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HomeMy WebLinkAboutSOLR-19-0754 J' Cit of Arcadia,�bY CA Permit vo SOLRA9 0754 t Development Services Department ; yr" }f' Permit type•Solar 240 West Huntington Drive,Post Office Box 60021 ' j _,e- -J i t Arcadia,CA 91066-6021 ,• z„ "" , ` _, W k Classification.Solar-,Residential Over 10 KV (626)574-541fi -.- _ir — -Permit StatusIssued ARCADIA Issue nate..04/-18/2019 Expiration: 10/15/2019` Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 917 Monte Verde DR Arcadia,CA 5776015009 Contacts PACHOREK,JOSEPH J CO TR PACHOREK Owner JAMES PETERSEN INDUSTRIES INC DBA Contractor FAMILY TRUST ROOFS 4 AMERICA 917 MONTE VERDE DR 21616 GOLDEN TRIANGLE RD,SANTA CLARITA,CA 91350 (661)414-7001 1050133 Description:RTROOF 00 NT PV SYINS I 2 NEW MODULES,2 Valuation: $ 31,000.00 Tenant � —®Y `�w� INVERTERS,NEW 200 AMP MAIN SERVICE,NEW 225 AMP LOAD CENTER,EV CHARGING OUTLET Total Sq Feet: 0.00 Plan Check# Plan# � . Fees Amount payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $425.58 Distribution Panel $16.48 Cash/Receipt#REC-00999-19 $425.58 Double Fee(Building) $6.60 Amount Due: $0.00 Electrical Permit Issuance Fee $47.01 Fire Plan Check Fee Residential $50.00 Inverters $155.56 Panels $82.45 Residential Services up to 400 amps $16.48 Solid Waste Management Fee 2 $1.00 Total: $425.58ji, FOR INSPECTIONS Request for inspection by t: •f 9.-' 626-574-5450. Leave a message requesting the address,timef :-e., I 1?) at inspection item is needed. cif-7? exec spice re(4s 2 ���} 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. ?4/2 t";° (ler rev/a-fan; C(_ • April 18, 2019 Issued By: Date April 18,2019 Page 1 of 1 Na • PERMIT/PLAN REVIEW APPLICATION 1.4 1_ ^E43 t' a 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 ❑ I have and will maintain a certificate of consent to self-insure for workers' icense Class/' ' /t Li �No., t o) Exp. Date�'�z�/1� compensation, as provided for by Section 3700 of the Labor Code, for the i pert.nuance of the work for which this permit is issued. Signature of Contractor ✓ _ OWNER-BUII;1 EC TON P have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm u .er penalty of perjury that I am exempt from the Contractors 'gyp 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' mpen//sation/insurance carrier and policy numbers are: Code.Any city or county which requires a permit to construct,alter,improve, �Carrier (�f>a<- 6r In/rA //�1 ��rrrn4 demolish,or repair any structure,prior to its issuance,also required the applicant '''Policy Number 2 57) 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 : ;('flus 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 1 exempt there from and the basis for the alleged exemption. Any violation of © IIFRrtify that in the performance of the work for which this permit is issued,I shall Section 7031.5 byanyapplicant forapermit subjects the applicant to a civil ';not employ any person in any manner so as to become subject to the workers' PP ) pP14,r.. penalty of not more than five hundred dollars($500)): rompensation Laws of California,and agree that if I.i ould .: ome subject to the '`\ orkers'compensation provisions of Sectio, /0 of . Lab. Code,I shall ❑ as owner of the property, fo with comply with those provisions./ I, or my employees with wages as their sole compensation,will do the work,and the structure is not intended or offered for ir sale(Section 7044,Business and Professions Code:The Contractors License Signa r , 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 attomey's fees. 0 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.nJ n. " arae 4 5r"5 U0d�,_ _ Title _44 — certify PRINT NAME 1 certify that I have read thi pplication and state that the above information is correct and that I am the owner or duly authorized agent of the owner. 'agree to comply wit VI City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of 'rcatlia to enter up a above- "bnti bed property for inspection purposes. %I7,nature Date 1 • Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email:dass.structural@gmail.com, Mobile No-9492957943 STRUCTURAL CALCULATIONS ROOF EVALUATION FOR PV INSTALLATION 4tfltai ng Department m (� ,,.74290 April ' 2019 CIV\\- OQ2 �TEOF Ar -ctAddress: Pachorek Residence F �C Oce' \ 917 Monte Verde - . GSC`��(20N\` �9 „�s\\)e' •itt • Arcadia, CA : Sk \� jet C cc o\ bc\'c\``o\t a<k4"o: oveA Phone 949.295.7943 11655 Sherington PI, Z 202,Newport Beach, CA 92663 Pachorek Residence Page 1 of 15 • Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email:dass.structural@gmail.com, Mobile No-9492957943 Structural Evaluation Report for Roof PV Installation Scope:Structural Evaluation includes checking of the added weight to be less than 5%allowable dead load and added mass is less than 10%of existing building mass per CEBC 16.The design involves the withdrawal design for lag screws for wind. Capacity of existing roof rafters are checked with woodworks software based on the information provided by the contractor. Please note that Checking of the existing lateral system,structural integrity of tiles/shingles/roofing plywood, footing, Existing Patios and other miscellaneous structural members are beyond the scope of this report.All other solar component installation and design are per manufacturer recommendations. Existing Structural Description: The Structural information for the building was obtained by site investigation performed by Contractor.The roof is made of 2x4 truss at 24"o.c with 7' max span,with atleast a min 1/2"Plywood topped by Tiles.The lateral force resistance for the building is achieved by light framed stud walls in both perpendicular directions.The 1/2"thick plywood acts as a diaphragm and distributes lateral forces. Proposed PV Layout and Svsfem: Contractor proposes to install Solar Panels per the PV plans to produce the intended power output.A Typical PV System consists of Solar Panels installed on an Aluminum Racking system made of Rails and Connection angles.And the resulting lattice system is connected to the existing roof joists via lag screws.The panels and the racking system are rated for 130 Mph (Strength)wind velocity per manufacturer's specifications. Please see the Appendices for Layout and Connection method. Structural Calculations: Structural Assessment and Conclusion: Gravity Loading:The proposed PV system does increase the gravity weight on the structure and this increase is reported in the following calculations. Please see the attached spreadsheet report under LOAD CRITERIA AND LOAD INCREASE CALCULATIONS for detailed calculations. Based on the calculation,the roof can handle the additional weight from the PV Panels. Wind Loading: The proposed PV system has a very low profile and does not create any secondary eddies on the roof level and hence the Roof profile has no dynamic impact on the wind flow over the building. The Installation of the PV system does not increase the wind loading on the building.The panels and the racking system are rated for 130 Mph (Strength)wind velocity per manufacturer's specifications.As per the calculations,the uplift forces are well within the allowable connection capacity. Please see the attachment for woodworks report with point loads from Dead and wind loads. Phone 949.295.7943 11655 Sherington PI, Z 202,Newport Beach, CA 92663 Pachorek Residence Page 2 of 15 Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email:dass.structural@gmail.com, Mobile No-9492957943 Snow Loading: 20 psf Snow load has been considered. Seismic Loading:The proposed PV system does increase the weight on the structure, however, it does not increase more than 10% of the seismic mass as stipulated by Chapter 34 of CBC-16.Therefore, no seismic retrofit of the structure is required. All the connections of the PV system to the existing roof members are designed to carry seismic forces generated during a seismic event. Installation of PV Racking: Typical PV panels are arranged in a portrait or landscape format.The entire array is supported by an aluminum racking system.The aluminum racking system consists of two continuous rails running parallel to the length of the panel in a portrait array format. Each of the rails are connected to two predrilled holes at the bottom of the panel frame as specified by the manufacturer.The rails are connected to the mounting angles/Fast Jack providing setoff distance to the roof.The angles/Fast Jack are connected to the roof joist/trusses with lag screws.Typically, a minimum of two bolts are common to each panel.The roof mounts with lag screws are arranged in an approximate grid format of 6'-0" maximum spacing. The rails are specific to each job and selected from the manufacturer catalog which are rated for applications at different wind velocities. Please refer to the lag screw design calculations. Serviceability Issues: The resulting deflection of the joist due to the added loads is negligible. Please note that this report doesn't warranty any existing deficiencies in structure or contractor's workmanship or work performed by other subs.This report and calculations have been performed based on information provided by the contractor. Please contact Dass Structural for any questions regarding this report. Thanks, Praveen Dass,P.E Phone 949.295.7943 11655 Sherington PI, Z 202,Newport Beach, CA 92663 Pachorek Residence Page 3 of 15 • Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: praveensjce@hotmail.com, Mobile No- 9492957943 (Ex) LOAD CRITERIA & LOAD INCREASE CALCULATIONS CHECK FOR ADDED MASS <C 10% OF BLDG WEIGHT PER CEBC CH 34 Location: (E) Roof System: 1/2"Plywood Roof with Tiles Gravity DL(psf) (Ex)Undedayment 1.0 (Ex)Tiles 10.0 ' (Ex)(1) 1/2"plywood 1.6 (Ex)Truss Framing 3.0 (Ex)Insulation 1.0 (Ex)Mech/Misc. 1.0 (Ex)Gyp Board 2.8 (N)PV Module 2 3.0 20.4 psf LL=20 psf reducable Mech'I Units For Gravity Design SL=20 psf (Ex)Dead Load 20.4 psf (N)Dead Load 23.4 psf Seismic DL(psf) Partitions and Exterior Walls 16.0 36.4 psf Notes: 1.Existing Framing a.(Ex)Truss Framing=3.0 psf 2.PV Modules:See PV Plans a.Module WI=50 Lbs per Panel b.Racking wt=0.5 psf Max Module Wt=3.0 psf %Increase in Dead Load on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft psf Load(#'s) Roof D.L 1500 21 1650 5.24% > 5%,Hence See Calcs %Increase in Mass on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Md Roof %Increase in Remarks sq ft psf Load(fes) Roof D.L 1500 37 1650 2.97% <10%Hence OK Pachorek Residence Page 4 of 15 • • Dass Strucl 1655 Sherington PI,Z2U2,Newport Beach,CA 92663 Email:dass.strucutral®gmail.com,Mobile No-9492957943 Wind Design per ASCE 7-10 Data: Exposure= C Wind speed V 130 mph(ultimate) Kz= 0.85 Table 30.3-1 ASCE 7-10 Kd= 0.85 Table 26.6-1 ASCE 7-10 1= 1 ASCE7-10 Kzt= 1.00 q=0.00256K,KaKaV2l q= 19.54 psf Component Forces per ASCE 7-10 s ao { j �Fl tpl • ;Tr i �y lsJ H I 48 C,v?:1.- .: (it-W: P Ica}� -io jSk.,N, r 1) 0 aa t 6 • ® I • 6M u • • .1yar w oi= .}-i'i'"' di:( ,'Vy; S_ 'I • w w _ ` 1 10A.,50 W"Udro 10 tp01 @9 4?109. ica;S96aPo teYW. Input Data: FA00050 rd7vea,e(m�) Roof Angle= 15 Degrees Tilt Angle= 0 Degrees Joist/Tuss Spacing 24 in Joist/Truss Trib Span 16 ft ROOF COMPONENT WIND PRESSURES: VERTICAL FORCES GCpi. 0.18 Fig 26.11-1 ASCE 7-10 GCpi, -0.18 Fig 26.11-1 ASCE 7-10 Effective Wind Area 32.00 sq ft Note:The Panels are installed within the Zone 1 of the roof as per Fig 30.4-2B ASCE 7-10 Zone 1 GCp Values GCp+ 0.3(Downward Pressure) GCp- -1 (Upfft Pressure) Max Downward Pressure= 9.4 psf Max Uplift Pressure= 23.1 psf LOADING ON EACH BOLT WIND LOADINGS ACTING PERPENICULAR TO PANEL PV DEAD LOADS ACTING PERPENICULAR TO PANEL Typical Bolt Horizontal Spacing 72 in Typical Bolt Horizontal Spacing 72 In Typical Bolt Vertical Spacing 42 in Typical Bolt Vertical Spacing 42 in Demand Bolt Tensions(Up) 380 lbs PV Dead Load(See Load Criteria) 3 psf or 190 lbs/ft Demand Bolt Shear(Her Camp) 0 lbs Area Trib to Each Bolt 17 sf Demand Bolt Tensions(Down) 155 say 1601bs Demand Bolt Vertical Loading(Down) 50 lbs or 77 lbs/ft er • 25 lbs/ft Demand Bolt Shear(Hor Comp) 0 lbs Pachorek Residence Page 5 of 15 COMPANY PROJECT a .� Wood Works® JOIST CHECK '.$ORNAREfOR WOOD DFNIGN , WITH POINT Jan. 5, 2017 23:46 [LOADS FROM PV Design Check Calculation Sheet Wood Works Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 12.00(24 .0") psf Load2 Dead Point No 4.02 50 lbs Load3 Dead Point No 7.02 50 lbs Load4 Roof constr. Partial Area Yes 0.00 3.00 20.00(24.0") psf Self-weight Dead Full UDL No 1.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 14.04' 0' 7' 14, Unfactored: Dead 83 309 62 Roof Live 89 37 -6 Factored: Total 172 346 62 Bearing: Capacity Joist 469 820 469 Support 586 586 586 Des ratio Joist 0.37 0.42 0.13 Support 0.29 0.59 0.11 Load comb #2 #2 #1 Length 0.50* 0.50* 0.50* Min req'd 0.50* 0.50* 0.50* Cb 1.00 1.75 1.00 Cb min 1.00 1.75 1.00 Cb support 1.25 1.25 1.25 Fcp sup 625 625 625 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports:All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0"c/c;Total length: 14.04'; volume= 0.5 cu.ft.; Lateral support:top=full, bottom=at all supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 162 psi fv/Fv' = 0.24 Bending(+) fb = 877 Fb' = 1941 psi fb/Fb' = 0.45 Bending(-) fb = 738 Fb' = 1340 psi fb/Fb' = 0.55 Dead Defl'n 0.11 = L/736 Live Defl'n 0.07 = <L/999 0.35 = L/240 in 0.21 Total Defl'n 0.24 = L/343 0.47 = L/180 in 0.52 Pachorek Residence Page 6 of 15 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 1.25 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 2 Fb'- 900 0.90 1.00 1.00 0.959 1.500 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 144, V design = 136 lbs Bending(+) : LC #2 = D+Lr, M = 224 lbs-ft Bending(-) : LC #1 = D only, M = 188 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) 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 Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 8.57e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 7.00' Le = 12.88' RB = 15.5; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), 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. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. • • Pachorek Residence Page 7 of 15 COMPANY PROJECT CHECK � 1n/ JOIST 111 ' WOOd Ork S WITH POINT snv"vaxrrox wona ne*,iu. LOADS FROM PV Jan. 5, 2017 23:46 AND WIND Design Check Calculation Sheet (DOWN) WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 12.00 (24 .0") psf Load2 Dead Point No 4.02 50 lbs Load3 Dead Point No 7.02 50 lbs Load4 Wind Point No 4.00 120 lbs Loads Wind Point No 7.00 120 lbs Load6 Wind Partial Area No 0.00 3.00 7.00(24 .0") psf Self-weight Dead Full UDL No 1.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 14.04' k I41I 0' 7' 14' Unfactored: Dead 83 309 62 Wind 71 224 -14 Factored: Total 126 444 62 Bearing: Capacity Joist 469 820 469 Support 586 586 586 Des ratio Joist 0.27 0.54 0. 13 Support 0.22 0.76 0.11 Load comb #3 #3 #1 Length 0.50* 0.50* 0.50* Min req'd 0.50* 0.50* 0.50* Cb 1.00 1.75 1.00 Cb min 1.00 1.75 1.00 Cb support 1.25 1.25 1.25 Fcp sup 625 625 625 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports , Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports:All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0"c/c;Total length: 14.04';volume= 0.5 cu.ft.;. Lateral support:top=full, bottom=at all supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDs 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 162 psi fv/Fv' = 0.24 Bending(+) fb = 533 Fb' = 1397 psi fb/Fb' = 0.38 Bending(-) fb = 738 Fb' = 1340 psi fb/Fb' = 0.55 Dead Defl'n 0.11 = L/736 Live Defl'n 0.09 = L/980 0.35 = L/240 in 0.24 Total Defl'n 0.26- = L/327 0.47 = L/180 in 0.55 Pachorek Residence Page 8 of 15 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • Beam1 Wood Works®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 1 Fb'- 900 0.90 1.00 1.00 0.959 1.500 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 199, V design = 136 lbs Bending(+) : LC #1 = D only, M = 136 lbs-ft Bending(-) : LC #1 = D only, M = 188 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #3 = D+. 6W (total) 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: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 8.57e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 7.00' Le = 12.88' RB = 15.5; Lu based on full span Design Notes: 1.Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National . Design Specification (NDS 2015), 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. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. Pachorek Residence Page 9 of 15 ` A ' le'' COMPANY JOIST CHECK PROJECT • .� Wood V V O r ' WITH POINT SOfIWAREMMWOODWSJCN - - --- - - LOADS FROM PV Jan. 5, 2017 23:45 AND WIND (UPLIFT) Design Check Calculation Sheet Wood Works Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area No 12.00(24 .0") psf Load2 Dead Point No 4.02 50 lbs Load3 Dead Point No 7.02 50 lbs Load4 Wind Point No 4.00 -300 lbs Load5 Wind Point No 7.00 -300 lbs Load6 Wind Partial Area No 0.00 3.00 -16.00(24.0") psf Self-weight Dead Full UDL No 1.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : I 14.04' I `¢ d 1 0' 7' 14' Unfactored: Dead 83 309 62 Wind -172 -558 33 Factored: Uplift 53 199 Total 83 309 B2 Bearing: Capacity Joist 469 820 469 Support 586 586 586 Des ratio Joist 0.18 0.38 0.18 Support 0.14 0.53 0.14 Load comb #1 #1 #3 Length 0.50* 0.50* 0.50* Min req'd 0.50* 0.50* 0.50* Cb 1.00 1.75 1.00 Cb min 1.00 1.75 1.00 Cb support 1.25 1.25 1.25 Fcp sup 625 625 625 *Minimum bearing length setting used: 1/2"for end supports and 1/2"for interior supports Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports:All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0"c/c;Total length: 14.04';volume= 0.5 cu.ft.; Lateral support:top=full, bottom=at all supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 162 psi fv/Fv' = 0.24 Bending(+) fb = 533 Fb' = 1397 psi fb/Fb' = 0.38 Bending(-) fb = 738 Fb' = 1340 psi fb/Fb' = 0.55 Dead Defl'n 0.05 = <L/999 Live Defl'n -0.21 = L/396 0.35 = L/240 in 0.60 Total Defl'n -0.14 = L/582 0.47 = L/180 in 0.31 Pachorek Residence Page 10 of 15 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • • Beam1 WoodWorks®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00. 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 - 1 Fb'- 900 0.90 1.00 1.00 0.959 1.500 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 194, V design = 136 lbs Bending(+) : LC #1 = D only, M = 136 lbs-ft Bending(-) : LC #1 = D only, M = 188 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #1 = D only (total) 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: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: SI = 8.57e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 7.00' Le = 12.88' RB = 15.5; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), 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. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. Pachorek Residence Page 11 of 15 • • Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: dass.strucutral@gmail.com, Mobile No - 9492957943 Seismic Forces per Chapter 13, ASCE 7-10 V11,1 Ppiiiarequit,,J I S..keittenas• rcu'tectfsin :attl p W!lncu fie taken 23)43. F@; ,035nafpSVj; {ii Input Data: Sds= 2.446 g's ap= 1 Rp= 2.5 z/h = 1 Trib Area= 16.50 sf per bolt Trib Mass= 2.8 psf Wp= 46 lbs per bolt Fp= 54 lbs per bolt(Ultimate) Pachorek Residence Page 12 of 15 • Dass Structural Engineers 1931 Newport Blvd,Costa Mesa,California, 92627 Email:dass.strucutral@gmail.com,Mobile No-9492957943 LAG BOLT DESIGN CHECK PER NDS 15 FOR TYPICAL FLAT BED SYSTEM Check for 5/16"Lag Screw w/2.5"minimum penetration,W/Cd=1.6 Bolt Forces Seismci Loadings on bolts: Horizontal Force per Each Bolt 39 lbs(Allowable) Allowable Shear Load per NDS 208 lbs The Bolt is OK Wind Loadings on bolts: Vertical Force per Each Bolt 380 lbs Horizontal Force per Each Bolt 0 lbs NDS Values for 5/16"dia Lag Screw w/2.5"Embedment Allowable Tensile Load per NDS 1064 lbs The Bolt is OK Allowable Shear Load per NDS 304 lbs The Bolt is OK Tension and Shear Interaction 0.36 <1.0, The Bolt is OK Conclusion: Provide:5/16"Lag Screww/2.5"minimum penetration Pachorek Residence Page 13 of 15 Dass Structural Engineers 20B, 1300 Adams Avenue, Costa Mesa, California, 92626 Email: praveensjce@hotmail.com,Mobile No - 9492957943 RAFTER/TRUSS ANCHORAGE CHECK FOR WIND UPLIFT Truss/Rafter Length 14 ft Truss/Rafter Spacing 2 ft Roof Load including PV Panels 10 sf Total End Reaction 280 #'s Total#of bolts connected to Rafter/Truss 1 Allowalble Uplift/Bolt 380 Lbs Total Uplift on Rafter/Truss 380 Lbs Allowable Uplift Capacity for(2)#8 Toe nails 339 Lbs Total Uplift Demand 380 Lbs Total Uplift Capacity 619 Lbs DCR 0.61 <1 Hence, OK Conclusion: Hence No uplift, Rafter/Truss Anchorage is OK. 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