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HomeMy WebLinkAboutSOLR-18-2185 ti yr c x $ f Biu 't '= c Permit NoSOM.-18 2185 ti City of Arcadia, CA i '. c s 'I "- t t .rx. it ‘-4-,.:-,c ' ' ,-ti.,-- ' (Cc Development Services Department -'� &$ w i, , 5r!c P(mit t ype s Olaf 240 Wes[Huntington Drive,Post Office Box 60021 _r! tr;ic $ `` °"�` �' ' i ` ...t t I Work Classy cation Solar Resident-a. Arcadia,CA 91066-6021 S-, J ,z-, �. j { ,; •� (626)574-5416ra,t :' r7 a " ,,,,„,,,,..-,4,,,“4-La P£Finat Status ISsu'ed*� • ARCADIA 1 issue oa 11/z1/zo1a l Expiration: 05/20/2019 Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 136 Andrea LN Arcadia,CA 5766014006 Contacts ____— PHYLLIS BURCH Owner PETERSEN-DEAN INC DBA: Solar Contractor(C-46) 136 ANDREA LN,ARCADIA,CA 91006 PETERSENDEAN 1250 Enterprise Crt,Corona,CA 92882 (949)582-7344 Description:ROOF MOUNT PV SYSTEM,22 MODULES/1 ` Valuation: $0.00 ` Tenant INVERTER,NEW 125 AMP LOAD CENTER ; Total Sq Feet: 0.00 Plan Check N Plan U Fees Amount payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $316.46 Distribution Panel $15.55 Cash/Receipt if REC-002967-2018 $316.46 Electrical Permit Issuance Fee $44.35 Amount Due: $0.00 Fire Plan Check Fee Residential $50.00 Inverters $77.78 // Panels $77.78$1 /i/8i/� ( Solid Waste Management Fee 2 $1.00 t �// l Total: $316.46 fPre4c tit - CALLS FOR INSPECTIONS coilmEn Request fgr he addres by telfame antd 626-5whati spet0.o Ltem s message ded.requesting the address,timeframe and what inspection item is needed. This permit/plan review expires by time limitation and becomes null and void if the work authorized by the permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from the date of plan submittal.This permit expires and becomes null and 'tM1 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. November 21, 2018 I- ued By: Date November 21,2018 Page 1 of 1 Ai'gret 0 war,a , PERMIT/PLAN REVIEW APPLICATION -E� li 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. 'cense Class C. 10 Lic c Wit 0 I have and will maintain a certificate of consent to self-insure for workers' ' �� Exp. Date 13 compensation, as provided for by Section 3700 of the Labor Code, for the Signature of Contractor performance of the work for which this permit is issued. /a OWNER-BUILDE ECLARATION a have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors r 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 wo"-rk�e/rs'co�lpen ati n insurance/ccarrrier and policy numbers are: Code.Any city or county which requires a permit to construct,alter,improve, et Carrier P/ rite" or � e/ tv/d-ba demolish,or repair any structure,prior to its issuance,also required the applicant eta ,` .�0'yd5- y6g for such permit to file a signed statement that he or she is licensed pursuant to the };',y'jy Policy Number iq (This section need not be completed if the permit is for one hundred dollars or less) provisions of the Contractors License Law(Chapter 9(commencing with Section 6 7000) of Division 3 of the Business and Professions Code) or that he or she is iiiiii exempt there from and the basis for the alleged exemption. Any violation of -;-1 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 I;yj not employ any person in any manner so as to become subject to the workers' :+ compensation Laws of California,and agree that if I hould become subject to the penalty of not more than five hundred dollars($500)): P g j .i workers'compensation provisions of Section,.-10 of the Labor Code,I shall ❑I, as owner of the property, or my employees with wages as their sole forthwithcomply with those provisions. compensation,will do the work,and the structure is not intended or offered for sale(Section 7044,Business and Professions Code:The Contractors License Date ��/Z'��� Signora �-- 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. 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). 0 I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address -J IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITICAS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: K 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 �jjjj further information. r • . arae Cr3. WOI-P" C - /` Title <o.,tt{' 1� (fi,V'facA'af �f PRINT NAME J jti Id certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner. I agree to comply with .11 City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of l!I�Arcadia to enter u,: i •ove-ment' teed property for inspection purposes. 'CII }l., C k4•.Signature Date tI/Z lh BI 0 PETERSENDEAN ;lye. nva 21010 GOLDEN TRINGLE RD iMRNTACIAMM'"Y I'M P(FE11RILBIDG P�6B11961.15 �— ANDREA LN CA IICFNSE No 468517 'J-�-__ SpA C-IDECM / " P,PROJECT NAME / I !i B U RC H j N I ir RESIDENCE / 136 ANDREA LANE 1 ARCADIA,CA 91006 / _____ � DRIVEWAY I JOB#43435.00 / S JURISDICTION: MAIN PANEL 8 METER 1 ARCADIA, CITY OF 8 MAIN SERVICE DISCONNECT (a)LO NEONR IA3EU01C-A5 61t ,,, (11EOMREDGEEE)E00RUGIGII RPM SOLAR PV 4 DRANNOXOIES: - ON ROOF / ,,,,, ��� LOAD CENTER / ,,,,, , I YOONEMTE)An 360w / ?AI I AC DISCONNECT 9yMIM1TNMODULES 22 / ======111L I 4A ARMY SYSTEM SOE: 7.92 kW INVERTER R 180° p° Iry SYSTEM ANNUTI: / OPP" 1 > ROOF PITCH 2-S 3/12 RY / C y / V 1 MouxnxanEJalr. 2-STORY SWIMMING ORIEMAmNOPTpPDARE PRELLNMRY.AND / POOL MEEUDJYCTTO RENSON FOROPIVAIYSE / I CF 60URARMYLOGTONSARETI BE / O BACKYARD I k REMEKECTOP RECORD 10 VERIFY 33 ARCXREOT OF RECORD TO VERIFY SYSTEM / -I 1 B AND POSSIBLE RELOCAIB LOCATION.FOR IONOFVFM ANGOR / 0) I PIPE JACKS. M I MD VERIFICATION OF ROOFSTRUCNREANO LSOLAR ARMYLOGTON METING STRUCTURES TOET UCTAWTGH FOOALLEOLAAA _ I STRU URES WHEIIE NEW SOLAR ARRAYS ME II yI TO BE INSTALLED F ARCHITECT/MEW DRAINING WFORMATON kI Pn RB "'nth 0 O PLOT PLAN ` , SCALE:1'=20' n P V-4 11 =I© AIBPMETFA LEN®E SOLA B FIND ,..f.. Dass Structural Engineers 1655 Shertingtdn PI;Z 202, Newport Belch, CA 92663 Email: dass.structural@gmail.com, Mobile No-9492957943 _{ Is, STRUCTURAL CALCULATIONS r . . , Y - •,.' ; I - , "` ROOF it ,i i � 4itti.5 , , _ `'{'`"' EVALUATION FOR " Ca�`•K�Alk PV INSTALLATION F N� �S�e•e ��\ • G`IC �y ak y�c``c,ric�� �S\\'t "ops 1jY, ,, Qr,.AtIV�tC�IDy ..(LNc�oU�i:ot'`\. \5���' ��\_ , �vivA' 1/45 V\\'' �\c\.0r c'refESS/o Building Department y \o`\,\`O•• V,'.`��l\``\"�\O�C�C\t�\�o ref EN NN. ;mi mittal ` y\� `\`gl�Pr \"C\ ```\. eff 'No. No r' th, '2b1'8 • .o. 'C \\o\ • ac. ® "j\ 9TFOF CA1:�F0�/ act Address: .. .,., , L.; , 1 - . ' Phillis Burch • • • •. - 1 ' ' . ' 136 `Andr'ea Larne. ' - - Arcadia, CA I . 1: - , I: , . . • • • . . r ., . I(.. .R•r Lai' , , " - .p• l •/. l,4 ' . 7,`11, , „ II : a ,Ut' 3 , !-' ' ' 5 i i't' 'l tv; Phone 949.295.7943 I' 1655-Shenngton Pl,Z 202,Newport Beach, CA 92663 Phillis Burch Page 1 of 14 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. -• 4 Existing Structural Description: The Structural information for the building was othained by site investigation performed by Contractor.The roof is made of 2x6 at 16"'o.dwith{11' 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%_"thick plywood acts as a diaphragm and distributes lateral forces. Proposed PV Layout and Svstem: Contractor proposes to install Shcar 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 manufacturers 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 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 woodworksreport with point loads from Dead and wind loads. Phone 949.295.7943 11655 Slieringfon Pl,Z 202,Newport Beach, CA 92663 Phillis Burch Page 2 of 14 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:Tlie.proposed PV system does.increase the.weight.on the structure, however, it does not increase more than 10%offthe 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 ylV Racking: Typ cal Py 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 continuouarails running parallel to thelength 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 1AJ 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. r Thanks, Praveen Dass,P.E • ..t - .h; 1- 1 C._ Phone 949.295.7943 11655 Sherington P1, Z 202,Newport Beach, CA 92663 Phillis Burch Page 3 of 14 • 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) 112"plywood 1.6 (Ex)2x Framing' 0.6 . (Ex)Insulation 1.0 (Ex)Meth I Misc. 1.0 (Ex)Gyp Board 2.8 (N)PV Module 2 3.0 18.0 psf LL=20 psf reducable+Mech'I Units • For Gravity Design - SL=20 psi (Ex)Dead Load 18.0 psi (N)Dead Load 21.0 psi Seismic . DL(psi) Partitions and Exterior Walls ' 16.0 ' - ' 34.0 psf . Notes:. , , •2 • i- rt 1.Existing Framing - .` ' a.(Ex)2x Framing=0.63 psf 2.PV Modules:See PV Plans a..Module Wt=-50 Lbs per Panel - ) b:Racking wt=0.5psf • Max Module Wt=13.0 psf • _ Itt' ' '• , ' . • Ll. %Increasein.Dead,Load on the,Existlng Roof .. - , - (Ex)Roof Area (Ex)Roof WI .(N)Add.Roof %Increase in. . Remarks . sq ft .psf Lod(#'s) Roof D.L 800 18 990 6.88% > 5%,Hence See Calms • %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 , • ' ' 800 ' 34 ' .. 990 ' ' - 3.64% "<10%Hence OK Phillis Burch Page 4 of 14 - - - Dass Shvcl •- -. -; 1655 Sherington P1,Z202,Newport Beach,CA 92663 Email:dass.strucutral©gmail.com,Mobile No-9492957943 .Wind Design per ASCE 7-10 - - - - .. . . ' ' .. r• Exposure= .. C " " - -- Wind speed V 130 mph(ultimate)', Jr -' . " .443• , ' Kr= 0.85 Table 30.3-1'ASCE7-10 ' •' ,1' 4 ' Kd= 0.85 Table 26.6-1 ASCE 7-10' - 1= 1 ASCE 7-10 - ', ' - ! . , ' Kzt= 1.00 -• .. . q=0.00256KZKaKdV21 - .. - .. _ _ __ q= 19.54 psf Component Forces per ASCE 7-10 , 4. is we .4u 1» loaf a tT a ..al .� 4p ' 1 Ill ;' 1 —r' r t - ' .9 p _ . „ ti, IC® © n Li - ' d •i � ,i` 6 v, NS sit-21i"b`Ci 7ii`a» 41-114i.m ......-•..___ 41 , u I 10 al to tin SO stoat pA nA n@ UA Pimp raAAi Input Data: Mahe Vend Area,ft 1(m2) , - Roof Angle= 15'Degrees - - - - Tilt Angle=' 0 Degrees Joist/Truss Spacing 16 in , ! , Joist/Truss Tdb Span , 16 ft 1 I - ROOF COMPONENT WIND PRESSURES: VERTICAL FORCES . GCpn 0.18 Fig 26.1.1-1 ASCE 7-10 . . • - GCpt. -0.18 Fig 26.11-1-ASCE 7-10 • Effective Wind Area 21.33 sq ft t• - ";,r)!ir ,,..4.: ! 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 LOADING ON FACH 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 yertical Sparing 42 in Demand Bolt Tensions(Up) 380 lbs - ? .' Py Dead Load(See-Load Criteria)Z.!'id•- • 3 psf , or ._ 285Ibsff _ _ Demand Bolt Shear(Hor Comp) 0 lbs Area Trib to Each Bolt _ 17 of H . 0 Demand Bolt Tensions(Down) 155 say 160Ibs Demand Bolt Vertical Loading(Down) 50 lbs or 116 lbs/ft or 37 lbs/ft Demand Bolt Shear(Hor Comp) . ', ..0 lbs - Phillis Burch Page 5 of 14 E,1 .: • :,n;.Th COMPANY PROJECT al . ' I"I I -.11/1/oodW.orks® -- JOIST CHECK - 1 50.7.11ARE F9R WOOD DESIGN ,. WITH POINT . . , , - • • ,. Feb. 27, 2017 19:58 LOADS FROM PV . . , . „ . . . .. '- Design.Check Calculation Sheet - !), WoodWorks Sizer 11.0 I . , Loade: ' -'' ' ' Ldsa, - :: ! i-tve-: " -22, ' I- oistribution' Pat=. Ilocation-[ft] -I-Magnitude Unit . _ tern Start End Start End . Loadl Dead Full Area 12.00 (16.0") psf Load2t, . - Dead - Point 4.02 50 lbs ' Load3 "' '-- Dead ' Point 7.52 50 lbs Load4 Roof constr. Point 4.00 120 lbs Loads RoOftbon'itr. Point 7.52 120 lbs Load6 Roof donstr. Partial Area 0.00 3.00 20.00 (16.0") psf Self-weigift Dead Full UDL 2.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.04' 1. . , It . 11' Unfactored: Dead , 147 . 151 Roof ive 184 v 136 - , . Factored: - Total 331 287 Bearing: Capacity . . . Joist 469 • 469 Support 586 _ . _. - 586 Des ratio Joist - 0.71 - • 0.61 Support 0.56 . . 0.49 Load comb #2 #2 Length 0.50* , ' - 0.50* Min req'd 0.50* . - - • 0.50* Cb 1.00 ' . ( 1.00 Cb min 1.00 ., - 1.00 Cb support 1.25 . 1.25 FcpTSup . . t. t:625-c. 7,-• 1.-73? 625 *Minimum bearing length setting used: 1/2"for end supports . . Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") 1 . • -., Supports: All-Timber-soft Beam, D.Fir-L No.2 . - . ' Roof joist:spaced at 16.0"dc;Total length: 11.04';volume=0.6 cu.ft.; - Lateral support: top=full, bottom=at supports; Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion -q : 0Analysis Value Design Value Unit Analysis/Design Shear ft = 56 Fv' = 225 psi fv/Fv1 = 0.25 Bending(+) fb -:= 15,49 „ . Fb' •= 1682 . , ,, psi . fb/Fb' = 0.92 Live Defl'n 0.34 = .L/386. , 1.10 ,=, L/120 in- 0.31 Total Defl'n 0.79 = 17166 _ ,....1.10 = L/120 in 0.72 Phillis Burch Page 6 of 14 • 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 . 1.25 1.00 1.00 - - - -1.00 1.00 1.00 2 900,,., :1.25 • 1.00 1.00, • 1:000 1:300;,.1.00•x1.15 1.00 1.00 - 2 Fop 625 - - 1.00 1.00 - - r -. - 1.00 1.00 - - E' 1.5 million .1.00 1.00 - . - _ - . 1.00 4.00 _ - ., 2 Emin' ' 0.58' million .1.00 1.00 - - ' - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: ' -- - Shear : LC #2 = D+Lr, V max = '- 330,1'1.1 design = 309 lbs Bending(+) : LC #2 = D+Lr, 'M - 976'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 Ail LC's are listed in the Analysis output - - Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. 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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. • it"l'. ,. r .0 , fir„ • IJ' .k.•F LI'. - ''lei • • • Phillis Burch Page 7 of 14 _ i COMPANY PROJECT JOIST CHECK Woodworks® WITH POINT SOFTWARE FOR WOOD DESIGN LOADS FROM PV Feb. 27, 2017 19:55 AND WIND (DOWN) - 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 12.00(16.0") psf Load2 Dead Point 4.02 50 lbs Load3 Dead Point 7.52 50 lbs Load4 Wind Point 4.00 120 lbs Loads Wind Point 7.50 120 lbs Load6 Wind Partial Area 0.00 3.00 20.00(16.0") psf Self-weight Dead Full UDL 2.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : l 11.04' I 0' 1I Unfactored: Dead 147 151 Wind 184 136 Factored: Total _ 257 -_ _ .. -_ - . -233 - - -Bearing: �,• _. . ., , ..... ., Capacity , r -ir . ,•i . .. ,i i �'. _ .. .��r , . .i: _ y'.;;.' Cr.-- 469 Suppo-rt' 586 I .;_ - , • , ,,....i ` -Despratio. - - 'rig 586 Joist• :6.:55, . i t . "-I- . . . Il! ‘ : e I• , ''' . -:. c: = ' 0:50 ;. "Supports 0.44 0.40 . Load comb #3 --- - -- - - - #3 Length . 0.50* • , . • 0.50* Min req'd 0.50* - . • - • 0.50* "Cb .• 1.00 1.00 Cb•,min ;t, 1.00 1.00 Cb ,support 1.25 - . 1.25 Fcp sup 625 625 `Minimum bearing length setting used: 1/2"for end supports . . , ' Lumber-soft, D.Fir-L, No.2, 2x6 (1-112"x5-1/2") - Supports:All-Timber-soft Beam, D.Fir-L No.2 : I^t i'- • ' . r- - • "1'. Roof joist spaced at 16.0"c/c; Total length: 11.04';volume=0.6 cu.ft.; ' : Lateral support:'top=.full, bottom=at supports; Repetitive factor applied where permitted ('refer to online help); Analysis vs;Allowable Stress and Deflection using NDS 2015: • - -driterion_ - Analysis 'Value . Design Value .Unit _ Analysis/Design` Sfiear• fv = ' 26 Fv' = 162 psi fv/Fv' = 0.16 :'•Bending(+) •• fb = 729 Fb' = 1211 psi fb/Fb' = 0.60 Live- Defl'n - 0.21 = L/642- 1.10 = L/120 in- ._ - 0.19 • - - -,Total Defl'n 0.66 = L/200 1:10:-- -L/120'::: ' in.: - 0.60 'p - • Phillis Burch Page 8 of 14 WoodWorks® Sizer • ' SOFTWARE FOR WOOD DESIGN - Beam1 WoodWorks®Sizer 11.0 Page 2 Additional Data: - FACTORS: F/E(psi1CD CM Ct CL' CF Cfu - Cr Cfrt Ci Cn LC# Fp': 180 : 7-0:90,. 1.00 • 1.00.; ; > i r , - - 1.00 1.00 1.00 1 4Fb'+ 900 0.9.0 1.00 1.00. 1.000 1.300 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 = • 151, V'design = - 142'lbs Bending(+) : LC #1 = D only, M = 459 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 =, 33.3e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. 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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • 4. FIRE RATING`. Joists,wall studs, and multi-ply members are not rated for fire endurance. • • I • • J1 • • . Phillis Burch Page 9 of 14 COMPANYPROJECT 11 Woodworks® JOIST CHECK WITH POINT IOFTWMf FOR WOOD DESIGN LOADS FROM PV Feb. 27, 2017 19:58 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 12.00 (16.0") psf Load2 Dead Point 4.02 50 lbs Load3 Dead Point 7.52 50 lbs Load4 Wind Point 4.00 -320 lbs Load5 Wind Point 7.50 -320 lbs Load6 Wind Partial Area 0.00 3.00 -17.00 (16.0") psf Self-weight Dead Full UDL 2.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : l 11.04' • 11, Unfactored: Dead 147 151 Wind -366 -342 Factored: .Uplift. - 13.1. -- - - ..- - -- - - 115- . Total it , -. 11.47,.. .t.,,. 41r-,- . ,,{ .1 - -Ht, L.5, ht --...t- , I.,,.; . , ,'n L , t:= -. 151 Bearing: Capacity ' l' p - - Joist "' 469 ; 469 ' ' - -Support' .' 586. - -' -' . .'_ w: . . . l" .586 s' Deratio 'a- . , _,, - C` - , _ . 1 4> ' 1 , „ ' ' �- ' 1 _ i, . -. =Joist',' ' ' 0.31 0.32 Support - - 0.25 - - - - - -- - - - - -0.26 Load comb #1 . #1 Length 0.50* • - - , . 0.50* • Min req'd. 0.50* 0.50* Cb ,- , ,t, e 1.00 1.00 'Cb min I , -1.00 1.00 Cb support 1.25 . 1.25 Fcp sup 625 _ . . - - 625 "Minimum bearing length setting used: 1/2'for end supports - Lumber-soft, D.Fir-L; No.2, 2x6 (1-112"x561/2") ' -I-r - t' '.. -..' •-.1 1L - Supports:All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"-c/c;Total length: 11.04';volume=0.6 cu.ft.; - Lateral support:top=full, bottom= at supports Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: - -' Criterion - 'An'alysis Value Design Value Unit ' Analysis/Design .'Shear t . fv = 26 Fv' = 162 psi fv/Fv' = 0.16 - Bending(+) fb = 729 - Fb' = 1211 - psi - - - fb/Fb' = 0.60 - - - - - Bending(-) fb = 786 Fb; :=,-1113 > c-t;-: - psi+ fb/Fb' = 0.71 Live Defl'n -0.50 = L/264 0.55 = L/240 in 0.91 Total Defl'n 70.32 = L/414 0.73-= L/180 in 0.43 ' . ' - , Phillis Burch Page 10 of 14 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 1.300 1.00 1.15 1.00 1.00 - 1 Fb'- 900 1.60 1.00 1.00 0.517 1.300 1.00 1.15 1.00 1.00 - 2 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 = 151, V design = 142 lbs Bending(+) : LC #1 = D only, M = 459 lbs-ft Bending(-) : LC #2 = .6D+.6W, M = 495 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 = 33.3e06 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 = 11.00' Le = 20.25' RB = 24.4; 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 areappropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance. • , - 't: • t 8 , , .. .. _ .....r. Phillis Burch Page 11 of 14 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 n. ,.. ,.,u', r , Fp= s \t 1133-11 k not r tm"rc,1 la hc eaten to ccncr elan Fp.=1.(Sru1r,H'1, 4131-:) and F ,hail not he ealm us les.than 1... 0.3Sa l Wp 1133,31 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) r• • • , - • • •.J, • •, • • . . {dC 7'i. . . 'L rw - ' I . r_ iJ )f ' , • -I•: • Phillis Burch Page 12 of 14 • . 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/2.25"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 301 lbs Horizontal Force per Each Bolt 110 lbs NDS Values for 5/16"dia Lag Screw w/2.25"Embedment Allowable Tensile Load per NDS 957.6 lbs The Bolt is OK - Allowable Shear Load per NDS 304 lbs The Bolt is OK Tension and Shear Interaction 0.67 <1.0, The Bolt is OK Conclusion: Provide:5/16"Lag Screw w/2.25"minimum penetration • Phillis Burch Page 13 of 14 • 68 DOWEL.TYFE FASTENERS 94 DOWEL-TYPE FASTENERS'. I 11.2 Reference'Withdrawal Design Values 1 = Table 11K LAG SCREWS:Reference Lateral Design Values(Z)for Single Shear(two member).Connectlonstz3 11.2.1 Lag Screws . 11.212 Wpm Ing.screwa are loaded in withdrawal x/lhl/4'ASTM A 36 steel side fiolo.orASIMAW3,Grode 33 steel side Palo(for l,<1/41 " ' - from'end grain,reference withlbawal do ign salon,W, , 112.1:1 The refenae xidldmwaldesigi Value;in. shall be multiplied by ilia end grain factor,Craw 0.75. .6313 F. Ai i. ,� F. Y &ppd Ibfm.of penetration,fora single lag screw'inserted in 11.2.1.3 When lug screws me loaded m siddmual; ( at s ..= `6 gs q 'F' side gain;with the Is screw ads payendieuhu to the the tensile strength of the lag Ole;w al 111e net(not) �pA� i f s 63 .1 j w 2'- C 0l R y D. R 9 t c 2 6; " seetfo4siall net bc"em.leJ(see 102.3): _ VrX 2.. 31 _IA 411_.�d__s9 Sg/ ui Ze _4YL,v '1'APF_ 'vP wood fibers.shall be determined from Table 11.11 or - I. a z6 Is s4 Z. I. z, rr z4 z, z, z4 z, z4 z, s. z, 0. Zs Z. :, Equation-113-1,within the range of spcciffe gravitisv _ M 44 14 44a I, le 04 04 00 er 000 is 0000 13 00 00 to 1300 10 and screiu.diameters lues, US Table l I:2A.Reference g 014 w 100 la 160 Im lea l4 Im Ile WI am 4e wa 40 00 14 00 IP 00 00 withdrawal design values,W,'ohall be multiplied by all 1_ magd nIa a l0 209 no 10 160 140 l4 o 14 160 to I4Ito 14 I4 Iry Ito tel 131„ applicable a6fjlistment factors(see Table 103.1)to ob- _ < roa v175 la o 40 I 10 000 0 160 160 HO 10 He 40 00 4 46 0 160 Iu 10 00 Iain adjusted withdrawal design Valvesi{VI, 11200' Uu b0 160 210 140 Im 40 ]W 141 1w 170010 133 00 1Ise 11. Int 000 170 III , 19 we n IA an 24 T" 01 Im 4w 110 01 10 w-733oDGu.Dan• 1 . -• (11.3-1) two la l W00 I r0 170 10 In 170 tea 120 140 110 110 141 140 40 Vi no 104 C ,. to 1440 Ula m w N0 lea 719 40 710 140 20 1701 '30 10 134 110 1A 110003 III rzo 10000 160 __ - aa .^N Iw 140 0*1 lb '70 10 Im let 10 lie ' , sly -R 161 im 40 Iso 130 300 047 IN 14* 160 IA t40 110 IW 110 160 4b 110 IW - (IOOq. Uta :20 1A1 ]dt 160 200 VA '13 40 270 Us :m 1N b0 ns Im Itl 164 Ia 161 V 11 :I0 10 ?N im T.0 _'16 10 714 40 NO IS) 700 110 IM 1< Im Iy 10 tie Table 11.2A Lag Screw Reference Withdrawal Design Values(W)' (;;00la 3 .r'°'w 1110„ ;m :A 160',1 m° rsx'. ;4„ m ,4„ i:, 360 'r: 1°601 ;„ :',0. no fv `I„ Y nu 31 rn 060 .^A in 160 60 230ne 1e 150 rm. 140 rat 40 114 IN ,T0 no r744 » a Tab mated withdrawaldtdrn volnla(W)are in pound.per Inch attire t penetration Into side grain of mato member: Das w 40 44 000 141214 000 CO 14 WO 204 40 10 10 100 I4 IP) 124 lb 14 04 110 -El - Leogih Rfractal of lbrrad.pene penetration In mato member Moll not foaled.the of the tapered tip fete Appendix 1.1. Ona) 600 m a m. 10 a4 w rm 40 ev In is. Ira Ise to Ma 040 m I4 ae ua 0 24 014 Yn 1d I0n lea ,, vii .ti 3t I0 4.0 16 IO 44 730 IW 730 40 - 7' Specific - ,_. -nI _r-na--331"-114-. :o yi-401 are--xa-in_-sso-iv__au"'rx- '320-'zi0 -Z10-.103-01 ->l 374'0 Gravity,•1 r. . lap Screw Unthreaded Shank!)lamclrr,D w au as 64 30 01 z4 40 30 00 360 44 110 -400 24 410 000 40 34 TO 33 1 N C 1/41' 1 5116" 3/8" , 7/16'1 I 1/2" I 5/8" 3/401 718" I I" 1-1/8'1 1-1/4„- _w_100_1111 m__Ioo.._a1620 b_�.��. .00_00.-00_60. �__m V-_Im-be--p_nn._m_ag . CO 0.73 397 469:: 538 604 668 789 905 1016 1123 1226 . 1327 r6 114 em 1300 rw Ino r30 1320 000 ISA 64 ran coo ra. w0 400 6b 460 ail 140 660 _. .,. __ .._ .._ _ _ _______ _ _ _-. .__ _ -_ _-_ _ 140 nm I7m Vp IMO Im 144 IW IVf R0 nm 0040 WI 4/0 xW ma 1440 „ 1160 r C 0.71 361 450 -484 579 g00 757 - 868 973 1077 1176 1_73'% w w :w Iw 34 4e 601 160 00 46 ew w 410 a 4e 1a I4 tw U1 _ 9 I4 1 _ - - 357 .. _ y4 -4 1 al :CO 300 tatel 'm 111 'm n U3 () 04. 4_ ;484 r 543 600 __709 613 _913 1009987._ 1103 1197 y s:. s4 ,y6 a w w to un rr6 IA 30 as I TOO rn &- rim z, 3 t 0.67 _"r49 413 • .473 531 567 694 796 893 967 1078 1767 zm"2.---s4- ua 341 r+'>r"' 3a n 30Mina-'In3m 374 'aro-&-Ciii-'r _. ._ __ .._...� _ __-_ __ _.__. __ .0.. y+0 .W - Su 4 a a. In •}p 30 4 300 cn 40 0.56_ __261 _ 33 . 381 426 473 559 641 719 795 869 940 w_ . .760__10. 70;, 0 0.55 260 _. - _. -51-6.. __ _ - .. ._ _ _ _ w 130 m nm 610 144 400 4.43 660 1010 en Om 320 e4 a4 ca 4w WO no WO tp 307 • 35' 395 437 516 592 664 734 802 865 7a 1410 43. 410 w 411 m 460 r0 Im n Ian F4 324 00 0240 64 arm am 1160 a0 - 1 1«e Ila law lam lam 6a Irm en 460 em la0 as rtm aro 410 aro 1411 w 324 ve 0.51 232 274 360 353 370 4101 525 593 63( 695------7 73 _0.50_ ___5 6G' 301 3J_ _ _ 378_ 437 573, -576 -_636 _fi95__ 752 I a, ___ _ _ __. .___ _ - __ 1 I] �vilwa R)Yn04��k0 by ell w�p'wLY aJ,v]mO:falai 000 T.66303,13 4unkl bald 2'reamrn b=n a41va(2)ne4 iwuC a-Imewinlawn 00 R=42 tpuets mpr44 aovill Dona130At3 Gr*%412 00efailnm7, eed 0.49 218 -"3sµ��296 332 367 434 496 559 6I7 674 730 argc v4�nm•mf+casieyp.eve ems vnnrtyslnoavemlaaegae:.,;..43'.3ueleso�larshlA eaa,cuam3Jm01aat n,Vv roan ASltlAMdrlarlwxe2ta 4 gZ12164 adu(1.4'000_ralrOpal ew D-1W:nt-61,1!30 pa to D-alts-:n..-o.ern pi fu D2318' 0.47 7A5 ' 242 278 _--312 .43 405 467_ 5^_5 _ Still 634 686 . 3.w4-_e4D:p<4n,S .ek=talt..,,e w,Oa R)0nakllmqu4agpno. _0.46 _ 199... 235 ' 269 302 _334 395_ ..453 508 _ 562 613 664 -- _186 220- 252- 263 312 369 _423 -475 525 - .574 621 0.43 179 212 243 273 302 357 409 459 308 554 600 ___o4___.173. _,__.,..y._.,._ ___-__.�.__--i_4-4T_ _-___. -_:41:3-.: _ ___.'''` .13"-- _ ___ ___._ " - _ 205, 235 264_ _9I_ 344 }95 _490 35 _---s_ 79 i 1 _ _ __ _ OAI 167 196.�-"2'_6 254 261 332�� 361 426 473 516 359 OAO 161 100�.'SIB 243 271 320 367 412 455 _497 5?6 t 039 155 163 - 210 236 261 308 353 397 438 479 _ 518 _ 0.38 W9 176 202 227 231 296 340 361 422 461 496 f -._ - .__ _ _. _. --_-1 _ _ _. _ ___. _ ._. _ _. _ _- __ 0.37 ... 169 194 2.. ._ 285 326 367 405 433 -479-- ...__, -__, __ 6_ __.. _. .__ _. ___-_ _ 1___ ___ .-.__ _ _._..___ fl--6.3-6:-1 _ _ _209 _231 273 _3t3 352 389 425 4100 1 137 163 186 _-,, _. - - -_ 0.35 132 156. ;179 200 222 262 300 337 373 407 441 r-0.31 .. . ... .. ....... 493 I 43 _- _ _ _367 3 0.3t Ito I f30:'I- 149 167 t IfiJ 1 218 i 2JD t 261 � ,39 I , II l.'11lNsNri0Le3 a.alMigent0W3:0tm¢<Il tag oo.792 o 11p.a 44-1.0.141,44;6470016710300110.14 10.3.14. I (D AMEITCANUTDODCIXrk.A McLCAuwMOCOurCa. f.C1 CD a • 0 -41 a