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HomeMy WebLinkAbout1200 Chinquapin Ave; ; CBR2016-0333; Permit1111111111.11111 MI6 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 02/16/2017 Residential Permit Permit No: CBR2016-0333 www.carlsbadca.gov Job Address:1200 Chinquapin Ave Permit Type:BLDG-Residential Work Class:Cogen Status:Closed -Finaled Parcel No:2062612700 Lot #:Applied:12/12/2016 Valuation:$8,000.00 Reference #:Issued:12/12/2016 Occupancy Group:Construction Type:Finaled: #Dwelling Units:Bathrooms:Inspector:JWest Bedrooms:Orig. Plan Check #: Plan Check #: Project Title: Description:RHODES: ROOF MOUNT SOLAR, 20 MODULES, 6.3KW Owner:Co-Applicant: TRUST RHODES GLEN B FAMILY LAWRENCE ELECTRIC 2963 Jacks Cv Escondido, CA 92027-5200 760-822-7903 BUILDING PERMIT FEE $2000+$97.22 BUILDING PLAN CHECK FEE (BLDG)$68.05 SB1473 BUILDING STANDARDS FEE $1.00 STRONG MOTION-RESIDENTIAL $1.04 Total Fees:$167.31 Total Payments To Date:$167.31 Balance Due:$0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project.NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. •' .•THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE:0 PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMATIAPCD -Plan Check No.Cipt_2(:)((,c)g?„2.-- City of Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value Or.)c.) Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. DepositCarlsbademail: building@carlsbadca.gov www.carlsbadca.gov Date CZ '241J.SWiET - 3P ----- 1 JOB ADDRESS SUITE#/SPACEO/UNITO APN _-- CT/PROLCX°CA 4)/(AlCA"PIZ/#OF UNITS #BEDROO S #BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE °CC.GROUP 3 ...------ DESCRIPTION OF WORK:Include Square Feet of Affected Area(s)47?* 2'. - / - 7 S9/01 il Salar / 6U EXISTING USE PROPOSnUSE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE AIR CONDITIONING FIRE SPRINKLERS Alit?.C /re r YESIDit NOD YES DNO ED YESE3 NOD, APPLICANT NAME /PROPERTY OWNER /Primary Contact j•-.0.wriorit.t 4.e/e.cfri r--Liiell AiddrifADDRESS ADDRES6S:z 7/7 7 ii....‘jc.....e 1TPZ Ch,,Intik STATE ZIPCITY .....c.c.04•171 1 ec2)CA 6145070 ZIP.?4 liek &dd q1.0PHONE../FAX .FAX .760 (010.750} EmAIL EMAIL ail M i 4 „../. f Arvp#-A r1;16.41i.rie./ DESIGN PROFESSIONA t CONTRACTOR BUS. NAME ADDRESS .0" ADDRESSSam 6 0s.df4c„„ni. CITY STATE ZIP CITY STATE /7 ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIT.# (.4 / 0 STATE 7 2 ...0 CLASS CITY BuS.J.ic.# 4P‘PL-1 (Sec.7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or r pair any structure, prior to its issuance, also requires theapplicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law "Chapter 9, commending with Section 7000 of Division 3 of theBusiness and Professions Code) or mat he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant toacivil penalty of not more than five hundred dollars ($500)). WORKERS'COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of penury one of the following declarations: I 1 4 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I.......)it.I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy I number are: Insurance Co.Policy No.Expiration Date Thi section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption:I certify that in the performance of the work for which this permit is issued,I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Califomia.WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provii .forin Section 3706 of -.ior code, interest and attorney's fees. f ..1E5 CONTRACTOR SIGNATURE ['AGENT DATE —-. OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from Contractor's License Law for the following reason:EI,as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 1 1:1 I,as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). ElI am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement.Oyes DNo 2.I (have /have not) signed an application for a building permit for the proposed work. 3.I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5.I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name /address/phone/type of work): .E5PROPERTY OWNER SIGNATURE EIAGENT DATE ..COMPLETE THIS SECTION FOR NON -RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?CI Yes 1:1 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?0 Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes El No IFANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPLICANT CERTIFICATION I certify thatI have read the application and stateMatteabove information is conect andtattleInformation on the plans is accurate.Iagree to comply with all City ordinances and State laws relating to building consbuction. I hereby authorize representativeofthe CityofCarlsbad to enter upon the above mentioned property for inspection purposes.IALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CRY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAYIN ANY WAY ACCRUE AGAINST SAID CRY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or constructionofstructures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisionsofthis Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date ofsuch permit or if the building orwokauthorized by such permit is suspended or abandoned at any time after the work is commenced fora periodof 180 days (Section 10E4.4 Uniform Building Code). ,AKAPPLICANT'SSIGNATURE DATE STOP STOP:THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email buildingecarlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#:(Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS CI PICK UP: CONTACT(Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB#0 MAIL TO:o CONTACT (Listed above) OCCUPANT (Listed above) o CONTRACTOR (On Pg i) NO CHANGE IN USE/NO CONSTRUCTION ;.0 MAIL/FAX TO OTHER: CHANGE OF USE/NO CONSTRUCTION ..dAPPLICANT'S SIGNATURE DATE .,-• PERMIT INSPECTION HISTORY REPORT (CBR2016-0333) Permit Type:BLDG-Residential Application Date:12/12/2016 Owner:TRUST RHODES GLEN B FAMILY Work Class:Cogen Issue Date:12/12/2016 Subdivision: Status:Closed -Fineled Expiration Date:08/14/2017 Address:1200 Chinquapin Ave Carlsbad, CA 92008-3545 IVR Number:746 Scheduled Actual Date Start Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection Complete 02/16/2017 BLDG-35 Solar 014093-2017 Passed Jonathan West Complete Panel BLDG-Final 014094-2017 Passed Jonathan West Complete Inspection Checklist Item COMMENTS Passed BLDG-Electrical Final Yes 02/15/2017 02/15/2017 BLDG-35 Solar 013618-2017 Partial Pass Jonathan West Reinspection Incomplete Panel Checklist Item COMMENTS Passed BLDG-Building Deficiency Irreversible crimp required No BLDG-Final 013619-2017 Partial Pass Jonathan West Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Electrical Final No February 16, 2017 Page 1 of 1 .-.--NNOINNUNIWWWWWWN NoNsimmiNtior INN 12/8/20161 I rat tit19 yoursoiarplansacommattENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS Structural Calculations for SOLAR PANEL SYSTEM CONNECTIONS at: 1200 Chinquapin Ave Carlsbad, CA 92008 Rhodes Residence Prepared For: Lawrence Electric 2963 Jacks Cove Escondido,CA 92027 (760) 822-7903 Design Criteria 1-Code:CALIFORNIA BLDG CODE 2013 /ASCE 7-10 2-Wind:110 MPH, Exposure: C 3-Wood Species: Douglas Fir Larch (G =0.5) Notice: Use restrictions ofthese calculations. The attached Calculations may be electronically stamped/signed as permitted by engineer ofrecord. Contractor/Client to verify existing dimensions/conditions prior to construction. The use ofthese calculations is solely intended for the above mentioned project. 4()oto TRob 41<. <5". (FL?NO. C70784 ;RECEIVED wee_EXP. 06/30/2017 rn •DEC 12 2016440. `\.CITY OF CARLSBAD BUILDING DIVISION (844) 783-5483 I Info@YourSolarPlans 3000 E. Birch St. Suite 201, Brea, CA 92821-— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— --— - Components and Per ASCE 7-10 Code for Bldgs. of Any Height with. Gable Roof 9 <=45° or Monoslope Roof 9 <=3° Using Part 1 & 3; Analytical Procedure (Section 30.4 & 30.6) Job Name:Rhodes Residence Subject:Wind Analysis for 2-Story Building Job Number:n/a Originator:I Checker:I Input Data: Wind Speed, V =_110 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification =(Table 1 -1 Occupancy Category) Exposure Category =C (Sect. 26.7) Ridge Height, hr =22,50_ft. (hr >=he) Eave Height, he =16.00 ft. (he <=hr) Building Width =40.00 ft. (Normal to Building Ridge) Building Length =55.00_ft. (Parallel to Building Ridge) Roof Type =_Gable (Gable or Monoslope) Topo. Factor, Kzt =1.00 (Sect. 26.8 & Figure 26.8-1)Plan Direct. Factor, Kd =0.85 (Table 26.6) Enclosed? (YIN)_(Sect 28.6-1 & Figure 26.11-1) Hurricane Region?isit 0 Component Name =Fastener (Purlin, Joist, Decking, or Fastener)hr A Effective Area, Ae =146 ft.A2 (Area Tributary to C&C)he Overhangs? (Y/N)tk (if used, overhangs on all sides) L )1Resulting Parameters and Coefficients:Elevation Roof Angle,0 =18.00 deg. Mean Roof Ht., h =19.25 ft. (h =(hr+he)/2, for roof angle >10 deg.) Roof External Pressure Coefficients, GCp: I GCp Zone 1 -3 Pos.=0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 1 Neg. =-ciao (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/z )^(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 =0.89 (Kh =Kz evaluated at z =h) :Velocity Pressure: qz =0.00256*Kz*Kzt*Kd*VA2 (Sect. 30.3.2, Eq. 30.3-1) qh =23.56 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) IFor h >60 ft.:p =q*(GCp) -qi*(+/-GCpi)(psf) where: q =qh for roof qi =qh for roof (conservatively assumed per Sect. 30.6) 12/7/2016 3:47 PM Page 1 •-mniiiiiiiii...11111.101100111.1111111 1111111111011111111 -- Component z Kb qh p Net.Design Pressures (psf) (ft.)(psf)Zone 1,2.3(+)Zone 1 (-)I Zone 2 (-)Z01)0 3 (4 Fastener 0.89 23.56 11.31 '23o8 '3z51 -51.35 15.00 0.89 23.56 11.31 -23.08 -32 51 -51.35 20.00 0.89 23.56 11.31 -23.08 -32.51 -51.35 For z hr:22.50 0.89 23.56 11.31 -23.08 -32.51 -51.35 -r • -7' For z =he:16.00 0.89 23.56 11.31 -23.08 -32.51 -51.35 For z =h:19.25 0.89 23.56 11.31 -23.08 -32.51 -51.35 Notes:1.(+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2.Width of Zone 2 (edge), 'a'=4.00 ft. 3. Width of Zone 3 (corner), 'a' =4.00 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. References :a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures". b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004). 12/7/2016 3:47 PM Page 2 —vismilmaiwom iimi.milivimommi I :Roof Components and Cladding: *i...__L —19--!dile!--ti—i•i--...41....141-—1.-tal--.11-it's I__t_•41 1 ._CO 0 0' CP,-.... -------T -,M 11—1 1,:1 I I I I t;11-®Z54 CV 14; 0 < =7 deg.7 deg.< 0 <=27 deg.27 deg. <0 <=45 deg. i 1 Roof Zones for Buildings with h <=60 ft. (for Gable Roofs <=45° and Monoslope Roofs <=3°) I I 0 a ' 01 0 :0 I I I -I ir —;I ROOF PLAN Roof Zones for Buildings with h >60 ft.. (for Gable Roofs <=10° and Monoslope Roofs <=3°) i ! 12/7/2016 3:47 PM Page 3 12/8/2016 ADEQUACY CHECK OF LAG SCREWS ALONG EXISTING FRAMING DUE TO WIND FORCES (HOUSE) TYPICAL PROFILE:Wind Pressure, P NI/0 I/V \11 I/0 `11 ----___ ek"NoN MOSO v"6"NeN1%/..•SeSe ho^"N.A. NeWe I rolgOW.•VW/evh")" truss spacing =24 "o.c.truss spacing =24 "o.c. . Legend: 1 .Existing 2x4 Truss Chord. I 2 .Solar Panel Track Rail. 3.5/16 "cp Lag Screw w/ Min. 2.5" Penetration into Rafter. Uplift from Solar Panel Wind Forces,U Design Wind Pressure, P =-32.51 psf (See Attached Wind Analysis) Trib. Depth for Each Rail, Td =2.7 ft (5.4 ft ÷ 2 ) Screw Anchor Spacing, S =6 ft (max.) Resisting Weight of Panels, D =Td x S x 3 =48.6 lbs Uplift Force on Each Screw,U =P x Td x S-D =-478.06 lbs (Upwards) Check Adequacy of Lag Screw for Pull-Out Uplift Resistance Provided by 5/16 "cp Lag Screw w/ Min. 2.5" Penetration into Rafter. Penetration into Douglas Fir Larch Member Per NDS (Table 11.2A)=266 lbs/in I Allowable Uplift Load, Ua =1.6 x 2.5 x 266 =1,064 lbs >U =478.1 lbs [OK] Existing Trusses Member Check Truss Span =35 ft I Roof Dead Load =17 psf Panel Dead Load =3 psf Total Dead Load, DL =20 psf x 2 feet (Trib.)=40.0 pjf Screw Uplift Loads, W =478.06 lbs (Max.4 Anchors/Stand-offs on Truss) I I I I I I I *See attached Enercalc Output for Analysis Results Page 4 2x4 Truss -Rhodes 1200 SUNSTRONG STRUCTURAL, PHONG TRUONG Dec 08, 2016; 11:03 AM IES VisuelAnalysts 12.00.0012 TRUSS MEMBERS & NODES SCHEMATIC of. 0 : mx001 I SmX003 BmX004 :n101111110 BMX" yI jil FI Page 5 2x4 Truss -Rhodes 1200 SUNSTRONG STRUCTURAL, PHONG TRUONG Dec GS,2016; 11:04 AM Load Case: D IES VisualAnalysis 12.00.0012 TRUSS DEAD LOADING •0104'''*Nit1111_• 40.00•V_0.. Page 6 2x4 Truss -Rhodes 1200 SUNSTRONG STRUCTURAL, PHONG TRUONG Dec 08, 2016; 11:04 AM Load Case:W-Y 1ES VisualAnslysis 12.00.0012 TRUSS UPLIFT WIND LOADING FROM ANCHORS .000.0•••••1!t. 0.4 =if 147:•.„4.01.111------- • • • Page 7 ........... Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical Contracting\ Model Summary Structure Type: Space Frame 12 Nodes, and 6 Degrees of Freedom 21 Member Elements The model is linear. The model will have 6 unique mode shapes. The size of the model is: 35 ft, in the X direction 5.410 ft, in the Y direction 0 ft, in the Z direction Load Cases Load Case Design Checks Seismic Type Results (34)0.6D+0.6W »-Y Allowable (ASD)-NA-Yes (43)D+0.6W »-Y Allowable (ASD)-NA-Yes Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ Scissor? ft ft ft N001 0.000 0.000 0.000 Yes Yes Yes No No No No N002 5.833 1.803 0.000 Yes Yes Yes Yes Yes Yes No N003 11.667 3.607 0.000 Yes Yes Yes Yes Yes Yes No N004 17.500 5.410 0.000 Yes Yes Yes Yes Yes Yes No N005 23.333 3.607 0.000 Yes Yes Yes Yes Yes Yes No N006 29.167 1.803 0.000 Yes Yes Yes Yes Yes Yes No N007 35.000 0.000 0.000 Yes Yes Yes No No No No N008 5.833 0.000 0.000 Yes Yes Yes Yes Yes Yes No N009 11.667 0.000 0.000 Yes Yes Yes Yes Yes Yes No NO10 17.500 0.000 0.000 Yes Yes Yes Yes Yes Yes No NO11 23.333 0.000 0.000 Yes Yes Yes Yes Yes Yes No N012 29.167 0.000 0.000 Yes Yes Yes Yes Yes Yes No Member Elements Memb Section Bet Material (1)Nod (2)Nod Lengt Rz Rz One Way Framin er a e e h 1 2 g deg ft BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N001 N008 5.833 Rigi Rigi Normal Beam 01 0 No.1 d d (2-way) BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N008 N009 5.833 Rigi Rigi Normal Beam 02 0 No.1 d d (2-way) BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N009 NO10 5.833 Rigi Rigi Normal Beam 03 0 No.1 d d (2-way) BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 NO11 5.833 Rigi Rigi Normal Beam 04 0 No.1 d d (2-way) BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N012 5.833 Rigi Rigi Normal Beam 05 0 No.1 d d (2-way) BmXO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N012 N007 5.833 Rigi Rigi Normal Beam 06 0 No.1 d d (2-way) COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N008 N002 1.803 Fre Fre Normal Column 1 0 No.1 e e (2-way) COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N009 N003 3.607 Fre Fre Normal Column 2 0 No.1 e e (2-way) COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 N004 5.410 Fre Fre Normal Column 3 0 No.1 e e (2-way) COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N005 3.607 Fre Fre Normal Column 4 0 No.1 e e (2-way) COLOO FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N012 N006 1.803 Fre Fre Normal Column Page 1 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 8 9 ._.. . Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical Contracting\ 5 0 No.1 e e (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N001 N002 6.106 Rigi Rigi Normal Beam 1 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N002 N003 6.106 Rigi Rigi Normal Beam 2 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N003 N004 6.106 Rigi Rigi Normal Beam 3 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N004 N005 6.106 Rigi Rigi Normal Beam 4 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N005 N006 6.106 Rigi Rigi Normal Beam 5 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N006 N007 6.106 Rigi Rigi Normal Beam 6 0 No.1 d d (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N002 N009 6.106 Fre Fre Normal Beam 7 0 No.1 e e (2-way) RBX00 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO11 N006 6.106 Fre Fre Normal Beam 8 0 No.1 e e (2-way) V001 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)N003 NO10 6.858 Fre Fre Normal Bracing 0 No.1 e e (2-way) V002 FS2x4 0.00 Douglas Fir-Larch NDS Lumber (Visual)NO10 N005 6.858 Fre Fre Normal Bracing 0 No.1 e e (2-way) Member Extreme Results Member Fx (1c)Vy (Ic)Vz (Ic)Mx (Ic)My (Ic)Mz (Ic) K K K K-ft K-ft K-ft BmX001 -0.000 (26)-0.031 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.053 (41) BmX001 0.000 (41)-0.000 (26)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.085 (41) BmX002 -0.000 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.007 (41) BmX002 0.000 (26)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41) BmX003 0.000 (26)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41) BmX003 0.000 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41) BmX004 -0.000 (26)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41) BmX004 0.000 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.003 (41) BmX005 -0.000 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.007 (41) BmX005 -0.000 (26)0.007 (41)-0.000 (1)0.000 (1)-0.000 (1)0.003 (41) BmX006 -0.000 (26)-0.005 (26)-0.000 ( 1)0.000 (1)-0.000 (1)-0.053 (41) BmX006 0.000 (41)0.031 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.085 (41) 'COL001 -0.002 (41)-0.000 (26)-0.000 (1)0.000 (1)-0.000 (1)-0.000 (26) COL001 0.002 (41)0.000 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.000 (41) COL002 -0.004 (41)0.000 (26)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.000 ( 1) COL002 0.004 (41)0.000 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.000 (41) COL003 -0.007 (41)-0.000 ( 1)-0.000 (1)0.000 (1)-0.000 ( 1)0.000 ( 1) COL003 0.007 (41)-0.000 (1)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.000 ( 1) COL004 -0.004 (41)-0.000 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (41) COL004 0.004 (41)0.000 (26)-0.000 (1)0.000 (1)-0.000 ( 1)0.000 (26) COL005 -0.002 (41)-0.000 (40)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (40) COL005 0.002 (41)-0.000 (26)-0.000 ( 1)0.000 (1)-0.000 ( 1)0.000 ( 1) RBX001 -0.053 (41)-0.192 (41)-0.000 ( 1).0.000 ( 1)-0.000 ( 1)-0.218 (41) RBX001 0.053 (41)0.149 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.113 (41) RBX002 -0.053 (41)-0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.174 (41) RBX002 0.053 (41)0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.087 (41) RBX003 -0.053 (41)-0.171 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.174 (41) RBX003 0.053 (41)0.171 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.087 (41) RBX004 -0.067 (40)-0.199 (40)-0.000 ( 1)0.000 ( 1)-0.000 (1)-0.331 (26) RBX004 0.081 (26)0.278 (26)-0.000 ( 1)0.000 (1)-0.000 (1)0.391 (26) RBX005 -0.183 (26)-0.642 (26)-0.000 ( 1)0.000 (1)-0.000 (1)-0.427 (26) RBX005 0.101 (40)0.278 (40)-0.000 ( 1)0.000 ( 1)-0.000 (1)0.745 (26) RBX006 -0.123 (26)-0.441 (26)-0.000 (1)0.000 ( 1)-0.000 (1)-0.218 (41) RBX006 0.053 (41)0.192 (41)-0.000 (1)0.000 ( 1)-0.000 (1)0.283 (26) Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 9 Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical Contracting\ RBX007 -0.002 (41)-0.007 (41)-0.000 (1)0.000 (1)-0.000 (1)-0.000 (41) RBX007 0.002 (41)0.007 (41)-0.000 ( 1)0.000 (1)-0.000 (1)0.011 (41) RBX008 -0.002 (41)-0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)-0.000 (41) RBX008 0.002 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.011 (41) V001 -0.004 (41)-0.007 (41)-0.000 ( 1)0.000 (1)-0.000 ( 1)-0.000 (41) V001 0.004 (41)0.007 (41)-0.000 (1)0.000 ( 1)-0.000 ( 1)0.012 (41) V002 -0.004 (41)-0.007 (41)-0.000 ( 1)0.000 (1)-0.000 (1)-0.000 (41) V002 0.004 (41)0.007 (41)-0.000 ( 1)0.000 ( 1)-0.000 ( 1)0.012 (41) (Ic) =Load Case index, shown in 'Load Cases' or 'Result Cases' table. , 3 1 Page 3 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 10 •Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 CAUsers\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical Contracting\ Result Cases Result Case Name Design Checks (1.01)D -NA- (26.01)W-Y -NA- (34.01)0.6D+0.6W »-Y Allowable (ASD) (35.01)0.6D+0.7Di Allowable (ASD) (36.01)0.9D+Di Strength (LRFD) (37.01)0.9D+W »-Y Strength (LRFD) (38.01)1.2D+0.5L+Lpa+0.5S+Di Strength (LRFD) (39.01)1.2D+1.6Lr+0.5W »-Y Strength (LRFD) (40.01)1.2D+W+0.5L+Lpa+0.5Lr »-Y Strength (LRFD) (41.01)1.4D+0.9H Strength (LRFD) (42.01)D+0.6H Allowable (ASD) (43.01)D+0.6W »-Y Allowable (ASD) (44.01)D+0.75(L+0.6W+Lr)»-Y Allowable (ASD) Design Group Results Design Group: Wood_Beam X_GO1 per NDS 2005 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch Members Included (6): BmX005, BmX001, BmX002, BmX003, BmX004, BmX006 Strong Flexure Check Member Result Demand fbz Capacity Fbz Code Unity Name Case Ksi Ksi Ref.Check BmX005 D+0.6H -0.011 1.331 3.3-1 0.01 OK BmX001 D+0.6H 0.137 1.331 3.3-1 0.10 OK BmX002 D+0.6H -0.011 1.331 3.3-1 0.01 OK BmX003 D+0.6H -0.011 1.331 3.3-1 0.01 OK BmX004 D+0.6H -0.011 1.331 3.3-1 0.01 OK BmX006 D+0.6H 0.137 1.331 3.3-1 0.10 OK Strong Shear Check Member Result Demand fvz Capacity Fvz Code Unity Name Case Ksi Ksi Ref.Check BmX005 D+0.6H 0.001 0.162 3.4-2 0.01 OK BmX001 D+0.6H -0.004 0.162 3.4-2 0.03 OK BmX002 D+0.6H 0.001 0.162 3.4-2 0.01 OK BmX003 D+0.6H 0.001 0.162 3.4-2 0.01 OK BmX004 D+0.6H 0.001 0.162 3.4-2 0.01 OK BmX006 D+0.6H 0.004 0.162 3.4-2 0.03 OK Design Group: Wood_Column_G02 per NDS 2005 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch Members Included (5): COL005, COL004, COL003, COL002, COL001 Axial Check Member Result Demand fa Capacity Fa Code Unity Name Case Ksi Ksi Ref.Check COL005 D+0.6H 0.000 0.911 3.8.1 0.00 OK COL004 D+0.6H 0.000 0.868 3.6.3 0.00 OK COL003 D+0.6H 0.001 0.447 3.6.3 0.00 OK Page 1 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 11 All MMOMMENIMMINIMINNIMMINIMMIMMINIOM . •Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence Electrical Contracting\ COL002 D+0.6H 0.000 0.868 3.6.3 0.00 OK COL001 D+0.6H 0.000 0.911 3.8.1 0.00 OK Design Group: Wood_Roof X_GO3 per NDS 2005 ASD Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch Members Included (8): RBX001, RBX002, RBX005, RBX004, RBX003, RBX006, RBX007, RBX008 Combined Check Member Result Code Unity Name Case Ref.Check RBX001 D+0.6H 3.9-1 0.26 OK RBX002 D+0.6H 3.9-1 0.21 OK RBX005 0.6D+0.6W »-Y 3.9-3 0.36 OK RBX004 D+0.6H 3.9-1 0.21 OK RBX003 D+0.6H 3.9-1 0.21 OK RBX006 D+0.6H 3.9-1 0.26 OK Axial Check Member Result Demand fa Capacity Fa Code Unity Name Case Ksi Ksi Ref.Check RBX001 D+0.6H 0.005 0.461 3.6.3 0.01 OK RBX002 D+0.6H 0.005 0.568 3.6.3 0.01 OK RBX005 0.6D+0.6W »-Y 0.012 0.600 3.6.3 0.02 OK RBX004 D+0.6H 0.005 0.568 3.6.3 0.01 OK RBX003 D+0.6H 0.005 0.568 3.6.3 0.01 OK RBX006 D+0.6H 0.005 0.461 3.6.3 0.01 OK RBX007 D+0.6H 0.000 0.358 3.6.3 0.00 OK RBX008 D+0.6H 0.000 0.358 3.6.3 0.00 OK Strong Flexure Check Member Result Demand fbz Capacity Fbz Code Unity Name Case Ksi Ksi Ref.Check RBX001 D+0.6H -0.350 1.330 3.3-1 0.26 OK RBX002 D+0.6H -0.279 1.330 3.3-1 0.21 OK RBX005 0.6D+0.6W »-Y 0.838 2.319 3.3-1 0.36 OK RBX004 D+0.6H -0.279 1.330 3.3-1 0.21 OK RBX003 D+0.6H -0.279 1.330 3.3-1 0.21 OK RBX006 D+0.6H -0.350 1.330 3.3-1 0.26 OK RBX007 D+0.6H 0.018 1.330 3.3-1 0.01 OK RBX008 D+0.6H 0.018 1.330 3.3-1 0.01 OK Strong Shear Check Member Result Demand fvz Capacity Fvz Code Unity Name Case Ksi Ksi Ref.Check RBX001 D+0.6H -0.026 0.162 3.4-2 0.16 OK RBX002 D+0.6H 0.023 0.162 3.4-2 0.14 OK RBX005 0.6D+0.6W »-Y -0.065 0.288 3.4-2 0.22 OK RBX004 D+0.6H 0.023 0.162 3.4-2 0.14 OK RBX003 D+0.6H 0.023 0.162 3.4-2 0.14 OK RBX006 D+0.6H 0.026 0.162 3.4-2 0.16 OK RBX007 D+0.6H -0.001 0.162 3.4-2 0.01 OK RBX008 D+0.6H -0.001 0.162 3.4-2 0.01 OK Design Group: Wood_V Brace_G04 per NDS 2005 ASD Page 2 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 12 Project: 2x4 Truss -Rhodes 1200 PHONG TRUONG, SUNSTRONG STRUCTURAL December 08, 2016 ' C:\Users\David Nguyen\Documents\SOLAR\Lawrence Electrical Contracting\Rhodes Residence -Lawrence ElectricalContracting\ Designed As: FS2x4, Material: \NDS Lumber (Visual)\No.1\Douglas Fir-Larch Members Included (2): V001, V002 Axial Check Member Result Demand fa Capacity Fa Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H 0.000 0.288 3.6.3 0.00 OKV002D+0.6H 0.000 0.288 3.6.3 0.00 OK Strong Flexure Check Member Result Demand fbz Capacity Fbz Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H 0.019 1.327 3.3-1 0.01 OKV002D+0.6H 0.019 1.327 3.3-1 0.01 OK Strong Shear Check Member Result Demand fvz Capacity Fvz Code UnityNameCaseKsiKsiRef.CheckV001D+0.6H -0.001 0.162 3.4-2 0.01 OKV002D+0.6H -0.001 0.162 3.4-2 0.01 OK = Page 3 VisualAnalysis 12.00.0012 (www.iesweb.com) Page 13 12/8/20161 SEISMIC WEIGHT COMPARISON /ANALYSIS (PER CHAPTER 34) Solar Panel Type =Kyocera: KU315 Total # of Panels =20 panels Panel Weight =60.6 lbs Total Weight, W =1,212.00 lbs Existing Roof Story Weight Considered in Seismic Design (Wood Framed Building With Concrete Tile Roof & Stucco Exterior) Building Section Considered Dimensions =40 feet x 55 feet (8 feets wall height) Roof Area Considered Dimensions =43 feet x 58 feet (18 inches roof overhang) Tile Roofting 17 psf x 1 roof x 43 ft long x 58 ft long =42,398 lbs Ext. Walls (Long.)15 psf x 2 walls x 55 ft long x 4 ft high =6,600 lbs Ext. Walls (Trans.)15 psf x 2 walls x 40 ft long x 4 ft high =4,800 lbs Int. Walls (Drywall)10 psf x 2 walls x 15 ft long x 4 ft high =1,200 lbs Total Roof Story Weight, Sw =54,998 lbs Total Percentage of Panel Weight vs. Total Existing Roof Seismic Weight, Aw Aw =[Pw =Sw]x 100 % =[1212 lbs +54,998 lbs ]x 100 =2 %<10 %[OK] Page 14