.00 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 = 0.95 (Kh = Kz evaluated at z = h) Velocity Pressure: qz= 0.00256*Kz*Kzt*Kd*VA2 (Sect. 30.3.2, Eq. 30.3-1) qh = 24.89 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) cone 1,2,3(+ Zone 1 () Zone 2(-) Zone 3( Fastener 0 0.95 24.89 9.46 -26.88 -31.86 -31.86 15.00 0.95 24.89 9.46 -26.88 -31.86 -31.86 For z = hr: 17.47 0.95 24.89 9.46 -26.88 -31.86 -31.86 For z = he: 17.00 0.95 24.89 9.46 -26.88 -31.86 -31.86 For z= h: 25.00 0.95 24.89 9.46 -26.88 -31.86 -31.86 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 2 (edge), 'a' = 4.50 ft. 3. Width of Zone 3 (corner), 'a' = 4.50 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: iNii 1 ' _Al ' -' lit it X_Q_NCI Q.'0 -�- - -- -l� t . �-Q--r4-°--Q---P I I I I , 1 I I I I I I V, o o ;O pro mmo ,SI viO ;OCJop • II I I I 1 I I I I I I I 1 _i, 1 - I I I 'it IV al 45 I'S ® 14 • M. 3 '.&‘Ci ! 1 e <=7deg. 7deg. < 0 <= 27 deg. 27deg. < 0 <= 45 deg. Roof Zones for Buildings with h <= 60 ft. (for Gable Roofs <= 45° and Monoslope Roofs <= 3°) 21.4.1 ir _1 l r 1a 1 ---- I I _, O IO I. I I J L I AT 3' 1--©--rJ.3 __I ROOF PLAN Roof Zones for Buildings with h > 60 ft. (for Gable Roofs <= 10° and Monoslope Roofs <= 3°) Gravity Load Data Panel Data Panel: LG365Q1 C-A5 Number of Modules: 38 Weight of PV Module 40.70 lbs PV Module Dimensions L= 66.93 in W= 40.00 in Roof Data Roof Material: Rolled Comp. Roof Dead Load QD= 10 psf PV System Dead Load Qpv= 3 psf Framing Spacing sroo,= 16 in Linear Dead Load WD= (QD+ Qpv)* Sroor= 17.3 plf Lag Screw Check Lumber: DF-L No. 2 Uplift Demand Design Wind Pressure p= -31.9 psf(Zone 2) Trib. Depth for Each Rail dpv= L/2= 2.79 ft Trib. Depth for Each Rail bpi=W/2= 1.67 ft Screw Anchor Spacing spy= 5.33 ft(max.) Uplift Force on Each Screw, Portrait UL_(p+ Qpv)*dp„*spv= -429 lbs(Upwards) Uplift Force on Each Screw,Landscape UW=(p+ Qpv)* bp„*spy= -256 lbs(Upwards) Design Uplift Force Pup =0.6*[Max( UL, UW)] = -257 lbs(Upwards) Uplift Capacity NDS 2015 Adjustment Factors CD= 1.6 CM = 1 Ct= 1 SG = 0.50 C,,, Ce9 , C9, Cd;, C,,,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*SGJ'I*D°"= 266 lbs/in NDS 2015 12.1-1 Depth of Embeddment Ip= 2.50 in Total Nominal Withdrawal Value W=W*I,= 665 lbs Withdrawal Design Vaule W=W*C D*CM*C,= 1064 lbs NDS 2015 Table 11.3.1 Demand-Capacity Ratio P„pi;n/W'= 0.24 < 1 [OKAY] Beam/Top Chord Check Lumber:DF-L No. 2 Moment Demand Span: 1 Orientation j li(ft) p;(lbs) Lenght(ft) : 13.5 1 4.7 -429 Portrait 2 8.7 -429 Linear Dead Load wd= 17.33 plf Wind Load, Portrait UL= -429 lbs Wind Load, Landscape Uw= -256 lbs #of Attachment per Rafter NA= 2 WdX2 M(X)=R1(x—Lr)—P�(x—L )— 2000 1500 E. 1000 v 0 500 g 0.0 5.0 10.0 15.0 Length x(ft) Ma,Moment Dead 606 lb-ft Dead+Wind 1677 lb-ft Dead+Snow 606 lb-ft Moment Capacity Framing Member Size 2x8 Lumber Grade: DF-L No.2 CM= 1 C,= 1 Cr= 1.15 CF= 1.2 fb= 900 psi C,,,and C,are not applicable Breadth b= 1.50 in Depth d= 7.25 in Section Modulus S, =bd2/6= 13.1 in3 Bending Stress Capacity Fb= CM*C,*Cr*CF*fb= 1242 psi Table 4.3.1 NDS 2015 CD Fb'=Co*Fb Ma*SX ASD Load Design Bending DCR Dead 0.9 1118 psi 554 psi D 554 psi 0.50 OKAY Dead+Wind 1.6 1987 psi 1532 psi .6W+.6D 919 psi 0.46 _ OKAY Dead+Snow 1.15 1428 psi 554 psi D+S 554 psi 0.39 OKAY Deflection Limit E= 1600 ksi I = 47.63 in4 Transient Deflection 0.352 in Transient Deflection Allowed 460 > 180 [OKAY] Total Deflection 0.708 in Total Deflection Allowed 229 > 120 [OKAY] SEISMIC WEIGHT COMPARISON/ANALYSIS -(PER CBC 2016 Part 10 Chapter 4 Section 402 PV System Weight Module Model LG365Q1C-A5 Panel Weight Wpanei= 40.7 lbs Number of Panels NPv= 38 Total PV System Weight WpV =Wpanel* Npv= 1546.6 lbs Existing Roof Weight Roof Weight QD= 16.0 psf Building Length LbUild = 80 ft Building Width Wbuild = 45 ft Roof Area Abuild= 3600 ft` Building Perimeter Pbuild= 250 ft Wall Height ht= 8 ft Wall weight Qwall= 15 psf Interior wall weight Qint= 10 psf Roof Load Wnoor=Abulld *Qp= 57600 lbs Wall Load Nwau= ht/2 * Qwan* Pbuild +Abuild *Qint/2 = 33000 lbs Total Story Weight Wbuild — Wfloor+ Wwall= 90600 lbs Percentage Weight Increa WPV/Wbulld = 1.71% < 10% OKAY Job Name: Pei, Kevin &Zoe Job Address: 2110 S. Baldwin Ave, Arcadia, CA. 91007 Completed By: C.V. Bus Size: 200A Date: 11/7/2019 Feeder Location: End-Fed Optional Load Calculation for Main Electric Panel As per 2014 NEC Art.220.82 (1) General Lighting and General-use receptacles House square footage: 6700 ft2 Total lighting load: 3 w/ft2 x 6700 ft2 20100 W (2) Branch Circuits/Laundry Branch Circuit #of 20A/2wire small appliance branch circuits: 6 #of laundry branch circuits: 1 Total branch circuit/laundry load: 7 x 1500 W = [ 10500 W (3) General Loads: Appliance # Nameplate Rating Total Hood 1 @ 1920 W = 1920 W Kitchen Range 1 @ 1920 W = 1920 W Washer 1 @ 1920 W = 1920 W Garbage Disposal 1 @ 600 W = 600 W Sub Panel 1 @ 17500 W = 17500 W Range hood Kitchen 1 @ 1920 W = 1920 W Refrigerator 1 @ 1920 W = 1920 W Dishwasher 1 @ 1920 W = 1920 W Garbage Disposal 1 @ 1920 W = 1920 W Total General Load: 31540 W (4) Heating and Air Conditioning Load A Window AC Units 0 B Central AC 0 c Electric Furnace 0 o Heat Pump 0 E Electric Space Heating 0 Total load calculations, including Demand Factor • (1),(2),(3) First 10000 W @ 100%, remainder @ 40%: 30856 W • (4) Largest of A+B; D + 0.65C/E; & 0.65*E: 0 W • Total Calculated Load: 30856 W • Total Calculated Amps (30856W/240V): 128.6 A • Minimum Main Breaker Size: 150 A