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B15-3048 047-610-027
- },•{i'; ''a: L iin • sr � .ir 1 -. � t tit! 7 `�f rt .` , �kw �.; R. tl x flri ryr x S r }r i� ,c ' . < at k • 1 �jy r 71. iii" YA .. ,t7 •, 1 rz.4. ' , Y k .It � " ,. �� ,• his S ' �Y • .. { ` ! I • • � , 1r ` �1�iy�, .. Iry I' !, r r a ;' ., ., ; { �{+ t Viµ. ��r �.r 1 ••. s�, - r t' Jk �rF, a*•. r ri. M` Assessor' s Parc: #: _ )Enclosed in the envelop; ars the. foll6wing items: _ Residential Construction;Req. .F Title 24 Energy'Calculations Engineered Truss details Structural calculations —Soils .nvestigation Report CDF/Cal Fire CBC nformation ` y C q i T�,Flood Elevation Certificate/Flood plain Declaration- Special eclaration Special Inspection Sheett' N,kA W s4wf 4 , BOOMD Rule 207 Form Slope Setback attachment 1 ' � F ij tl7 }tom• �. � , '. .. t �.. •lr.l �' !1 .}{r 1. - 1.. ' �, 20 Butte County Department of Development -Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR ` 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone : • (530) 538-2140 Facsimile • C A t I F O R N 1 A www.buttecountv.neVdds www.buttegeneralalan.net ADMINISTRATION : BUILDING PLANNING MINIMUM EROSION, AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's ' could be required based on site conditions. • Stabilized entry: Provide minimum 3° to 6" fractured rock 50' long x 15' wide by 6° deep over construction grade fabric. - • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site., • . , Internal filters- placed inside each drain inlet. c • Trash bars across the back of all drain inlets. ' • Stabilize all disturbed soils in, the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • ` Siabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks ' and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to , insure the continued effectiveness of your BMP's.- 3 K:\BUILDING\2011Wpproved forms\Res Green Bldg. formslErosion & Sediment Control Measures.doc - EXHIBIT A DRAWING' a� 1 i o ., K n p CL q I i c i Q r _ I P 3 h. O N A C 1A � tp Dr m a r 3 �q N 000000000 , I3 000000000 C �? 0000000000 3 0 V 00 000000 •� w 3 3 0 >Z. 0 3 � H O N Rm 3 p Q T T p Gl I O rr a+ "_ O r i p pto 3 Z 3 P .. i 3T O>h h P M n � Q co .h 3 M P P = cr m `° Q a m A 3 3 n M Q 3 tp < 0 -+3 O n .m40 s o rt a 3 N y • i Iry ..� - . • ♦ , �% • • • 1 KABUILDINM201 RApproved forms\Res Green Bldg. formsTrosion & Sediment Control Measures.doc 6,0 U u ❑ ❑ ❑ D a^ 3 v 2 x 5-�� o y 001 35 n c n sC d Am �' Toa m in c. D �. m 3 m 3 405 m n Z w N c 3 d n D CD y m m p H 0Oo W c n" " v Ci 33 0 C.L3 g d d a _ m g 8 m °° °Q m 3 O C Cr ca to ° m g 8 m 0 0, 1cno: o m m Q Q m' mm m S D z� s m r m c i� 0 01 m o' 3 i' v �y g s m 3 m CD o D to m m C N = y lD n 0 7 Q m ad iu � m 14 v m m n o� m C O and o g d 0 3 �n n o n C r wm> D t7 ^ m c m A Z _m 0 s� m m d� n ° < 3 m X Ne) j 0 > n N N N W n C -n a0 g o 0 0 0 o Z1n m D to m u m (A t°n 1 "1 ur N ° my o O o, �. 3 Z CL W to n N = C 3 0 ° F 0 n :r m C Z n C X m f�- S r- 1. C O p N CL CL m N Bu,rTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: O 1 7' (/no7c> - C)2,'7- Building Permit # Ao/,�ri 19.714-6 Owner Name: Owner Phone: L Jobsite Address: Project Type: 0 Construction 0 Demolition co C rt 0 CD 0 O 0 O 3 c oM °' a G r -. a) Z Eu W �. m p cx — M n 5 M 0 `O tL2 n x n (D n a ^� -i a iu N q z t, 3 O A mall�to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Contact: Company: Jobsite Phone: ( 1 MATERIAL Reuonnae Recycle DispoTonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Tonna a Tonne a .Tonne e inert Material (Concrete, asphalt) Lumber Plant/rree Debris Dry Wall Metal Cardboard Other. Other. Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) other vAttach copies of weight receipts, gate tags, or erifying information for all materials Percent recycled/reused N that were reused, recycled. or disposed. Please sign indicating that the above information is true and correct to the hest of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: •couNty• Final Report approved .(Building Inspector) Date: K:\BUILDING\2011Wpptoved formARes Green Bldg. forms\Waste Diversion -Recycling forms.doc Nelson, Carl From: Weems, Tristan 'Sent: Wednesday, December 16, 2015 3:04 PM To: Nelson, Carl Subject: ADM15-0027 Hi Carl, by my calculations 2500 cases of beer equates to 363 kegs of beer. Tristan Weems, Assistant Planner Bute"�ou Department of Development Services 7 County Center Drive, Oroville, CA 95965 ' M530.538.7601 1530.538.2953 (direct) E I F In Water Boards S ER V, Central Vajfiey- 909jonal Water QUality Control Board 18Ju',ne2015, Mr.RTIIJ Stephen -kay ' CE ED MAIL F Britishi.'Bulld6g Brewery; LLC., 7014 3490!0001 *2981 7185 14540 Camaren Park Drive Chico, i o, CA 9597`3 NOTICEOFAPPLICABILITY WAIVER OF IV REQUIREMENTS FOR SUALLI FOOD:PROCESSORSi WINERIE I S, AND ReLATED*AGBICULTURAL PR'0C'kSS'0RS INITHIN.THE CENTRAL VALLEY'REGION ORDER. R5-2015-00.05-0039 BRITISHBULLDOG -ijREWERY,- LLC:, : BUTTE COUNTY On:5 February 2015, the Central Valley Regional Water Quality Control Board'(Cerittal . Valley Water Board) -adopted the Conditional Waiver of Waste Discharge Requirements for Small Food .Processors, ylligeriesj-, ,jario Related Agricultural Processors within theCentral Valley Region, Order R5`=2015-01305 (the Waiver:). • We are in rie'ceipt.'.ofyour Notice of lntent.(NOl):dated 11 Ju6e 2016'Whi6ft-Atated that you intend to!.,coMpfyv4h. ffie,opriditions, of Tier 1 of the Waiver, for the -discharge ofbrewery waste Chico, application ion of u , at -1454.0, CarhAron Park Drive, Ch' o, Butte County'.. Tier, 1 allows land ic p to 10;000 gailons.ofwastewater per year for irrigation of landscap-inor crops and land. application g., of resJdqal:so,1ids associated with, that volume_ of wastewater. Any prdcdss:jwastowater or residtizil'solids generated in exlces's�6f-thoge amounts must be disposed of off site at an appropriately permitted -facility. If y6u,wish-to, land apoly,rh&e. wastewater 6rresidual solids, you'mUst submit new a plitatlomandAhe-,applicable fee and obtain coverage' under Tier 2 or 3 of:the Waiver prior to incr6a§ing,the discharge volume. Basedonthe information provided in the N01, we: have dete rmn-e,d:t.hatth,e,dischargpme.etsth,e required .dbidiflon6..fdrapproval Urder.theWaiver, YOU are hereby assigned. '115-2015-0005,004A copy of the -Waiver.isenclosed and is also aVailableon the 6ternet at:. http-:/Iw—ww.waiei6oards.ta.gov/cehtra , lvalloy/board . decisiong . . adoptedord erg/#waivers ''I''" Please familiarize yourself with the contents of the Waiver, - ino Ud, ing the Conditions of, Discharge, (Waiver Attachment, A) and Monitoring and Repotting Program (Waiver Attachment 13).. Winery Waste must be, managed, and discharged in acdordance,.with,,the requirements contained -i hoGbnditiong-of.Dischb179e,and-W.iih-th6-.:ihf6rmatid'n-su -.ittdd'-in.the-.NO,. Kiiftl E., bbdLEY SCO, P.E., 2cmln i PANIELA.C. CALCDob i X6, BCEE. 6xaCuT'1VE.0'FF1CSR :364 Knollcro6T DrIVO, S.Ulta 205, Roddl.ng, CA 9600.2 1 MIIW.Wnterboards.co.gov/contFal.valley C1 ftGCyCLC0.NP1h eamu'40 G: &ncmm jm 00VEPNO1 MAUNEW RGOMMAZ cul acconrAff 70' CAVIROUMVirm: poon1mcm Mr.RTIIJ Stephen -kay ' CE ED MAIL F Britishi.'Bulld6g Brewery; LLC., 7014 3490!0001 *2981 7185 14540 Camaren Park Drive Chico, i o, CA 9597`3 NOTICEOFAPPLICABILITY WAIVER OF IV REQUIREMENTS FOR SUALLI FOOD:PROCESSORSi WINERIE I S, AND ReLATED*AGBICULTURAL PR'0C'kSS'0RS INITHIN.THE CENTRAL VALLEY'REGION ORDER. R5-2015-00.05-0039 BRITISHBULLDOG -ijREWERY,- LLC:, : BUTTE COUNTY On:5 February 2015, the Central Valley Regional Water Quality Control Board'(Cerittal . Valley Water Board) -adopted the Conditional Waiver of Waste Discharge Requirements for Small Food .Processors, ylligeriesj-, ,jario Related Agricultural Processors within theCentral Valley Region, Order R5`=2015-01305 (the Waiver:). • We are in rie'ceipt.'.ofyour Notice of lntent.(NOl):dated 11 Ju6e 2016'Whi6ft-Atated that you intend to!.,coMpfyv4h. ffie,opriditions, of Tier 1 of the Waiver, for the -discharge ofbrewery waste Chico, application ion of u , at -1454.0, CarhAron Park Drive, Ch' o, Butte County'.. Tier, 1 allows land ic p to 10;000 gailons.ofwastewater per year for irrigation of landscap-inor crops and land. application g., of resJdqal:so,1ids associated with, that volume_ of wastewater. Any prdcdss:jwastowater or residtizil'solids generated in exlces's�6f-thoge amounts must be disposed of off site at an appropriately permitted -facility. If y6u,wish-to, land apoly,rh&e. wastewater 6rresidual solids, you'mUst submit new a plitatlomandAhe-,applicable fee and obtain coverage' under Tier 2 or 3 of:the Waiver prior to incr6a§ing,the discharge volume. Basedonthe information provided in the N01, we: have dete rmn-e,d:t.hatth,e,dischargpme.etsth,e required .dbidiflon6..fdrapproval Urder.theWaiver, YOU are hereby assigned. '115-2015-0005,004A copy of the -Waiver.isenclosed and is also aVailableon the 6ternet at:. http-:/Iw—ww.waiei6oards.ta.gov/cehtra , lvalloy/board . decisiong . . adoptedord erg/#waivers ''I''" Please familiarize yourself with the contents of the Waiver, - ino Ud, ing the Conditions of, Discharge, (Waiver Attachment, A) and Monitoring and Repotting Program (Waiver Attachment 13).. Winery Waste must be, managed, and discharged in acdordance,.with,,the requirements contained -i hoGbnditiong-of.Dischb179e,and-W.iih-th6-.:ihf6rmatid'n-su -.ittdd'-in.the-.NO,. Kiiftl E., bbdLEY SCO, P.E., 2cmln i PANIELA.C. CALCDob i X6, BCEE. 6xaCuT'1VE.0'FF1CSR :364 Knollcro6T DrIVO, S.Ulta 205, Roddl.ng, CA 9600.2 1 MIIW.Wnterboards.co.gov/contFal.valley C1 ftGCyCLC0.NP1h JUL r, Mr; Stephen Kay -2- 16 June 2015 British Bulldog Brewery., LLC. DEVt L•t�l .MENT _ SE l -. tZVtt FS MONITORING AND REPO RT1lNG i AttachmentB of.the Wauer includes spe'cific'rnonitoring and reporting requirements that you , -must'camply-with; including routine monitoring aM _ porting to:the Central Valley VI/ater Board. Please review the Monitoringand Reporting Program closely and establish the appropriate .record keeping system so that you are able to'complete the required Annual Monitoring Report form, which is also coritainedin Attachment B of the: Waiver. By.February'tof"�a' h=year; the• -Annual M6hitoring Report must be submitted to aur officei-even if there is no discharge'during the reporting Yourfrst Annual'IVionitonng Report is due by 1 'February 2016.' ,GENERAL INFORMATtt N-APID REQUIREMENTS' The Order includes.specific and general' condtonswliitfi.which you must comply and you must maintain control over the,'discharge,and operate in accordance with.the inform atiomprovided. in; your,NO1 and this Notice of Applicability (NOA). Ploase,revieW'this NOA carefully to ensure.,that., it completely:and,accurately reflects the facility name; ownership, and location of the proposed discharge. Failure:to comply with the requirements of,the:Waiv®r may result m:enforcament; action as authorized by provisions of the Califorrna,Water Code, :which could include civil -liability Di wastes�not described in the,NOI is prohibited. Please note`that the Waiver will ekpire on 5 F+ bruary. 2020, after whi6 you must do one of.the following:: 1. Submit a new NOivith�a filing.fee (if'required) to.obtain coverage, under a subsequently:adapted .waiver.; or 2:. Submit 6'f\!01 with.a filing -fee to apply for individiaal:or;general Waste Discharge;Requ cements -or 3: :Cease' ihe.discharge. !~DOWIV9EN'TSUB iTtAL;6 All. Monitoring reports aod'-other:correspondence should be converted'to:searchebie Portable, Document Formats (PDF) and submitted electronically: D6cuments,that•are.less than''50 MB r should be emailed`tot centralvalleyreddingic�wat®rbaards ca:gov' ma led tee the footer address' belowr sF ouid be �transferred;to a CD; DVD, or flash. drive.and lf'yoa-have.any, questicns,;.aboutthe Waiver; or if you find it necessary. to make a change to; your: permitted operations, contact:, Falkowsk'i'at (530).224•-3227 or at Rory.FalkoWski@waterbb� rds.ca.gov or°the'footevaddress below.' lfor)'PAMELA. C. CRE5DON Executive: Officer Enclosure:. Conditional Waiver of WL -Rs, Order k5-201,5-0605 ,` •cc B�ut�.e_C�.unt�Eny�,r_a�tm8ntalJ�eaLth,::Chca • •:. Y - _ .. R 1Rt35\R5R5ection�N Central Vall6VlaCr6as Sedtidn\Cl6dc.61NWDR NON=15 UNIT1RFAlk6VgkRDiiAF'i'S 2015\8ni ish.9ulldog Br,64Vr NOA 2014-0005 DWQ dock KARL E..LONOLLY Sq D'; P..E.,'CnAIR i. PAGICLA C., CaEE00N P,. —BIC, EE,EXECUTIVEwt:ige" -.� 364 Knollarest Drivo, S06 203, Seddlrig•,CA 06002 I; W%ijw.wniorboaidA:co.0ovloontralvalloy! •_ .. .:E^3.secrcLn:envea , 1 , 14540 Camaren Park Dr Google'm s Page I o.f.,l Butte County f,)epartment of Developrnent. il.k.rvicts PERMIT,CENTER 7 County Center D'rive'.: Oroville, CA 95965' .Main Phone (530)538-7601 PeriiiitCenter ,Phone (530)53R-6861 Filx(530)5i8-7795 A L I f 0 .4 N I A r SMALL MICRO -BREWERY FACILITY A '�PEMVIJ -(BCC 4:75ETSEQ.) DMINISTRATIVE, T FORM NO PLA -14: A I PVLICAN`F:�8 NAN,11',� 1 p 'If 1. (-).N E N Q M 13 1"R Bri.tis.h.Bulldog Brewery; LLC; 1 530 8k-8759 M A I I I N 0; A DD R ESS CITY S I zi V CODE; 14-540 C-amaren Park,Drive 'Chico CA 95973 .,,steveO-britishbuildogbrewery.:Com ... ....... 111 - - )IROVERTY OVINE.R (if7differeni ftom the applicainL ASS6SS,0WSz1iA1ZCI',-'L NON113fi-IR Stephen Kay 0000 SITE ADDRESS ury f ray C 1.) r. 14540 Cam_ wren Park Drive_ Chico CA S'IZI'.'. or PIZOPI-,. EXISTING LAND USI,3; oN.srri: TAST ING? 'SALE OFJOOI) PRODUCTS? 53 .:AcresRR5 0 YES DNO 0.l'.ES- CKNO (describe belnw) T I OFTWODUC-1-TROUSSED PER - SALE, 0 1., m ri:fw 1-1 A N 1) 1 S E9 ,FL00,ik-A1t1!-A-(SSf) T) AWWN t 'j �1't?AR tC AShStlitJ L'fl,aa)Y o Yr -.s X NO (describe bulolv) 1 580 S4, Ft, W15SCRIPTION OFVI 701;GiLT5 ;(7;f MTY, PRODUCTS , an&SYRIXTURES (use separate sKeclirilecessary) Please refer to Home Occumiti6nSurnmary for detailed :-activity, .p u structures 11 int Fill ,, '. .)c1!!Y�, fit a set:to �l��WqNv (p�g� Tl:� , I �Z" ytj 6 Y_roy,the t.uu.nt5 tet al lith any «` 04-4 1)A 1 'I I June .12th -,,-201,15 13. jPIk0JF,CT N UMWbR- W)NE 01STRICT rimilow;. p,t-".im,.r NUM.111""R ATW00-7 L TZ R B? 1 0 NTS 0 NO. ZONINC ADM IN ISTRATOR APPROVAL P 6 Init . I , qife -u -n i i efits --R6Vef*s&) J-lu IIEVU�,OPNI ENT, 30 4. A maxiinurri ol*7-,,500 cases,of.licer may be,prodtfccd or bottled,,per.year.. 'C3)rowing and ag `cuiturlil,proclttcts suitable for eis n1lowed.. p� it • ssing.,:aildbottling.011A ri6iltural products!suiitiablp rkthe ad'vicro.brcwery Facilily. giown:or —Sh'iplipo -Froni on or off the prcini5cs, is allow6d. 4.- Tfib :06ra. I size 6C t1i'd sit bj&t. O'ro&rt�'�'shal I b� ma irit ai rtcd'4v&'mI'nTmui term o('1111.1; - I .. . -1 1. . .% - , . i- . .", It, "-.- ..' permit. Stile b.f, beer: Fo,r.6fr_§itC d6n.suillptionjis a I 10 %ve (L. Dalt; o - filierchandise rel'aw'd ti"illu facility is allowed. :'Safe oif_66d proiftids as'sociialed*w4li-the Cici lity is tilk)-we'd,firovided th4 focid serviiiis:fitid'l)t-oduets'iire.-iii compljfvndd With thd 13-itte County EriVirotimenta.1 Health. Ti Oroci6outasti fig t Ka. t involveA,seiving, beverages to.the alllplingtlle.product is allowed, tl�r . ovide'd tasting: is limited tib.thr.6�c (3) days'a week: dote 1reqt ie , fit ta .' sfini'Iyiav,bd'4llmupd'_ witli,the 4pproval of a iv1utar'U,e Permit. -Tour"Valls are aIlOXV'Cd t'O.VisittheSilcilit.y. T6111- buses are prohibited from visiting the faci.lity., unless a \14inor Use rn ivis-approved. Tour'b`ti'ses and vatic slial I noL*. -re th'all. 10 'rt,-Iir buses Grid 4-11 6. ;A A ;;tI A f�f�0.0111 A j 1 A U .�I.P. C 0 C Fk. -.L; .. Orn rouix ar ris. :9: Special events -,-such as weddings.,dance.s, assemblies and Craft fairs, arenot allowed unless it Min Ilse C se Permit. i's if ,pproveq. o All 9 Pp s.ijpage associatod with the;-fWeili.t. "liAll be.con§kt' fit �.Vith illeiriti- Cha Article Y pi& 24, facility shall be licensed by t . he'State of Cali i Forni -o r M coho I Boycrago. 6ntrol,'Liccnqc' Typo 23 --ill B - ei-Malitifil, tuliir): .. a n . d.,obtain-the necessary Alcoko-I -a" id To 6a"ec '- Tlix and Ti-ndeBura t, ("f 'f pernjit. c 0 a ?Flfo'.IopOrator or land oWur.0,,' n icro"-firewery shill provide tllq'Bdtte County, Department of Development Services with copies reports suUtnittO" 14 pros ssing vCo1-and oversig ,Micro fe %,ve r,,'! pr 0 'viistetvater and perinitting, sight by the I-I'ourd. Tt I' o i i�s, , _fippHqqtfL:'s respoiisbjli'fy� ( contact the Biliwd, and ill rowille Stat�, prior the Milkn ig Perini ::by the 'f6bt4jn An.�. - , , i - It Co 1,5, ,On.msite parking -will be,provid'ed for in.ac.cordiince With the"'Wincrics and Olivc:,Oil, FrUit afid.Niif, Micro-. ` r 24,.ArtiCl6 19'(Pq*i- , kiiiA'arid Goading}. 6rV,a6d m Distillery Fiicill Ics category mWe. I '),hb Zdfjin_g Administrator 'n' k '6riw` Lof"thig,'Adi1-1 'if f, if may„ � N v 0. C its ap T Tn.liustrati,ve, er.; 10 fig applies. The4opt.i.6arit orpro'perty iiH=ncr has Mt6r&I t,hd'cir6udst'd&e§ under tVhidi the if degree - that, Otte' or more of'thefindings required to onger- eAnade- '11). Nriftitlissifarice Was b sed`bi misrepresentttion by.thCRP t 'thd onlirfis�mori. of.a'inaterial, _pIjqa"n 'jbi-o-ugh Oifc or, m6wof the per ifflCcond itiqiis' of approval havic lfqt� beciv coib'j)iedlivitil. orl6ifili6d; The, applicant or property owwor,has Riileij.or refused"to aliow inspections -for, complitince- '6- Improvements authorized 'by.;tl . i. . t pLcrTiit arc in vii) la kv .61-dillace, Q regulation, or statute; of Thc;6 se is - beingoperatqd hfa inamier wllictl,coiistitotcs,n,iittisan.ce. C. 1 0, NTV Jul. - _A';PP ;jic iV Init. I ials, IA "a�lf S_ 2 ell' 2 Ik' 11 t DANIEL J. DOBBIE Professional Engineer Mail: P. O. Box 2156 Delivery: 15925 Renee Way Flournoy, CA 96029 (530) 833-5423 Mobile:(530) 840-4741 dandobbie�i�dm-tech.com February 15, 2016 Job No. 15038 Butte County of Development Services 7 County Center Drive Oroville, CA 95965 Attention: Philo Hunt, Plan Check Engineer Re: Kay Utility Building, 14540 Camaren Park Drive, Chico, APN 047-610-027 Plan Check Responses Mr. Hunt, Following are itemized responses to your plan check dated January 11, 2016: NON-STRUCTURAL COMMENTS: Fire Sprinklers classification on cover of plan check: County indicates "Yes". However, please note that no fire sprinklers shall be installed in the new building. 1. Completed by owner. 2. For waste water compliance see note added under Site Plan on sheet 1. 3. For scope of work description and sheet index see additional items on sheet 1. There shall be no deferred items for submittal, also noted on sheet 1. Also, please see owner's Home Business summary on sheet 4. 4. Volume and dimensional units are now shown at cut sheets on sheet 4. 5. Equipment specifications and installation instructions shall be provided to Butte County per note added to the floor plan on sheet 2. 6. Additional T-24 provided to the County by the owner. 7. North Arrow on the floor plan confirms building orientation, see sheet 2. 8. Use of pool as cold liquid source is not special or experimental as defined under the Alternate Methods and Material Form. Use of a standard commercial brewery chiller plate prevents any cross contamination risk in accordance with CPC Chap. 6. Chiller plate cut sheet appears on sheet 6. 9. See item 8 above. 10. A window and door schedule is now shown on sheet 5. 11 A signage schedule is now shown on sheet 5. 12. A nail and fastener schedule is shown on sheet 5. BUTTE 13. Attic venting calculations are shown on sheet 3. COUNTY 14. A roof layout by the truss manufacturer has been provided by the owne . FEB 19 2016 15. The attic access is now shown on the floor plan on sheet 2. 16. Floor drain compliance with BCEH per drain cut sheet shown on sheet 5. DEVELOPMENT SERVICES (2j-� �� Yo - s - 0 ;Ii 17. Floor minimum slope requirement is shown on -the floor plan on sheet 2. 18. A cleaning chemical schedule is shown on sheet 5. Cleaning chemicals shall be stored under the basin sink in the brewing room. 19. No bulk grains shall be stored in this building as noted on sheet 1. 20. Product transfer is accomplished by hoses and chugger pumps as noted on sheet 1. 21. Fire extinguishers have been added as shown by note and symbols on the floor plan sheet 2. 22. Storage of hazardous materials shall not exceed permitted limits as noted on sheet 1. 23. Additional cooling lines to pool, hop beds, composting bin, and trash receptalcles have been added to the Site Plan on sheet 1. 24. Maximum height of building shown at west elevation on sheet 2. 25. The 4 foot wide door in the brew room has been changed to a hinged door in compliance with egress requirements. Exit signs have been added at the two doors providing egress show on sheet 2. 26. See item 25 above. 27. Both areas of egress in the building are exited through the exit doors in each room. Exit signs have been added to both locations as shown on sheet 2. 28. No fire barriers, fire partitions, shafts, or smoke barriers occur in this building. 29. No building elements of construction are required to have fire -resistance per note on sheet 1 referring to the Fire Protection Analysis. 30. Exit paths of travel from building exits to the safe dispersal area are shown at the Site Plan on sheet 1. 31. See item 10 above (redundant). 32..Door and window hardware is shown at the schedule on sheet 5. 33. The finish schedule appears on sheet 2. 34. See item 33 above. 35. Detail 3/3 indicates 6" minimum between grade and bottom of wood framing, sheathing and.siding. 36. See item 12 above (redundant). 37. All windows shall comply with chapter 24 as shown in note 1 under the Floor Plan on sheet 2. .38. See item 13 above (redundant). 39. No equipment occurs on the roof of this building. ACCESSIBILITY COMMENTS: AC 1. This building is Chapter 11 B exempt as an employee work area. . AC2. See item AC 1 above. AC3. See item AC 1 above. AC4. In addition to item ACI above a note indicating that this building is for private use with no right of access to the general public has been added under the applicable codes note on sheet ACS. See item AC 1 above. AC6. See tactile exit signage note under floor plan on sheet 2 and detail shown on sheet 5. ACT See item ACI above. AC8. See item ACI above. .. r MECHANICAL COMMENTS: Ml. A plan has been added to separate the mechanical, electrical and plumbing from the floor plan and is found on sheet 2A. M2. See note added requiring a sign in the brew room to turn on the manually switched exhaust fan. M4. No restroom are provided in this building. M5. See item M4 above. M6. Designs for 3'x3'xl'galvanized hoods and 8" ducts through roof at gas fired tanks in the brew room shall be included with submittal. See sheet 2A. PLUMBING COMMENTS: PI. A plan has been added to separate the mechanical, electrical and plumbing from the floor plan and is found on sheet 2A. There will be no vent system required. See plumbing materials schedule on sheet 5. P2. A wall -mounted water heater has been added adjacent to the basin sink on sheet 2. P3. Not applicable. P4. Not applicable. P5. No hazardous materials are to be stored in this building, therefore, emergency eye and shower equipment is not necessary. P6. Gas plumbing lines along with size and type are shown on sheet 2A. ELECTRICAL COMMENTS: El. A plan has been added to separate the mechanical, electrical and plumbing from the floor plan and is found on sheet 2A. Also, see note that strip lighting shall be double switched on sheet 2A. E2. A note indicating that all circuits except freezer circuit shall be WP/GFCI has been added under the plan title on sheet 2A. E3. Not applicable. E4. Not applicable. T-24 ENERGY COMPLIANCE COMMENTS: T I. Done. T2. Not applicable. T3. Done. T4. See note E1 above. T5. Per page 15 of 38 of the T-24 compliance documents, transfer air requirements are not applicable. CGBSC "CALGREEN COMPLIANCE COMMENTS: CGI. BCBD shall provide summarized form for completion. CG2. See item CG 1 above. CG3. See item CGI above. J• STRUCTURAL COMMENTS: 1. Truss calculations have been provided. 2. Roof framing plan provided by the truss supplier. Roof sheathing, nailing and details shown at detail 1/3. 3. No mechanical unit occur on the roof. 4. Notes have been added to sheet 2 indicating the manufacturers of the tank equipment. 5. Separation distance has been added to sheet 2. 6. A note indicating the agency providing special inspection of the bolts installed in concrete has been added under Special Inspection on sheet 1. Thank you for providing plan check review on this project. Respectfully, Daniel J. Dobbie, PE C42028 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Office (530) 538-7785 Fax www.buftecounty.net January 11, 2016 Craig Johnson ° 2990 Highway 32 , Chico, CA 95928 Assessor Parcel Number: 047-610-027 Owner: Stephen and Alison Kay Building Permit Number: B15-3048 Plan Check #1 Description: Brewery Building (ADM15-0027) Occupancy Classification: F-2 Construction Type: V -B Stories: 1 Fire Sprinklers: Yes Building Total Area: 924 sf. Flood. Zone: X per 0600 7C 0300E F.I.R.M. dated January 6, 2011 Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two complete revised sets of plans for re -check. NON-STRUCTURAL COM IENTS: 1. Please contact Mark Michelena at (530) 538- 7376 to schedule a meeting with the Economic Development Assistance Committee (EDAC). Other departments attend these meetings and provide helpful information to assist you with the review process. 2. Please provide plans, details, and notes demonstrating compliance with the gray water requirements of the Butte County Environmental Health Department and the 2013 California Plumbing Code. 3. Please provide a Scope of Work and describe the use of the structure on the cover sheet of the plans. Please provide a plan sheet index and specify any deferred submittals (for equipment, etc.) on the cover sheet of the plans. 2013 CBC Section [A] 107.3.4.1. 4. Please provide volume and dimensional measurements in U.S. Customary units. The plans show SI unit measurements. 5. Please provide equipment listings and installation instructions for equipment used in this building. 6.- Please provide an additional signed Title 24 energy report. Only one was provided with the intake set. 7. Please indicate North direction on the floor plan to confirm building orientation. 8. Please complete an Alternate Methods and Material form for the review of the use of existing swimming pool as the heat exchanger for the coolant lines from the equipment in the building. Please provide plans and details and description of the system with this form with this review of the proposed cooling system. 9. Please show on plans how cross contamination is prevented, complying with methods in the 2013 CPC for the coolant lines and heat exchangers. Provide plans and details of this system on the plans. 10. Provide a window and door schedule with door hardware on the plans, identify each window and door on the floor plan or elevation. 11. Please provide a signage schedule on the plans complying with 2013 CBC Chapter 10 and Chapter 11. 12. Please provide a nail and fastener schedule on this plan abridged for the applications in this building. 13. Please provide attic ventilation calculations for this building. 14. Please provide a roof layout diagram on the plans. 15. Please show location of attic access on the plans. 16. Please verify floor drain system complied with BCEH requirements. 17. Provide verification and note on plans slope of floor will not exceed 2% for compliance of 2013 CBC Chapter 11B requirements. 18. Please indicate quantity and type of chemicals used for cleaning processing equipment and show location where these materials will be stored. 19. Please show on plans where bulk grains and, malt and other ingredients and items are going to be stored in this building. 20. Please show how product in each process is transferred. Are there additional plumbing or mechanical features used to facilitate product transfer, such as an overhead crane or plumbing? Please show on plans and provide details. 21. Please contact the Butte County Fire Department to determine their requirements for the proposed structure. Butte County Fire is located at 176 Nelson Avenue, Oroville and their phone number is 530-538-7888. 22.. Provide a note on the cover sheet of the plans indicating any hazardous materials that will be stored and/or used in the building which exceed the quantities listed in 2013 CBC T-307:1(1) and T-307.2 (2). 23. Please provide a complete site plan showing all items specified in the attached Site Plan Requirements. Be sure to identify the locations and uses of all structures on the site and show any parking areas, driveways, employee restrooms, accessibility, path of travel, etc. Show the existing swimming pool and show all ancillary features on the site plan. These include but are not limited to, antennae, trash receptacle or bin location, propane tank, and significant landscaping features. 24. Clearly show the maximum height of the building as defined in 2013 CBC section 502.1., • 25. Please indicate on plans compliance with egress requirements. Please verify compliance with the following sections of the 2013 CBC. 1003.6, 1005.7.1, 1006.3.1 , 1008 Doors, the entire section 1011 Exit signs and all other applicable sections of Chapter 10 of 2013 CBC. 26. Please show how egress compliance is achieved for barn style doors complying with 2013 CBC chapter 10. 27. Provide path of egress continuity on plans. Please show compliance for emergency egress access from all areas of building directly to the outside without traveling through intervening rooms, (2013 CBC Sections 1003.6 and 10 14) or using unconventional doors or door locks and laches. (2013 CBC 1008.1.9 28. Clearly label and identify on plans fire walls, fire barriers, fire partitions, shafts, smoke barriers and smoke partitions along with their fire -resistance ratings. 29. Provide listed details for fire resistant elements of construction. 30. Please provide and show an exit path of travel "Exit Discharge" from both exits to the public way access. 2013 CBC Section 1027. (The exit discharge route of travel to the public way requirement can be accomplished by providing access to a safe dispersal area. Refer to 2013 CBC Section 1027.5 Exception) 31. Provide a window and door schedule with door hardware on the plans or clearly identify each window and door on the floor plan or elevation. 32. Provide a door egress hardware schedule on plans. • 33. Specify wall finish materials applied to walls, ceilings and floors on plans. 34. Specify interior floor finish and floor coverings on plans. 35. ' Provide 6" separation between the wood siding and the earth on the exterior of the building. Not less than 2" above concrete. 2013 CBC Section 2304.11.2.6. 36. Provide Fastening Schedule on plans for this project based on 2013 CBC Table 2304.9.1 37. Verify glass and glazing complies with 2013 Chapter 24 requirements. 38. Provide net free venting area in enclosed attics and enclosed rafter spaces. Show calculations size and location on plans. 39. Provide and detail access to equipment on roof structures complying with 2013 CBC 904.10.3. ACCESSIBILITY COMMENTS: AC1. Please provide an Accessibility plan sheet reflecting all assessable components and accessible routes complying with 2013 CBC Chapter 11B. AC2. Please provide an Accessibility detail plan sheet for items required by 2013 CBC Chapter 11B.. AC3. All entrances and exterior ground floor exits from the proposed building must be connected to the Accessible Route of Travel to the public way. Provide an unobstructed sidewalk around the building connecting the building exits to the accessible route of travel to the accessible parking spaces and public way. 2013 CBC 11B Division 4 Accessible Routes (Refer to the comment above in regards to the required • exit discharge to the public way. The accessible route of travel to the public way requirement can be accomplished by providing access to a safe dispersal area.) AC4. Detectable warnings are required at hazardous vehicular areas. If a walk or sidewalk crosses or adjoins a vehicular way or driveway, and the walking surfaces are not separated by curbs, railings or other elements between the pedestrian areas and vehicular areas, the boundary between the areas shall be defined by a continuous detectable warning which is 36 inches wide. Locate where the required accessible sidewalk around the building crosses the drive entrances into the building. The cross slope of the sidewalk shall not exceed 2%. 2010 CBC Section I IB -705. ACS. The lockset on the Accessible Restroom Doors must be privacy type latch hardware. 2013 CBC Section I I B 604.8.1.2. AC6. Please clearly show on the plans the location of the Tactile "Exit" signage. Provide tactile exit signage as per 2013 CBC Section 10 11. 3 complying with 2013 CBC Section I IB Division 7. Tactile exit signs shall be required at the following locations:. Each grade -level exterior door shall be identified by a tactile exit with the word, "EXIT". ACT Specify doors with closers shall be adjusted so that from an open position of 90 degrees, the time required to move the door to a position of 12 degrees from the latch is 5 seconds minimum. CBC 11 B-404.2.8.1 AC8. Please provide and show an accessible sink and counter. A 30" x 48" unobstructed clear floor space (omit the cabinet doors) to allow front approach to the accessible sink is required. The cabinet doors even with the integral toe -kick obstruct the required clear floor area and only allows an • . optional front approach rather than the required front approach. Also dimension the maximum 6 '/:" deep sink. Note: Garbage Disposers installed in center drained sinks usually encroach into required knee spaces. Reference 2013 CBC Section 1113-305. MECHANICAL COMMENTS: M1. Please provide a mechanical plan. Provide a mechanical equipment schedule which must include the mechanical units, restroom exhaust fans, whole house fan if applicable. M2. Provide and show the design or required outside air ventilation. M4. Provide and show exhaust fans in restroom. Refer to 2013 CMC Table 4-4. (i.e. 50-cfm minimum) M5 Please provide on plans additional requirements for sinks and restrooms as required by BCEH for food handling and processing. M6 Please provide details and design for flues for food processing equipment. PLUMBING COMMENTS: P1. Please provide a plumbing plan showing the drain, waste and vent system, domestic water system and gas system if applicable. Please include a plumbing fixture schedule and description of plumbing system materials. P2. Please show the location of the water heater and related items. (I.e. Flue, T&P, Seismic strapping, etc.) • P3. Provide a maximum water temperature of 110 degrees at the public lavatories. Provide and show either a tempering valve or lavatory faucet that is capable of being adjusted for the maximum temperature setting. Calif. Energy Standards Section 113 (c) 3. If required by Butte County Environmental Health. P4 Please provide on plans additional requirements for sinks and restrooms as required by BCEH for food handling and processing. Please note accessibility requirements shall comply with 2013 CBC Chapter 1113. P5 Please provide all safety plumbing components required for this use and occupancy and show on plans. 2013 CPC Section 416.0. P6 Please provide pipe sizing calculations -for LPG gas line and show all equipment on plumbing plan using propane fuel. Please verify 100# tank can supply enough fuel for demand. Verify propane tank complies with DOT requirements for proposed location. ELECTRICAL COMMENTS: El. iPlease provide an electrical plan showing the proposed location of the electrical service panel and meter, single -line diagram, panel schedule with connected loads and circuit identification. Include energy lighting requirements such as switching/area controls, multi-level lighting controls in room greater than 100-sf and if applicable daylight area controls. E2. Exterior receptacles must be WP/GFCI protected. 2013 CEC Art. 210.8 (B)(4) and 406.8 (A) & (B). E3. All receptacles within the restrooms shall be GFCI protected. 2013 CEC Art. 210.8 (B) (1). • E4. Provide clearance for equipment electrical disconnects complying with 2013 CEC Article 110.26(A). (The mechanical, plumbing and electrical plans may be combined.) T-24 ENERGY COMPLIANCE COMMENTS: T1. The energy certificate of compliance documents which are applicable to this building and use. They must be signed and dated by the document author. (PERF -IC, Part 1 of 3) T2. Please note on plans any requirements from the energy certificate of compliance. T3. Please provide outdoor lighting compliance documentation. (OLTG-1C and OLTG-2C) T4. Please provide and clearly show the mandatory measures for area controls, multi-level lighting controls in room greater than 100-sf and if applicable daylight area controls. 2013 CEC (20 10 BEES) Sections 131 (a), 131(b) and 131(c). T5. Please clarify the required versus the design outside air ventilation. Refer to the MECH-3C form and please explain the "Transfer -Air" and where it is transferred from. CGBSC "CALGREEN" COMPLINACE COMMENTS: CGI. Submit a (2013 CalGreen Code) Non -Residential Mandatory Measures Check list. Please identify all applicable mandatory compliance measures, method of compliance and method of providing compliance verification. 0 • t , . ` v DANIEL J. DOBBIE Professional Engineer P. O. Box 2156 15925 Renee Way Flournoy, CA 96029 (530) 833-5423 Mobile:(530) 840-4741 dandobbie((-i,dm-tech.com December 2, 2015 Job No. 15038 Butte County Development Services Department Building Division 7 County Center Drive Oroville, CA 95965 Re: Kay Utility Building, 14540 Camaren Park Drive, Chico Dear Building Official, I have reviewed the roof truss calculations and drawings performed by Endeavor Homes dated October 19, 2015 and found them to be in conformance with the intent of my structural design for this project. Respectfully, ` OQROFESRjO� ���� P��EL J• Do, 9�F Dani J. Dobbie, P.E. 2 o ��, C42028 w No. 42028 m * Exp. 03/3Ins CML CAL1F0� 4 BUTTE CCDIVTYi BUILDING DIVISI BUTTE COUNTY DEC 112015 DEVELOPMENT v SERVICES- . SIS-3OY6 • CG2. Review the Nonresidential Mandatory Measures for the 2013 Green Building Standards (CalGreen) and show all applicable features on the plans. CG3. Provide a plan that is implemented to manage storm water drainage during construction. 2013 CalGreen Section 5.106.1. (Show on .the Site plan the proposed design.) Please see non-structural comment number 8. STRUCTURAL COMMENTS: Provide truss calculations (2 copies). Be sure to provide a truss layout sheet showing the location of each truss, hangers required at girder truss connections, truss bracing details, and specify how any multi -ply trusses will be connected together. l2. Provide a roof framing plan and reference the roof diaphragm connection details on the roof framing plan. /3. locations of the mechanical units. If supported by the roof, please provide verification from the truss manufacturer that the trusses intended to support the mechanical units have been designed to support the additional loading and provide required access and clearances to the mechanical units. 4 Please specify the manufacturer of the Fermenter Tanks, Hot Liquid Tank, Mash Tun Tank, and Boil Kettle on the plans and provide the manufacturer's specifications and installation instructions or indicate on the plans that the manufacturer's specifications and installation instructions will be provided prior to installation and Butte County inspection. 5. Specify the separation distances required between the tanks and between the tanks and the building. Specify adequate separation to avoid damaging contact during the design earthquake event. 6. Special Inspection is required in accordance with 2013 CBC for the bolts installed in concrete and field welds. The Special Inspector must be employed by the owner and approved by the Butte County Building Division.. Please provide the name of the special inspector that will be employed to provide the service. The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to bttp: iN,.iv%v.butteeount-,.-.net."dds and clicking Building Permits Status. Carl Nelson Plans Examiner (530) 538-2875 esnclsonl�cbuttecounty.net LJ Philo Hunt, P.E. Plan Check Engineer (530) 538-2130 p.h.un:t � buttceoun:ty:nct BUILDING ENERGY ANALYSIS REPORT PROJECT: Steve Kay Utility Building 14540 Camaron Park Drive Chico, CA 95973 Project Designer: BCM Construction 2990 Highway 32, Suite 100 Chico, CA 95973 530-343-1722 Report Prepared by: Donna Wallace • . Donna Wallace 399 E. 9th Avenue • Chico, CA 95926 530-893-4982 PERMIT# 86 WV BUTTE COUNTY DEVELOPMENT SERVICE . REVIEWED FOR COD COli PLIAN E DATA J f3Y — Job Number: _ 5--3c • BUTTE - COUNTY Date: DEC 1 1 2015 11/16/2015 DEVELOPMENT SERVICES The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 6.7 by EnergySoft User Number. 4997 ID: ` r • Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 1 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 A. PROJECT GENERAL INFORMATION 1. Project Location (city) Chico 7. # of dwelling units 0 2. CA Zip Code 95973 8. Standards Version Compliance2015 3. Climate Zone 11 9. Compliance Software (version) EnergyPro 6.7 4. Total Conditioned Floor Area 406 ft2 30. Building Orientation (deg) (W) 240 deg 5. Total Unconditioned Floor Area 518 ft2 11. Permitted Scope of Work NewComplete 6. # of Stories (Habitable Above Grade) I 1 12 Building Type(s) Nonresidential B. COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS § 140.1 BUILDING COMPLIES 1. Energy Component 2. Standard Design (TDV) 3. Proposed Design (TDV) 4. Compliance Margin (TDV) S. Percent Better than Standard Space Heating 12.5 32.1 .-19.6 -156.8% Space Cooling 95.8 80.6 15.2 15.9% Indoor Fans 106.3 30.8 75.5 71.0% Heat Rejection Pumps & Misc. - Domestic Hot Water Indoor Lighting 63.3 43.0 20.3 32.1% COMPLIANCE TOTAL 277.9 186.5 91.4 32.9% Receptacle 73.4 73.4 0.0% Process Process Ltg TOTAL 3513 259.9 26.0% BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 2 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 C. PRIORITY PLAN CHECK/ INSPECTION ITEMS (in order of highest to lowest TDV energy savings) 1st Indoor Fans: Check envelope and mechanical Compliance Margin By Energy Component Indoor Fans Indoor Lighting Space Cooling Heat Rejection Pumps & Misc. Domestic Hot Water Space Heating _ Penalty (from Table B column4) ! Energy Credit 2nd Indoor Lighting: Check lighting 3rd Space Cooling: Check envelope and mechanical 4th Heat Rejection: Check envelope and mechanical 5th Pumps & Misc.: Check mechanical 6th Domestic Hot Water: Check mechanical 7th Space Heating: Check envelope and mechanical D. EXCEPTIONAL CONDITIONS The building does not include service water heating. Verify that service water heating is not required and is not included in the design. E. HERS VERIFICATION This Section Does Not Apply F. ADDITIONAL REMARKS None Provided BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 3 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY Identify which building components use the performance or prescriptive path for compliance. "NA"= not in project For components that utilize the performance path, indicate the sheet number that includes mandatory notes on plans. Building Component Compliance Path Compliance Forms (required for submittal) Location of Mandatory Notes on Plans Envelope ® Performance NRCC-PRF-ENV-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-ENV-01 / 02 / 03 / 04 / 05 / 06-E . ❑ NA Mechanical ® Performance NRCC-PRF-MCH-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-MCH-01 / 02 / 03 / 04 / 05 / 06 / 07-E ❑ NA Domestic Hot Water ❑ Performance NRCC-PRF-PLB-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-PLB-01-E ® NA Lighting (Indoor Conditioned) ® Performance NRCC-PRF-LTI-DETAILS (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-LTI-01 / 02 / 03 / 04 / 05-E ❑ NA Covered Process: Commercial Kitchens ❑ Performace S2 (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC PRC -01/ 03-E , ® NA Covered Process: Computer Rooms ❑ Performance S3 (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-PRC-01/ 04-E ® NA Covered Process: Laboratory Exhaust ❑ Performace S4 (section of the NRCC-PRF-01-E) ❑ Prescriptive NRCC-PRC-01/ 09-E ® NA BUTTE COUNTY BUILDING DIVISION AOWED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 4 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xml G. COMPLIANCE PATH & CERTIFICATE OF COMPLIANCE SUMMARY , The following building components are only eligible for prescriptive compliance. Indicate which are The following building components may have mandatory requirements per Part 6. Indicate relevant to the project. which are relevant to the project. Yes NA Prescriptive Requirement Compliance Forms Yes NA Mandatory Requirement Compliance Forms a Commissioning: §120.8 ❑ ® Lighting (Indoor NRCC-LTI-01 / 02 / 03 / 04 / 05-E ❑ ® Simple Systems NRCC-CXR-01 / 02 / 03 / 05-E Unconditioned) §140.6 ❑ ® Complex Systems NRCC-CXR-01 / 02 / 04 / 05-E ® ❑ Lighting (Outdoor) §140.7 NRCC-LTO-01 / 02 / 03-E ❑ ® Electrical: §130.5 NRCC-ELC-01-E ❑ ® Lighting (Sign) §140.8 NRCC-LTS-01-E ❑ ® Solar Ready: §110.10 NRCC-SRA-01 / 02-E Covered Process: §120.6 NRCC-PRC-01-E ❑ ® Parking Garage NRCC-PRC-02-E ❑ ® Solar Thermal Water NRCC-STH-01-E ❑ ® Commercial Refrigeration NRCC-PRC-05-E Heating: §140.5 ❑ ® Warehouse Refrigeration NRCC-PRC-06/07/08-E ❑ ® Compressed Air NRCC-PRC-10-E ❑ ® Process Boilers NRCC-PRC-11-E CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-03-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 'roject Name: Steve Kay Utility Building NRCC-PRF-01-E Page 5 of 17 'roject Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 :ompliance Scope: NewComplete Input File Name: BCM13.xml H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Envelope ® NRCI-ENV-01-E - For all buildings ❑ ❑ ❑ NRCA-ENV-02-F- NFRC label verification for fenestration ❑ ❑ Mechanical ® NRCI-MCH-01-E - For all buildings with Mechanical Systems ❑ ❑ ❑ NRCA-MCH-02-A- Outdoor Air ❑ ❑ ❑ NRCA-MCH-03-A — Constant Volume Single Zone HVAC ❑ ❑ S NRCA-MCH-04-H- Air Distribution Duct Leakage ❑ ❑ ❑ NRCA-MCH-05-A- Air Economizer Controls ❑ ❑ ❑ NRCA-MCH-06-A- Demand Control Ventilation ❑ ❑ ❑ NRCA-MCH-07-A—Supply Fan Variable Flow Controls ❑ ❑ ❑ NRCA-MCH-08-A- Valve Leakage Test ❑ ❑ ❑ NRCA-MCH-09-A — Supply Water Temp Reset Controls ❑ ❑ ❑ NRCA-MCH-30-A- Hydronic System Variable Flow Controls ❑ ❑ ❑ NRCA-MCH-1I-A—Auto Demand Shed Controls ❑ ❑ ❑ NRCA-MCH-12-A- Packaged Direct Expansion Units ❑ ❑ ❑ NRCA-MCH-13-A- Air Handling Units and Zone Terminal Units ❑ ❑ ❑ NRCA-MCH-14-A- Distributed Energy Storage ❑ ❑ ❑ NRCA-MCH-15-A—Thermal Energy Storage ❑ ❑ ❑ NRCA-MCH-16-A- Supply Air Temp Reset Controls ❑ ❑ ❑ NRCA-MCH-17-A—Condensate Water Temp Reset Controls ❑ ❑ ❑ NRCA-MCH-18-A- Energy Management Controls Systems ❑ ❑ ❑ NRCV-MCH-04-H- Duct Leakage Test ❑ ❑ BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 6 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Plumbing ❑ NRCI-PLB-01-E - For all buildings with Plumbing Systems ❑ ❑ ❑ NRCI-PLB-02-E - required on central systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-PLB-03-E - Single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-PLB-21-E - HERS verified central systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-PLB-22-E - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCV-PLB-21-H- HERS verified central systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCV-PLB-22-H - HERS verified single dwelling unit systems in high-rise residential, hotel/motel application. ❑ ❑ ❑ NRCI-STH-01-E - Any solar water heating ❑ ❑ Indoor Lighting ® NRCI-LTI-01-E - For all buildings ❑ ❑ ❑ NRCI-LTI-02-E - Lighting control system, or for an Energy Management Control System (EMCs) ❑ ❑ ❑ NRCI-LTI-03-E - Line -voltage track lighting integral current limiter, or for a supplementary overcurrent protection panel used to energize only line -voltage track lighting ❑ ❑ ❑ NRCI-LTI-04-E - Two interlocked systems serving an auditorium, a convention center, a conference room, or a theater ❑ ❑ ❑ NRCI-LTI-05-E -Lighting Control Credit Power Adjustment Factor (PAF) ❑ ❑ ❑ NRCI-LTI-06-E - Additional wattage installed in a video conferencing studio ❑ ❑ ❑ NRCA-LTI-02-A - Occupancy sensors and automatic time switch controls. ❑ ❑ ❑ NRCA-LTI-03-A - Automatic daylighting controls ❑ ❑ ❑ NRCA-LTI-04-A - Demand responsive lighting controls ❑ ❑ Outdoor Lighting ❑ NRCI-LTO-01-E — Outdoor Lighting ❑ ❑ r : •r ElNRCI-LTO-02-E- EMCS Lighting Control SystemBUTT: F•= ' '' J ❑ ❑ ElNRCA-LTO-02-A - Outdoor Lighting Control ; �F'- ` '"� �' ' )` �' -" ON ❑ ❑ Sign Lighting ❑ NRCI-LTS-01-E —Sign Lighting a_" ❑ ❑ Electrical ❑ NRCI-ELC-01-E - Electrical Power Distribution ❑ ❑ Photovoltaic ❑ NRCI-SPV-01-E Photovoltaic Systems ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 7 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 H. CERTIFICATE OF INSTALLATION, CERTIFICATE OF ACCEPTANCE & CERTIFICATE OF VERIFICATION SUMMARY (NRCI/NRCA/NRCV) — Documentation Author to indicate which Certificates must be submitted for the features to be recognized for compliance (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). See Tables G. and H. in MCH and LTI Details Sections for Acceptance Tests and forms by equipment. Confirmed Building Component Compliance Forms (required for submittal) Pass Fail Covered Process ❑ NRCI-PRC-01-E Refrigerated Warehouse ❑ ❑ ❑ NRCA-PRC-OS-F- Compressed Air Systems ❑ ❑ ❑ NRCA-PRC-02-F- Kitchen Exhaust ❑ ❑ ❑ NRCA-PRC-03-F- Garage Exhaust ❑ ❑ ❑ NRCA-PRC-04-F- Refrigerated Warehouse- Evaporator Fan Motor Controls ❑ ❑ ❑ NRCA-PRC-05-F- Refrigerated Warehouse- Evaporative Condenser Controls ❑ ❑ ❑ NRCA-PRC-06-F- Refrigerated Warehouse- Air Cooled Condenser Controls ❑ ❑ ❑ NRCA-PRC-07F- Refrigerated Warehouse- Variable Speed Compressor ❑ ❑ ❑ NRCA-PRC-08-F- Electrical Resistance Underslab Heating System ❑ ❑ I. ENVELOPE GENERAL INFORMATION (See NRCC-PRF-ENV-DETAILS for more information) 1. Total Conditioned Floor Area 406 ft2 S. Number of Floors Above Grade 1 Confirmed 2. Total Unconditioned Floor Area 518 ft2 6. Number of Floors Below Grade 0 V N d V. 3. Addition Conditioned Floor Area 0 ft2 4. Addition Unconditioned Floor Area 0 ft2 7. Opaque Surfaces & Orientation S. Total Gross Surface Area 9. Total Fenestration Area 10. Window to Wall Ratio North Wall 209 ft2 oft, 00.0% ❑ ❑ East Wall 0 ft2 0 ft2 00.0% ❑ ❑ South Wall 175 ft2 0 ft2 00.0% ❑ ❑ West Wall a 175 ft2 16 ft2 09.1% ❑ ❑ Total 559 ft2 16 ft2 02.9% ❑ Cl Roof 406 ft2 0 ft2 00.0% ❑ 1 ❑ BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-03-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 8 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 J. FENESTRATION ASSEMBLY SUMMARY § 110.6 Confirmed 1. 2. 3. 4. S. 6. 7. 8. 9. � Surface Name Fenestration Assembly Name / Fenestration Type Certification Method' Assembly Method Area ftZ Overall Overall Overall c N T 01 Tag or I.D. Wood 21 NA U -Factor: 0.069 U -factor SHGC VT N bL- Roof 924 Double Vinyl Low -E Vertical Fenestration NFRCRated Manufactured 16 0.32 0.25 0.50 N ❑ ❑ 'Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Toble 110.6-B. Site -built fenestration less than 1,000 ft`, or more than or equal to 1,000jr see Reference Nonresidential Appendix NA6. z Status: N - New, A -Altered, E - Existing Taking compliance credit for fenestration shading devices? (if "Yes", see NRCC-PRF-ENV-DETAILS for more information) K. OPAQUE SURFACE ASSEMBLY SUMMARY § 120.7/ § 140.3 Confirmed 1. 2. 3. 4. 5. 6. 7. 8. V Product Type Surface Name Surface T e yp Area ftZ ( ) Framing Type Cavity R -Value Continuous R -Value U -Factor / F -Factor / C -Factor d N • T R-21 Wal17 ExteriorWall 1230 Wood 21 NA U -Factor: 0.069 N ❑ ❑ R-38 Roof Attic12 Roof 924 Wood 38 NA U -Factor: 0.033 N ❑ ❑ Slab On Grade14 Underground Floor 924 NA 0 NA F -Factor: 0.730 N ❑ ❑ R-21 Wall (Interior)16 InteriorWall 209 Wood 21 NA U -Factor: 0.065 N ❑ ❑ Status: N- New, A - Altered, E -Existing L. ROOFING PRODUCT SUMMARY § 140.3 Confirmed 1. 2. 3. 4. 5. 6. 7. Product Type Product 225 Ib ft 1 Aged Solar Thermal SRI Cool Roof CRRC Product ID Number N '^ • Reflectance Emittance Credit R-38 Roof Attic12 No 0.08 0.75 NA No NA ❑ ❑ BUTTE COUNTY BUILDING DIVISION ' APPPOVE), CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-03-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 - Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 9 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 M. HVAC SYSTEM SUMMARY (see NRCC-PRF-MCH-DETAILS for more information) § 110.1 / § 110.2 Dry System Equipment' (Fan & Economizer info included below in Table N) Confirmed 1. 2. 3. 4. S. 6. 7. 8. 9. 30. 11. Air Equip Name Equip Type i System Type Vol (gal) Total Heating Supp Heat Supp Heat Total Cooling Efficiency Acceptance Testin g - iu N - Equip Name Equip Type (Simple 3 or Qty Output Source (Y/N) Output Output Value Required? (Y/N) + q '^ I a HP - BHP Complex 4) Control (kBtu/h) (kBtuh) (kBtu/h) WC) Cooling Heating HP -11 PTHP (SplitlPhase) Simple 1 12 No 0 12 EER -11.0 COP -3.1 r Yes N ❑ ❑ Wet System Equipment z Pumps Confirmed 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. Air Equip Name Equip Type i Qty Vol (gal) Rated Capacity (kBtu/h) Efficiency Standby Loss Tank Ext. R Qty GPM HP (�N ) V d N T d - I Equip Name (if present) CFM CFM Value BHP (inch Control I a HP - BHP ' Dry System Equipment includes furnaces, air handling units, heat pumps, etc. 2 Wet System Equipment includes boilers, chillers, cooling towers, water heaters, etc. BUTTE COUNTY 3 Simple Systems must complete NRCC-CXR-03-E commissioning design review form 4 Complex Systems must complete NRCC-CXR-04-E commissioning design reviewform BUILDING DIVISION S A summary of which acceptance tests are applicable is provided in NRCC-PRF-MCH-DETAILS ®� n 6 Status: N - New, A - Altered, E - Existing Discrepancy between modeled and designed equipment sizing? (if "Yes", see Table F. "Additional Remarks" for an explanation) No N. ECONOMIZER & FAN SYSTEMS SUMMARY' § 140.4 Confirmed 1. 2. 3. 4. S. Outside Supply Fan Return Fan Air Economizer Type 9 �+ N O1 TSP TSP Equip Name (if present) CFM CFM HP BHP (inch Control CFM HP - BHP (inch Control WC) WC) HP -11 61 400 0.100 0.100 0.79 ConstantVolume NA NA NA NA NA NA ❑ ❑ ' Mechanical ventilation calculations and exhaust fans are included in the NRCC-PRF-MCH-DETAILS section O. EQUIPMENT CONTROLS § 120.2 This Section Does Not Apply CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-1611:50:35 project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 10 of 17 2roject Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 -ompliance Scope: NewComplete Input File Name: BCM13.xml P. SYSTEM DISTRIBUTION SUMMARY § 120.4/ § 140.4(i) This Section Does Not Apply Does the Project Include Zonal Systems? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) Yes Does the Project Include a Solar Hot Water System? (if "Yes", see NRCC-PRF-MCH-DETAILS for system information) No Multifamily or Hotel/ Motel Occupancy? (if "Yes", see NRCC-PRF-MCH-DETAILS for DHW system information) No Q. INDOOR CONDITIONED LIGHTING GENERAL INFO (see NRCC-PRF-LTI-DETAILS for more info)' § 140.6 Luminaire Schedule (includes all permanent installed lighting in Confirmed 1. 2. 3. 4. S. Complete Luminaire Description (i.e., How Wattage is Determined Total Number Occupancy Type Conditioned Floor Area 2 Installed Lighting Power Lighting Control Credits Additional (Custom) Allowance V N T °' Installed Watts (ft2) (Watts) (Watts) one dimmable electronic ballast) from NAB §130.0(c) Area Category Footnotes Tailored Method (Watts) C3 El Yes No 4 248 (Watts) ❑ Elec General Commercial and Industrial Work Areas, Low 406 248 0 0 0 ❑ ❑ Bay Building Totals: 406 248 0 1 see Table 140.6-C OU I I ^ Ci l i% lJ 1 V 1 1 {�' 2See NRCC-LTI-01-Eforunconditioned spaces BUILDING DIVISION - 3Lighting information for existing spaces modeled is not included in the table v R. INDOOR CONDITIONED LIGHTING SCHEDULE (Adapted from NRCC LTI 01 E)' § 130.0 Luminaire Schedule (includes all permanent installed lighting in conditioned space, and portable lighting over 0.3 w/ft2 in Installed Watts (Conditioned) Confirmed offices) Complete Luminaire Description (i.e., How Wattage is Determined Total Number CEC Default According to Tag Name or Item Ta 3 -lam fluorescent troffer, F32T8, P Watts per luminaire P Luminaires Installed Watts Pass Fail one dimmable electronic ballast) from NAB §130.0(c) A (2) 4 ft Fluorescent T8 Rapid Start 62 Yes No 4 248 ❑ ❑ Elec `If lighting power densities were used in the compliance model Building Departments will need to check prescriptive forms for Luminaire Schedule details. CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-03-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 11 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xml Sl. COVERED PROCESS SUMMARY — ENCLOSED PARKING GARAGES _ § 140.9 This Section Does Not Apply S2. COVERED PROCESS SUMMARY—COMMERCIAL KITCHENS § 140.9 This Section Does Not Apply S3. COVERED PROCESS SUMMARY — COMPUTER ROOMS § 140.9 This Section Does Not Apply S4. COVERED PROCESS SUMMARY — LABORATORY EXHAUSTS § 140.9 This Section Does Not Apply T. UNMET LOAD HOURS This Section Does Not Apply U. ENERGY USE SUMMARY Electric (kWh/yr) Natural Gas (therms/yr) Total Annual Baseline 5055.32 26.9247 Total Annual Proposed 3836.79 0 BUTTE COUNTY. BUILDING DIVISION APr'%O%V;Eru% CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Is. • xx �•'• r( :• y •- ![ ' r • s � • •FY � . � a `Y ai -. t , •r .. L y - .. i . . _�,' • y F r t y `' . r • .. F` - � ` ,,Y ., � til _ DOCUMENTATION AUTHOR'S DECLARATION STATEMENT _ ; _ �, , • -. 10 103-i 1§10-103- i certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace • Company: Donna Wallace Signature: r ' �� h e - Address: 399 E. 9th Avenue Signature Date: 11/16/2015 City/State/Zip: Chico CA 95926 ` CEA Identification (If applicable): Phone: 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: _ hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer, mechanical engineer, electrical engineer, or I am a licensed architect. 2 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or16737.3 to sign this document as the person responsible for its. preparation; and that I am a licensed contractor performing this work. 3 I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains.to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737.1.' s Responsible Envelope Designer Name: f k4.49 -o A-.,,3 Company: BCM Construction ignature: • �: . = Address: 2990 Highway 32, Suite 100 z Date Signed: City/State/Zip: Chico CA 95973. Declaration Statement Type: Phone: 530-343-1722 Y Title:License N:132 19 Responsible Lighting Designer Name: •Signature: Company: BCM Construction ' Address: 2990 Highway 32, Suite 100 r - BUTTE COUNTY Date Signed: City/State/Zip: Chico CA 95973 , , ®ISG DIVISION Declaration Statement Type: Phone: 530-343-1722 APP �9'F Title: License #: Responsible Mechanical Designer Name: - specify - .. _ Company: BCM Construction ignature: } Address: 2990 Highway 32, Suite 100 ` • ' Date Signed: ` City/State/Zip: Chico CA 959734 - a Declaration Statement Type: Phone: 530-343-1722Title: �- License M. CA Building Energy Efficiency Standards- 2013 Nonresidential Compliarice Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 r Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 13 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 NRCC-PRF-ENV-DETAILS -SECTION START A. OPAQUE SURFACE ASSEMBLY DETAILS Confirmed 1. 2. 3. 4. N '^ Surface Name Surface Type Description of Assembly Layers Notes ' Overall Ll -factor Fiber cement board - 63 Ib/ft3 - 1/3 in. Fail or I.D. R-21 Wa117 ExteriorWall Vapor permeable felt - 1/8 in. ❑ ❑ WoodGreaterThanOrEqualTol.75inThickDoor DefaultPerformance Wood framed wall, 16in. OC, 5.5in., R-21 0.500 ❑ ❑ Gypsum Board - 1/2 in. ' Asphalt shingles - 1/4 in. Vapor permeable felt - 1/8 in. R-38 Roof Attic12 Roof Plywood - 1/2 in. ❑ ❑ Air - Cavity - Wall Roof Ceiling - 4 in. or more Wood framed roof, 24in. OC, 3.5in., R-38 Gypsum Board - 1/2 in. Slab On Grade14 Underground Floor ❑ ❑ Gypsum Board - 1/2 in. R-21 Wall (Interior)16 InteriorWall Wood framed wall, 16in. OC, 5.5in., R-21 ❑ ❑ . Gypsum Board - 1/2 in. B. OVERHANG DETAILS (Adapted from NRCC-ENV-02-E) This Section Does Not Apply C. OPAQUE DOOR SUMMARY Confirmed 1. 2. 3. 4. 5. Opaque Door Assembly Name / Tag Door Type Certification Method Operation Overall Ll -factor Pass Fail or I.D. Wood Door18 WoodGreaterThanOrEqualTol.75inThickDoor DefaultPerformance Swinging 0.500 ❑ ❑ BUTTE COUNTY BUILDING DIVISION APPP0V CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-03-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 14 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 NRCC-PRF-MCH-DETAILS -SECTION START- A. TART A. MECHANICAL VENTILATION AND REHEAT (Adapted from 2013-NRCC-MCH-03-E) Confirmed 1. DESIGN AIR FLOWS 2. VENTILATION (§ 120.1) 3. 4. 5. D 7. 8. 3 3 $ Rated Capacity ^O m 9 A v �° (kBtuh) G1 Z G) D Z Z System ID G n m Z C 3 '—^ Gl Z v < n z r Min. ECM 6Z1 3 C p C � C O 1 ? n m Z m 2 1 A n Ratio BHP Cycles CONDITIONED O �+ 3 0 3 �+ 3 3 �, 3 Z No O Z m " Z 3 v 3 D < n m T Z n < N N �+ ZONE NAME C TI 3 D A a _ n m A _ D m 1 a H 1 C m N A p Z ... D r 3 3 3 1 �>. r0 3 A M O r p y r, O Z G1 3 z O Z< -z G1 52 Z G) < G M D D m 2m T r < T r D D D Z m D O v O n n r 3 O � C m Z 3 3 3 1 -Fermenters HP -11 NA NA NA NA NA N HP -11 406 0.15 4 15.0 61 61 NA N ❑ ❑ Room TOTAL 924 4 61 61 NA ❑ ❑ B. ZONAL SYSTEM AND TERMINAL UNIT SUMMARY § 140.4 1. 2. 3. 4. 5. 6. 7. 8. Confirmed Rated Capacity Airflow (dm) Fan (kBtuh) V System ID System Type Qty Economizer Zone Name N c Min. ECM N Heating Cooling Design Min. Ratio BHP Cycles Motor HP -11 PTHP 1 12.00 12.00 No 1 -Fermenters Room 400 NA NA 0.1 ❑ ❑ 1 ❑ ❑ C. EXHAUST FAN SUMMARY rhis Section Does Not Apply RI ITT r-n� v'y v � U uH D. DHW EQUIPMENT SUMMARY — (Adapted from NRCC-PLB-01) 1-t5rJIMION ,A R'% rhis Section Does Not Apply r9 U Z9 CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 tn N 0 N L6 0 Z c, 0 o E x '^ M cu o ', a 2 a �I m G1 E w �ci `° o fO LL c Z CCC o a 19 LL U 7 Cr u 0. Z V M n Ln m M 01 O U OO c � v ` 5 L Co o_ Z c O Y M a E EL Y mO U CU 0 U > 3 a ^ Cu Ln �-� Z a; CL N 0 ti v in E v u Z Q C M CL oU v a` _o E 0` U W O. CL Q 0 Z O 0 C O U LnN H O. CL 0 Z a 0 0 C O u a H H I� U W N J H W O J 1 LL cc a U U M Z a EFail ❑ E w c U Pass ❑ � LL o. u a ECMS c ' v MCH -18A LO a a y � w 0 Q N c Condenser Water o a MCH -17A Reset Controls O U C Supply Air Temp. Reset 03 c 0 N MCH -16A U C M 2c M TES Systems a`E, E o a MCH -15A N o a E d 0 M a i � Dist. Energy Storage Q ° O T MCH -14A c DX AC E U° v 0 ou ° — c Auto FDD for Air & 00 O MCH -13A Zone o .c c FDD for DX Units W MCH -12A 0 0 N v U o CL 0 0 J Auto Demand Shed S MCH -11A to C Z Control 0. 0) a Cr -a ma Hyd. Variable Flow 00, u 0c E MCH -10A Control O � ro v c o m v w M N v o. d Supply Water Temp. m W MCH -09A Reset Q > Nai mE c H U E O m M a 0 O. m WC Valve leakage FT C a Z UL MCH -08A O U M ,n J oM 0W — ~ O ? Supply Fan VAV N u CL °' o E MCH -07A 0 3 a U y U MCH -06A DCV ` N m Cv ° c nw E ¢ _ o > 0 Q U U i'n u J Economizer Controls C N ¢ «_ oy a MCH -05A Z v 0 u O CU U LL Z Z v` 0 Cr CU c ad � MCH -04A Air Dist. Ducts H Ou 0 ' W w cc OO 00 C Single Zone Unitary -C LU Z U O J MCH -03A a LL Z a cy Q CL ° +� Outdoor Air W Wu CL Q x Qv Q Qami o ° u Cr m o. Z o > c Q = C O O N a C C p 0 uvi CL w d CL Cr Q N H "' > H I� U W N J H W O J 1 LL cc a U U M Z G� �O OF5 W Z D ED Ln 0m Ln 14 Lo L, 0 N f0 v Y jo obi •O Lb 0 cc o_ u Z C 0 t O CL a m a 1i E w c U o ❑ o. u a c ' .f0. CL C Cr LO a a y � 0 Q N U 03 c 0 0 U M 2c M a`E, E o 0 N o d 0 M a i � V Q O c U° v 0 ou ° — c n p •p r 00 O 3 ` m UJ N o .c u W 0 0 N O. U o 0 J w C ° to C Z c 0t 0. 0) E -a ma w v b 0c E w ro v c o m v w M N .Q m o. d C a m Q O~ Nai mE c H O m M a 0 O. WC FT C a UL t0 O U J � V 0W — ~ O ? co Z'a CL °' o E c 3 0 3 a a o Uf C y a E a ` N m F ° c nw E ¢ _ o > 0 E Y `o C7 i'n u J E C W «_ oy C a m E a m Z v 0 O CU U WN v` 0 Cr CU c O � Z Ou 0 C Y cc OO 00 C 0 -C •° v E o O J M 0 a LL Z 0 m J cy Q Ln G� �O OF5 W Z D ED Ln 0m Ln 14 Lo L, 0 N f0 v Y jo obi •O Lb 0 cc o_ u Z C 0 t O CL a m Project Name: Steve Kay Utility Building NRCC-PRF-01-E Page 16 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xm1 B. INDOOR CONDITIONED LIGHTING MANDATORY LIGHTING CONTROLS (Adapted from NRCC-LTI-02-E) § 130.1 This Section Does Not Apply ' §130.1(a) =Manual area controls; §130.0(b) = Multi Level; §130.1(c) =Auto Shut -Off, §130.1(d) =Mandatory Daylight, • §130.1(e) =Demand Responsive - - C. TAILORED METHOD LIGHTING POWER ALLOWANCE SUMMARY AND CHECKLIST (Adapted from NRCC-LTI-04-E) §.140.6 General lighting power (see Table D) 0 General lighting power from special function areas (see Table E) NA Additional "use it or lose it" (See Table G) 0 Total watts 0 D. GENERAL LIGHTING POWER (Adapted from NRCC-LTI-04-E) § 140.6-D This Section Does Not Apply E. GENERAL LIGHTING FROM SPECIAL FUNCTION AREAS (Adapted from NRCC-LTI-04-E) § 140.6(c) 3H Room Number Primary Function Area Illuminance Value (LUX) Room Cavity Ratio (Table G) Allowed LPD (ft') Floor Area (ft AllowedWatts Confirmed Pass Fail NA NA NA NA NA NA NA 1:1C3 Nare: tnuorea memoa)orspeaal runccon Areas is nor currency impiemenrea F. ROOM CAVITY RATIO (Adapted from NRCC-LTI-04-E) Rectangular Spaces Room Number Task/Activity Description Room Length (ft) Room Width (ft) Room Cavity Height (ft) RCR Confirmed Pass Fail NA NA NA NA NA NA ❑ 1:1Non-Rectangular Spaces This Section Does Not Apply • s Note: All applicable spaces are listed under the Non -Rectangular Spaces table • BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance ' Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 Project Name: Steve Kay Utility Building. NRCC-PRF-01-E Page 17 of 17 Project Address: 14540 Camaron Park Drive Chico 95973 Calculation Date/Time: 11:50, Mon, Nov 16, 2015 Compliance Scope: NewComplete Input File Name: BCM13.xml G. ADDITIONAL "USE IT OR LOSE IT" (Adapted from NRCC-LTI-04-E) 1. 2. 3. 4. Allowed Watts Confirmed Wall Display Combined Floor Display and Task Lighting Combined Ornamental and Special Effects Lighting Very Valuable Merchandise oV, N T d 0 0 0 0 0 ❑ ❑ 5. Wall Display This Section Does Not Apply 6. Floor Display and Task Lighting This Section Does Not Apply R1 I' T9= vQ1 MITI 7. Combined Ornamental and Special Effects Lighting BUNLO n niyisif i This Section Does Not Apply APilo U n%'V � I� fid ub � il� 8. Very Valuable Merchandise This Section Does Not Apply H. INDOOR & OUTDOOR LIGHTING ACCEPTANCE TESTS & FORMS (Adapted from NRCC-LTI-01-E and NRCC-LTO-01-E) I § 130.4 Declaration of Required Acceptance Certificates (NRCA) —Acceptance Certificates that must be verified in the field. (Retain copies and verify forms are completed and signed to post in field for Field Inspector to verify). Test Description Indoor Outdoor Confirmed NRCA-LTI-02-A 'NRCA-LTI-03-A NRCA-LTI-04-A NRCA-LTO-02-A V Equipment Requiring Testing or Verification # of units Occ Sensors / Auto Time Switch Auto Daylight Demand Responsive Outdoor Controls N oTi Occupant Sensors 0 ❑ ❑ ❑ ❑ ❑ ❑ Automatic Time Switch 0 ❑ ❑ ❑ ❑ ❑ ❑ Automatic Daylighting 0 ❑ ❑ ❑ ❑ ❑ ❑ Demand Responsive 0 ❑ ❑ ❑ ❑ ❑ ❑ Outdoor Controls 0 ❑ ❑ ❑ ❑ ❑ ❑ CA Building Energy Efficiency Standards- 2013 Nonresidential Compliance Report Version: NRCC-PRF-01-E-10192015-760 Report Generated at: 2015-11-16 11:50:35 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV -MM Project Name Date Steve Kay Utility Building 11/16/2015 DESCRIPTION Building Envelope Measures: §110.8(a): Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. §110.8(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. §110.8(f): The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-13 between framing members. §110.7(a): All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swingingand sliding), and 1.0 cfm/ft.2 for nonresidential double doors (swinging). §110.6(a): Fenestration U -factor shall be rated in accordance with NFRC 100, or the applicable default U -factor. §110.6(a) ; Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site -built fenestration, or the applicable default SHGC. §110.6(b): Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). } BUTTE COUNTY BUILDIN®G DIVISION API-Jh0VED EnergyPro 6.7 by EnergySoft User Number: 4997 RunCode: 2015-11-16711:51:08 /D: Pae 19 of 28 STATE OF CALIFORNIA QUTDOOR LIGHTING ��f 'EC-NRCC-LTO-01-E (Revised 05/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 1 of 4) Protect Name: Steve Kay Utility Building Date Prepared: 11/16/2015 Project Address: 14540 Camaron Park Drive Chico, CA 95973 Total Illuminated Hardscape Area 1,470 General Information Phase of Construction: ❑ New Construction ❑ Addition ❑ Alteration Outdoor Lighting Zone (OLZ) ❑ OLZ-1 m OLZ-2 ❑ OLZ-3 ❑ OLZ-4 I have confirmed with the AHJ which OLZ applies to this site. For default lighting zone designations, see Title 24 Part 6, §10-114 LIGHTING COMPLIANCE DOCUMENTS (check box for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. ® NRCC-LTO-01-E Certificate of Compliance ❑ NRCC-LTO-02-E Outdoor Lighting Controls Certificate of Compliance m NRCC-LTO-03-E Outdoor Lighting Power Allowance Certificate of Compliance Summary of Allowed Outdoor Lighting Power Watts 1. 1 Sum Total ALLOWED Outdoor Lighting Wattage from NRCC-LTO-03-E, page 1 = 733 Complies ONLY if Installed <_ Allowed 2. Sum Total INSTALLED Outdoor lighting Wattage from NRCC-LTO-01-E, page 3 185 Declaration of Required Installation Certificates — Declare by checking all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) ❑ NRCI-LTO-01-E - Must be submitted for all buildings ❑ Field Inspector ❑ NRCI-LTO-02-E - Must be submitted for a lighting control system, or for an ❑ Field Inspector Energy Management Control System (EMCS), to be recognized for compliance. Declaration of Required Certificates of Acceptance — Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) ® NRCA-LTO-02-A - Must be submitted for outdoor lighting controls. ❑ Field Inspector BUTTF r0UNITY BUC� LDIII'Ji_i►>, i` +t l tl A IIL1 OVLi CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CEC-NRCC-LTO-01-E Revised 05/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 2 of 4) Project Name: Steve Kay Utility Building DatePmpared: 11/16/2015 Schedule of luminaires exempt from the outdoor lighting power requirements in §140.7 Name or Symbol Description of exempt luminaire in accordance with the exemptions Schedule of luminaires exempt from the cutoff requirements in §130.2(b) Name or Symbol Description of exempt luminaire in accordance with the exemptions Schedule of luminaires exempt from the outdoor lighting control requirements in §130.2(c) Name or Symbol Description of exempt luminaire in -accordance with the exemptions BUTTE COUNTY CAL)ILDING DIVISION A F 0VE® CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 3 of 4) Project Name: Steve Kav Utility Buildincl Date Prepared: 11/16/2015 A. OUTDOOR LIGHTING SCHEDULE and FIELD INSPECTION ENERGY CHECKLIST Luminaire Schedule Installed Watts Location Cutoff Field Inspector A B C D E F G H I How wattage was determined o a m Name or 3 0, N a 3. 3 X.. :3z Primary Function area in which -0 Item Tag Complete Luminaire Description T. v m R c w o � v a Mm s a these luminaires are installed a - 2O O a 1n �. v of Ql1 > C V 00 N d .. N B (1) 26w Compact Fluorescent Quad 2 Pin 37.0 ❑ ❑ 3 111 Other Entrance/Exit ❑ ❑ B (1) 26w Compact Fluorescent Quad 2 Pin 37.0 ❑ ❑ 2 74 Main Entrance ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑, ❑ ❑ ❑ ❑ 1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ RI ITT ❑ ❑ ❑ ❑ -P ❑ ❑ ❑ ❑ I I!�' Itiier�`r _ t ❑ ❑ ❑ 1 ❑ i> ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ INSTALLED WATTS PAGE TOTAL: Enter sum total of all pages (Sum Total 185 INSTALLED Outdoor lighting wattage) into 185 NRCC-LTO-01-E; Page 1 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance ' June 2013 STATE OF CALIFORNIA OUTDOOR LIGHTING :EC-NRCC-LTO-01-E (Revised 06/14) CALIFORNIA ENERGY COMMISSION *Zj'' CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 4 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: Company' Donna Wallace Signature Date: 11/16/2015 Address` 399 E. 9th Avenue CEA Certification Identification (if applicable): City/state/zip: Chico, CA 95926 Phone: 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: ' 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate_ of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be inc with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: / C Q N Aj v J Responsible Designer Signature: Company: BCM Construction Date Signed: Address: 2990 Highway 32, Suite 100 License: I 5_ 7 City/State/Zip: Chico, CA 95973 phone: 530-343-1722 Bl iTTP -COUNTY Big i.�cSION Ar; CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance June 2013 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES CEC-NRCC-LTO-03-E (Revised 05115) CALIFORNIA ENERGY COMMISSION -qkw CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E . Outdoor Lighting Power Allowances (Page 1 of 4) Project Name: Steve Kay Utility Building - Date Prepared: 11/16/2015 A. OUTDOOR LIGHTING POWER ALLOWANCE SUMMARY 1. General Hardscape Lighting Power Allowance (Site Total from Section B of NRCC-LTO-03-E) 1. 576 2. Additional Specific "use it or lose it" Lighting Power Allowances listed in each of these cells shall be identical to total allowed watts determined in Section C-1 to C-4 of NRCC-LTO-03-E. PER APPLICATION PER UNIT LENGTH PER HARDSCAPE AREA PER SPECIFIC AREA from Section C-1 (SALES FRONTAGE) (ORNAMENTAL LIGHTING) from Section C-4. from Section C-2 from Section C-3 157 + 0 + 0 + 0 = 2. 157 3. Sum Total ALLOWED Outdoor Lighting Wattage (add rows 1 and 2) 3. 733 B. GENERAL HARDSCAPE LIGHTING POWER ALLOWANCE FROM TABLE 140.7-A Area Wattage Allowance (AWA) Linear Wattage Allowance (LWA) Initial Wattage Allowance (IWA) al General Hardscape Tot Lighting Allowance A B C D E F G H I Illuminated AWA Per Name of area AWA (B x C) Hardscape Area Square Foot Perimeter Length of General Hardscape LPA per Linear Foot LWA (E x F) u" V IWA (Watts) TOTAL D + G + H I 1 a E TV-1SI M1 v E17- 9 576 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 P STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES + ;EC-NRCC-LTO-03-E (Revised 05/15) CALIFORNIA ENERGY COMMISSION - CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 2 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 C. ADDITIONAL "USE IT OR LOSE IT" OUTDOOR LIGHTING POWER ALLOWANCES FOR SPECIFIC APPLICATIONS ❑ The additional specific outdoor lighting power allowance shall be the smaller of the allowed lighting power or the actual lighting power used. ❑ Use Outdoor Lighting Zone (OLZ) that is documented on page 1 of NRCC-LTO-01-E to calculate the specific wattage allowances. C-1. WATTAGE ALLOWANCE PER APPLICATION —Table 140.7-113 ❑ Available only for qualifying locations, which include Building Entrances or Exits; Primary Entrances to Senior Care Facilities, Police Stations, Hospitals, Fire Stations, and Emergency Vehicle Facilities; Drive Up Windows; Vehicle Service Station Uncovered Fuel Dispenser ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of Location for which allowance is claimed ALLOTTED WATTS DESIGN WATTS Number of qualifying locations Wattage Allowance per qualifying location Allotted Watts (B x C) Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) 2668 Door 1 60 60 B (1) 26w Compact Fluorescent ( 1 37.0 37 37 4080 Door 1 60 60 B (1) 26w Compact Fluorescent ( 2 37.0 74 60 10080 Door 1 60 60 B (1) 26w Compact Fluorescent ( 2 37.0 74 60 Sum total allowance per application on this site:1 157 C-2. WATTAGE ALLOWANCE PER UNIT LENGTH (Sales Frontage) from Table 140.7-B ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of Location for which allowance is claimed ALLOTTED WATTS DESIGN WATTS Linear feet of Sales Frontage Wattage Allowance per linear foot Allotted Watts (B rQ Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Sum total allowance for sales frontage on the site:.1 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA , OUTDOOR LIGHTING POWER ALLOWANCES W CEC-NRCC-LTO-03-E Revised 05/15 CALIFORNIA ENERGY COMMISSION _9%W CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 3 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 C-3. WATTAGE ALLOWANCE PER SQUARE FOOT OF HARDSCAPE AREA (Ornamental Lighting) — Table 140.7-13 ❑ Allowance for the total site illuminated hardscape area. Luminaires qualifying for this allowance shall be rated for 100 watts or less as determined in accordance with Section 130.0(c), and shall be post -top luminaires, lanterns, pendant luminaires, or chandeliers. ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of area for which ornamental allowance is claimed ALLOTTED WATTS DESIGN WATTS Square feet of Hardscape Wattage Allowance per square foot Allotted Watts (B x C) Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Sum total allowance for ornamental lighting on the site:. .o C-4. WATTAGE ALLOWANCE PER SQUARE FOOT OF SPECIFIC AREA -Table 140.7-13 ❑ Allowances for Building Facades; Outdoor Sales Lots; Vehicle Service Station Hardscape; Vehicle Service Station Canopies; Sales Canopies; Non -sales Canopies; Guard Stations; Student Pick-up/Drop-off zone: Outdoor Dining; Special Security Lighting for Retail Parking and Pedestrian Hardscape. ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of Location for which allowance is claimed ALLOTrED WATTS DESIGN WATTS Wattage Allotted Luminaire Illuminated Area Allowance per Watts Code or Luminaire Watts per Design Watts Allowed Watts of Application square foot (B x C) Symbol Luminaire Description Quantity luminaire (G x H) (smaller of D or 1) RI ITTI= (` 1 ! I 1 111 1'11 i/'� 1\1 r%I r1%\1 vi Vi t �v •1���y yg P P V py Sum total allowance for specific area on the site: 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES 'EC-NRCC-LTO-03-E (Revised 05/15) CALIFORNIA ENERGY coMMI55lUN CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 4 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: Company: Donna Wallace Signature Date: 11/16/2015 Address` 399 E. 9th Avenue CEA Certification Identification (if applicable): City/State/Zip: Chico, CA 95926 Phone: 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name:6 Responsible Designer Sig r Company: BCM Construction Date Signed: S Address: 2990 Highway 32, Suite 100 License: -737 City/State/Zip: Chico, CA 95973 Phone: 530-343-1722 BUTTE COUNTY BUILDING DIVISION APPROVED CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Steve Kay Utility Building E31 11TE C01 INITY11/16/2015 Date System NameArea HP-1 BUILDING DIVISON Floor 406 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 223 Return Vented Lighting Return Air Ducts Return Fan Ventilation F 61 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK Sensible 5,172 0 259 0 1,527 307 1 2591 7,524 COIL HTG. Latent CFM 629 100 132 61 761 PEAK Heating System Sensible Output perSystem 12,000 4,862 Total Output Btuh 12,000 Output Btuh/s ft 29.6 243 Cooling System 0 Output perSystem 12,000 3,096 Total Output Btuh 12,000 -307 Total Output Tons 1.0 243 Total Output Btuh/s ft 29.6 Total Output s ftrron 406.0 1 8,138 Air System CFM perSystem 400 HVAC EQUIPMENT SELECTION Airflow cfm 400 HP-1 10,323 685 6,689 Airflow cfm/s ft 0.99 Total Adjusted System Output (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 10,323 685 6,689 Aug 3 PM Jan 1 AM Airflow cfm/Ton 400.0 Outside Air % 15.2% Outside Air cfm/s ft 0.15 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF Outside Air 61 cfm 69 OF 62 OF 115 OF 116 OF I Heating Coil Supply Fan 400 cfm A a 115 F ROOM 70 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102/71 OF Outside Air 61 cfm 79 / 63 OF 82/64°F 55/53°F 56/54°F ® U� Cooling Coil Supply Fan 400 cfm 41.8% 56 / 54 OF ROOM 78 / 62 OF EnergyPro 6.7 by EnergySoff User Number. 4997 RunCode: 2015-11-16T11:51:08 /D: Page 28 of 28 STATE OF CALIFORNIA INDOOR LIGHTING EC-NRCC-LTI-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION � CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 1 of 6) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 A. General Information Climate Zone: 11 Conditioned Floor Area: 0 Unconditioned Floor Area: 518 Building Type: ❑ Nonresidential ❑ High -Rise Residential ❑ Hotel/Motel ❑ Schools ❑ Relocatable Public Schools ❑ Conditioned Spaces 6 Unconditioned Spaces Phase of Construction: New Construction ❑ Addition ❑ Alteration Method of Compliance: ❑ Complete Building LTJ Area Category ❑ Tailored Project Address: 14540 Camaron Park Drive B. Lighting Compliance Documents (select yes for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO FORM TITLE NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. ✓ NRCC-LTI-02-E Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals. ✓ NRCC-LTI-03-E Indoor Lighting Power Allowance ✓ NRCC-LTI-04-E Tailored Method Worksheets ✓ NRCC-LTI-05-E Line Voltage Track Lighting Worksheets BUTTE COUNTY BUILDING DIVISION APPROVE® CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E . Indoor Lighting (Page 2 of 6). Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 C. Summary of Allowed Lighting Power Conditioned and Unconditioned space Lighting must not be combined for compliance Indoor Lighting Power for Conditioned Spaces Indoor Lighting Power for Unconditioned Spaces Form/Title Watts Watts ❑ Field Inspector Installed Lighting Installed Lighting NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), 0 1 248 1. NRCC-LTI-01-E, age 4 + NRCC-LTI-01-E, age 4 + 2' PORTABLE ONLY FOR OFFICES + NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a NRCC-LTI-01-E, page 3 conference room, a multipurpose room, or a theater to be recognized for compliance. Minus Lighting Control Credits 0 1 Minus Lighting Control Credits 0 3 NRCC-LTI-02-E, page 2 NRCC-LTI-02-E, page 2 4' Adjusted Installed Lighting Power 0 Adjusted Installed Lighting Power 248 (row 1 plus row 2 minus row 3 (row 1 minus row 3) 5. Complies ONLY if Installed <_ Allowed Complies ONLY if Installed <_ Allowed Allowed Lighting Power 0 Allowed Lighting Power 466 6 Conditioned NRCC-LTI-03-E, page 1 Unconditioned NRCC-LTI-03-E, page 1 D. Declaration of Required Installation Certificates Declare by selecting yes for all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title NRCI-LTI-01-E - Must be submitted for all buildings ❑ Field Inspector NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), ❑ Field Inspector to be recognized for compliance. NRCI-LTI-03-E - Must be submitted for a line -voltage track lighting integral current limiter, or for a supplementary ❑ Field Inspector overcurrent protection panel used to energize only line -voltage track lighting, to be recognized for compliance. NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a ❑ Field Inspector conference room, a multipurpose room, or a theater to be recognized for compliance. NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. ❑ Field Inspector studio to be recognized for NRCI-LTI-06-E - Must be submitted for additional wattalge j�sTE ❑ Field Inspector compliance. COUNeeoonferencing IISMIA &-* Lunula IJiV10MUMNI AE PRO i/ Elm CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA _ INDOOR LIGHTING r, CEC-NRCC-LTi-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 3 of 6) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 E. Declaration of Required Certificates of Acceptance - Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title NRCA-LTI-02-A - Must be submitted for occupancy sensors and automatic time switch controls. ❑ Field Inspector NRCA-LTI-03-A - Must be submitted for automatic daylight controls. ❑ Field Inspector NRCA-LTI-04-A - Must be submitted for demand responsive lighting controls. ❑ Field Inspector A separate Lighting Schedule Must Be Filled Out for Conditioned and Unconditioned Spaces. Installed Lighting Power listed on this Lighting Schedule is only for: ❑ CONDITIONED SPACE ❑ UNCONDITIONED SPACE F. Indoor Lighting Schedule and Field Inspection Energy Checklist ❑ The actual indoor lighting power listed on this page and on the next page includes all installed permanent and planned portable lighting systems. ❑ When Complete Building Method is used for compliance, list each different type of luminaire on separate lines. ❑ When Area Category Method or Tailored Method is used for compliance, list each different type of luminaire by each different function area on separate lines ❑ Also include track lighting in schedule, and submit the track lighting compliance form (NRCC-LTI-05-E) when line -voltage track lighting is installed. BUTTE COUNTY BUILDING D9Ex BION APPR%JvV 'IJ CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING W1 CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 4 of 6) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 G. Installed Portable Luminaires in Offices — Exception to Section 140.6(a) ❑ This section shall be filled out ONLY for portable luminaires in offices (As defined in §100.1). All other planned portable luminaires shall be documented on next page of this compliance form. ❑ This section is used to determine if greater than 0.3 watts of portable lighting is planned for any. office ❑ Fill out a separate line for each different office. Small offices that are typical (having the same general and portable lighting) may be grouped together. This allowance shall not be traded between offices having different lighting systems. Office Portable Luminaire Schedule Office Installed Portable Luminaire Watts Per Square Foot Office Location Field Inspector 1 2 3 4 5 6 7' 8 9 10 Installed If F:5 0.3, portable Watts enter W v luminaire CU YV w �-: per zero; Identify Office area in c watts in T ° square G05 x G07 which these portable Pass Fail Complete Luminaire Description Z this office 'Q foot if G06 > luminaires are installed (i.e., LED, under cabinet, furniture mounted Watts per (G02 x (G04 / 0.3, direct/indirect) Luminaire G03) GOS) (G06-0.3) ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1 ❑ ' Enter sum total of all pages into NRCC-LTI- Total installed portable luminaire watts that are greater than 0.3 watts per square foot per office: 01-E; Page 1 6(!T -r ri�IJNTY . (if!SION CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 ZU) vm Oo O -n D r r_0 c� z D Z O 1 ll .. t x Name or D Item Tag O O r G1 x d w N Z go _ r C o M'3 3 n r:3o w ori m m 30 A r-3 3 c v+ n m fDa c_ CL ro - fD P�'f E. M n o r- � � n v_ 0v' v Z ' y V T o z M z m Watts per < Luminaire A A x Z M A D M110 11 11 11 110 ❑ U CEC Default Q o 0 from NA8 M f „ Dl D 1 3. a 0 I According to m .��. a ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ a D❑ §130.0(c) CU CL C) 01 0 Number --I D Luminaires m N Total Installed A 00 OD Watts in this area (1-103 x H05) Z m 7 n m A r 3 C _ 3 p rt! 3 c S. > r CU r, 0 N O H j ) N n) N N j N M .ter N f � — S m K a T O ❑ 11❑ ❑ 11 11 11 1:1 11N fD CL 2 a M ❑ ❑ 000 ❑ ❑ ❑ ❑ O1. o ZU) vm Oo O -n D r r_0 c� z D Z O 1 ll .. t STATE OF CAL FORN A INDOOR LIGHTING " CEC-NRCC-LT -01-E Revised 08/15 CAL FORN A ENERGY COMM SS ON CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 6 of 6) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 DOCUME TATIO AUTHOR'S DECLARATIO STATEME T 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: ' ' Donna Wallace Documentation Author Signature: nn Company: Donna Wallace Signature Date: 11/16/2015 ' Address: 399 E. 9th Avenue CEA Certification Identification (if applicable): City/State/Zip: Chico, CA 95926 Phone: 530-893-4982 RESPO SIBLE PERSO 'S DECLARATIO STATEME T I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. lam eligible under Division 3 of the usiness and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). - 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: / 6' H /� f yL J Responsible Designer Signa Company: BCM Construction Date Signed: /A rif 1 Address: 2990 Highway 32, Suite 100 License: 7,371-5-7 City/State/Zip: Chico, CA 95973 Phone` 530-343-1722 BUTTE COUNTY BUILDING DIVISION APPRVEED" CA uilding Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE "Y -)v CEC-NRCC-LTI-03-E (Revised 05/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 1 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: 0 CONDITIONED spaces E3 UNCONDITIONED spaces A. SUMMARY TOTALS OF LIGHTING POWER ALLOWANCES ❑ If using Complete Building Method for compliance, use only the total in column (a) as total allowed building watts. ❑ If using Area Category Method, Tailored Method, or a combination of Area Category and Tailored Method for compliance, use only the total in column (b) as the total allowed building watts 2 (a) (b) 1. Complete Building Method Allowed Watts. Documented in section B of NRCC-LTI-03-E (below on this page) 4 TYPE OF BUILDING (From §140.6 Table 140.6-B) 2. Area Category Method Allowed Watts. Documented in section C-1 of NRCC-LTI-03-E (below on this page) X 466 3. Tailored Method Allowed Watts. Documented in section A of NRCC-LTI-04-E 0 TOTAL ALLOWED BUILDING WATTS. Enter number into correct cell on NRCC-LTI-01, Page 2, Row 1 1 1466 ❑ Check here if building contains both conditioned and unconditioned areas. B. COMPLETE BUILDING METHOD LIGHTING POWER ALLOWANCE 1 2 466 3 0 4 TYPE OF BUILDING (From §140.6 Table 140.6-B) WATTS PER (ft) X COMPLETE BLDG. AREA ALLOWED WATTS Total Area: Total Watts. Enter Total Watts into section A, row 1(Above on this page) C -1 AREA CATEGORY METHOD TOTAL LIGHTING POWER ALLOWANCES (D plus E) Watts Total from section C-2 466 Total from section C-3 0 Total Watts. Enter Total V�as)ir(iyaseotr 4t, w 2 (Above on this page) 466 13UILDING DIVISION IPROVED" CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE CEC-NRCC-LTI-03-E Revised 05/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate'of Compliance - Indoor Lighting Power Allowance (Page 2 of 4) Project Name: Steve Kay Utility Building - Date Prepared: 11/16/2015 A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: ❑ CONDITIONED spaces ® UNCONDITIONED spaces C -2 AREA CATEGORY METHOD GENERAL LIGHTING POWER ALLOWANCE ❑ Do not include portable lighting for offices. Portable lighting for offices shall be documented only in section B of NRCC-LTI-01-E. ❑ Separately list lighting for each primary function area as defined in §100.1 of the Standards. A C D AREA CATEGORY (From §140.6 Table 140.6-C) WATTS ALLOWED Location in Building Primary Function Area per Table 140.6-C PER (ft) X AREA (ft) = WATTS Brewing Room Industrial Work, Low Bay 0.90 518 466 BUILDING DIV! TOTALS 518 Enter sum total Area Category allowed watts into section C-1 of NRCC-LTI-03-E (this compliance form) 466 WATTS CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE Ii4 :EC-NRCC-LTI-03-E (Revised 05/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 3 of 4) Project Name: Steve Kay Utility Building Date Prepared: 11/16/2015 A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: O CONDITIONED spaces m UNCONDITIONED spaces C-3 AREA CATEGORY METHOD ADDITIONAL LIGHTING WATTAGE ALLOWANCE (from Table 140.6-C Footnotes) A B CZ D E F G ALLOWED Additional Wattage WATTS Primary Sq Ft or Watts Allowance Description(s) and Quantity of Special Total Design Smaller of Function linear ft 1 Allowed (B x C) Luminaire Types in each Primary Function Area Watts 3 D or F TOTALS —Enter into TOTAL AREA CATEGORY METHOD ADDITIONAL ALLOWANCES— Section C-1 .110 1. Use linear feet only for additional allowance for white board or chalk board. All other additional Area Category allowances shall use watts per square foot. 2 . Additional watts are available only when allowed according to the footnotes on bottom of Table 146-C, which include: Specialized task work; Ornamental lighting; Precision commercial and industrial work; Per linear foot of white board or chalk board; Accent, display and feature lighting; and Videoconferencing Studio lighting.. 3. Luminaire classification and wattage shall be determined in accordance with §130.0(c) of the Standards. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 STATE OF CAL FORN A INDOOR LIGHTING POWER ALLOWANCE CEC-NRCC-LT -03-E Revised 05/15 CAL FORN A ENERGY COMM SS ON CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 4 of 4) Project Name: Steve Kay Utility Building _ Date Prepared: 11/16/2015 DOCUME TATIO AUTHOR'S DECLARATIO STATEME T 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: company: Donna Wallace signature Date: 11/16/2015 Address: 399 E. 9th Avenue CEA Certification Identification (if applicable): City/State/Zip: Chico, CA 95926 Phone. 530-893-4982 RESPO SIBLE PERSO 'S DECLARATIO STATEME T I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. lam eligible under Division 3 of the usiness and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: G�fNS� Responsible Designer tur Company: BCM Construction Date Signed: I Address: 2990 Highway 32, Suite 100 License: ' City/State/Zip: Chico, CA 95973 Phone: 530-343-1722 O7 C Co t= C Zm 000 <C �n' 4 CA uilding Energy Efficiency Standards - 2013 Nonresidential Compliance May 2015 ® JOB: Kay_Steve pp�� LOCATION: Chico, Ca. M iTe L TRUSS ENGINEERING POWER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone: (916)676-1900 Fax: (916)676-1909 BUTTE COUNTY JAN 12 2016 y .liL V LL -\"t .VIF—IN I I - •SERVIC'ES _ F ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd.' P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. , This Image was created with V w TIMBER PRODUCTS TRUSSES REQUIRE EXTREME CARE IN HANDLINGp a- INSPECTION BUYER ACCEPTS THAT LUMBER AND LUMBER PRODUCTSERMIT# BUNT DE TTE COUNTY DEVELOPMENT SERVICES 105 S.E. 124th AVE. 'aj•� MAY CONTAIN MOLD SPORES, THE PRESENCE OF WHICH REVIEWED FOR - �, Vancouver, Wa. 98684 WILL NOT BE CONSIDERED A DEFECT CODE COMPLIANCE '``'" Phone: (360)449-3840 DATES By 2 4z 0 Fax:(360)449-3953 J2- J2 3• " J3, 3 - J3 Y 3 r 'i. �; w s J3 3 . s: f 3 . ' , . J3 J3 3 . 2 , . - J2 1 _ _ J1 t _ r N M '• M M M M M M M Steve Kay ' -.New Utili Buildin _ tY 9 _ T - 14540 Camaren Park Drive . ' BUTTE COUNTY Chico Ca. 95973''.BUILDING DIVISION y f .. I \PPROVED - . MiTe- ® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Kay—Steve Fax 916/676-1909 Steve Kay The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R45680025 thru R45680032 My license renewal date for the state of California is December 31, 2016.. Lumber design values are in accordance with ANSI/TPI l section 6.3 These truss designs rely on lumber values established by others. R BUTTE COUNTY 'BUILDING DIVISION APPROVE® oQR-FESS, U76 -428 v * W. 12/31/2016ti ST. CI October 19,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets ore indicated. 1 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stabifity bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See SCSI. O 1/, 6 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator T bracing should be considered. cr-2 cz-3 WEBS �aq 4 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O�•� 3 �y� ; O 0 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U ep y property interested plates 0-'A6, from Outside a �' u U oil other parties. edge Of truss. 0 0- 5. Cut members to bear tightly against each other. cr•e co -r cs-e O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software or upon request. 8. Unless othervvise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a-norrstructural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless othervvise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but C 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSIAPI1: National Design Specification for Metal 19. Review all portions of this design (hoot, back. words and pictures) use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® fficiebefore isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER r97 PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metol Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 F 1F ,1, r;t�;•., umenvm Women, vruvi , �,r, eaeoo r.wu s dm w a i s mi i es mausmes, mc. rn ua io ra: n:n rzu m rage r I D:6d9R OXwDOOFcOP s Wzi4pUT051-6QcQo KfttZ_Id Hm7 S Ff5pi S0_PZQztU ETu F98ySm vQ 1 -2-0-0 I 356 I 11-0-0 I 18-&10 22-0-0 1 24-0.0. I 2.0-0 35f 7.6.10 - 7$10 351 2.0.0 . Scale = 1:44.2 3x4 = > - 42 7 438 - - BUTTE COUNTY DI 111 MIKreN rye. 1-_- . I 3x6 = I 35: ' 11-0-0 18.8.10 Truss Truss Type Qty Ply Steve Kay' •�ob LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP R456B0025 AY STEVE AID GABLE '2 MT20 220/195 1 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.24 15-16 >999 240 BOLL 0.0 ' Rep Stress Iner NO Job Reference lootionall umenvm Women, vruvi , �,r, eaeoo r.wu s dm w a i s mi i es mausmes, mc. rn ua io ra: n:n rzu m rage r I D:6d9R OXwDOOFcOP s Wzi4pUT051-6QcQo KfttZ_Id Hm7 S Ff5pi S0_PZQztU ETu F98ySm vQ 1 -2-0-0 I 356 I 11-0-0 I 18-&10 22-0-0 1 24-0.0. I 2.0-0 35f 7.6.10 - 7$10 351 2.0.0 . Scale = 1:44.2 3x4 = > - 42 7 438 - - BUTTE COUNTY DI 111 MIKreN rye. 1-_- . I 3x6 = I 35: ' 11-0-0 18.8.10 22.0-0 35$ 7.8.10 7-6.10 I 35.6 Plate Offsets (X.Y): 12:0-4-6,0-2-11.f7:0-2-O.Edgel.111:0-4-6.0-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL '20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.07 15 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.24 15-16 >999 240 BOLL 0.0 ' Rep Stress Iner NO WB 0.19 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 149 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. ' BOT CHORD 2x6 OF No:2 G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS' / 2x4 OF N6.2, JOINTS 1 Brace at Jt(s): 6 OTHERS 2x4 DF Std - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=1625/0-5-8 (min. 0-1-12), 11=1625/0-5-8 (min. 0-1-12) Max Hoa 2=109(LC 6) Max Uplift 2=288(1_C 8), 11=288(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2782/322, 3-4=-2748/364, 4-5=700/209, 5-7=166/262, 7-8=-166/262, 8-9=-700/209, 9-10=-2748/364, 10-11=-2782/322, 4-6=1880/191, 6-9=-1880/191 BOT CHORD 2-17=204/2419,116-17-204/2419, 15-16-154/2644, 14-15=154/2644, 13-14=-204/2419, 11-13=204/2419 WEBS 4-16=0/685, 9-14=0/685, 6-16=-395/0, 6-15=0/416, 6-14=-395/0, 5-8=-814/297 NOTES 1) Unbalanced roof live loads have been considered for this design.' 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph;.TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33'plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 4) Provide adequate drainage to prevent water ponding. R)F ESS1� 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable studs spaced at 1-4-0 oc. OQ NR '•, ^A ( N1 �� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,. \Q L 8)' This truss has been designed for a live load of 20.Opsf on the bottom' chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will GO' CijP fit between the bottom chord and any other members. 76428 42S P m 9) A plate rating reduction of 20% has been applied for the green lumber members. I U 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=288, a Q 11=288. EXR, 12/3112916 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k 1k 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V FBF e, ~ nrtnhpr 1Q gr11.r, C.ontinued on nave 2 - -----' ' -'-- WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, 101OV2015 BEFORE USE. Design valid for use only with We& connectors. This design B based on upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabi ia ty of design parameters nd property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ! 8 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety information. available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights. CA 95610 f Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury - Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For lateral braces themselves 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or ollemotive T, I, or Eliminator T bracing should be considered. -_ T ci-s cz3 4 WEBS �a, 3. Never exceed the design looding,shown and never 0 stack materials on inadequately braced trusses. O !> ; ��� 3 O 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, IOCOte U eb = property interested plates 0-'A4' from outside a- �' u U all other parties. edge of truss. 5. Cut members to bear tightly against each other. c» co -r CS -6 O ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. Plate location details available In MITek 20/20 SOttWafe Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is o non-structural consideration and is the 4 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint t0-• ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design front, back, words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI t Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss' Qty Ply Steve Key property overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing �TrussType Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 845680025 KAY -STEVE A1D GABLE :Z 1 Citrus Heights, CA 95610 .leh Referenr�+ (optional) Endeavor Homes, Oroville, CA 95965 ' _ 7.430 s Jul 25 2013 MITek Industries, Inc. Fd Oct 16 15:11:47 2015 Page 2 ID:6dgROXwDOOFcOPsWzi4plyTQ51-6QcQoKfttZ_IdHrn9SFf5piS0 PZQztUETuF98ySmvQ NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 68 Ib up at 6-0-7,104 Ib down and 68 Ib up at 8-0-12, 104 Ib down and 68 Ib up at 10-0-12, 104 Ib down and 68 Ib up at 11-11-4, and 104 Ib down and 68 Ib up at 13-11-4, and 104 Ib down and 68 Ib up at 15-11-9 on top chord, and 334 Ib down and 60 Ib up at 6-0-0, 52 Ib down at 8-0-12, 52 Ib down at 10-0-12, 52 Ib down at 11=11-4, 'and 52 Ib down at 13-11-4, and 334 Ib down end 60 Ib up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-11=-20, 1.4=60, 4-7=60, 7-9=60, 9-12=60 Concentrated Loads (lb) Vert: 4=64(13) 9=64(B) 16=334(6) 14=334(6) 5=-64(B) 8=64(13) 30=52(6) 32=-52(B) 33=-52(B) 35-52(13) 40=-64(B) 45=64(B) 1 .1 BUTTE COUi�TY R-UILDING Dl,,::Ir')N • 1 . P 1 O i/ 16.E i? .t �f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. r _ property overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the r r 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 �f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for only with I•.u7ekO connectors. This design is based only upon parameters shovm, and Is for an individual building component, not C truss system. Before use, the building designer must verity the applicability of design parameters and incorporate this design into the _ property overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _8 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component .Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. �� (Drawings not to scale) Apply plates to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See BCSI. 0 2. Tens bracing Must be designed by an engineer. For lateral braces themselves -t/16 1 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or altemative T, I, or Eliminator bracing should be considered. cr-z cza WEBS 4 3. Never exceed the design looding,shown and never o a, stack materials on inadequately braced trusses. O �•� �y� 3 O 4. Provide copies of this truss design to the building For 4 X 2 Orientation, locate U eb = designer, erection supervisor, property owner and plates 0 ns' from outside CLU all other interested parties. edge Of truss. a 5. Cut members to bear tightly against each other. �- C7-8 c6-7 C-1 -6 O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with Tire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352; ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purtins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or aller truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design iback, words and pictures) before use. Reviewinngn pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate v Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty /.430 s 9u1 25 [els Mi I ek induslrles. mc. rn Vcr 16 15:11:42 2010 rage 1 Steve Key ID:6d9ROXwDOOFcOPsWzi4ply'rQ51-ISpXlcck2l MOXWzgDvgU01?d2zfblkkl4BBU UwySmvV JPly 845680026 KAY_STEVE All ATTIC 5 1 , 2.2-. 2-2=0 t 11-12 - 3-8-12 41-8 2.0.0 .. ob eee ce o t'o a Endeavor Homes, Vrovnie, GA 95965 /.430 s 9u1 25 [els Mi I ek induslrles. mc. rn Vcr 16 15:11:42 2010 rage 1 ID:6d9ROXwDOOFcOPsWzi4ply'rQ51-ISpXlcck2l MOXWzgDvgU01?d2zfblkkl4BBU UwySmvV z -o-0 016 7-10-0 10 0 11-0 0 13-2-0 41-12 17-10-822 0 0 2a o 0 2-0.0 4-1-8 3-8-12 11-12 2.2-. 2-2=0 t 11-12 - 3-8-12 41-8 2.0.0 .. .. Scale = 1:44.0 44 = BUTTE COUNTY 6 2x4 = 26 DIVISION 25 2x4 -BUILDING — 1.5x4sxa 11 ga 7 1.5X4 11 ®� ` SAM 1p 4 fizz � e � � ® ii ED 1s 1.5x4 II 28 23 3x4 3x4 3 9 22 29 2 10 ld 17 15 16 14 19 13 20 12 21 19 3x4 = 1.5x4 II 3x10 = _ _ 3x6 3x6 3x4 = 1.5x4 II • — 6x10 MT18H = I 41-8 7-10.4 141-12 17-10-8 22-0.0 4-11 3.8.12 6-3-8 I 3-8.12 41-8 i Plate Offsets (X,Y): f13:04-8.0-3-01,114:0-2-4.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.17 12-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.28 12-13 >933 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.06 10 n/a n/a BCDL 1,0.0 Code IBC2012ITP12007 (Matrix) Attic -0.11 13-14 658 360 Weight: 111 Ib FT = 20% LUMBER: BRACING _TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 JOINTS 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/size) 2=1058/0-5-8 (min. 0-1-8), 10=1058/0-5-8 (min. 0-1-8) Max Horz 2=109(LC 7) Max Uplift 2=177(LC 8), 10=177(LC 8) Max Grav 2=1135(LC 14), 10=1135(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1842/113, 34=1653/116, 45=1364/136, 5-6=296/72, 6-7=-290/81, 7-8=-1354/136, 8-9=1664/116, 9-10=-1868/113 BOT CHORD 2-15=-1411659,14-15=14/1659,13-14=0/1457,12-13=14/1608, 10-12=-14/1605 WEBS 5.16=-1470/131, 7-16=1470/131, 4-14=01473,8-13=01511, 3-15=-50/322, 9-12=53/308, 3-14=-430/61, 9-13=-439/59 NOTES 1) Unbalanced roof live loads have been considered for this design:, 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 2 and 177 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard QROFESSJ�N , ti`y�``oQI�pTNIQ c_� � w r° 76428 rmfl Qq O b TE F EN October 19,2015 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/20/5 BEFORE USE. Design valid for use only with MOeIM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing wipe Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the nb fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greeack Lyne Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property � 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is otways required. See BCSI. 0-1/1611 2. Truss bracing must be designed by an engineer. For lateral braces themselves 1 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. cr-2 C2-3 4 3. Never exceed the design loading.shown and never o stack materials on inadequately braced trusses. O!� ;3 � 4. Provide copies of this truss design to the building For 4 x 2 orientation, IOCOte ;XZa, U sb O= designer, erection supervisor, property owner and plates 0- 'AS' from Outside o- �' u U all other interested parties. edge Of truss. OF QL 5. Cut members to bear tightly against each other. C7-8 06-7 CS -6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitobty protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 Software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shoo not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. �t� ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (from, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate "' � , Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 fob Truss Truss Type Qty Ply r. -u s Jul zo 20i3 MiTek eK Industries, inc. Fa Cia i6 Ir11:44 two rage 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud Rd56B0027 F KAY STEVE Al2 COMMON1 11-0.0 1 16.2-12 22-0-011:0-0 2-a0 59-4 Vert(TL) -0.14 2-10 >485 240 52-12 BCLL 0.0 ' nce (optional) um99wr Humes, 0-i e, CA 95965 22-0-0 59.4 52-12 52-12 5-9-4 Plate Offsets (X,YI: f2:0-04I.Edoel r. -u s Jul zo 20i3 MiTek eK Industries, inc. Fa Cia i6 Ir11:44 two rage 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud ID:6dgROXwDDOFcOPsWzi4plyT051-hrxlAld aecjmg7CKKiyTA4ygmM2Dcc2YVgbYpySmvT -2-0-0 I 59-4 1 11-0.0 MT20 220/195 16.2-12 22-0-011:0-0 2-a0 59-4 Vert(TL) -0.14 2-10 >485 240 52-12 BCLL 0.0 ' I 52-12 5-9-4 2.60 WB 0.16 ,. BCDL 10.0 Code IBC2012/TPI2007 Scale = 1:43.9 Weight: 99 Ib FT = 20% LUMBER BRACING / 4x5 = • BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing 4 allalign guide, REACTIONS' ?All bearings 22-0-0 except Ot=length) 6=0.3-8, 6=0-3-8. (lb)- Max Horz 2=109(LC 7) t Max Uplift All uplift 100 Ib or less at joints) 9, 8, 10 except 2=135(LC 8), 6=142(1-C 8) BUTTE COUNTY 34), 6=401(LC 29), 6=362(LC 1) r. 72 13 8.00 12 1) Unbalanced roof live loads have been considered for this design. BUILDING DIVISION Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate 3x4 % � 3x4 � 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 3 fit between the bottom chord and any other members. 5 APPROVED 11 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "RQF ESS�O 14 QQ NA Top Chord and Bottom Chord, nonconcurrent with any other live loads. •7 LOAD CASE(S) Standard 4 26 76428 mRt EXR 12/31120161 .. / ,t ttM 3x4 = 1.5x4 11 1.5x4 II 3x4 = 15 10 16 9 17 8 18 - . 5x8 = i + 5:M i 11.0.0 I 16-2-12 I 22-0-0 59.4 52-12 52-12 5-9-4 Plate Offsets (X,YI: f2:0-04I.Edoel f6:0-0-8 Edgel f9:0-4 0 0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.11 2-10 >654 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.14 2-10 >485 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 99 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. • BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer allalign guide, REACTIONS' ?All bearings 22-0-0 except Ot=length) 6=0.3-8, 6=0-3-8. (lb)- Max Horz 2=109(LC 7) t Max Uplift All uplift 100 Ib or less at joints) 9, 8, 10 except 2=135(LC 8), 6=142(1-C 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=399(LC 25), 9=453(LC 35), 8=474(LC 36), 10=480(LC 34), 6=401(LC 29), 6=362(LC 1) r. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-299/53, 5-8=315/83, 3-10=320/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 8, 10 except 0=11b) 2=135, 6=142. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "RQF ESS�O 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the QQ NA Top Chord and Bottom Chord, nonconcurrent with any other live loads. •7 LOAD CASE(S) Standard w 76428 mRt EXR 12/31120161 .. / ,t FC1 q ' ' October 19,2015 WARNING - Verify design paramefens and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/3015 BEFORE USE. eR Design valid for use only with Wek® connectors. This design's based only upon parameters shown, and is for an individual building component, not loi. ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse vith possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses7777 Greenback Lane and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hel hts CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. I6-4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to stole) Apply plates t0 bath Sides of tfU55 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 „ 2. Tens bracing must be designed by an engineer. For braces themselves 2 3 wide truss spacing. Individual lateral TOP CHORDS may require bracing, or aftemattve T,1, or Eliminator should be considered. ibracing i c1-2 c2-3 W EBS 4 3. Never exceed the design loading shown and never c stack materials on inadequately braced trusses. O �•> ; �y� ;O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb = designer, erection supervisor, property owner and plates 0-nd� from outside rL U all other interested parties. edge of truss. 5. Cut members to bear tightly against each other. c7a C6-7 c5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MITek 20/20 software Of upon request. Unless otherwise nosed, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is o nonstructural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate. type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design back. words ing pi pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM.'" ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate , r' Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 Job Truss Truss Type 2-0-0 Ply Steve Key (loc) " Well Ud PLATES GRIP TCLL 20.0 - loty 1.25 R45680028 KAY_STEVE A13 SCISSOR 8 1 1.25 BC 0.87 Vert(TL) -0.38 9-10 >680 240 BCLL, . 0.0 ' Job R-efere ce o ionall cnaaawr Homes, urovwa, i.n aoaoo ,wu a - <O a w mi i ea ma -u-, mc. rn - io i o: i rua m i a raga i 1 ID:6d9ROXwD00FcOPSWzi4plyT051-A1UgOeedLykaO iPu1DB00d6UAe4yzBBn9P85FySmvS -2-0-0 59-15 11-0.0 16-2-1 22.40 24-0.0 2-40 59-15 52-1 52-1 59.15 210 Scale = 1:43.4 4x4 = 4 • 12 13 6.00 12 3x4 4 3 11 9 16 5x8 = 17 10 2 1.5x4 II 15 1 3x5 3.00 12 S9 -1s 11-40 16.2-1 "is 52-1 52-1 BUTTE COUNTY BUILDING DIVISION .3x4 AP®@RO W ELJ 5 14 0 8 6 N 1.5x4 II 18 7 3.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) " Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.15 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.38 9-10 >680 240 BCLL, . 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.27 6 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 91 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x4 OF No.2} BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std . • MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In.guide. REACTIONS (Ib/size) 2=995/0-5-8 (min. 0-1-8), 6=995/0-5-8 (min. 0-1-8) Max Horz 2=109(LC 7) Max Uplift2=215(LC 8), 6=-215(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2569/269, 3-4=1873/191, 4-5=1873/191, 5-6=2569/269 BOT CHORD 2-10=146/2269, 9-10=150/2274, 8-9=150/2274, 6$=146/2269 WEBS 4-9=-52/1289, 5-9=678/143, 5.8=0/346, 3-9=-678/143, 3-10=0/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 2=215, 6=215. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQtiOF SSlp/V ,P -p f N10 h� FG) Cj7%6428 m 0) X EXP, 92/31/2 6 FqF CA0 October 19,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design B based only upon parameters shown, and Is for an individual building component, not . - atruss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Re - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensionsare in ft -in -sixteenths. (Drawings not to scale) Apply plate' to both sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. 1 0 0-/1 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 6 1 2 3 wide truss spacing, TOP CHORDS may require bracing, or altemaiive T, I, or Efiminator should be considered. C1-2 C2-3bracing 4 3. Never exceed the design loading shown and never WEBScso 0 stack materials on inadequately braced trusses. O3 O 4.Provide copies of this truss design to the building For 4 x 2 orientation, locate U sb = designer, erection supervisor, property owner and interested plates 0-1AJ' from outside a 3 u U all other parties. edge Of truss. Or � 5. Cut members to bear tightly against each other. c» �� C. ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details avallable In MITek 20/20 Software Or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plaiing requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with _ project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal t9. Review u portions of this design (front, back, words and pictt ures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10-'08 C � &: Job Truss Truss Type Qty Ply Steve Key I/deft Ud • TCLL 20.0 Plates Increase 1.25 R45680029 KAY_STEVE it MONO TRUSS 6 1 ' TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 ab eee ce o do al 1 —au sam- zuia mreK mausnes, mc. —um it m:i me[um rage I < ID:6d9ROXwD00FcOPSWzi4plyTO51-acApOggVet69FRQ_ZAmudOFkGNpy9S6dT7epiaySmvP -2-0-0 I 1-11-11 l 2�0 1-11-11 3 Scale = 1:12.2 BUTTE COUNTY 31JILDING DIVISION �PP®VE® LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 ' TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 2-4 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a -BCDL 10.0 Code IBC2012rTP12007 (Matrix) Weight: 9 Ib FT = 20% LUMBER BRACING + TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No;2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/slie). 2=265/0-5-8 (min. 0-1-8), 4=19/Mechanical, 3=-10/Mechanical Max Horz 2=72(LC 8) Max Uplift2=128(LC 8), 3=-10(LC 1) ; Max Grav 2=351 (LC 18), 4=269(LC 21), 3=247(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate+ grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (it --Ib) 2=128. 6) This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ; QRpf ESS/0N . 6,4PP�pTNIQ w76rn 428 0 M LN October 19,2015 WARNING - VerHy design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based on upon parameters shown, and is for an individual building component, not • a thus system. Before use, the building designer must verity the applicabi iy of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and penmonent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the P, -lei, fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenbark Lane Safety Information available from Truss Plate Institute. 218 N: Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteen (Drawings not to scale) truss Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is atways required. See BCSI. 1 is /16 2. Truss bracing must be designed by an engineer. For Individual lateral braces themselves 1 2 3 wide truss spacing, TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. T T T ci-z cza WEBScs, 4 3. Never exceed the design looding,shown and never o stock materials on inadequately braced trusses. O �•� ;3 � 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U >b y Os designer, erection supervisor, property owner and interested plates ()-'Ag' from outside a �' u U all other parties. edge of truss. p 5. Cut members to bear tightly*ogainst each other. r0 cra �� c. H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 199 at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the /' 4 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to X to slots. Second dimension is comber for dead bad deflection. the length parallel to slots. 11. Plate, type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 it. spacing, or less, if no ceiling is installed. unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or ager truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design inn(front,pi back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER rO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate "' , Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 Job Truss Truss Type City Ply Steve Kay.; CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 R45680030 KAY -STEVE J2 MONO TRUSS 8 1 ' BC 0.51 _ Vert(TL) -0:07 2-4 >648 ` 240 BOLL 0.0 ' Job e e ce o lio al tnaeavor nomes, urowte, cA aasaa N I ♦ . 1 -2-0-0 2-0-0 l /.430 s Jai zb zu13 mi I eK maustries, Inc. i•n ua 1b 10:11:40 2010 va,a 1 ID:6d9ROXwD00FcOPsWzi4plyTO51-acApDggVet69FR0 ZAmudOFh7NkP9S6dT7epiaysmvP 3-11-11 311-11 .. • . Scale = 1:17.2 3 BUTTE COUNTY BUILDING DIVISION APPRP"VED D a• i 311-11 311311-11111 i LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 , TC 0.43 Vert(LL) -0.05 2-4 >829 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 _ Vert(TL) -0:07 2-4 >648 ` 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) •0.00 3 n/a " n/a ' BCDL 10.0 Code IBC2012frP12007 (Matrix) Weight: 15 lb FT = 20% ` LUMBER BRACING TOP CHORD 2x4,DF No.2, TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. • BOT CHORD 2x4, DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation uide: • REACTIONS (Ib/size) • 3=63/Mechanical, 2=319/0-5.8 (min. 0-1-8), 4=37/Mechanical _ Max Harz 2=99(LC 8) - • Max Uplift3=25(LC 5), 2=117(LC 8) r Max Grav3=271(LC 19), 2=381(LC 18), 4=287(LC 21) / FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' "NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C• enclosed; MWFRS (directional); cantilever left and right exposed • end vertical left and right exposed• Lumber DOL=1 33 late grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) 2=117. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This.truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,00F ESS/ONA ,L -- 76- 8 v z 4 EXF_ 12/3112016�,'i ft 07' .. �IUIt —. �4 �TFOFc��.Fowt October 19,2015 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH -7473 rev. 101031201S BEFORE USE. ARR Design valid for use only vAth i+UTek® connectors. This design is based only upon parameters shovm, and Is for an individual building component, not � • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8 Is always required for stability and to prevent collapse v4th possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane .Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 - Citrus Hel hts CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in fi-in-sixteenths Damage or Personal Injury Dimensions ore in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of miss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. r n 2. Tans bracing must be designed by an engineer. For lateral braces themselves 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or aftemative T, I, or Eliminator T bracing should be considered. cr-2 c2-3 �a, 4 3. Never exceed the design looding.shown and never 0 stack materials on inadequately braced trusses. OOf �•� ;3 O ;XZ 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U ep = property interested plates WAV from outside 0- �' u U all other parties. edge Of truss. 0 CL 5. Cut members to bear tightly against each other. cr-e co-- cs-s O BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the'g 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. *Plate location details available In MITek 20/20 SOttWar@ Or upon request. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE JOINTS shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to x to slots. Second dimension is camber for dead bad deflection, the length parallel t0 Slots. 11. Plate type, sae, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (Supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with - project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design from, back, words and pictures] before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing, MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate '' Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10•'08 ob_ Truss Truss Type . • Qty Ply Steve Kay 2 Art ROVED 10 R45680031 KAY STEVE J3 MONO TRUSS '12 1 2x4 = 6 1.5x4 II ' 5 Job Reference (optional) Endeavor Homes, uroviiie, GA 95900 1.4Jo s Jal 2b Zul3 MI I ex mauSlnes. Ine. Moa 10 10:11:49 2ulb rage 1 r� ID:6d9ROXwD00FcOPsWzi4plyTQ51-2pkBDOh7PBEOtb7A7tl7AEogRn56uvznhnNMEOySmv0 -2-0-0 3-1-8 6-0-0 • 2-0-0 3-1-8 2-10-8 Scale = 1:22.2 4 • • 6.o0 12 1.5x4 II 8 BUTTE COUNTY BUILDING DIVISION �. 2 Art ROVED 10 Li 9 1 2x4 = 6 1.5x4 II ' 5 s -0-o 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.10 6 >690 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.17 6 >410 240 BCLL 0.0 ' Rep Stress Incr YES W3 0.02 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF N0.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing r. nstalled during truss erectionin accordance with Stabilize be i, r Installation uide. REACTIONS (Ib/size). 4=124/Mechanical, 2=384/0-5-8 (min. 0-1-8), 5=72/Mechanical Max Horz 2=128(LC 8) Max Uplift4=41(LC 8), 2=112(LC 8) Max Grav 4=303(LC 21) 2=416(LC 191 5=30011-C 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ~ NOTES r 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 1 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except at=1b) 2=112. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Rp�ESS/� LOAD CASE(S), Standard • - ���P�pTNICj ,y� F2G� w r° 76428 � RI EXP, 12/31/2016 �S j �• CIV11, �Q TOFC�` October 19,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing10' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrIterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 14- 3/4 Center plate on joint unless x, y Offsets are indicated. 6-4$ dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSI. n 0-1z16 2. Tens bracing Must be designed by an engineer. For lateral braces themselves 1 2 3 wide truss spacing, individual TOP CHORDS may require bracing, or attemative T. I, or Eliminator .-- bracing should be considered. ci-s cm wEes �a, 4 3. Never exceed the design looding.shown and never o stack materials on inadequately braced trusses. O �•� 3z 34. 3 4. Provide copies of this truss design to the building designer, supervisor, owner and For 4 x 2 orientation, locate U �y y 3 erection property interested ,ANplates 0 -'Ag' from Outside o U all other parties. edge Of truss. O 5. Cut members to bear tightly against each other. c» C6-7 c5-60 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available In MITek 20/20 software Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice ls to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC=ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T• I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design back, words ing pi pictures alone and pictures) before use. Reviewing Plate Connected Wood Truss Construction. ® isnot sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10208 Job Truss Truss Type Qty DEFL Steve Kay, ' floc) I/deft Ud TCLL 20.0 JPly RAS6B0032 KAY -STEVE RA1 MONO TRUSS '4 9-10 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) Job Reference (ootionall I ' tnaeavor Momes, urowie, GA BbUbb 1.430 s Jul 2b ZU1J Mn ex Inauslnes. Inc. i -n oaf 1b 1b:11:bu YU1b rage 1 I D:6d9 ROXwD00FcO PsWzi4plyT051-W 71ZR L ilAU MtV IaM hbpMj R KzH BVad LOwwR7vmTyS my N 1 2-315 3.3-0 2-5.10 2-9.2 Scale = 1:23.3 r 1 2x4 II 5 6 3.3-0 I 58-11 8.513 I 3.3-0 2-510 2-32 LOADING(psf) SPACING2-o-0 CSI DEFL in floc) I/deft Ud TCLL 20.0 Plates Increase ' 1.25 TC 0.64 Vert(LL) -0.01 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.2 BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF No.2 *Except* 5-8: 2x6 DF No.2 G REACTIONS (Ib/size) 2=532/0-8-8 (min. 0-1-8), 7=302/Mechanical Max Horz 2=121(LC 5) Max Llplift2=168(1_C 8), 7=-41(LC 5) Max Grav 2=532(LC 1), 7=41 O(LC 31) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-591/0, 34=429/11, 5-8=-274/33 BOT CHORD 2-10=-43/531, 9-10=-43/531, 8-9=-53/390 WEBS 3.10=0/251, 3-9=-258/97, 4-9=0/378, 4-8=503/41 BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 50 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 2=168. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 63 Ib up at 2-10-4, 11 Ib down and 63 Ib up at 2-10-4, and 3 Ib down and 46 Ib up at 5-8-3, and 3 Ib down and 46 Ib up at 5-8-3 on top chord, and 12 Ib up at 2-10-4,12 Ib up at 2-10-4, and 34 Ib down and 4 Ib up at 5-8-3, and 34 Ib down and 4 Ib up at 5-8-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 BUTTE COUNTY BUILDING DIIVIISIO�JN P�pF�SS/pN .. u1i% �28 -Z rn rrn Q EXP,12/31/2016 �! # 1 h flctnor 10 1015 Continued-- --" " AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10103/7015 BEFORE USE. Design valid for use only with MiTek® connectors. This design B based on upon parameters shovm, and Is for an individual building component, not otruss system. Before use, the building designer must verity the applicabilityof design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mil- e - is alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Suite 108 Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION' Failure t0 Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x -bracing, is always required. See BCSL T n 2. Trus bracing must be designed by an engineer. For truss individual lateral braces themselves 2 3 wide spacing, TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. ci-z C2 -3T WEBS ca, 4 3. Never exceed the design looding,shown and never stack materials on inadequately braced trusses. O �•� ; �y� 3 O , 4. Provide copies of this truss design 10 the building For 4 x 2 orientation, locate V /p = designer, erection supervisor, property owner and plates 0- 'Ad' from Outside a u U all other interested parties. edge Of truss. a 5. Cut members to bear tightly against each other. cr-8 c6.7 c5-6 O BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the'8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available in MITek 20/20 SOttWarC Or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the width measured perpendicular 4 NUMBERS/LETTERS. responsibility of truss fabricator. General practice a to X to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR -i 311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of on engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review to portions of this design (front, pi back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. ® is not sufficient. DSB-89: Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM.` ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate ' Connected Wood Trusses. M1ek Engineering Reference Sheet: MII-7473 rev. 14'08 ob Truss Type Ory Ply Steve Key ' lTruss" " f R45680032 KAV_STEVE RAI MONO TRUSS 4 1 • ' Job Reference (optional) ' Endeavor Homes, Oroville. CA 95965 - 7.430 s Jul 25 2013 MITek Industries. Inc. Fd Oct 16 15:11:50 2015 Page 2 I D:6d9ROXwD00FcO Ps Wzi4 plyTO51-Wi IZR LilAU M1V 1aM hbpMj R KzH BVadLOwwR7vmTySmvN LOAD CASE(S) Standard, Un'lforrn Loads (plf) Vert: 1-5=60, 5-6=-60, 2-7=20 �' r Concentrated Loads (Ib) Vert: 9=-34(F=17, B=-17) 4=-6(F=-3, B=-3) 12=47(F=23, B=23) 16=2(F=1, B=1) • r , BUTTE COUNTY BUILDING DIVISION /'�,VE® r . ob Truss Type Ory Ply Steve Key ' lTruss" " f R45680032 KAV_STEVE RAI MONO TRUSS 4 1 • ' Job Reference (optional) ' l f 1 r WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based on upon parameters shown, and is for an individual building component, not . a truss system. Before use. the building designer must verify the applicabi oft of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is oMroys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication• storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA 95610 WARNING - VeA/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based on upon parameters shown, and is for an individual building component, not . a truss system. Before use. the building designer must verify the applicabi oft of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is oMroys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication• storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA 95610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 Center plate on joint unless x, y offsets are indicated. 6 4 8 dimensions shown in ff-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. see BCSI. n 2. Tens bracing Must be designed by on engineer. For 2 3 wide truss spacing, individual lateral braces themselves T TOP CHORDS may require bracing, or alternative T. I, or Eliminator bracing should be considered. I 1 ci-2 - cz� WEBS czo 4 3. Never exceed the design looding,shown and never 0 stack materials on inadequately braced trusses. O �•� ; �r� I oc 4. Provide copies of this truss design to the building designer, erection supervisor, owner and For 4 x 2 orientation, locate U eb = property interested plates 0-'ns' from outside rL �' v (J all other parties. edge of truss. 0 CL 5. Cut members to bear tightly against each other. cry ckr cs-60 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the' 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location detalis avallable In MITek 20/20 software Or Upon request. 8. Unless otherwise noted, moisture concent of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate - CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non structural consideration and is the width measured perpendicular 4 4 responsibility of truss fabricator. General practice a to x to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907,9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with MCI project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design back. words Plate Connected Wood Truss Construction. ® ng ppictures alone and pictures) before use. Reviewinn is not sufficient. DSB-89: Design Standard for Bracing. MiTek SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate �' Connected Wood Trusses. Mi ek Engineering Reference Sheet: Mll-7473 rev. 10208 DANIEL J. DOBBIE aD Professional Engineer Page: 1 Q P.O. Box 2156 Job No: 15038 15925 Renee Wa Date: October 2015 Flournoy, CA 96 QROFESS/O British Bulldog Brewe Utilit Building Phone (53 2 pJ. ti 9 ry Y g O 0 2� w No.42028 m EXP. 03/31/16 9� CML FOF CAO PROJECT SCOPE: PROVIDE STRUCTURAL ENGINEERING FOR A NEW WOOD-FRAMED'PRIVATE MISCELLANEOUS STRUCTURE CLASSIFIED AS TYPE'U' OCCUPANCY. PERFORM A WIND AND SEISMIC ANALYSIS FOR LATERAL LOADS. DESIGN STRUCTURAL WOOD PANEL SHEAR WALLS FOR UNIT SHEAR AND NET OVERTURNING INCLUDING HOLDOWNS WHERE REQUIRED. INCLUDE SHEAR TRANSFER THROUGH SPECIFIED HARDWARE, NAILING AND BOLTING. DESIGN DATA: CALIFORNIA BUILDING CODE 2013 EDITION WOOD FRAMING SPECIES DOUGLAS FIR LARCH GRADING AGENCY WWPA ROOF LOADING: COMPOSITION ROOFING 2.5 PSF SHEATHING 1.7 PSF FRAMING 3.5 PSF _ CEILING 2.8 PSF MISCELLANEOUS 1.5 PSF DEAD LOAD = 12.0 PSF LIVE LOAD = 20.0 PSF REDUCIBLE LATERAL LOADING DATA: SEISMIC: SEISMIC IMPORTANCE FACTOR 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION (Ss) 0.618 MAPPED SPECTRAL RESPONSE ACCELERATION (S1) 0.274 SITE CLASS D SITE COEFFICIENT (Fa) 1.306 SITE COEFFICIENT (Fv) 1.852 SPECTRAL RESPONSE COEFFICIENT (SDs) C0.538 SPECTRAL RESPONSE COEFFICIENT (SD1) 0.33 SEISMIC DESIGN CATEGORY D WIND: BASIC WIND SPEED 110 MPH WIND IMPORTANCE FACTOR 1.00 WIND EXPOSURE 2 C PERMIT#6s�3� BUTTE COUNTY DEVELOPMENT SERVICES BUTTE CODE CEM ©IANCE COUNTY DATE � �ZSh_BY-'- DEC 112015 DEVELOPMENT SERVICES /4 DANIEL J. DOBBIE Professional Engineer Page: 2 P.O. Box 2156 Job No: 15038 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building HEADER AT 10'-0" DOOR DESIGN DATA: SPAN LENGTH (L) 10.00 FT ,TRIBUTARY ROOF WIDTH (Wr) = 6"2/2/4 4.50 FT TRIBUTARY AREA (Atrib) 45 -FT A 2 ROOF DEAD LOAD (RDL) 12 PSF . ROOF LIVE LOAD (RLL) 20 PSF LIVE LOAD AREA REDUCTION (R1) = 1.2-.001 -At 1.000 ROOF SLOPE (F):12 6 LIVE LOAD AREA REDUCTION (R2) =1.2-0.05*F 0.900 REDUCED LIVE LOAD (RLL')=R1*R2*RLL 18.0 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.054 KLF UNIFORM ROOF SNOW LOAD (URSL) 0.081 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.035 KLF TOTAL UNIFORM LOAD (TUL) 0.170 KLF RESULTS: MAXIMUM REACTION (Rmax) 0.85 KIPS MAXIMUM BENDING MOMENT (Mmax) 2.13 KIP FT TRIAL SIZE: 6 x 8 #1 BEAM DEPTH (d) 7.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 193.3 IN^4 ' MODULUS OF ELASTICITY (E) 1600 KSI ADJUSTED MODULUS OF ELASTICITY (Emin') 580 KSI ALLOWABLE BENDING (Fb) 1.350 KSI RESISTIVE SHEAR BASE VALUE (Vr) 4.08 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 5.80 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF. MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 0.74 KIPS FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 5.10 KIPS OK VOLUME FACTORS(Cv)=k(12/d)^.1*(5.125/b)^.1*(21/L)^.1 1.121 NOT APPL k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd' 7.25 KIP FT OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 7.4 FACTOR (lu / d) 16.0 >7 EFFECTIVE LENGTH (le) le = 1.63 lu + 3 d 218 IN FACTOR (FBe) FBe = 1.20*Emin'/RB^2 12871 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr") 7.21 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.124 IN DEFLECTION/SPAN RATIO L/ 970 OK HEADER BEAM: 6 x 8 #1 a DANIEL J. DOBBIE Page: 3 aD Professional Engineer P.O. Box 2156 Job No: 15038 15925 Renee Way Date: October 2015 F Flournoy, CA 96029 British Bulldog Brewery Utility Building Phone (530) 833-5423 " HEADERS AT 4'-0" OPENINGS. DESIGN DATA: ' SPAN LENGTH (L) 4.00 FT TRIBUTARY ROOF WIDTH (Wr) 13.00 FT ' TRIBUTARY AREA (Atrib) 52 FT^2 ROOF DEAD LOAD (RDL) 12 PSF ROOF, LIVE LOAD (RLL) 20 PSF LIVE LOAD AREA REDUCTION (R1) = 1,2-.001*At 1.000 ROOF SLOPE (F):12 6 LIVE LOAD AREA REDUCTION (R2) =1.2-0.05*F 0.900 REDUCED LIVE LOAD (RLL')=R1*R2*RLL 18.0 PSF UNIFORM ROOF DEAD LOAD (URDL) 0.156 KLF UNIFORM ROOF SNOW LOAD (URSL) 0.234 KLF UNIFORM WALL DEAD LOAD (UWDL) 0.035 KLF TOTAL UNIFORM LOAD (TUL) 0.425 KLF RESULTS: MAXIMUM REACTION (Rmax) 0.85 KIPS MAXIMUM BENDING MOMENT (Mmax) 0.85 KIP FT TRIAL SIZE: 6 x 8 #1 BEAM DEPTH (d) 7.5 IN BEAM WIDTH (b) 5.5 IN MOMENT OF INERTIA (1) 193.3 IN^4 MODULUS OF ELASTICITY (E) 1600 KSI ADJUSTED MODULUS OF ELASTICITY (Emin') 580 KSI ALLOWABLE BENDING (Fb) 1.350 KSI RESISTIVE SHEAR BASE VALUE (Vr) 4.08 KIPS RESISTIVE MOMENT BASE VALUE (Mr) 5.80 KIP FT LOAD DURATION & VOLUME FACTOR ADJUSTMENT: ROOF LOAD DURATION FACTOR (Cdr) (SNO,ROOF) 1.25 ROOF MAXIMUM SHEAR (Vmax) Vmax = Pmax - (w * d/12) 0.58 KIPS ' FINAL RESISTIVE SHEAR (Vr') Vr' = Vr * Cd 5.10 KIPS OK VOLUME FACTORS(Cv)=k(12/d)^.1*(5.125/b)^.1*(21/L)^.1 1.228 NOT APPL ' k = 1.00 UNIFORMLY DISTRIBUTED LOAD (Cvw) ADJUSTED RESISTIVE MOMENT (Mr') Mr'=Mr*Cd' 7.25 KIP FT OK UNSUPPORTED COMPRESSION FLANGE: SLENDERNESS FACTOR (RB) RB = (le*d/b^2)^.5 5.0 FACTOR (lu / d) 6.4 <7 EFFECTIVE LENGTH (le) le = 2.06 lu 99 IN ' FACTOR (FBe) FBe = 1.20*Emin'/RB^2 28390 FINAL ADJUSTED RESISTIVE BENDING MOMENT (Mr") 7.23 KIP FT OK DEFLECTION: DEFLECTION DUE TO TUL (Dtul) 0.008 IN DEFLECTION/SPAN RATIO L/ 6064 OK HEADER BEAM: 6 x.8 #1 DANIEL J. DOBBIE aD Professional Engineer Page: 4 P.O. Box 2156 Job No: 15038 15925 Renee Way Date: October 2015 Flournoy, CA 96029 British Bulldog Brewery Utility Building, Phone (530) 833-5423 WOOD LIGHT -FRAME STRUCTURE SEISMIC ANALYSIS (SIMPLIFIED DESIGN PROCEDURE) LOAD COMBINATION (D + 0.7E) DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP ,. LAT = 39.830603, LONG = -121.846103 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 MCE AT 1 SECOND PERIOD (S1) 0.274 DETERMINE IF EXEMPTIONS APPLY (1613.1.) 1. FAMILY DWELLING, SDC A, B, OR C, Ss<0.4? NO 2. CONVENTIOANL LIGHT -FRAME CONSTRUCTION (2308)? NO 3. AGRICULTURAL STORAGE BUILDING (NO OCCUPANCY) NO 4. SPECIAL RESPONSE CHARACTERISTICS NOT COVERED? NO 5. (OSHPD 2) SEISMIC DESIGN CATEGORY A (1613.5.6)? NO DETERMINE: SEISMIC DESIGN CATEGORY (1613.5.6) SITE CLASS DEFINITION: (1613.3.2 & 1613.3.5) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLES 1613.3.5 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SITE COEFFICIENT (Fv) T-1613.3.3(2) 1.852 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1 0.507 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms 0.538 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 213*Sm1 0.338 DETERMINE OCCUPANCY CATEGORY (T-1604.5) 11 SEISMIC DESIGN CATEGORY (1613.3.5) (ASCE 7 SEC 11.6) D SEISMIC LOAD: SECT. 12.14 SIMPLIFIED DESIGN PROCEDURE (ASCE 7-10) SEISMIC LOAD EFFECT (12.14.3.1) E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = Qe = V VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D 0.11 *D SEISMIC BASE SHEAR (12.14.8.1) V = (F*Sds/R)*W MODIFICATION FACTOR (F) (ONE STORY) 1.0 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (12.14.8.1) 5% DAMPED DSRA AT SHORT PERIODS (Sds') = 2/3*Fa*Ss 0.577 ACCELERATION -BASED SITE COEFFICIENT (Fa) 1.4 RESPONSE MODIFICATION FACTOR (R) (T-12.14-1) 6.5 A. 13. BEARING WALL SYSTEM, LIGTH FRAMED, WOOD STRUCT. PANELS SEISMIC BASE SHEAR (12.14.8.1) V = (F*Sds/R)*W 0.089 *W TRANSVERSE LIGHT -FRAME BUILDING MASS (E/W) (W): ROOF: (.012)*26*46 = 14.35 KIPS EXT WALLS: .010 * (10/2) * 42 * 2 = 4.20 KIPS TOTAL 18.55 KIPS TRANSVERSE (ENV) SEISMIC BASE SHEAR (V) = 0.089 * W 1.65 KIPS BASE SHEAR FACTORED FOR (D + 0.7E) 1.15 KIPS LONGITUDINAL LIGHT -FRAME HOUSE MASS (N/S) (W): ROOF: (.012)*26*46 = 14.35 KIPS INT WALLS: .008 * 10/2 * 22 = 0.88 KIPS EXT WALLS: .010 * (10/2) * 22 * 2 = 2.20 KIPS TOTAL 17.43 KIPS LONGITUDINAL (N/S) SEISMIC BASE SHEAR (V) = 0.089 * W 1.55 KIPS BASE SHEAR FACTORED FOR (D + 0.7E) 1.08 KIPS DANIEL J. DOBBIE Page: 5 aD Professional Engineer P.O. Box 2156 Job No: 15038 15925 Renee Way Date: October 2015 Flournoy, CA 96029 British Bulldog Brewery Utility Building Phone (530) 833-5423 WIND ANALYSIS (ALTERNATE ALL -HEIGHTS METHOD) 2013 CALIFORNIA BUILDING CODE SECTION 1609.1.1, ASCE 7-10 CHAPTERS 26-30 1609.6 ALTERNATIVE ALL -HEIGHTS METHOD 1609.6.1 SCOPE 1. IS BUILDING HEIGHT < 75 FEET, HEIGHT TO LEAST WIDTH RATIO < 4 YES OR FUNDAMENTAL FREQUENCY > 1 HERTZ? 2. IS THE BUILDING NOT SENSITIVE TO DYNAMIC EFFECTS? YES 3. IS THE BUILDING NOT LOCATED ON A SITE SENSITIVE TO CHANNELING YES EFFECTS OR BUFFETING IN THE WAKE OF UPWIND OBSTRUCTIONS THAT WARRANT SPECIAL CONSIDERATION? 4. DOES THE BUILDING HAVE A SIMPLE DIAPHRAGM? YES 5. IS THE BUILDING NOT AN OPEN BUILDING, MULTISPAN GABLE, YES STEPPED ROOF, SAWTOOTH ROOF, DOMED ROOF, OR SLOPE > 45 DEGREES? 1609.6.3 DESIGN EQUATIONS MAIN -WIND -FORCE -RESISTING SYSTEM, MWFRS, AND COMPONENTS & CLADDING DESIGN WIND PRESSURE (Pnet) = 0.00256*V" 2*Kz*C net* Kzt DESIGN WIND PRESSURE SHALL NOT BE LESS THAN 16 PSF APPLIED TO THE VERTICAL PROJECTION OF THE BUILDNG ULTIMATE WIND SPEED (Vult) (FIG 1609A) 110 MPH RISK CATEGORY (26.5.1) 11 1609.6.4.1 MAIN WIND -FORCE -RESISTING SYSTEMS ARE THERE ANY TORSIONAL EFFECTS (ASCE FIG 6-9)? NO 1609.6.4.2 DETERMINATION OF Kz & Kzt VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz) ASCE 7-10 26.7.3 EXPOSURE CATEGORY FOR AXIS 1 (TRANSVERSE) C ASCE 7-10 26.7.3 EXPOSURE CATEGORY FOR AXIS 2 (LONGITUDINAL) C ASCE 7-10 27.3.1 VELOCITY PRESSURE EXPOSURE COEFFICIENT (Kz) ASCE 7-10 TABLE 27.3-1 USE: FORMULA Kz = 2.01*(z/zg)"(2/a) 0.86 MAXIMUM BUILDING HEIGHT (z) 15.75 FT NOMINAL HEIGHT OF ATMOSHPERIC BOUNDRY LAYER (zg) 900 3-S GUST SPEED POWER LAW EXPONENT (a) 9.5 ASCE 7-10 26.8.2 TOPOGRAPHICAL FACTOR (Kzt) = (1+K1+K2+K3)112 1.00 HEIGHT OF HILL OR ESCARPMENT (H) 0.00. FT DISTANCE UPWIND 1/2 HEIGHT OF HILL OR ESCARPMENT (Lh) 0.00 FT H/Lh RATIO (FIG 26.8-1) 0 SHAPE OF TOPO & MAX SPEED-UP EFFECT FACTOR (K1) 0.00 REDUCTION IN SPEED-UP DISTANCE UPWIND FACTOR (K2) 0.00 REDUCTION IN SPEED-UP HEIGHT ABOVE TERRAIN FACTOR (K3) 0.00 1609.6.4.3 DETERMINATION OF NET'PRESSURE COEFFICIENTS (Cnet) (T-1609.6.2) MAIN -WIND -FORCE -RESISTING FRAMES & SYSTEMS (Cnet) 26.10 ENCLOSURE CLASSIFICATION ENCLOSED WALLS: WINDWARD WALL (+ INTERNAL PRESSURE) 0.43 - WALLS: WINDWARD WALL (- INTERNAL PRESSURE) 0.73 WALLS: LEEWARD WALL (+ INTERNAL PRESSURE) -0.51 WALLS: LEEWARD WALL (- INTERNAL PRESSURE) -0.21 WALLS: SIDE WALL (+ INTERNAL PRESSURE) -0.66 WALLS: SIDE WALL (- INTERNAL PRESSURE) -0.35 ROOF: WINDWARD (SLOPED) (COND. 1) (+ INTERNAL PRESSURE) -0.73 ROOF: WINDWARD (SLOPED) (COND. 1) (- INTERNAL PRESSURE) -0.42 ROOF SLOPE (6:12) 6 HORIZONTAL COMPONENT FACTOR 0.45 ANGLE (DEGREES) OF ROOF FROM HORIZONTAL (o) 27 ROOF: LEEWARD (SLOPED) (+ INTERNAL PRESSURE) -0.66 ROOF: LEEWARD (SLOPED) (- INTERNAL PRESSURE) -0.35 DANIEL J. DOBBIE Page: 6'. aD Professional Engineer P.O. Box 2156 • Job No: 15038 15925 Renee Way Date: October 2015 Flournoy, CA 96029 British Bulldog Brewery Utility Building Phone (530) 833-5423 WIND ANALYSIS (ALTERNATE ALL-HEIGHTS METHOD) (CONT) DESIGN WIND PRESSURE (Pnet) = 0.00256*V"2*Kz*Cnet*Kzt (NORMAL TO SURFACES) WALLS: WINDWARD WALLS (+ PRESSURE) 11.4 PSF WALLS: LEEWARD WALLS (+ PRESSURE) 19.4 PSF WALLS: SIDE WALLS (+ PRESSURE) -13.5 PSF WINDWARD ROOF (+ PRESSURE) -5.6 PSF LEEWARD ROOF (+ PRESSURE) -17.5 PSF WALLS: WINDWARD WALLS (-PRESSURE) -9.3 PSF WALLS: LEEWARD WALLS (-PRESSURE) -19.4 PSF WALLS: SIDE WALLS (-PRESSURE) -11.2 PSF WINDWARD ROOF (-PRESSURE) -17.5 PSF ' LEEWARD ROOF (-PRESSURE) -9.3 PSF ' 1605.3.1 BASIC LOAD COMBINATIONS 1.) DEAD + LIVE (D + L) 2.) DEAD + 0.6*WIND (D + 0.6*W) ' 3.) 0.6*DEAD + 0.6*WIND (0.6*D + 0.6*W) 4.) DEAD + 0.7*SEISMIC (D +0.7*E) 5.) 0.6*DEAD + 0.7*SEISMIC (0.6*D +0.7*E) a DANIEL J. DOBBIE aD Professional Engineer Page: 7 P.O. Box 2156 Job No: 15038 - 15925 Renee Way Date: October 2015 Flournoy, CA 96029 BB w ND A eRig ��► hNATE ALL-HEI&TS METH�D (CONTjlity Building 1605.3.1 BASIC LOAD COMBINATIONS 1.) DEAD + LIVE (D + L) 2.) DEAD + 0.6*WIND (D + 0.6*W) 3.) 0.6*DEAD + 0.6*WIND (0.6*D + 0.6*W) 4.) DEAD + 0.7*SEISMIC (D +0.7*E) 5.) 0.6*DEAD + 0.7*SEISMIC (0.6*D +0.7*E) 2.) DEAD + WIND (D + W) SIGN CONVENT WINDWARD WALLS SURFACE AREA (1) = 42*10/2 WIND PRESSURE TO SURFACE (1) WIND LOAD TO SURFACE 1 LEEWARD WALLS SURFACE AREA (2) = (1) WIND PRESSURE TO SURFACE (2) WIND LOAD TO SURFACE 2 WINDWARD ROOF SURFACE AREA (3) = 478*((6"2+12"2)".5)/12 WIND PRESSURE TO SURFACE (3) HORIZONTAL COMPONENT PRESSURE LATERAL WIND LOAD TO SURFACE 3 LEEWARD ROOF SURFACE AREA (4) = (3) WIND PRESSURE -TO SURFACE (4) HORIZONTAL COMPONENT PRESSURE WIND LOAD TO SURFACE 4 TOTAL LATERAL WIND LOAD (TRANSVERSE) APPLY FACTOR 0.6 TO WIND FOR ASD )N OF WIND 210 FT^2 11.4 PSF 2.4 KIPS 210 FT^2 19.4 PSF 4.1 KIPS 534 FT^2 -5.6 PSF -2.5 PSF 1.3 KIPS 534 FT^2 -17.5 PSF -7.8 PSF 4.2 KIPS 12.0 KIPS 7.2 KIPS SEISMIC p = 1.0 COMPARE TO 2.43 KIPS SEISMIC WIND GOVERNS AREA OF BUILDING ON VERTICAL PROJECTION =42*10/2+205 415 FT^2 1609.6.3 CHECK: (16*0.6) PSF MIN LOAD STANDARD PROCEDURE GOVERNS 4.0 KIPS 2.) DEAD + WIND (D + W) SIGN C WINDWARD WALLS AREA (1) =22*10/2 WIND PRESSURE TO SURFACE (1) WIND LOAD TO SURFACE 1 LEEWARD WALLS SURFACE AREA (2) =(2) WIND PRESSURE TO SURFACE (2) WIND LOAD TO SURFACE 2E WINDWARD ROOF AREA (3) =120*((6^2+144)^.5)/12+25 WIND PRESSURE TO SURFACE (3) HORIZONTAL COMPONENT PRESSURE LATERAL WIND LOAD TO SURFACE 3 LEEWARD ROOF SURFACE AREA (4) =3 WIND PRESSURE TO SURFACE (4) HORIZONTAL COMPONENT PRESSURE WIND LOAD TO SURFACE 4 TOTAL LATERAL WIND LOAD (LONGITUDINAL) APPLY FACTOR 0.6 TO WIND FOR ASD ON OF WIND 110 FT"2 11.4 PSF 1.3 KIPS 110 FT"2 19.4 PSF 2.1 KIPS 159 FT"2 -5.6 PSF -2.5 PSF 0.4 KIPS 159 FT"2 -17.5 PSF -7.8 PSF 1.2 KIPS 5.0 KIPS 3.0 KIPS SEISMIC p =1.0 COMPARE TO 2.38 KIPS SEISMIC WIND GOVERNS AREA OF BUILDING ON VERTICAL PROJECTION =22*10/2+89 199 FT^2 1609.6.3 CHECK: (16*0.6) PSF MIN LOAD STANDARD PROCEDURE GOVERNS 1.9 KIPS DANIEL J. DOBBIE e: 8 aD Professional Engineer Page: P.O. Box 2156 Job No: 15038 -44%" 15925 Renee Way Date: October 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building DIAPHRAGMS & CHORDS ROOF DIAPHRAGM: (TRANSVERSE LOADING) TOTAL LOAD TO ROOF (Vr): 7.2 KIPS DIAPHRAGM WIDTH (W): 22.00 FT DIAPHRAGM LENGTH (L) 42.00 FT MAXIMUM DIAPHRAGM UNIT SHEAR (vmax): 0.164 KLF ` ALLOWABLE UNIT SHEAR (va): (CASE 3) 0.180 KLF ROOF DIAPHRAGM: .15/32" APA RATED SHEATHING, UNBLOCKED BOUNDARY & EDGE NAIL = 8d COMMON @ 6" o.c. FIELD NAIL = 8d COMMON @ 12" o.c. ROOF CHORD FORCES (LOADS APPLIED TRANSVERSE DIRT: MAXIMUM CHORD FORCE (C=T): C = T = Vr*L/(8*W) 1.7 KIPS TOP WALL PLATE SPLICE: (TOP WALL PLATE CHORDS) TOP WALL PLATE 2 - 2 x 6 #2 CROSS SECTIONAL AREA (1 2 x 6) 8.25 IN^2 ALLOWABLE TENSION PARALEL TO GRAIN (Ft) 0.575 KSI LOAD DURATION FACTOR (CD) 1.6 ADJUSTED ALLOWABLE TENSION (Ft') 0.920 KSI MAXIMUM ALLOWABLE CHORD FORCE (Tallow) 7.6 KIPS OK TOP WALL PLATE NAILING: (USE 16d SINKER NAILS) (NDS TABLE 11 N) ALLOWABLE LOAD TO 16d SINKER NAIL (Z') 118 LBS NUMBER OF NAILS REQUIRED (N) = T / (Z' * CD) 9 NAILS USE: 16 -16d SINKER NAILS TYPICAL ROOF DIAPHRAGM 2 - 2 x 6 #2 TOP WALL PLATES CHORDS: 8'- 0" MIN. LAP AT SPLICES W116 -16d SINKER NAILS BETWEEN SPLICES DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 9 Job No: 15038 Date: October 2015 British Bulldog Brewery Utility Building SHEAR WALL AT SOUTH & NORTH WALLS (.613 +.6W) FOR IN -PLANE SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: DOES WIND OR SEISMIC GOVERN? WIND LOAD COMBINATION (1605.3.1) (.6D +.6W) 0.6*D + 0.6*W TOTAL SHEAR TO WALL (V)=12.0/2 6.00 KIPS FACTORED SHEAR 0.6 (IF APPLICABLE) 3.60 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.50 FT 6.00 FT P2: 9.50 FT 6.00 FT TOT WIDTH = 12.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.300 KLF ALLOWABLE UNIT SHEAR (va): 0.310 KLF S3 SHEAR WALL: 3/8" APA RATED SIDING, BLOCK PANEL EDGES EDGE NAIL = 8d GALVANIZED CASING @ 3" O.C. FIELD NAIL = 8d GALVANIZED CASING @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): PANEL HEIGHT (H): TOTAL SHEAR RESISTED BY PANEL (V): UNIT DEAD LOAD TO PANEL (w): APPLIED LEFT DOWN LOAD (Pld): APPLIED RIGHT DOWN LOAD (Prd): APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: OVERTURNING MOMENT (Mo): 0.6*DEAD LOAD RESISTING MOMENT (Mr): NET OVERTURNING MOMENT (Mnet): LEFT DOWN LOAD REACTION (Rd): RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) ALLOWABLE UPLIFT SIMPSON 'HDU2' ON 2- 2x'S ALLOWABLE UPLIFT SIMPSON 'SSTB16' ANCHOR SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? ALLOWABLE SHEAR PER 5/8" A.B. (NDS T-11 E) MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 6.00 FT 9.50 FT 1.80 KIPS 0.149 KLF 0.00 KIPS 0.00 KIPS 0.00 KIPS 17.1 KIP FT 1.6 KIP FT 15.5 KIP FT 3.12 KIPS -2.58 KIPS 3.075 KIPS 5.355 KIPS 2x SILL PL. 0.93 KIPS 58 " o.c. HD REQ'D USE: 48 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 10 Job No: 15038 Date: October 2015 British Bulldog Brewery Utility Building SHEAR WALL AT WEST WALL (AD +.6W) FOR IN -PLANE SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: DOES WIND OR SEISMIC GOVERN? WIND LOAD COMBINATION (1605.3.1) (.6D +.6W) 0.6*D + 0.6*W TOTAL SHEAR TO WALL (V)=3/2 1.50 KIPS FACTORED SHEAR 0.6 (IF APPLICABLE) 0.90 KIPS PANEL SIZES: HEIGHT WIDTH P1: 9.50 FT 8.00 FT P 1: 9.50 FT 8.00 FT TOT WIDTH = 16.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.056 KLF ALLOWABLE UNIT SHEAR (va): 0.160 KLF S1 SHEAR WALL: 3/8" APA RATED SIDING, BLOCK PANEL EDGES EDGE NAIL = 8d GALVANIZED CASING @ 6" o.c. FIELD NAIL = 8d GALVANIZED CASING @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): 8.00 FT PANEL HEIGHT (H): 9.50 FT TOTAL SHEAR RESISTED BY PANEL (V): 0.45 KIPS UNIT DEAD LOAD TO PANEL (w): 0.204 KLF APPLIED LEFT DOWN LOAD (Pld): 0.00 KIPS APPLIED RIGHT DOWN LOAD (Prd): 0.00 KIPS APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) 0.00 KIPS PANEL RESULTS: OVERTURNING MOMENT (Mo): 4.3 KIP FT 0.6*DEAD LOAD RESISTING MOMENT (Mr): 3.9 KIP FT NET OVERTURNING MOMENT (Mnet): 0.4 KIP FT LEFT DOWN LOAD REACTION (Rd): 1.02 KIPS RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) -0.04 KIPS" NO HOLDOWNS REQUIRED NEGLIBLE SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? 2x SILL PL ALLOWABLE SHEAR PER 5/8" A.B. (NDS T-11 E) 0.93 KIPS MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 112 " o.c. HD REQ'D USE: 48 DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 11 Job No: 15038 Date: October 2015 British Bulldog Brewery Utility Building SHEAR WALL AT EAST WALL (.6D +.6W) FOR IN -PLANE SEISMIC SHEAR SHEAR COLLECTOR WALL LINE DATA: DOES WIND OR SEISMIC GOVERN?. WIND LOAD COMBINATION (1605.3.1) (.6D +.6W) 0.6`D + 0.6'W TOTAL SHEAR TO WALL (V)=3/2 1.50 KIPS FACTORED SHEAR 0.6 (IF APPLICABLE) 0.90 KIPS PANEL SIZES: HEIGHT WIDTH 3 P 1: 9.50 FT 42.00 FT TOT WIDTH = 42.00 FT RESULTING UNIT SHEAR AT WALL LINE (v): 0.021 KLF ALLOWABLE UNIT SHEAR (va): 0.160 KLF S1 SHEAR WALL: 3/8" APA RATED SIDING, BLOCK PANEL EDGES ` EDGE NAIL = 8d GALVANIZED CASING @ 6" o.c. FIELD NAIL = 8d GALVANIZED CASING @ 12" o.c. PANEL P1 DATA: PANEL WIDTH (W): PANEL HEIGHT (H): TOTAL SHEAR RESISTED BY PANEL (V): UNIT DEAD LOAD TO PANEL (w): APPLIED LEFT DOWN LOAD (Pld): APPLIED RIGHT DOWN LOAD (Prd): APPLIED RIGHT UPLIFT LOAD (Pup): (NEGATIVE UP) PANEL RESULTS: OVERTURNING MOMENT (Mo): 0.6*DEAD LOAD RESISTING MOMENT (Mr): NET OVERTURNING MOMENT (Mnet): LEFT DOWN LOAD REACTION (Rd): RIGHT UPLIFT REACTION (Rup): (NEGATIVE UP) NO HOLDOWNS REQUIRED SILL PLATE ATTACHMENT: 2x OR 4x SILL PLATE? ALLOWABLE SHEAR PER 5/8" A.B. (NDS T -11E)_ MAXIMUM SPACING AT 5/8" BOLTS TO FOUNDATION 42.00 FT 9.50 FT 0.90 KIPS 0.149 KLF 0.00 KIPS 0.00 KIPS 0.00 KIPS 8.6 KIP FT 78.9 KIP FT NO OT 0.0 KIP FT 3.75 KIPS 0.00 KIPS 2x SILL PL 0.93 KIPS 112 " o.c. USE: 48 DANIEL J. DOBBIE Z< ore Professional Engineer• Page: 12 P.O. Box 2156 Job No: 15038 15925 Renee way Date: December 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building HOT LIQUOR (WATER) TANK SEISMIC ANALYSIS (NONBUILDING STRUCTURE) PER ASCE 7 CHAP 15 (SECTION 15.5) DETERMINE Ss METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 161.3.5.2 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (.1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 0.538 NONBUILDING STRUCTURE SUPPORTED BY OTHER STRUCTURE (15.3) GREATER THAN 25% COMBINED WEIGHT CONDITION (15.3.2) RIGID NONBUILDING STRUCTURES (15.4.2) HIGHEST LEVEL OF STRUCTURE (hn) 5.75 FT/ COEFFICIENT (Ct) (T-12.8-2) 0.020 COEFFICIENT (x) (T-12.8-2) 0.75 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.074 SEC 40lINGS_ 6 OT RIGID CONSIDER AS NONBUILDING STRUCTURE NOT SIMILAR TO (15. CALIFORNIA BUILDING CODE DETERMINE Si & S1 METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS LATITUDE = 39.673478, LONGITUDE = -121.633010 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 MCE AT 1 SECOND PERIOD (S1) 0.274 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE?' NO USE TABLE 20.3-1 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SITE COEFFICIENT (Fv) T-1613.3.3(2) 1.852 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1 0.507 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 0.538 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1 0.338 DETERMINE OCCUPANCY CATEGORY (T-1604.5) II SEISMIC DESIGN CATEGORY (1613.5.6) D DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy; CA 96029 Phone (530) 833-5423 Page: 13 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building SEISMIC ANALYSIS (STANDARD DESIGN PROCEDURE) (CONT) ''. MINIMUM DESIGN LOADS (ASCE 7-10) SEISMIC LOAD: SECTS. 15.6 NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS SEISMIC COEFFICIENTSFOR NONBUILDING STRUCTURES NO SIMILAR.TO BUILDINGS �- AXIS 1: (TABLE 15.4-2) ELEVATED TANKS. ON UNBRACED LEGS RESPONSE MODIFICATION COEFFICIENT (R) SYSTEM OVERSTRENGTH FACTOR (omega) A 2 DEFLECTION APLIFICATION FACTOR (Cd) 2.5 REDUNDANCY FACTOR (p) (12.3.4.2) (SEE 15.6 EXCEPTION) 1.0 SEISMIC LOAD EFFECT (12.4.2) E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = p*Qe = V VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D 0.11 *D ANALYSIS PROCEDURE SELECTION (12.6) (T-12.6-1) EQUIVALENT LATERAL FORCE ANALYSIS (SECT 12.8) . OCCUPANCY IMPORTANCE FACTOR (1.5-2) (le) 1.0 REDUNDANCY FACTOR (p) (12.3.4) (SEE 15.6 EXCEPTION) 1.0 AXIS 1: SEISMIC BASE SHEAR (12.8.1) (V) = Cs* W 0.269 *W SEISMIC RESPONSE COEFFICIENT (12.8.1.1) (Cs) = Sds/(R/le)*p 0.269 }' FUNDAMENTAL PERIOD NOT TO EXCEED (12.8.2) (T) <Cu*Ta 0.104 SEC ' COEFFICIENT FOR UPPER LIMIT (Cu) (T-12.8-1) 1.400 - APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)^x 0.074 SEC LONG -PERIOD TRANSITION PERIOD (TL) (s) (FIG 22-15) 16 SEC RESPONSE MODIFICATION FACTOR (R) (T-12.2-1) 2 Cs NEED NOT EXCEED Sd1/(T*(R/le)) 2.278 Cs SHALL NOT BE LESS THAN 0.044*Sds*le > 0.01 0.024 IS S1 > 0.60? NO IF SO CHECK Cs = (0.5*S1)/(R/le) NOT APPL USE: Cs EQUAL TO 0.269 AXIS 1: STRUCTURE MASS (W): WEIGHT OF HOT WATER TANK 0.20 KIPS WEIGHT OF CONTENTS 1.24 KIPS TOTAL ' SEISMIC BASE SHEAR (V) ZG q 0,41t) 1.44 KIPS 0.39 KIPS DANIEL J. DOBBIE• aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 14 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building PIECE OF EQUIPMENT: HOT LIQUOR (WATER) TANK ' CHECK LOADING AT BASE PLATES FOR OVERTURNING, SHEAR & TENSION SEISMIC MASS: TOTAL MASS (M) 1.4 KIPS SEISMIC RESPONSE COEFFICIENT (Cs) 0.269 SEISMIC LATERAL FORCE (V) = Cs*M 0.39 KIPS BASE PLATE LOADING: (FIND REACTIONS EACH SIDE) EQUIPMENT + SUPPORTS (D) 1.44 KIPS TOTAL DEAD LOAD (D) 1.44 KIPS SEISMIC: SEISMIC LOAD WP. = 0.7*E 0.27 KIPS COG ABOVE f�bl (G1) 3.00 FT TANK GEOMETERY:°Ul`M WIDTH BETWEEN SUPPORTS TRANSVERSE (W) 2.06 FT DISTANCE COG FROM LEFT REACTION (D1) 0.69 -FT CG D1 v H1 .. M G1 , RI1 Rrl UNLOADING DESTICKERS ELEVAI DEAD + CONTENTS: (D+L) OVERTURNING MOMENT (Mo) = 0.0 KIP FT ' RESITING MOMENT (Mr) = (D) * D1 1.0 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W 0.48 KIPS . LEFT SIDE REACTION (RI) 0.96 KIPS (1.01.11)*(DEAD+LIVE) + 0.7*SEISMIC (1.11(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 0.8 KIP FT RESITING MOMENT (Mr) =1.20*(D+L) * D1 1.1 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W 0.14 KIPS LEFT SIDE REACTION (RI) 1.46 KIPS (0.6-.11)*(DEAD+LIVE) + 0 7*SEISMIC (0.49(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 0.8 KIP FT RESITING MOMENT (Mr) =0.49*(D+L) * D1 0.5 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W -0.16 KIPS LEFT SIDE REACTION (RI) 0.86 KIPS r _ , i DANIEL J. DOBBIE . Professional Engineer Page: 15 Q\Den P.O. Box 2156 Job No: 15038 15925 Renee Way Date: December 2015 T Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building CHECK: 4" SLAB FOR BEARING & RESISTANCE TO UPLIFT (FOUNDATION & ANCHORAGE DESIGN) 4" SLAB BEARING PAD DATA: (USE LOAD COMB (1.11D+.7E) FOR THE BOIL KETTLE) POINT LOAD FROM ONE COLUMN (P) =1.64/2 (1.11 D+.7E) 0.82 KIPS , BEARING PLATE WIDTH (D) 0.67 FT SLAB THICKNESS (t) 0.33 FT DIRECT BEARING LENGTH ON SOIL (L) = D+2*t 1.34 FT DIRECT SOIL BEARING PRESSURE (q) = P/(L^2) 0.459 KSF MAXIMUM ALLOWABLE SOIL BEARING PRESSURE (qallow) 1.500 KSF REQUIRED AREA FOR (qallow) (Aregd) = P/qallow 0.55 FT^2 REQUIRED LENGTH AT ONE SIDE (Lreqd) _ (Aregd)^.5 0.74 FT Lreqd IS LESS'THAN L r OK D L Lreqd SECTION @ SLAB BEARING 4" SLAB CONSIDERED TO RESIST UPLIFT: (USE LOAD COMB (.4913+.7E) FOR HLT) UPLIFT LOAD FROM COLUMN (Pup) =.16 (.49D+.7E) 0.16 KIPS MAXIMUM SLAB WIDTH AVAILABLE TO RESIST UPLIFT (La) 7.0�FT AVAILABLE SLAB AREA TO RESIST UPLIFT (Aa) = La^2 49.0 AVAILABLE DEAD LOAD TO RESIST UPLLIFT (Pd) = ..145*4/12*Aa 2.37 KIPS 49% OF AVAILABLE DEAD LOAD, LOAD COMB. (.49D+.7E) = (.49*Pd) 1.16 KIPS AVAILABLE DEAD LOAD FROM SLAB IS SUFFICIENT TO RESIST UPLIFT OK r vie Art, 2 1 i Mw 11 G7 Wrt . ( 1Z Z DANIEL J. DOBBIE aProfessional Engineer DQ P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 16 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building 4" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 4" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: _vX CONCRETE STRENGTH ft) 3000 PSI REINFORCING STRENGTH (Fy) WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 4 IN DEPTH OF REINFORCING (d) (t/2) 2 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 - LOAD FACTOR FOR WIND 1.6 AREA OF REINFORCING STEEL (As) (#3 @ 18"o.c.) 0.073 IN^2 REINFORCING RATIO (p) = As /(b * d) 0.003042 MOMENT CAUSED BY WEIGHT OF SLAB (Mw): NOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE:FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF -SLAB (Mw) 00625*Wr^2 Mw=.15*4/12*Wr^2/8 •oZS MOMENT CAPACITY OF SLAB (Mc): NOMINAL_MOMENT CAPACITY OF SLAB (Mn) 8.45 KIP IN Mn=p*b*d*Fy*(d-.5*p*d/:85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.00625 * Wr^2 Wr^2 = 90 * Mn Wr = (90 * Mn)^.5 7.96 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) 7.96 FT USE ALLOWABLE WIDTH 7.00 FT DANIEL J. DOBBIE Professional Engineer Page: 17 P.O. Box 2156 Job No: 15038 15925 Renee Way Date: December 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building BOIL KETTLE 0.618 SEISMIC ANALYSIS (NONBUILDING STRUCTURE) 0.274 PER ASCE 7 CHAP 15 (SECTION 15.5) DETERMINE Ss METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS NO MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) 1.306 IS SOILS OR GEOTECHNICAL REPORT AVAILABLE?' NO USE TABLE 1613.5.2 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) 0.507 SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 0.338 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms 0.538 NONBUILDING STRUCTURE SUPPORTED BY OTHER STRUCTURE (15.3) . D GREATER THAN 25% COMBINED WEIGHT CONDITION (15.3.2) RIGID NONBUILDING STRUCTURES (15.4.2) HIGHEST LEVEL OF STRUCTURE (hn) 5.75 FT COEFFICIENT (Ct) (T-12.8-2) 0.020 COEFFICIENT (x) (T-12.8-2) 0.75 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2:1) (Ta)=T=Ct*(hn)"x 0.074 SEC >.06 NOT RIGID CONSIDER AS NONBUILDING STRUCTURE NOT SIMILAR TO BUILDINGS (15.5) CALIFORNIA BUILDING CODE DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS LATITUDE = 39.673478, LONGITUDE = -121.633010 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 MCE AT 1 SECOND PERIOD (S1) 0.274 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 20.3-1 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SITE COEFFICIENT (Fv) T-1613.3.3(2) 1.852 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1 0.507 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms 0.538 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1 0.338 DETERMINE OCCUPANCY CATEGORY (T-1604.5) II SEISMIC DESIGN CATEGORY (1613.5.6) D DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 18 Job No: 15038 Date: December 201.5 British Bulldog Brewery Utility Building SEISMIC ANALYSIS (STANDARD DESIGN PROCEDURE) (CONT) MINIMUM DESIGN LOADS (ASCE 7-10) SEISMIC LOAD: SECTS. 15.6 NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS SEISMIC COEFFICIENTSFOR NONBUILDING STRUCTURES NO SIMILAR TO BUILDINGS AXIS 1: (TABLE 15.4-2) ELEVATED TANKS ON UNBRACED LEGS RESPONSE MODIFICATION COEFFICIENT (R) 2 SYSTEM OVERSTRENGTH FACTOR (omega) 2 DEFLECTION APLIFICATION FACTOR (Cd) 2.5 REDUNDANCY FACTOR (p) (12.3.4.2) (SEE 15.6 EXCEPTION) 1.0 SEISMIC LOAD EFFECT (12.4.2) E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = p*Qe = V VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D 0.11 *D ANALYSIS PROCEDURE SELECTION (12.6) (T-12.6-1) EQUIVALENT LATERAL FORCE ANALYSIS (SECT 12.8) OCCUPANCY IMPORTANCE FACTOR (1.5-2) (le) 1.0 REDUNDANCY FACTOR (p) (12.3.4) (SEE 15.6 EXCEPTION) 1.0 AXIS 1: SEISMIC BASE SHEAR (12.8.1) (V) = Cs*W 0.269 *W SEISMIC RESPONSE COEFFICIENT (12.8.1.1) (Cs) = Sds/(R/le)*p 0.269 FUNDAMENTAL PERIOD NOT TO EXCEED (12.8.2) (T) <Cu*Ta 0.117 SEC COEFFICIENT FOR UPPER LIMIT (Cu) (T-12.8-1) 1.400 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.084 SEC LONG -PERIOD TRANSITION PERIOD (TL) (s) (FIG 22-15) 16 SEC RESPONSE MODIFICATION FACTOR (R) (T-12.2-1) 2 Cs NEED NOT EXCEED Sd1/(T*(R/le)) 2.020 Cs SHALL NOT BE LESS THAN 0.044*Sds*le > 0.01 0.024 IS S1 > 0.60? NO IF SO CHECK Cs = (0.5*S1)/(R/le) NOT APPL USE: Cs EQUAL TO 0.269 AXIS 1: STRUCTURE MASS (W): WEIGHT OF BOIL KETTLE 0.20 KIPS WEIGHT OF CONTENTS 1.49 KIPS TOTAL 1.69 KIPS SEISMIC BASE SHEAR (V) 0.45 KIPS DANIEL J. DOBBIE Professional Engineer Page: 19 P.O. Box 2156 Job No: 15038 Renee way Date: December 2015 Flournlours oy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building PIECE OF EQUIPMENT: BOIL KETTLE CHECK LOADING AT BASE PLATES FOR OVERTURNING, SHEAR & TENSION SEISMIC MASS: . TOTAL MASS (M) 1.69 KIPS SEISMIC RESPONSE COEFFICIENT (Cs) 0.269 SEISMIC LATERAL FORCE (V) = Cs*M 0.45 KIPS BASE PLATE LOADING: (FIND REACTIONS EACH SIDE) EQUIPMENT + SUPPORTS (D) 1.69 KIPS TOTAL DEAD LOAD (D) 1.69 KIPS SEISMIC: SEISMIC LOAD (Vr) = 0.7*E 0.32 KIPS COG ABOVE FOUND (G1) 3.00 FT TANK GEOMETERY: WIDTH BETWEEN SUPPORTS TRANSVERSE (W) 2.44 FT ; DISTANCE COG FROM LEFT REACTION (D1) 0.81 'FT CG D1 V H1 M G1 RI1 Rrj • I�I r UNLOADING DESTICKERS ELEVAT DEAD + CONTENTS: (D+L) OVERTURNING MOMENT (Mo) _ RESITING MOMENT (Mr) = (D) * D1 RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W LEFT SIDE REACTION (RI) (1.0+.11)*(DEAD+LIVE) + 0.7*SEISMIC (1.11(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 RESITING MOMENT (Mr) =1.20*(D+L) * D1 RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W LEFT SIDE REACTION (RI) (0.6-.11)*(DEAD+LIVE) + 0.7*SEISMIC (0.49(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 RESITING MOMENT (Mr) =0.49*(D+L) * D1 RIGHT SIDE REACTION (Rr) _ (Mr - Mo) / W LEFT SIDE REACTION (RI) 0.0 KIP FT 1.4 KIP FT " 0.56 KIPS 1.13. KIPS 1.0 KIP FT 1.5 KIP FT 0.23 KIPS 1.64 KIPS 1.0 KIP FT 0.7 KIP FT -0.12 KIPS 0.94 KIPS DANIEL J. DOBBIE Page: 20 Professional Engineer g Q Q P.O. Box 2156 Job No: 15038 15925 Renee Way Date: December 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building MASH TUN CONTAINER SEISMIC ANALYSIS (NONBUILDING STRUCTURE) PER -ASCE 7 CHAP 15 (SECTION 15.5) DETERMINE Ss 0.618 METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS 0.274 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) NO IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 1613.5.2 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) 1.306 SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 0.507 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms 0.538 NONBUILDING STRUCTURE SUPPORTED BY OTHER STRUCTURE (15.3) 0.538 GREATER THAN 25% COMBINED WEIGHT CONDITION (15.3.2) 0.338 RIGID NONBUILDING STRUCTURES (15.4.2) II HIGHEST LEVEL OF STRUCTURE (hn) 4.00 FT COEFFICIENT (Ct) (T-12.8-2) 0.020 COEFFICIENT (x) (T-12.8-2) 0.75 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.057 SEC >.06 NOT RIGID CONSIDER AS NONBUILDING STRUCTURE NOT SIMILAR TO BUILDINGS (15.5) CALIFORNIA BUILDING CODE DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS LATITUDE = 39.673478, LONGITUDE = -121.633010 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 MCE AT 1 SECOND PERIOD (S1) 0.274 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 20.3-1 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SITE COEFFICIENT (Fv) T-1613.3.3(2) 1.852 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 ' SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1 0.507 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 2/3*Sms 0.538 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1 0.338 DETERMINE OCCUPANCY CATEGORY (T-1604.5) II SEISMIC DESIGN CATEGORY (1613.5.6) D DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 21 Job No: 15038 Date: December 2015 -British Bulldog Brewery Utility Building SEISMIC ANALYSIS (STANDARD DESIGN PROCEDURE) (CONT) MINIMUM DESIGN LOADS (ASCE 7-10) SEISMIC LOAD: SECTS. 15.6 NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS SEISMIC COEFFICIENTSFOR NONBUILDING STRUCTURES NO SIMILAR TO BUILDINGS AXIS 1: (TABLE 15.4-2) ELEVATED TANKS ON UNBRACED LEGS RESPONSE MODIFICATION COEFFICIENT (R) 2 SYSTEM OVERSTRENGTH FACTOR (omega) 2 DEFLECTION APLIFICATION FACTOR (Cd) 2.5 REDUNDANCY FACTOR (p) (12.3.4.2) (SEE -15.6 EXCEPTION) 1.0 SEISMIC LOAD EFFECT (12.4.2) . E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = p*Qe = V VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D 0.11 *D .ANALYSIS PROCEDURE SELECTION (12.6) (T-12.6-1) EQUIVALENT LATERAL FORCE ANALYSIS (SECT 12.8) OCCUPANCY IMPORTANCE FACTOR (1.5-2) (le) 1.0 REDUNDANCY FACTOR (p) (12.3.4) (SEE 15.6 EXCEPTION) 1.0 AXIS 1: SEISMIC BASE SHEAR (12.8.1) (V) = Cs*W f 0.269 *W SEISMIC RESPONSE COEFFICIENT (12.8.1.1) (Cs) = Sds/(R/le)*p 0.269 FUNDAMENTAL PERIOD NOT TO EXCEED (12.8.2) (T) <Cu*Ta 0.079 SEC COEFFICIENT FOR UPPER LIMIT (Cu) (T-12.8-1) 1.400 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.057 SEC LONG -PERIOD TRANSITION PERIOD (TL) (s) (FIG 22-15) 16 SEC RESPONSE MODIFICATION FACTOR (R) (T-12.2-1) 2 Cs NEED NOT EXCEED Sd1/(T*(R/le)) 2.990 Cs SHALL NOT BE LESS THAN 0.044*Sds*le > 0.01 0.024 IS S1 > 0.60? NO IPSO CHECK Cs = (0.5*S1)/(R/le) NOT APPL USE: Cs EQUAL TO 0.269 AXIS 1: STRUCTURE MASS (W): .WEIGHT OF MASH TUN CONTAINER 0.20 KIPS WEIGHT OF CONTENTS 1.40 KIPS TOTAL 1.60 KIPS SEISMIC BASE SHEAR (V) 0.43 KIPS I DANIEL J. DOBBIE Professional Engineer D Page: 22 Q P.O. Box 2156 Job No: 15038 15925 Renee way Date: December 2015 Flournoy, CA 96029 Phone (530) 833-5423 British Bulldog Brewery Utility Building ' PIECE OF EQUIPMENT:. MASH TUN CHECK LOADING AT BASE PLATES FOR OVERTURNING, SHEAR & TENSION SEISMIC MASS: TOTAL MASS (M) 1.60 KIPS SEISMIC RESPONSE COEFFICIENT (Cs) 0.269 SEISMIC LATERAL FORCE (V) = Cs*M 0.43 KIPS BASE PLATE LOADING: (FIND REACTIONS EACH SIDE) EQUIPMENT + SUPPORTS (D) 1.60 KIPS TOTAL DEAD LOAD (D) 1.60 KIPS SEISMIC: SEISMIC LOAD (Vr) = 0.7*E 0.30 KIPS COG ABOVE FOUND (G1) 3.00 FT TANK GEOMETERY: WIDTH BETWEEN SUPPORTS TRANSVERSE (W) 2.06 FT 14 1 DISTANCE COG FROM LEFT REACTION (D1) s 1.03 FT '• CG v H1 D1 M G1 RI1 Rrj UNLOADING DESTICKERS ELEVAI DEAD + CONTENTS: (D+L) OVERTURNING MOMENT (Mo) = - 0.0 KIP FT RESITING MOMENT (Mr) = (D) * D1 1.7 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) I W 0.80 KIPS LEFT SIDE REACTION (RI) 0.80 KIPS 0.0+.11)*(DEAD+LIVE) + 0.7*SEISMIC (1.11(D)+.7E) OVERTURNING MOMENT (Mo) .= Vr*G1 .. 0.9 KIP FT RESITING MOMENT (Mr) =1.11*(D+L) * D1 1.8 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W 0.45 KIPS LEFT SIDE REACTION (RI) 1.33 KIPS (0.6-.11)*(DEAD+LIVE) + 0 7*SEISMIC .(0.49(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 0.9 KIP FT RESITING MOMENT (Mr) =0.49*(D+L) * D1 0.8 KIP FT RIGHT SIDE REACTION (Rr) _ (Mr - Mo) / W -0.05 KIPS ' LEFT SIDE REACTION (RI) Q 0.83 KIPS ' DANIEL J. DOBBIE Professional Engineer Page: 23 Q Q P.O. Box 2156 Job No: 15038 _ 15925 Renee Way Flournoy, CA 96029. Date: December 2015 Phone (530) 833-5423 British Bulldog Brewery Utility Building TYPICAL FERMENTATION TANK SEISMIC ANALYSIS (NONBUILDING STRUCTURE) PER ASCE 7 CHAP 15 (SECTION 15.5) DETERMINE Ss METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 1613.5.2 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 0.538 NONBUILDING STRUCTl1RF Al1PPnRTFn RV nTW1=0 QT01IrTl109: 14 JZ 1% GREATER THAN 25% COMBINED WEIGHT CONDITION (15 3 2) 0.618 RIGID NONBUILDING STRUCTURES (15 4 2) 0.274 HIGHEST LEVEL OF STRUCTURE (hn) 5.75 FT COEFFICIENT (Ct) (T-12.8-2) 0.020 COEFFICIENT (x) (T-12.8-2) 0.75 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.074 SEC >.06 NOT RIGID CONSIDER AS NONBUILDING STRUCTURE NOT SIMILAR TO BUILDINGS (15.5) CALIFORNIA BUILDING CODE DETERMINE Ss & S1 METHOD FOR DETERMINING 2009 NEHRP SEISMIC DESIGN PROVISIONS LATITUDE = 39.673478, LONGITUDE = -121.633010 MCE (MAX CONSIDERED EARTHQUAKE) AT SHORT PERIODS (Ss) 0.618 MCE AT 1 SECOND PERIOD (S1) 0.274 DETERMINE: SEISMIC DESIGN CATEGORY (1613.3.5) SITE CLASS DEFINITION: (1613.3.2) IS SOILS OR GEOTECHNICAL REPORT AVAILABLE? NO USE TABLE 20.3-1 FOR SITE CLASS D SITE COEFFICIENTS (1613.3.3) SITE COEFFICIENT (Fa) T-1613.3.3(1) 1.306 SITE COEFFICIENT (Fv) T-1613.3.3(2) 1.852 SPECTRAL RESPONSE ACC. SHORT PERIODS (Sms) = Fa*Ss 0.807 SPECTRAL RESPONSE ACC. 1 -SECOND PERIOD (Sm1) = Fv*S1 0.507 DESIGN SPECTRAL RESPONSE ACCELERATION (DSRA) (1613.3.4) . 5% DAMPED DSRA AT SHORT PERIODS (Sds) = 213*Sms 0.538 5% DAMPED DSRA AT 1 -SECOND PERIOD (Sd1) = 2/3*Sm1 0.338 _DETERMINE OCCUPANCY CATEGORY (T-1604.5) II SEISMIC DESIGN CATEGORY (1613.5:6) D ra t DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 24 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building SEISMIC ANALYSIS (STANDARD DESIGN PROCEDURE) (CONT MINIMUM DESIGN LOADS (ASCE 7-10), SEISMIC LOAD: SECTS. 15.6 NONBUILDING STRUCTURES NOT SIMILAR TO BUILDINGS SEISMIC COEFFICIENTSFOR NONBUILDING STRUCTURES NO SIMILAR TO BUILDINGS AXIS 1: (TABLE 15.4-2) ELEVATED TANKS ON UNBRACED LEGS RESPONSE MODIFICATION COEFFICIENT (R) 2 SYSTEM OVERSTRENGTH FACTOR (omega) 2 DEFLECTION APLIFICATION FACTOR (Cd) 2.5 REDUNDANCY FACTOR (p) (12.3.4.2) (SEE 15.6 EXCEPTION) 1.0 SEISMIC LOAD EFFECT (12.4.2) E=Eh+Ev OR E=Eh-Ev HORIZONTAL SEISMIC LOAD EFFECT (Eh) = p*Qe = V .VERTICAL SEISMIC LOAD EFFECT (Ev) = 0.2*Sds*D 0.11 *D ANALYSIS PROCEDURE SELECTION (12.6) (T-12.6-1) , EQUIVALENT LATERAL FORCE ANALYSIS (SECT 12.8) OCCUPANCY IMPORTANCE FACTOR (1.5-2) (le) 1.0 REDUNDANCY FACTOR (p) (12.3.4) (SEE 15.6 EXCEPTION) 1.0 AXIS 1: SEISMIC BASE SHEAR (12.8.1) (V) = Cs*W 0.269 *W SEISMIC RESPONSE COEFFICIENT (12.8.1.1) (Cs) = Sds/(R/le)*p 0.269 FUNDAMENTAL PERIOD NOT TO EXCEED (12.8.2) (T) <Cu*Ta 0.104 SEC COEFFICIENT FOR UPPER LIMIT (Cu) (T-12.8-1) 1.400 APPROXIMATE FUNDAMENTAL PERIOD (12.8.2.1) (Ta)=T=Ct*(hn)"x 0.074 SEC LONG -PERIOD TRANSITION PERIOD (TL) (s) (FIG 22-15) 16 SEC RESPONSE MODIFICATION FACTOR (R) (T-12.2-1) 2 Cs NEED NOT EXCEED Sd1/(T*(R/le)) 2.278 Cs SHALL NOT BE LESS THAN 0.044*Sds*le > 0.01 0.024 IS S1 > 0.60? NO IF SO CHECK Cs = (0.5*S1)/(R/le) NOT APPL USE: Cs EQUAL TO 0.269 AXIS 1: STRUCTURE MASS (W)• WEIGHT OF FERMENTER TANK & SUPPORT FRAME 0.25 KIPS WEIGHT OF CONTENTS 1.25 KIPS TOTAL 1.50 KIPS SEISMIC BASE SHEAR (V) 0.40 KIPS t., DANIEL I DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 25 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building PIECE OF EQUIPMENT: FERMENTATION TANK CHECK LOADING AT BASE PLATES FOR OVERTURNING, SHEAR & TENSION SEISMIC MASS: TOTAL MASS (M) 1.50 KIPS SEISMIC RESPONSE COEFFICIENT (Cs) 0.269 SEISMIC LATERAL FORCE (V) = Cs*M 0.40 KIPS BASE PLATE LOADING: (FIND REACTIONS EACH SIDE) EQUIPMENT + SUPPORTS (D) 1.50 KIPS TOTAL DEAD LOAD (D) 1.50 KIPS SEISMIC: SEISMIC LOAD (Vr) = 0.7*E 0.28 KIPS COG ABOVE FOUND (G1) 4.58 FT TANK GEOMETERY: WIDTH BETWEEN SUPPORTS TRANSVERSE (W) 2.67 FT DISTANCE COG FROM LEFT REACTION (D1) 1.33 FT CG D1 H1 M G1 l RI1 Rrj UNLOADING DESTICKERS ELEVAI DEAD + CONTENTS: (D+L) OVERTURNING MOMENT (Mo) = 0.0 KIP FT RESITING MOMENT (Mr) = (D) * D1 2.0 KIP FT RIGHT SIDE REACTION (Rr) _ (Mr - Mo) / W 0.75 KIPS LEFT SIDE REACTION (RI) 0.75 KIPS (1.0+.11)*(DEAD+LIVE) + 0.7*SEISMIC (1.11(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 1.3 KIP FT RESITING MOMENT (Mr) =1.11*(D+L) * D1 2.2 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W 0.34 KIPS LEFT SIDE REACTION (RI) 1.32 KIPS L0.6-.11)*(DEAD+LIVE) + 0.7*SEISMIC (0.49(D)+.7E) OVERTURNING MOMENT (Mo) = Vr*G1 1.3 KIP FT RESITING MOMENT (Mr) =0.49*(D+.L) * D1 1.0 KIP FT RIGHT SIDE REACTION (Rr) = (Mr - Mo) / W -0.12 KIPS LEFT SIDE REACTION (RI) 0.85 KIPS DANIEL J. DOBBIE Professional Engineer Page: 26 Q P.O. Box 2156 Job No: 15038 z 15925 Renee Way Flournoy, CA 96029 Date: December 2015 Phone (530) 833-5423 British Bulldog Brewery Utility Building POST INSTALLED ANCHORS AT EQUIPMENT LEGS ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION LOAD COMBINATION (SEISMIC UPLIFT) 2013 CBC SEC 1909.1 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE & AC1.318-11 APPENDIX D LOAD COMB. (.49D+.7E) AT HOT LIQUOR TANK (HLT) D.3.3.3 (1908:1.16) IN AREAS WITH SEISMIC DESIGN CATAGORIES C, D, E, & F ADDITIONAL STRENGTH REDUCTION FACTOR (D4.4) (APPLIED TO SEISMIC LOADS ONLY) 0.75 APPLIED SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) SEISMIC MULTIPLY DEMANDS BY (omega) 2.0 WIND TENSION LOAD TO BOLT GROUP (Tw) 0.00 KIPS WIND SHEAR LOAD TO BOLT GROUP (Vw) 0.00 KIPS DESIGN SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.16 KIPS DESIGN SEISMIC SHEAR TO BOLT GROUP (Vs) =.27/3 0.09 KIPS WIND ULTIMATE LOAD FACTOR (Fw) 1.60 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/.7 1.43 FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 0.00 KIPS FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 0.00 KIPS DESIGN FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts*omega 0.46 KIPS DESIGN FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs*omega 0.26 KIPS DESIGN FACTORED TENSION LOAD (Nua) = Ts' = 0.46 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vs' = 0.26 KIPS NOMINAL BOLT TENSILE = (phi*Nn) _ (phi,dry,pi*Nsa) = 16.6 KIPS >Nua OK NOMINAL CONCRETE TENSILE _ (0.75*phi*Nn) = (0.75*phi*Ncbg) = 19.0 KIPS >Nua OK NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa) = 5.9 KIPS >Vua OK NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) = 11.7 KIPS >Vua OK D.4.3 COMBINED TENSILE AND SHEAR LOADS 5.7 INTERACTION OF TENSILE AND SHEAR LOADS D.7.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nua/(phi,dry,pi*Nsa)+Vua/(phi*Vsa) = 0.07 <1 OK D.7.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(0.75*phi*Ncbg)+Vua/(phi*Vcbg) = 0.05 <11. OK DESIGNED ANCHORAGE: 3 - 3/8" F1554 (GRADE 36) THREADED ANCHOR RODS 31/2" MIN. EMBED. IN 1/2" DRILLED HOLE IN CONCRETE W/ SIMPSON 'SET -XP' EPDXY (PERIODIC SPECIAL INSPECTION REQUIRED) D.4.4 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS (ESR -2508, TABLE 2) 0.75 USE phi,dry,pi ii) SHEAR LOADS (ESR -2508, TABLE 2) 0.65 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.75 (ESR -2508, TABLE 4) 0.70 ii) TENSION LOADS 0.75 (ESR -2508, TABLE 4) 0.65 D.5.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) POST DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 27 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) D.5.1.1 NOMINAL STRENGTH OF SINGLE OR GROUP OF ANCHOR IN TENSION (Nsa) 13.5.1.2 Nsa = n*Ase*futa 30.2 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 YIELD STRENGTH OF ANCHOR (fya) (F1554, GRD 36) 36 KSI TENSILE STRENGTH OF ANCHOR (luta) 68 KSI luta = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.375 IN AREA OF ANCHOR BOLT (Ase) 0.110 IN^2 D.5.2 CONCRETE BREAKOUT STRENGTH IN TENSION D.5.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Avco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 39.1 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal +s1+1.5*hef)*(ca2+s2+1.5+hef) 364 IN^2 EFFECTIVE EMBEDMENT DEPTH (hef) 3.5 IN BOLT SPACING X AXIS (s1) 5.5 IN BOLT SPACING Y AXIS (s2) 5.5 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 12 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (cat) 12 IN MINIMUM EDGE DISTANCE (Ca,min) 12 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 110 IN^2 13.5.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc* (fc)^.5*(hef)^1.5 6.1 KIPS COEFFICIENT FOR POST INSTALLED (kc) 17 COMPRESSIVE STRENGTH OF CONCRETE (f c) 3000 PSI D.5.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hef) 3.50 IN D.5.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 13.5.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 1.39 Y AXIS Yed,N = .7+.3*cal/(1.5*hef) 1.39 X AXIS D.5.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.40 13.5.2.7 MOD. FACTOR POST INSTALLED ANCHORS, UNCRKD (Ycp,N) 1.0 D.5.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION D.5.3.7 NOMINAL STRENGTH OF AN ADHESIVE ANCHOR (Nag) Nag =(Ana/Anao)*Yg,na*Yec,na*Yed,na*Yp,na*Nao CHECK: 6.4 KIPS PROJECTION OF FAILURE SURFACE (Ana)=(2*1.5*hef)*(2*1.5*hef+s1) 168 IN^2 PROJECTED AREA OF FAILURE SURFACE (Anao) = (Scr,na)^2 92 IN^2 (Scr,na) = 20d*(Tk,uncr/1450)".5 < 3*hef OK 9.6 IN^2 DRILL BIT DIAMETER (d) 0.500 IN CHARACTERISTIC BOND STRENGTH (Tk,cr) (ESR -2508, T -5A) 1330 PSI MOD FACTOR (Yg,na) = Yg,nao+((S/Scr,na)^.5*(1-Yg,nao)) 1.00 MOD FACTOR (Yg,nao) = n^.5-((n^.5-1)*(Tk,cr/Tk,max,cr)^1.5) >1 1.00 FACTOR (Tk,max,cr) = (kc,cr/(pi*d))*(hef*fc)^.5 1479 MODIFICATION FACTOR (Yec,na) = 1/(1+(2*e'n/Scr,na)) < 1.0 .0.64 (e'n) = S/2 2.8 IN MODIFICATION FACTOR (Yed,na) = (.7+.3*(Ca,min/Ccr,na)) < 1.0 1.00 CRITICAL EDGE DISTANCE (Ccr,na) = Scr,na/2 4.8 IN GREATER OF Ca,min OR Ccr,na 12.0 IN CRITICAL EDGE DISTANCE (Cac) = 3*hef (ESR -2508, T-1) 10.5 IN IS Ca,min>Cac? YES MODIFICATION FACTOR (Yp,na) = max(Ca,min; Ccr,na)/Cac 1.00 FAILURE SURFACE SHALL NOT EXCEED (Nao)=Tk,cr*pi*d*hef 5484 IN^2 STRENGTH REDUCT FACTOR (phi,dry,pi) (ESR -2508, T -5A) 0.55 FOR PERIODIC INSPECTION, TEMP RANGE 1, DRY USED IN PLACE OF (phi) DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page: 28 Job No: 15038 Date: December 2015 British Bulldog Brewery Utility Building ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) D.6.1 STEEL STRENGTH OF ANCHORS IN SHEAR D.6.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) (c) POST INSTALLED ANCHOR TEST RESULTS (ESR -2508, T-2) 2.260 KIPS STEEL STRENGTH OF BOLT GROUP (n*Vsa) 9.0.KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 D.6.2 CONCRETE BREAKOUT STRENGTH IN SHEAR D.6.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcb = Avc/Avco*Yed,V*Yc,V*Vb 16.7 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+sl )*ha 581 IN^2 MEMBER FOOTING THICKNESS (ha) 14 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca1^2 648 IN^2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 7*(le/do)^.2*do^.5*fc^.5*cal^1.5 14.8 KIPS LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 3.0 IN D.6.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 D.6.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*ca2/(1.5*cal) 0.9 D.6.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 1 FIRE BUTTE COUNTY FIRE DEPARTMENT 615-3048 APN 047-610-027 SRA Area: This project is within the State Responsibility Area, ensure compliance with PRC 4290 and X91 defensible space requirements. Including 30' setback on parcels over 1 acre.A,,ewAl� �n/�/Z,/� �� O%1Pi�•✓CG:/�S Gates: SCIV I rc /,J Pym/ Confirm gates are located at least 30' from street. Distance may need to be increased to allow operation with a fire engine in driveway and not impede traffic on main street. Minimum opening on gate shall be 2' wider than the road on both sides. (Example: 20' wide fire access road would require 4' wide gate minimum.) Access: An approved fire apparatus access road not less than 20 feet wide shall be provided for access within 150 feet of all portions of the building. Call 530-538-7888 to schedule a site visit prior to final to'verify fire access layout and markings. . Address: Ensure structure has appropriate building identification. Minimum 4" high and 0.5" stroke. Ensure the street address is posted at the street main entrance and on the main or first building encountered. Building Identification: Ensure that other buildings on site are identified with same standard as address. Buildings can be numbered, lettered or named, but must be same label as staff on site uses. Fire Extinguishers: Extinguishers must be mounted on a bracket or in a cabinet with the top not more than five feet above the floor. Extinguishers may be required to have a sign mounted above in order to be visible from a distance. Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking uses) Provide a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet and the travel distance to a fire:extinguisher shall not exceed 50 feet from any point. One extinguisher mounted near a man -door will suffice for this project. Storage: Storage shall be maintained 2 feet or more below the ceiling in non sprinklered areas of buildings or a minimum of 18 inches below sprinkler deflectors in sprinklered areas of building.