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HomeMy WebLinkAboutUntitled I ' City of Arcadia, CA ti;:. Permit NO.SOLR-18-0298 a Development Services Department ' & P P �3 ,'""` i"` ,, 1 �_ ,� Permit Tyoe:Solar i I 240 West Huntington Drive,Post Office Box 60021 ,.,�.- ; t'� L ; i 1 ll Arcadia,CA 91066-6021 1 i ? p. Work Classification:Residential Solar '' ' (626)574-5416 b ; ,.,,, _s a Permit Status:Issued A cA IA a,,, , N Issue Date 03/08/20181 Expiration: 09/04/2018 Addr NO. Dir Prefix Street Name Street Suffix City,State,Zip Parcel Number 618 Rosemarie DR Arcadia,CA 5787011028 Contacts WANG,LESHENG AND YANG,CHUNLING Owner SOUTHWEST SUN SOLAR Electrical Contractor I 618 ROSEMARIE DR (C-10) 13752 HARBOR BLVD,GARDEN GROVE,CA 92843 (714)582-3909 , Description:ROOF MOUNT SOLAR SFR/125 AMP SERVICE NEW Valuation: S 0.00 a.„ Tenant Total Sq Feet: 0.00 Plan Check# Plan# Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $316.46 Electrical Permit Issuance Fee $44.35 Cash/Receipt# $316.46 Fire Plan Check Fee Residential $50.00 Inverters $77.78 Amount Due: $0.00 Panels $77.78 Residential Services up to 400 amps $15.55 Solid Waste Management Fee 2 $1.00 Total: $316.46 , ALLS FOR INSPECTION Request for insp_ tion by telephone at 626-574-5450. Leave a message requesting the address,.'me frame and what inspection :;/146"" q ii . 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 Mp` 1�D 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 Co11 Arcadia buil i building inspector for aperiod of 180 consecutive days. g P Y ...),\, )\... March 08, 2018 Issued By: Date March 08,2018 Page 1 of 2 1 OF AR ~� ,�'+!,0„00,14,06 �' PERMIT/PLAN REVIEW APPLICATION - R 0.10 .t,j�1� . Development Services Department,240 West Huntington Drive,Post Office Box 60021 %;%.... .,---e° 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' License Class c.. 1,0 License N ./07,4-46'67-Exp. Date�' Signature of Contract � 1�� compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. OWNER-BUILDER DECLARATION have and will maintain workers'compensation insurance,as required by Section 0 I hereby affirm under penalty of perjury that I am exempt from the Contractors 700 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 i 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 `,.._ •,,__S--71 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 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 with those provisions. compensation,will do the work,and the structure is not intended or offered for _ Q�/s" gn A /� sale(Section 7044,Business and Professions Code:The Contractors License Daty 11/ �) Signature it 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. � N/meT L��� NAME Title RINT ._,j, 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. agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of rcadia to enter upon the abo ...mentioned property for inspection purposes. gnaw_ Date _ _PsY4 L ).r.) L'4owilo 4 .rr Ry .4 iy, AFFI1 ;{.NIT SELF-CEERTIFICATI•N FOR C•I IPLIANCE OF SMOKE AL R'',1S ANI .C,A;.';BON MONOXIDE AL MO. Property Address:. (OK 1\��1OWN1€ DZ. �C�.d itt Permit Number: : gn-16 _62-R s • - Brief Job Description: pw on 5lcit2, SSR \25AMD, rw,e N\ . Number of smoke alarms installed: 3 Number of carbon monoxide alarms installed: i When alterations, repairs or additions requiring a permit occur, or sleeping rooms are created, Smoke alarms shall be installed in each sleeping room, and outside each separate sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the dwelling, including basements and habitable attics as required by Section R314 of the 2016 California Residential Code (CRC) and California Health and Safety Code Section 13113.7. For dwellings or sleeping units containing fuel burning appliances or having attached garages, carbon monoxide alarms shall beinstalled outside each separate sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the dwelling, including basements as required by Section R315 of the of the 2016 .California Residential Code (CRC). Multi-purpose alarms (combination carbon monoxide and smoke alarms) may be used. All alarms shall comply with requirements for listing and approval by the Office of the State Fire Marshal. http://osfm.fire.cagov/licensinglistings/licenselistiho bml searchcotest.php As owner of the above referenced property, I hereby certify that the smoke,alarms and carbon monoxide alarms have been installed in accordance with the manufacturer's instructions and in compliance with the code sections referenced above. I declare under penalty of perjury t?h•t the for going is true and correct, and that this deci .ration was executed on (D,,te) L 11 i at Arcadia, California. e e ner a Name ranted/t d'. flow► Signature of Own>t-re 1111/ This affidavit must be returned to the.City of Arcadia inspector_prior to final inspection S,,,OK `;LAR` AND C B•`,; ,11)NOXII)EA_ ARM LS)CATlO 'S c , . , Guest Roos» gi 30 rocs rj_ ; Storage rt Family Room -- . Garage o= - ' FIRST FLOOR PLAN e2: SM•KE ALARM I = CAR;ON MONOXIDE ALARM - 1 ,C Mstr X. �..Al�._ 13aQi R n mac Master I3eilraot:s Dining Room Kitchen - I 1 j -- Bad, ti u Closet ilia 0 L- ___ —:-� Closet 1 ;, Closet ' - ® mIii. 1°1rn14 Room ® ®, r-T•= -- Ow mit , ,1 - SECOND FLOOR. PLA •®SMOKE ALARM I _ c;A, z N P.Qf )>I®I •",l_ARM w...---- 171130cn5> E .► x 07 o c < () p, o- v m CD kij p m Mo > o � O Nd O m fco m -II�(0 0w m. a Unm ='• m G r- -b- v d m � 5, o) 3 .-, Ur m ''G 3 maa -0C n 7 m m 7 CD • _____________________PROPERTY LINE___ u I LL El :§1c1 LtLLtt ▪LL Agit LLL A �FFE•F704 1111111111 LLPFF e pa \ \ pp i 48 CI Vo �p 1 1 r o IL LLttLLLLLLLL LLEEE LLLLL LLL LLE EEE tit LL�Ltt t�tt�ELL ttL LEL LLL LLL LLL LLL LLL LLL . l 3NI1A1.83dONd • • SouthWest Sun Solar, Inc. Project Details -o \-ti J._,7 dba SWSS Electrical o 0) 'o 13752 Harbor Blvd LESHENG WANG B xi 2 v irl- CD Garden Grove,CA 92843 a < • `? (714)582-3909 626-272-0777 > ca co C Licit:1004667,C-10 618 ROSEMARIE DR nr N °: I O Exp: ckle4a ARCADIA,CA 91007 o m ° .< lV Tra g Cong Pham 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 Building Department oQsc) ESS F:47\ ittal ckckEEN 9sF� No.74200� � *th, 2018 '9 't7W • roject Address: Lesheng Wang 618 Rosemarie Dr Arcadia, CA Phone 949.295.7943 1 1655 Sherington P1,Z 202,Newport Beach, CA 92663 Lesheng Wang Page 1 of 16 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 at 24"o.c with 7'span,with at least 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''/:"thick plywood acts as a diaphragm and distributes lateral forces. Proposed PV Layout and System: 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 P1,Z 202,Newport Beach, CA 92663 Lesheng Wang Page 2 of 16 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 resultingdeflection 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 1 1655 Sherington P1,Z 202,Newport Beach, CA 92663 Lesheng Wang Page 3 of 16 , • 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 << 10% OF BLDG WEIGHT PER CEBC CH 34 Location: (E)Roof System: 1/2"Plywood Roof with Tiles Gravity DL(psf) (Ex)Underlayment 1.0 (Ex)Tiles 10.0 (Ex)(1) 1/2"plywood 1.6 (Ex)Truss Framing 1 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 reducible+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 Wt=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 I 1500 21 1650 5.24% > 5%,Hence See Calcs %Increase in Mass on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft_ psf Load(#'s) Roof D.L I 1500 37 1650 2.97% <10%Hence OK Lesheng Wang Page 4 of 16 - , Dass Structural Engineers 1931 Newport Blvd,Costa Mesa,California,92627 Email:dass.structural@gmail.com,Mobile No-9492957943 Wind Design per ASCE 7-10 Data: Exposure= C Wind speed V 130 mph(ultimate) Kz= 0.94 Table 30.3-1 ASCE 7-10 Kd= 0.85 Table 26.6-1 ASCE 7-10 I= 1 ASCE 7-10 Calculation for Kzt from Fig 6-4 ASCE 7-10 H= 9000 ft Lh= 33128 ft t Yrsl X= 66256 ft ! t Sped-tip z= 1000.4 ft LPL I z(310-.y J. slDvawind) H/Lh= 0.27 Hence K1= 0 f �' IMIr? x/Lh= 2.00 Hence K2= 0f+ r z/Lh= 0.03 Hence K3= 0 �� ESCARPMENT • • Kzt=(1+K1K2K3)2 Kzt= 1.00 Topopraphk Mhldpllers for Etposon C ICs MutdpOo :K,MoltlpUer _ ,MWUQutr 11/L. 2-0 2-D, 3.0 Iiia '2.23 r All i/L.• 2-13. 2-0 3-D Ridge Euarp, Ash3m Damp. Other Ridge, Escarp Atlaym. . .. t1111 Cain 1111 • 0.20 0.29.. 0.17 0.21 0,00 IAO .1.00' D.00; 1.00 1.00 1.00 025 036. 021 026 0.50 0.88: .0.67 0.10.• .0.74 0.78 047 .0.30 -0.43. 0.26 032 1.00 ;0.73 033' 0.20 0.35 0.61 0.45 .0d5-_ -031- 030_ 0.17 430 0.63. 0.00 030 0.41 0.47 030 0.40- 038. 0.34 0.42 200 „0S0 .0.00. SAD... .0.30 037 0.20 • '1145- .0:63.. 030. OAT '230 •038:_. 0.00 030 .022 0.29 0.14 '0.30 0.72 0.43 033- 3.00 0.23 0.00 0.60 0.17 0.22 0.09 330 0.13'. 0.00 0.70' 0.12 0.17 0.06 4.00 .0.00- 0.00. 4.60 .0.09 0.14 0.04 0.90 0.07 0.11 0.03 • 1.00 0.05 0.08 0.02 ISO 0.01 0.02 0.00 • 2.00 0.00 0.00 0.00 • Noteai I. For values o(Wt.sit.and a/L.other than those thorn,linear inlnpolstion It permitted. 2;' For 11/Li>0.5.'nmune 11/4=0.5 for evnhmOng KI and substitute 211 for 4 for evaluating K,and K, 3. Multiplirn,are baud on the assumption that wind atipraxhon the hie or escarpment along the direction • of nusitman Clore. 4;'Nocitiom H:Height of hill of eicupment relative to die 1.1.0.118.1 lett ht in feet(meters). l.a Distillate ityinind of crest lowhere'the'dlffcreoce in infused elevation is half the height of hill or excaprnent.in fool(n.olrm)- ▪ Factor to woman for thape of tapognplife fetrooe and notimom opeed-rip effect_ Factoi to account for reduction In,epced.Ort.ith Uiaturce upwind or downwind attest. K,: Factor-*account for.tcdudion in speed•io,with laight'aboic loco/renal,.. t D'ntarce;(uywiad or dowmaind)frons the chest to the building sire-in feel(risme.). o Height ribovo laoal ground level.in foot(onto,.). µ: Horbntilul aecnoation factor. Height ailemmtion 16etnr. q=0.00256KzKrtKdV21 q= 13.50 psf Windforce Estimation for Mono Slop roof per fig 6-18A ASCE 7-10 Gust Factor G= 0.85 Rigid Structure • Lesheng Wang Page 5 of 16 COMPANY PROJECT lfl WoodWorks® JOIST CHECK SOFTWARE FOR WOOD DESIGN WITH POINT Jan. 5, 2017 23:46 [LOADS FROM PV Design Check Calculation Sheet 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 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) : 14.04' t i i i 0' 7' 14' Unfactored: 1 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 Lesheng Wang Page 6 of 16 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. • Lesheng Wang Page 7 of 16 COMPANY PROJECT iflJOIST CHECK WoodWorks® WITH POINT SOFTWARE FOR WOOD DESIGN LOADS FROM PV Jan. 5, 2017 23:46 AND WIND (DOWN) Design Check Calculation Sheet 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 Load5 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) : 14.04' 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 Lesheng Wang Page 8 of 16 • 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 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 144, 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. Lesheng Wang Page 9 of 16 • COMPANY PROJECT �% JOISTK � ' i WoodWorks® WITH POINT SOFTWARE FOR WOOD DESIGN LOADS FROM PV Jan. 5, 201723:45 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) : t 14.04' i i 0 7 . 14' Unfactored: Dead 83 309 62 Wind -172 -558 33 Factored: Uplift 53 149 Total 83 309 82 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 Lesheng Wang Page 10 of 16 • 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 = 144, 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: 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. Lesheng Wang Page 11 of 16 Dass Structural Engineers 1931 Newport Blvd,Costa Mesa,California,92627 Email:dass.strucutral@gmail.com,Mobile No-9492957943 Component Forces per ASCE 7-10 iD tor.) a• a s, �tlt I 1 ae Qt. q.} qt O.) C3- .22 l t v cz h 1 10: S); 20) SOD 100) tt� ¢9l C J (4-61 1 IU (&3S J Input Data: Etiecfne Wind Area,ft 2(m2) Roof Angle= 20 Degrees Tilt Angle= 0 Degrees Joist/Truss Spacing 24 in Joist/Truss Trib Span 7 ft ROOF COMPONENT WIND PRESSURES: VERTICAL FORCES GCP,+ 0.18 Fig 26.11-1 ASCE 7-10 GCPI_ -0.18 Fig 26.11-1 ASCE 7-10 Effective Wind Area 14.00 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 (Uplift Pressure) Max Downward Pressure= 9.4 psf Max Uplift Pressure= 23.1 psf Typical Bolt Trib Width 72 in Typical Bolt Trib Length 33 in Demand Bolt Tentions 380 lbs Demand Bolt Shear 0 lbs • • Lesheng Wang Page 12 of 16 • 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 (44 k 12rr ii`114iuiL 114)" ilkL2t1: ihti ':6:=='1:6511-7G;,Yrr 4 i art6.1[4 ma be tnicn thm- .,--.:6*rn:4•Yir 133-L3) Input Data: Sds= 2.446 g's a = 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) Lesheng Wang Page 13 of 16 • • 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 Screw w/2.5"minimum penetration Lesheng Wang Page 14 of 16 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, 06;7 Conclusion: Hence No uplift, Rafter/Truss Anchorage is Oje • Lesheng Wang Page 15 of 16 • • _rHa..gv.4<x .dip_°sg_ __asgsFrg 1;.A;is$ a rEEsi-is ; ,_ • s:Asg"a'gss_gFiR $ akSa?sRflOARa f-; s tt''.'nunw.a P. 899 .98SRegaxb r4;R$ % .5; fi0V• wJ t , �, 8 o` "'"""s"'" ,gi^F.z_xs g_ sFF/..g:a ,xt4$$1g$Rig.;ssr'1 n,,. 0 In a,.us ,4 E9_ fp, $Rg��e !£a$�ase sFry1.,. . 5.' 3erl y g f a. 2 b md. 47 .&e ne eg A8398.W 4g� ik8 :ajw ,r.wQmps i v‘, i °' 8. 4,4 Fa 98s A .Aa'A''0....1,5,"4.oL0a g �ojO n;9Ag.q.3@dS3E."- tn G `O Ott I d ix _ ®c 1.42 cvo� .ps& g.2Zag s ..EAg:5a5A�r aA§EEgt 9,id's4n ig. 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