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BRES2015-046078-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Tit�p *4 eld� Qumz COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT I IIIIII VIII IIII IIII 74 VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 2/9/2016 Application Number: BRES2015-0460 Owner: Property Address: 49312 AVENIDA VISTA BONITA PETER SALVATI APN: 773350020 15037 VIA LE SEND Application Description: SALVATI /ATRIUM ENCLOSURE WITH PATIO AND WINDOW REMODEL DEL MAR, CA 9225 Property Zoning:/�Z!►I Q Application Valuation: $20,000.00 ire Applicant: Contractor: Off Zt7r� ROB PITCHFORD ' RICE CONSTR 77622 Y CLUB 414701 SAN J SE.. PALM DESERT, CA E O CA 92211 PALM DESERT, CA 92260 O�� QN ��pn LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. /License %Class - BB / License No.: 852723 F- Date: `/ 7 ( Contractor: WORKER'S �— (760).408-6426 Llc. No.: 852723 COMPENSATION DECLARATION - I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: OWNER -BUILDER DECLARATION Carrier: _ Policy Number: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State I certify that in the performance of the work for which this permit is issued, I License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any shall not employ any person in any manner so as to become subject to the workers' city or county that requires a permit to construct, alter, improve, demolish, or repair compensation laws of California, and agree that, if I should become subject to the any structure, prior to its issuance, also requires the applicant for the permit to file a workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 the Business Professions Code) that he is therefrom comply with thos provisions. /l Date: /,0,41 of and or or she exempt and the-- basis for the alleged exemption. Any violation of Section 7031.5 by any applicantfor a~ pplicant: permit subjects the applicant to a civil penalty of not more than five hundred dollars WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, ($500).: AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO (1 I, as owner of the property, or my employees with wages as their sole ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF compensation, will do the work, and the structure is not intended or'offered for sale. COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not INTEREST, AND ATTORNEY'S FEES.' applyto an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements APPLICANT ACKNOWLEDGEMENT are not intended or offered for sale. If, however, the building or improvement is sold IMPORTANT: Application is hereby made to the Building Official for a permit subject to within one year of completion, the owner -builder will have the burden of proving that the conditions and restrictions set forth on this application. he or she did not build or improve for the purpose of sale.). 1. Each person upon whose behalf this application is made, each person at whose ( 11, as owner of the property, am exclusively contracting with licensed contractors request and for whose benefit work is performed under or pursuant to any permit to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' issued asa' result of this application, the owner, and the applicant, each agrees to, and State License Law does not apply to an owner of property who builds or improves shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and thereon, and who contracts for the projects with a contractor(s) licensed pursuant to employees for any act or omission related to the work being performed under or the Contractors' State License Law.). following issuance of this permit. (� I am exempt under Sec. . B.&P.C. for this reason 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Lender's I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this crtofer upon the above- mentiq��r�operty for inspection purposes. - Date: 1 rU CSignature (Applicant or Agent): = a ;.:.,r -a Fe .:f' -a y�°.4 y -,€eke§ _~•ss.3:�-�'`. ;za a fir..:vsa:. N a. °+DESCRIPTION"°ACCOUNT = �� PA D 'ANIOUNT< HOURLY PLAN CHECK -YES 101-000042600 2.25! $157:50.. $157.50 '•2/8/16' RICE CONSTRUCTION , CHECK 1112704 4604 MFA y 3e y i .fk 'h"%:�. 4-^�'�yJ 4 4' �`§�i�" - Serf. Y 9'F $}?i' kkyu�tii p DESCRIPTION t Z lAr 1 QT&Y � C ' �.•. Sk'� y '�2? AMOUNTa C Yf; e.� sty j .6UNT . ..., ... .,0't-.�,.`Yt.....��.�§,'z%��` . <€r s PAID PAID.DATE HOURLY PLAN CHECK'- YES 101-0000-42600 1.5' $105.00 $105.00 2/8/16 ray �$ a:. ,r a a .>y ° . asx fi,F PAIDyBYt. 'IVIETHOD.n `r rRECEIPT#s ? _r CHECK #� p CLTD BY pP�.?4f,.:�`-.kJ.Edrt.�a`�i: �{�x�':t�k°iu.ae"'nrt''m4.Rer „ g g tro a i S.i:v;eLF..n 11.9 4:•". :tin-.,lxi.....$Yre.Y>'r�£�'.V.�SS.A''�p Y33giz>�i4;:'f..:..z�<?eb .''�9Yi a`mA? ''�.Pr��. E..T;.. �iS $.rt„3;�.'krF:.. t?'2�F�' Y,a ��Ti�EiYaR'.F •is9 e�. .'��'�..4:.i� �'. Y+'l. i.Y YL n.. „QST RICE CONSTRUCTION CHECK R127M 4604 MFA Total Paid for BLDG CITY STAFF = PER, HOUR: $262.50 $262.50 x yDESCRIPTIONz �s = ,�,- � _ � .,° <sACCOU�NT.,QTY u � _., � �_:q x. x • 'i3-� . sr. _ g,w �S `� AMOUNT? OREM .15" FFIR ��]. T.i��+�:�G:--hc.....F C``j PAID Al �. � kPAID:DATE: BSAS SB1473 FEE 101-0000720306 0 , $1.00 $1.00 2/8/16 . ._ � q x PAIDBY� g METHOD NOR RECEIP<,T #� % a �'uf" CLTD BY {:^...t:Ns.CIa'aadErf'€�.�v°�%'Y*a.r>F.�<..�::r>,. w,M-_',�.'�.��,€ x"':+�3'X�`.��.�-�.-r:;.z.�.:•�'�,°r<kf'�. �. fi�H�E�K�#�,ipy, g RICE CONSTRUCTION. CHECK R12704 4604. MFA Total Paid for.BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 .� :'. !�-..Fz#?? f a -. °°,+>y ' w 'af, Fr 'Si". DESCRIPTION=� >di� i�.'�'"�':�fiy g, xACCOUNT :. . �QTYx nAMOUNT,%�� PAID PAIDDATE • ` . .:.az 4.r.�. b-c5...eva'f7,,,;7F a.�s ¢?t.m.w�. DEVICES, FIRST20 101-000042403 0 $24.17_ $24.17 2/8/16 34 a�r'p�.s., g PAII)'13Y,, `«�.'z�:�.- � Sr:s��.'�:'x:„�.;x, ��; ,,. CHECK+#� F <sMETHRECEIP7��,_ �, s_ �.. �x•��_ .•. ,ta RICE CONSTRUCTION. .CHECK 1112704 4604 MFA DESCRIPTION F � gggg'� . i+: �� ACCOUNT NS L -s"# QTY ; a min a°zv.a i " AMOUNT$ °'!c: r;,:, ar 5 PAID, `" � °PAIa GATE= 4:'....U. aD.r?%^.lL.v,';`.y4.`YIT.;�«-X. ES�irshs.i 362. '. ... 3Ya.Y'ati?;;'tw�t� tt..i�' _.��„�f..L�F�ku''A4:�i fi.L':iSYlvx riu t�:l�}� ::3v" -.T��. �°%SS{„"..."k':Y�. �'vc'"�. �'35�,.?X:;.,'_cs�.r"c :DEVICES, FIRST 20'P.0 101-0000-42600 0_ ,$24:17 $24:17 _2/8/16 .BP „' ...x;?aJ. �kN (I4'.T P-.iA,. k�'s ?'9.•y''-:ieww'rt+3KSxi ' Y ;fi; II ,59 ,LY..k2q l..4:TeK..r'# V a.DB-4.'_ :.:..''. '-13e0'n-kn,,,WY:, rrP [,.r' .�Ms.h .-. fiMETHOD .+ie, ' 1X°�{KI111 .0 ,...#Y, a� ..w �CSL:8.T' ' RICE CONSTRUCTION , _ ' CHECK R12704 ' 4604 MFA Total'Paid for ELECTRICAL: $48.34 $4834 ' x :. ... ,,�.° t > DESCRIPTION "W, r sa Re a`" r"`&.z�'`1 -Y.' - �{"'> `ACCO.UNT�-��G 6'�: G. QTY xa'd`3�#w"i.t �'�°k.i AMOUNT . &`,e'a ,•.�,. - PAID ¢.,r_".,`%" ,w TTIf�...: . •..I.X. .... r ..x4_�.�. 'yea' r'� PAIOtDATE; APPLIANCE REPAIR/ALTERATION 101-00002402 .., 0 $12:09 $12:09 2/8/16• iY M *y '. .xiw:°E T -.y.? $Y E BY:a,.;s�€ ae' ,..F,iW 3'.: env'es �, ., Ir'hYe" #.CLTpBY '? .W #PAID fr�?��METH�OD:RECEIPT#��xCHECK 'RICE CONSTRUCTION CHECK 1112704 : "' 4604 MFA F .Z+.. q ` _u iE:; '1.. _:k•..5.✓` 4&. 4s�"::'{J•-C•.... �t '`it, ------------------- �� '41`% ' r`. '3.6.c:'!sT zf - #�f: `.°... �l*„ydcy``i :.> ;�`ACCOUNT'° "QTY +„i"v' . ky€ '€:,`u':'a' i'.h-r,'^:'d' dyb�fi 3 AMOUNT��PAIDa g.u` g a' z`.Cf'%'y#` , au�.k - . '>E -'<',;.k I �:.2sf'�,�^e�r M .,..:t; F,..{•,3., ::; PAIDDATE '.FESz�ry+�3'i4-,R'�F...�:�fi�f�v. ?..,�Na"Mti'�✓', AM,�i:nbi�2x ��u3 APPLIANCE REPAIR/ALTERATION P.C. ;: 101-0000-42606. ; 0 $4:83' $4:83 2/8/16 9 q PAID BY?Yxpr,METHO,�DRECEPT#IN i� riff. "3'°?-' .,,:'f..`$w' d: "�� .: ,. � at.� ..._ ". ��5"t[ CHECK#�CLTDgBY Y RICE CONSTRUCTION CHECK R12704 4604 MFA Total Paid for MECHANICAL: ' . $16:92 $16.92 9.... i ° `.: DESCRIPTION. e°za 3 Y'f.,�, a ACCOUNT µTY wi' F., yi<.2. A.• , AMOUNTkc ^� ` n� r, PAID DATE _...,,. .,a:.PAID a: ROOF DRAIN 0 $12.09,3 $12.09 2/8/16 g101-0000-42401, an zv�`. k,y I *`..#'y S PAID BY�� 3 �,� � � _ :s.,'.•.'3.w4'xk.'13 �,: dS" ky TsX%X.. �� .�>METIiOD �� : 'Mf :d� a"k '' .X.'k �d-t`' RECEIPT #� ..�....... .W.. ., r r,Yv�.;,.», 1211.+.. ,.,, t:.. ,, RICE CONSTRUCTION CHECK .1112704 .4604 • MFA A5aLi�3-j.. DESCRIRTION° � � z'sE, .�..,�, qf��',>.':,,. � �rs ACCOUNT QNB AMOUNT ,"' d `zf .ypfSd<'(sif':X�('{N�r.:'+-'%:n 4 PAID PAID DATE - ^.Y';,. .:.M,: �... T.>•'k,.,.....,..�.i'.t x.. t-1�.::.,zR.�...-?.,'t Y...<.,�s'._,`... k+'.,4.i4'i+rt.,*A.s..•,.., s✓;n. -, z ..: 7.£Yl.dn>.xAcJ¢`.E�,'€x§+a"-'>. IR ROOF, DRAIN PC 101-0000-42600 0 $12.09 $12.09 2/8/16 n �le,.R, <e;R _fir: mm CHECx``K b # ..:CLTDBIF ��'r: . S..M.er ._� �`:�.'+�3 •'�i,...S�"'^�,'Y,RECEIPT#n 5a' 4.. .v.4n✓rvv:�.a?<fr K4:. °s ;'4`S,r .'�,s 's;' ° 4:.L2 G iAx "s+.? .Tu4.�✓ z •.'Ask;<:ztat'n°''>� RICE CONSTRUCTION CHECK -012704 4604 'MFA -Notal Paid for PLUMBING FEES: $24.18 ':$24.18 ` PV `d PAaI:.MDt. A'T.. E ,41 4,�� f REMODEL„ EA ADDITIONAL 500 SF, 101-0000-42400 0 $21.75:. - . $21.75 2/8/16 rPAID;BY ,:f's,Yv k.'.1u. f'C. xgg�f!aty R*t MET110D ""�.° OAK,. ag. .WB.-i'Y;?3�.'.`.;e'-.� , ��RECEIPT# 1':. ; - # CLTD;BY xk> ,. r rs 9k`;b"a`i-v. ,-✓,_3w: �`&.. s._ 4 y.Tk .4, .,'L^,3 kx`I - <i-k.��.h,.i..x-: 3RRY*S;i,.,i'',''f=r;fi"�idt+. ,CHECK , s d,a ,- ,. RICE CONSTRUCTION ' . CHECK R12704 4604 MFA .r 1 r +' ,x•r:'<syL'. s ,.DESCRIPTION -.ti f^+Qs;4.::. a"Y 'ACCOUNT �1aN g.• 2' #;fid{. i"k' NT gv+ .s. -ti. 3E{ PAID; DATE ,. s_. .AM q ...V ..��PAIDxpP W-? "' REMODEL, EA ADDITIONAL 500,SF PC 161-0000-42600. .0 $17.40 2/8/16 v'' Y` G 7. {-4f `f -,:.',6v ✓i"F^'dg? k'3. -Y. Y«i {# '"Sa ''.'i tt$,' 9 'e';x' �. y �:F 5 3 C-+. 4;!i3.;..:I1 �. '1, Y' ✓'r",^ P. f;; { Y 'i, '.'E;ll3^Fi.'.o'.3"4.y'k.,;, ,:�4 s�� 4 s :., F aMETh10D+s=� fir.tRECEIPT,#; : {� � . j Y.. � ..: CHECK# ,C !.Tp RICE CONSTRUCTION CHECK R12704 4604 MFA DESCRIP A'CCOUNTQTY �AMOUNT�a' PAID' `PAIb DATExi PrTION � REMODEL, `FIRSTAOO SF 101=0000-42400 • 0 $49.31•. $49.31 2/8/16 z .` ,� ^r ''4PAIU BY- . xv t =' •Ki; tFFt:Yn`S4%$ .s,- 9("'cki-£ sz"� S �+`4A °� CLTD BY y x._>..�.METFIOD�.sRECEIPT# �£?•.�L:r.�E�iu.L?.,Es'�s5�..�`�"+:�&a°� ;CHECK# '�'b '� "fir RICE CONSTRUCTION 'CHECK 1112704. 4604 MFA DESCR.I.I PTON A rCCOUN MO{U a3:-�i PAID PAID DATE r ,, REMODEL, FIRST SOO.SF PC % 101-0000-42600 i 0 . $134:88 $134:88 2%8/16 T7X' W1111, -3i-i s t M E>-R�•:Cw I"� � .' �^�R3e. Y3`�v�'"'Y2'�Si -i- �ME7HOD�R � 'd'5..•�.`<,Yrt'C�"e. v RECEIPT>�# -'y+�4Y{za 3s; [ylN��9 'rt.' CHECK # CC�TD BY mgr ,PAID;BY �Y � � 5 ...-�.M,. dv{'n�t4T4Y'cY:. RICE CONSTRUCTION :CHECK . . 1112704, 4604- -MFA, Total Paid for REMODEL: . $22334 $223.34 4 $'✓ + pix E 'Yy E.` S ':: y! r«:Z <,f ACCOUNT QTY 'ae .S.Y^�.�E: AMOUNT g . S.. tt XPyAID i J'Ct PAID=DATE .DESCRIPTION 4,. �.":^'T> Y6 ..'. •.iYN'q 7"YS.•Yb;;R:¢ th kr'MZX: f['A+ Y 4�':'iT?�Y .6X<H"i f!i:3 ..<ak`iiZ,P.<: .-: 'Ya;- 'ffXt.,, £ c�A'f..�J{75x4{,,. a`,R W- .. � .� `E� SEe(:Y,°r`I�j ?<r.'F.'f�: F{ 5�!+n'u'<°«4 i'« tikilmFh SM I! - RESIDENTIAL. .101-0000-20308 0' _ $2.60 $2:60' ' a2f8/16 n"z..,'-r +y a'c. „r '�'q:"z{s� _ sx,a-fir; "...Ilufh, "°Hi �v �:..: 3<C .-:y „.z �1.:.v""'-j`N6ti:y;'p •',x # ay.v,..n4. ryzt2 . -*: €c, .PAID�BYa43 1� pMETHODn... .RECEIPT pCHECK #CLTDBY RICE CONSTRUCTIONCHECK _ ; R12704. 4604. MFA, - Total Paid for STRONG $2.60 .$2.60, "K{t .d i]'i.4, «".a Y",': DESCRI ff 'sem is 4. .t'y. i£ "V4 I,R �5 QTY �.f';. AMOUN Yi:..y{`?` PA1D PAIO DATE 7 4r Mr s ION. a � ACCOUNT 6 f fOR � DOOR/WINDOW, REPLACE FIRST¢p7 :101=0000=42400 _0. $60.91 $60.91 .2%8/16 :.,. Rbi.! .H 5• C. .(.yi y„ ft f Yl..� PAID BY.N �..r7 S.; .x t. "Ag'� ;`•...a # 4'fi",�`�DF;•a:4d 5+. t METHODS #_..RECEIT #�aCHECK rtt �TpBY4 RICE CONSTRUCTION.. .. CHECK R12704' 4604 MFA :ais"a� : ;j`>``?'`.r'.� :x •"a "..9 " x ACCOU-? 4iaJ".� Y "M�A?. x>O,e ,rrlr1rNxaT't he"' r �3Q a .:: "`P-A:•v�IDxv �5PA`I-D'DAT`aE . n B F r l"i»w�_ R. M.,,',DESCRIPTIONNE g DOOR/WINDOW, REPLACE, EA ADDITION 5 '101-000042400 0 $20.30 $20.30 _ 2/8/16 . �v�§--Y,"ai� i� <sN { ' PAIDiBY � ` E. 11'." ` X91''° Vsa.::a;-;S""" ce �,� METWOD ;. xax�».�i" .nea"a # sa+{ CHECK #� �, &. tii`. s's,,z :a 'Sz. R dtbi, Y .. ,« __u " , �. >Y ;`. --,RECEIPT,, L.,.. _ 'I , ; RICE..�....�.-�.�. RICE CONSTRUCTION CHECK,, R12704, 4604. MFA_.hA 'Ei*":,.°i,ti,,x-a DESCRIPfTION y,�..`L.,i.. AMOUNT�aVNE 3 .. RAID��wPAID;DATE . ,.7.sx , {,.A000,UNTk ERi:. .? .',s%7 DOOR/WINDOW, REPLACE, EA ADDITION 5 101-0000-42600 , 0 $23.20. $23.20 2/8/16 PC „ iYl ,. r{.0 >`�•'`` j.',1?W-i. '3ES _�` .<;",��"� ";FK ;, PAIDzBYy .x s:4 F'a<; c.� - v''„'»yiS Y n„ �i,"T •:E �METHODp��4 ` n E...R .,5 4. 4°si'1Y^.'S'.iS$'Y S Xs' isY RECEIPTS#�tCHEGK '+{- {.✓�ik a wiVG # CLT.D BY' t,s N,..xA,.-n�: k�.0„K S4.. :t. --k em`s. .�.:.:; Pa -T ✓' . "5 ..x Sx4i-efG.6�" Y%Kn .r.. «.0_$1'x...,; .ith.<i'.<.xSr" I. RICE CONSTRUCTION CHECK - R12704 , . 4604 MFA C }x .-:e«.Cf'fi Jzfy3+ e DESCRIPTIONS t�ACCOUNT¢,fi, .'4i3n QTYEMOUNT ` ` PAID �PAID:DATE` - .,,w'..�'"h.. ...'',iY".'�. Zf::'k<Kf:� n2„rvE.-i"'.: k;..�:i AaA;.'im'n-`;iPz>s'P':4 ,i=ks:f%2.e mk, :Fd;fai"f. is zy °SA.ef:r!k <nsey...<`Y1`FS :.�i :.:k,.'•s.,4'`. DOOR/WINDOW, REPLACE,. FIRST 7PC 1301-0000-42600 -0 $110.22 $110.22.. 2 R i .i ��METHOD�n� 1'2:�'...r p }2/8/16 ra.. . t ry�RECEIPT# .,mss ,t ��;;CHECK#mx..,CLTD�BY. RICE CONSTRUCTION I CHECK I R12104 I 4604 I MFA Total Paid for WINDOW/SLIDING GLASS DOOR/FENESTRATION: $214.63 $214.63 Description: SALVATI / ATRIUM ENCLOSURE WITH PATIO AND WINDOW REMODEL Type: BUILDING, RESIDENTIAL Subtype: REMODEL Status: ISSUED Applied: 12/23/2015 SGU Approved: 2/4/2016 LUR Parcel No: 773350020 Site Address: 49312 AVENIDA-VISTA BONITA LA QUINTA,CA 92253 Subdivision: TR. 14496-2 INT IN COMMON Block: Lot: 20 Issued: 2/9/2016 MFA Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $20,000.00 Occupancy Type: Construction Type: Expired: 8/7/2016 MFA No. Buildings: 0 No. Stories: 0 No. Unites: 0 CHRONOLOGY TYPE Details: 79SF ATRUIM ENCLOSURE,140SF REMODEL AT PATIO TO RAISE SOFFIT AND HEADERS, AND REPLACEMENT OF ALL WINDOWS. THIS PERMIT DOES NOT INCLUDE POOL, SPA, BLOCK WALLS OR FIREPIT. 2013 CALIFORNIA BUILDING CODES. Applied to Approved f Approved to Issued Printed: Tuesday, February 09, 2016 2:41:42 PM 1 of 5 fsysrEMs ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE • NOTES THIS PLAN CHECK WENT TO YOUNG ENGINEERING INSTEAD NOTE KAY HENSEL 1/11/2016 1/11/2016 OF ESGIL. PER CONVERSATION WITH JOHN THOMPSON, HE WILL DO THE STRUCTURAL PLAN CHECK SINCE THE PLANS ARE DUE BACK ON 1/12/2016. WAITING FOR STRUCTURAL REVIEW. NOTE LUIS URIBE 1/5/2016 1/12/2016 ' STRUCTURAL REVIEW COMPLETE NOTE LUIS URIBE 2/4/2016 2/5/2016 WAITING ON PLANS TO RETURN FROM STRUCTURAL REVIEW. PLAN CHECK'COMMENTS FROM CONSULTANT KAY HENSEL 2/5/2016 2/5/2016 STRUC APPROVABLE 2/4/2016. RECEIVED BACK ON 2/5/2016 RECEIVED PLAN CHECK COMMENTS FROM CONSULTANT LUIS URIBE 1/12/2016 1/12/2016 RECEIVED Printed: Tuesday, February 09, 2016 2:41:42 PM 1 of 5 fsysrEMs Printed:. Tuesday, February 09, 2016 2:41:42 PM 2 of 5 C sysrr-Ms GOING TO ESGIL PLAN CHECK SENT TO LUIS URIBE 1/5/2016 1/5/2016 THIS PLAN CHECK WENT TO YOUNG ENGINEERING (BY Il -OUTSIDE PC MISTAKE?) BUT JOHN THOMPSON WILL DO THE PLAN CHECK FOR US. PLAN CHECK SUBMITTAL STEPHANIE GUMPERT 12/23/2015 12/23/2015 RECEIVED RESUBMITTAL RAMSES SEVILLA 1/22/2016 1/22/2016 RESUBMITAL 1/21/16 SENT TO PLAN CHECK RAMSES SEVILLA 1/22/2016 1/22/2016 STRUC TO YOUNG CONSULTANT SPOKE WITH ROB. LET HIM KNOW THAT STRUCTURAL REVIEW WILL HAVE TO BE SENT OUT FOR REVIEW DUE TO THE EXTENT OF WORK THAT IS PROPOSED. I LET HIM KNOW TELEPHONE CALL LUIS URIBE 1/5/2016 1/5/2016 THAT PLANS WERE DUE ON THE 6TH AND NOW THAT DATE WILL BE PUSHED BACK FOR ONE WEEK. HE SAID THAT IS FINE HE ASKED IF THE NON-STRUCTURAL PART HAD ANY CORRECTIONS AND THERE IS CORRECTIONS. I WILL EMAIL HIM A LIST OF THE CORRECTIONS LIST PER HIS REQUEST. TELEPHONE CALL LUIS URIBE 1/12/2016 .1/22/2016 LEFT ROB A MESSAGE. PLANS ARE READY FOR CORRECTIONS TELEPHONE CALL LUIS URIBE . 2/5/2016 2/5/2016 SPOKE WITH ROB PITCHFORD. PLANS ARE READY TO BE ISSUED PENDING DOCUMENTS. SEE CONDITIONS. CONDITIONS CONDITION DATE DATE DATE CONTACT STATUS REMARKS NOTES TYPE ADDED REQUIRED SATISFIED READY TO ISSUE CONTRACTOR PAID PERMIT FEES BUT STILL NEED CHECKLIST • LUIS URIBE 2/5/2016 COMPLETE WASTE MGMT AND SCHOOL LETTER Printed:. Tuesday, February 09, 2016 2:41:42 PM 2 of 5 C sysrr-Ms NAME TYPE- `, -NAME _.AD RE 'CITY *' $fiATE ZIP E u AX ram EMAIL --PHON F Ak y OWNER PETER SALVATI 15037 VIA LE SENDA DEL MAR CA 92253 FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAIb PAID'I)ATE. RECEIPT # CHECK # . METHOD .. PAID BY: CLTD ._ BY HOURLY PLAN CHECK - 101-0000-42600 2.25. $157.50 $157.50 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA YES HOURLY PLAN CHECK - 101-0000-42600 1.5 •$105.00 $105.00 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA YES Total Paid for BLDG CITY STAFF - PER HOUR: $262.50 $262.50 BSAS SB1473 FEE 101-0000-20306 T 07$$1.00 $1.00 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: DEVICES, FIRST 20 101-0000-42403 0 $24.17. $24.17 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $24.17 •2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA Total Paid for ELECTRICAL: .$48.34 $48.34 APPLIANCE 101-0000-42402 0 $12.09 $12.09 2/8/16 1112704 4604 CHECK RICE CONSTRUCTION MFA REPAIR/ALTERATION APPLIANCE 101-0000-42600 0 $4.83 $4.83 2/8/16 R12704 4604. CHECK RICE CONSTRUCTION MFA REPAIR/ALTERATION PC Total Paid for MECHANICAL: $16.92 $16.92 ROOF DRAIN 101-0000-42401 0 $12.09 $12.09 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA ROOF.DR AIN PC 101-0000-42600 0 $12.09 $12.09 •2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA Total Paid for PLUMBING FEES: .$24.18 $24.18 REMODEL,EA 101-0000-42400 0 $21.75 $21.75 2/8/16 1112704 4604 CHECK RICE CONSTRUCTION MFA ADDITIONAL 5000 SF REMODEL, 101-0000-42600 0 $17.40 $17.40 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA ADDITIONAL 5000 5F PC Printed: Tuesday, February 09, 2016 2:41:42 PM 3 of 5. CRWIYSTrms DESCRIPTION ACCOUNT QTY AMOUNT PAIn pAATE RECEIPt.# CHECK # METHOD PAID BY CLTD - , REMODEL, FIRST 100 SF 101-0000-42400 0 $49.31 $49.31 2/8/16 R12704. 4604 CHECK RICE CONSTRUCTION MFA REMODEL, FIRST 500 SF 101-0000-42600 0 $134.88 $134,88 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA PC Total Paid for REMODEL: $223.34 $223,34 SMI - RESIDENTIAL 101-0000-20308 0 $2.60 $2.60 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA Total Paid for.STRONG MOTION INSTRUMENTATION SMI: $2.60 $2,60 DOOR/WINDOW, 101-0000-42400 0 $60.91 $60.91 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA REPLACE FIRST 7 DOOR/WINDOW, REPLACE; EA ADDITION 101-0000-42400 0 $20.30 $20.30 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA 5 DOOR/WINDOW, REPLACE, EA ADDITION 101-0000-42600 0 $23.20 $23.20 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA 5 PC DOOR/WINDOW, 101-0000-42600 .0 $110.22 $110.22 2/8/16 R12704 4604 CHECK RICE CONSTRUCTION MFA. REPLACE, FIRST 7 PC Total Paid for WINDOW/SLIDING GLASS $214.63 $214,63 DOOR/FENESTRATION: Printed: Tuesday, February 09, 2016 2:41:42 PM 4 of 5 - SYSTEMS' 2ND BLDG NS (2 WK) LUIS URIBE 1/22/2016 2/4/2016 2/4/2016 APPROVED ATTACHMENTS Attachment Type CREATED q .' "'!QNINER JOHN - THIS IS THE ONE YOU CALLED ME ABOUT. PQ'�HWQME . o SU DIR ETRi4KIT ENABLED � ,- IT SHOULD HAVE GONE TO ESGIL BUT GOT TO 2ND BLDG STR (2 JOHN IST REVIEW - 1ST REVIEW - YOU BY MISTAKE. THANKS FOR DOING THE WK) THOMPSON 1/22/2016 2/4/2016 2/4/2016 READY FOR APPROVAL 0 STRUC. P/C FOR US. HERE IT IS AGAIN. WE COMMENTS.doc COMMENTS.doc DIDN'T GET REVISED CALCS. APPLICANT SAYS 1ST REVIEW - 1ST REVIEW - DOC 1/12/2016 CORRECTIONS ARE IN THE BOOKS OR ON THE STRUCTURAL STRUCTURAL 0 REVISED PLANS. KAY BOND INFORMATION ATTACHMENTS Attachment Type CREATED q .' "'!QNINER n��CRip1'i0N PQ'�HWQME . o SU DIR ETRi4KIT ENABLED � ,- IST REVIEW - 1ST REVIEW - DOC 1/12/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 COMMENTS.doc COMMENTS.doc 1ST REVIEW - 1ST REVIEW - DOC 1/12/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 TRANSMITTAL.pdf TRANSMITTAL.pdf 2ND REVIEW - 2ND REVIEW - DOC 2/4/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 TRANSMITTAL.pdf. TRANSMITTAL.pdf' DOC 2/5/2016 LUIS URIBE SCHOOL FEE LETTER BRES2015-0460 - 0 SCHOOL.FEE LETTER.pdf DOC 2/5/2016 LUIS URIBE HOA LETTER BRE52015-0460 -HOA 0 LETTER.pdf Printed: Tuesday, February 09, 2016 2:41:42 PM 5 of 5 CJ srsTEMs fir Date: 2/9/2016 No.: 16-00121-1 CERTIFICATE OF COMPLIANCE • Desert Sands Unified School District 47950 Dune Palms Road La Qunita, CA 92253 (760)771-8515 Owner: Peter Salvati Address: 43312 Avenida Vista Bonita ' City: La Quinta Type: Residential Addition < 500 sq ft Lot # Street No. 43312 Comments: Street Name Avenida Vista Bonita JN�Fieo s Z��yo V<i BERMUDA DUNES" "RANCHO MIRAGE C ~� PAIMM pESERT%Y .COACHELtA•� 'lAOU1NTA 7• p tN0I r y ,•, . Email: Jurisdiction: La Quinta Tract #: Sq. Feet APN 79 773-350-020 Exempt Permit No. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking eating, or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less Exempt This certifies that school facility fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 79 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in the proposed project may now be issued. Fees Paid By: Tom Rice / Exemot Bank Name/Recipient of Certificate By Dr. Gary Rutherford Superintendent Check No.: Exempt Telephone: 760-408-6426 Funding: Exempt Fee Collected/ Exempted by: Kelly Jones A t unt Due: •_$0.0 Original Paym�nt(s) Recd: --'$0.00 1 New Payment Rec a: _,;$0.00,, Over''/Cinder: v$0;0 r ,. NOTICE: Pursuant to Governme t Code Sectio 66020(d)(1), this will serve to notify y you that the 90 -day approval period in which you may' protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. Notice to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. Plan Submittal Job Site Building Permit Number: Project Description: Addition Exempt: 0 (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Owner's Name Number, Street, or PO Box City, State, Postal Code Owner's Phone Number Owner's E -Mail Address Project Manager's Name Project Manager's Phone Number Project Manager's E-mail Address Builder / Contractor Number, Street or PO Box City, State, Postal Code Project Square"Footage 2/9/2016 49312 Avenida Vista Bonita Peter Salvath 619-517-3767 peters(@dpr.com Lance Whitington 760-799-4383 lancew(cDncebuilt.com Tom Price 44701 San Jose Palm Desert, CA. 92260 79 Sq. Ft. City Approval By -?C&"— ° �C,(1A4-.0 Date of City Approval 02, �09 hto Materials To Be Discarded: Product Tons Trash 0.33 Not recyclable Product Tons Asphalt 0.00 Recyclable Masonry (broken) 0.00 Recyclable Brick/Block 0.00 Recyclable Plaster 0.00 Recyclable Cardboard 0.00 Recyclable Scrap Metal 0.00 Recyclable Commingled 0.00 Recyclable Tile (floor) 0.00 Recyclable Concrete 0.25 Recyclable Tile (roof) 0.00 Recyclable Drywall y .. 0.00 Recyclable Wood 0.14 Recyclable Donated / Reuse* : 0.00 Recyclable Landscape Debris 0.00 Recyclable *Describe Items Totals: Rec cle Trash 0.41 0.3 Projected Diversion: 54.17% I understand it is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this plan. This DMP is issued in the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP is still issued in the name of the property owners) and the owner retains legal responsibility for ensuring that the provisions of the DMP are adhered to. The property owner(s) and general contractor shall be kept informed of the diversion progress through bi-monthly reports. If self -hauling, all refuse material from this project site must be taken to an approved recycler or transfer Owner / Developer / Project Manager / Superintendant Date Pin # City of La Quinta Building 8r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012. Building Permit Application and Tracking Sheet Permit # Project Address: � l Z 1ST f 5oiwT Owner's Name: A. P. Number: 773 3 SO 07-0 't Address: A V��,,Z�^ �U�. 6 5—rjL Vc"C/ Legal Description: LfOT 2o -IV City, ST, Zip: LA`(.� -lJ r Contractor: Tele ho eT.6 O�6 S�6 z >': Address: Project Description: City, ST, Zip: p Telephone: p c` G State Lie. # : City Lie. #- Designer: VA _V TGAP Address: -77-6K s City, ST, Zip-.--� -mvp- f pp7 . 6O Z TelePhone ¢6 Con tructi n Type: Occupancy: cY State Lie. # Project (circle one):: New Add'n Alter Repair Demo Name of Contact Person• .: �f Sq. Ft.,779AVVWF# Stories: ' # Units: ' � Telephone # of Contact Person: —76 O �� G �� ° Estimated Value of Project. em APPLICANT: DO NOT WRITE BELOW THIS LINE q Submittal Req'd Ree'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading.plan 2" Review, ready for• corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees TA-tf QUM& LA QUINTA, CALIFORNIA 92247-1504 78-495 CA LLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT (760) 777-7125 FAX (760) 777-7011 TRANSMITTAL TO: ❑YOUNG JKESGIL ❑VCA ❑COMPLETE PLAN CHECK/N/S-STRUCTURAL ATTN: / TODAY'S DATE: DUE DATE: PERMIT NUMBER:.'i� PROJECT ADDRESS: �G% "ytn / �-• Vi S�-��hi ��+ APPLICANT NAME: AOA SUBMITTAL ROUND: �� BIN NUMBER: INCLUDED HEREWITH: [PLANS ❑REDLINED PLANS E,STRUCT ❑REDLINED STRUCT ❑TRUSS ❑REDLINED TRUSS []SOILS . ❑REDLINED SOILS ❑ENERGY . ❑REVISED ENERGY. ❑CORRECTION LIST MOTHER ❑REVISED PLANS []REVISED STRUCT ❑REVISED TRUSS ❑REVISED SOILS ❑APPROVED PLANS ❑APPROVED STRUCT []APPROVED TRUSS ❑APPROVED SOILS []CUSTOMER RESPONSES -BUILDING DEPARTMENT USE ONLY - EN SHEET TO: ❑CDD ❑(w/Plans) ❑PUBLIC WORKS ❑COVE CHECK (w/Application) N NON-STRUCTURAL TO: OMMENTS: a } YOUNG, Pa<K ENGINEERING ° ` °> °w K n e S E A V 1 ;^, E '�� si�s�°sa'`�tr``t`�. - :i�rC :�"�;. �m�:w�,`�,5s.� Letter of Transmittal To: City of La Quinta Today's Date: 1-12-16 78-495 Calle Tampico City Due Date: 1-12-16 La Quinta, CA 92253 Project Address: 497312 Avenida Vista Bonita Attn: Kay / Jim Plan Check #: BRES2015-0460 Submittal: N 1st ❑ 4th Revised Soils Report ❑ 2nd ❑ 5th ❑ ❑ 3rd ❑ Other: We are forwarding: Includes: N' By Messenger Descriptions: ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Copies: N 1 Structural Plans ❑ Revised Struct. Plans N 1 Structural Calculations ❑ , Revised Struct. Calcs ❑ Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report N 1 Structural P/C Comments ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved. Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content is not approvable, see attached structural plan check comment list. Structural Plan Review Time = 2.25 HR This Material Sent for: ❑ Your Files N Per Your Request ❑ Your Review ❑ Approval ❑ . Checking ❑ At the request of: Other: ❑ By: John W. Thompson Office: ® (760) 772-5107 Other: ❑ Tdf ot 449brw LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 TRANSMITTAL BUILDING & SAFETY DEPARTMENT (760)777-7125 FAX (760) 777-7011 TO: YOUNG ❑ESGIL ❑VCA ❑COMPLETE PLAN CHECK/N/S-STRUCTURAL ATTN: TODAY'S DATE: ate. DUE DATE: PERMIT NUMBER: b 5 2oIS• 041*0 PROJECT ADDRESS: 191012. Ir V eN l 00k V 15TA ]!�C I A TA% APPLICANT NAME: 0% U.,1 SUBMITTAL ROUND: S setyAi INCLUDED HEREWITH: ,'REDLINED PLANS ❑REDLINED STRUCT ❑TRUSS ❑REDLINED TRUSS []SOILS ❑REDLINED SOILS ❑ENERGY ❑REVISED ENERGY ON LIST [_]OTHER BIN NUMBER: REVISED PLANS �EVISED STRUCT []REVISED TRUSS ❑REVISED SOILS ❑APPROVED PLANS ❑APPROVED STRUCT ❑APPROVED TRUSS []APPROVED SOILS nCUSTOMER RESPONSES -BUILDING DEPARTMENT USE ONLY - GREEN SHEET TO: ❑CDD ❑(w/Plans) ❑PUBLIC WORKS ❑COVE CHECK (w/Application) ASSIGN NON-STRUCTURAL TO: Lu COMMENTS: YOUNG- ENGINEERING OUNGENGINEERING ' 9 E R V . C E Letter of Transmittal To: City of La Quinta Today's Date: 2-4-16 78-495 Calle Tampico City Due Date: 2-4-16 La Quinta, CA 92253 Project Address: 49-312 Avenida Vista Bonita Attn: Kay / Jim Plan Check #: BRES2015-0460 Submittal: ❑ 1st ❑ 4th ® 2nd ❑ 5th ❑ 3rd ❑ Othet: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: Descriptions: Includes:. # Of Descriptions:, Copies: ❑ Structural Plans ® 1 Revised Struct. Plans ® 1 Structural -Calculations. ❑ Revised Struct. Calcs ❑ Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report ® 1 Structural P/C Comments ❑ Approved Structural Plans / Responses ® 1 Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redliried Structural Calcs ❑ Approved,Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content is approvable" CEI\/# "® Structural Plan Review Time = 1.5 HR „1.�. �. Ut- LA QUINTA This Material Sent for: ❑ Your Files ❑ Your Review ❑ , Checking Other: ❑• By: John W. Thompson Office: ® (760)772-5107 Other: ❑ -UPMENT ® Per Your Request ❑ Approval ❑ At the request of: City of La Quinta Building.and Safety Department Z'Ir.> Plan Check Check Corrections Salvati Residence Remodel Engineer: Denise R.. Poeltler, PE 49-312 Avenida Vista Bonita Plan Check No.: BRES2015-0460 (1st check) La Quinta,. California Date: 1/1112016 Provide collector design/detail at re-entrant comer along shear wall 5. ASCE 12.1.3, 12.3.2.1. . Provide post to beam connection and post to footing connection at new beam B-1. j3. Engineer of Record shall stamp and sign the structural plans. If corrections require revisions to the structural calculations, provide one complete copy of the redlined calculations from this submittal plus two complete, bound copies of the revised calculations for review and approval. Providing only a few supplemental, revised pages will not be accepted and will delay approval of this project. Please incorporate requested corrections into plan sets and reprint. Plan Reviewer: John W. Thompson, P.E. . Phone No.: 760-772-5107 e-mait.-jthompson@valuengr.com 'A: - the/ f�y Vn* 1),M rem STRUCTURAL AND CIVIL ENGINEERING DENISE R. POELTLER, INC. 77-725 Enfield Lane • Unit # 130 • Palm Desert, California 92211 drpfly@aol.com 14 January 2016 CITY OF LA QUINTA Project: SALVATI ATRIUM ENCLOSURE Job Site Address: 49-312 Avenida Vista Bonita, Santa Rosa Cove Subject: Structural Corrections Plans Examiner: John Thompson (760) 772-5107 Plan Check No.: BRES 2015-0460 (1st Check) Structural Plan Review Structural Plan Review Responses 1. Collector strap: Added drag strap ST6224 at adjacent header along Shear Wall #5. Cannot add blocking across diaphragm at Living Room because the roof framing is not ori the same plane as the flat roof over the Master Bath. 2. Patio Beam B-1: Added postibeam connection Detail 14/S-3. Added post/footing connection Detail 15/S-3. 3. Stamp and wet -sign structural sheets: Done. Denise R. Poeltler, PE C- 33446 W.O. 15-231 cc: Robert A. Pitchford, PITCHFORD DESIGNS PHONE (760) 772-4411 0 FAX, (760) 772-4409 Jl COMMUNITY DEVELOPMENT DEPARTMENT 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 (760) 777-7125 FAX (760) 777-7011 RESIDENTIAL PLAN CHECK CORRECTION LIST (os) DATE: 1-5-16 REC"'EIVEDbRESS: 49-312 Avenida Vista Bonita STATUS: FIRST REVIEW DESCRIPTION: Atrium Enclosure/Remodel PLAN CHECKED BY: Luis Uribe .JAN 21 2016 APPLICANT: Rob Pitchford TELEPHONE NUMBER: (761nS LA QUINTPPLAN CHECK #: BRES2015-0460 �� MUNTIY DEVELOPMENT This submittal has been checked for compliance with the 2013 California Building Codes and the City of La Quinta Municipal Code. APPLICANT: BUILDING DEPARTMENT STAFF: The following items are being returned to you for DO NOT accept any resubmittal unless ALL of the correction: following items are included: 2 Sets of Plans (l. Redlined) 2 Title 24 Booklets 2 Structural Calcs This Corrections List Redlined Plan al� Revised Sets of Plans -2 Revised Title 24 Booklets evised Structural Calcs his Corrections List Assessors Floor Plan Copy INSTRUCTIONS TO APPLICANT: 1) Provide a written response to each comment on the following pages, noting specifically where the correction can be found. Responses such as, "Sheet A-3," or, "Handrails shall be per CBC Section 1003," are not acceptable. Show or note specifically how compliance with a code requirement is achieved. Responses such as, "Added note 16 on sheet A-3" are appropriate and will help expedite your back check. 2) Corrections may not be made by handwriting on existing drawings. Revise originals and reprint Plans and/or Calculations as necessary. 3) Return all red -marked Plans and/or Calculations with your resubmittal. 4) Each sheet of resubmitted Plans and/or Calculations shall include the preparer's name and telephone number and shall be wet -signed by the preparer. If the preparer is a licensed architect or engineer, all documents prepared by that licensed individual shall also bear his/her stamp as prescribed by California Business and Professions Code Section 5536. Resubmittals will not be accepted with signatures missing. 5) Return this list, your written responses, and all documents listed above with your resubmittal. n SECTION A - GENERAL rovide on each sheet of resubmitted Plans and cover sheet of bound Calculations the preparer's name and lephone number and wet -signature. If the preparer is a licensed architect or engineer, all documents pre ed by that licensed individual shall also bear his/her stamp as prescribed by California Business and Profes 'ons Code §5536. Resubmittals will not be accepted with signatures missing. SECTION B — PRECISE / SITE PLAN / ZONING �ovide construction details for entry gate. (CRC §R106.1.1, LQMC §9.60.030.C.3.c) 4J/4. —16011�_�� SECTION C - ARCHITECTURAL ;eeo w on Floor Plan or Window Schedule all locations of windows requiring safety glazing. (CRC §R308.4) Floor Plan for area(s) not in compliance. �'i��ilS� �{-1� &—b Provide description or detail of proposed cement plaster exterior wall covering in compliance with CRC §R703. Were occurs. *_� —M) -&-4 Provide 26 -gauge minimum galvanized weep screed at or below thPfound�atio plate line. (CRC §R703.6.2.1) �_ t-aC 10 -G�- ote on Plans: "Weep screed shall be placed a minimum of 4 inches above the earth or 2 inches above paved areas." (CRC §R703.6.2.1),,,�, ecify exterior cement plaster application (total thickness and number of coats). (CRC §R703.6) If other than three -coat, cement plaster system is proposed, specify ICC Evaluation Report Number for the specific material and application. (CRC §R703.6.2) Were 9ccurs. T� 5ee_ %1� A—Provide description or detail of roofing material attachment. CRC §R905) ,ecify 26 -gauge minimum galvanized roof flashing. (CRC §R903.2) �> i-�`TD A�— Co Specify ICC Evaluation ReportNumber for s�kyl�i hg t(s). (CRC §R106.1.1) 151F_:_� %-tflTt'; Specify the ICC Evaluation Report number for proposed roofing m terial. SECTION D - MECHANICAL SECTION E — ELECTRICAL Provide on the plan location and o pty lectrical meter and all sub -panels. (CRC §R106.1.1) SECTION F - PLUMBING r Provide roof drains at each low point of the roof. Roof drains shall be sized and discharged in accordance h California Plumbing Code (CPC) Chapter 11. Show calculations to justify the size and number of drains provided. Assume 2 inches of rainf 11 per hour. See Plans for area(s) not in compliance. eikrovide a schematic piping plan (see Figure 12-2 for an example) showing all fuel burning appliances and their fuel demand. Show pipe lengths and sizes. (CPC Chapter 12 and Tables) Fire Pit, show gas line. -tl--> -K-16 City of La Quinta SECTION G — ENERGY EFFICIENCY Provide complete Energy Calculations showing compliance with the 2010 California Energy Code for this project. Due to lack of information in this submittal, a comprehensive review will be performed at next submittal. Conditioned floor area on Plans does not match Energy Calculations. Reconcile. New added conditioned floor area 79 sq. ft. 4_7= "- 19Vj c�S /f7"\/Areas and orientations of glazing on Plans do not match those in Energy Calculations. Reconcile Plans and l��./JCalculations. See Floor Plan for area(s) not in compliance. When requested information is provided, a comprehensive review will be performed. See floor plan. Q,i set> (240N�11; 2x10 Rafter will not accommodate R-38 insulation. Show proposed method for compliance. (CBC1203.2) SECTION H - CALGREEN =� $ 1) At the time of final inspection, a manual, compact disc, web -based reference or other media acceptable to the enforcing agency which includes all of the following shall be placed in the building: (CALGreen §4.410.1) a) A copy of all special inspection verifications required by the enforcing agency or this code. SECTION I - STRUCTURAL 1) See separate structural correction list, attached. Important note to Engineer of Record: If these corrections require revisions to structural calculations, in response to these corrections, do NOT simply submit two copies of a few supplemental calculations. For resubmittal, include: One complete set of structural calculations from the previous submittal, and... Two complete, stamped and wet -signed sets of structural calculations for review and approval. Your written responses should direct the plan reviewer to the appropriate revised page(s). Failure to provide documentation in this manner will delay approval of your client's project. Incomplete sets, loose pages will not be assembled by the Building Departmerit. I Important note: If manufactured truss products are used on this project, be aware that the City of La Quinta does not allow deferred submittals. Truss calculations are required no later than the second submittal. SECTION J — SOIL / FOUNDATION 1) See separate structural correction list, attached. SECTION K - MISCELLANEOUS COMMENTS 1) Red marks on Plans, even if not specifically mentioned in this list, indicate items needing correction. Revise Plans as necessary and provide written response, notin here correction can be found. 2) Provide a copy of the Grant Deed (or other legal document) for this property, verifying the legal description and Assessor's Parcel Number. City of La Quinta 3) Provide one copy each of the Site Plan and Floor Plan for the County Assessor's office. While not required for resubmittal, this administrative item must be addressed prior.to issuance of building permit. 4) Provide contractor information to complete building permit application form. 5) Provide proof of payment of school fees. While not required for resubmittal, this administrative item must be addressed prior to issuance of building permit. 6) Provide a current Certificate of Workers Compensation Insurance covering this project. 7) Provide a complete list of subcontractors. 8) Provide proof of payment of plan check deposit. 9) Provide proof of current City business license. 10) Provide letter of approval from Homeowners' Association. 11) Inadequate information has been provided at this submittal to calculate fees for this project. Fee calculation will be performed when Plans are complete. END CORRECTION LIST. As further information is provided and reviewed, additional corrections may be required. � �0 th,eoe 147y"Voll STRUCTURAL AND CIVIL ENGINEERING DENISE R. POELTLER, INC. 77-725 Enfield Lane • Unit #130 • Palm Desert, California 92211 drpfly@aol.com 14 January 2016 CITY OF LA QUINTA Project: SALVATI ATRIUM ENCLOSURE Job Site Address: 49-312 Avenida Vista Bonita, Santa Rosa Cove Subject: Structural Corrections Plans Examiner: John Thompson (760) 772-5107 Plan Check No.: BRES 2015-0460 (Is' Check) Structural Plan Review Responses 1. Collector strap: Added drag strap ST6224 at adjacent header along Shear Wall #5. Cannot add blocking across diaphragm at Living Room because the roof framing is not on the same plane as the flat roof over the Master Bath. 2. Patio Beam B-1: Added post/beam connection Detail 14/S-3. Added post/footing connection Detail 15/S-3. 3. Stamp and wet -sign structural sheets: Done. Denise R. Poeltler, PE C- 33446 W.O. 15-231 cc: Robert A. Pitchford, PITCHFORD DESIGNS PHONE (760)772-4411 0 FAX (760) 772-4409 City of La Quinta Building.and Safety Department Plan Check Corrections Salvati Residence Remodel Engineer: Denise R.. Poeltler, PE 49-312 Avenida Vista Bonita Plan Check No.: BRES2015-0460 (1st check) La Quinta, California Date: 1/11/2016 1. Provide collector design/detail at re-entrant comer along shear wall 5. ASCE 12.1.3, 12.3.2.1. 2. Provide post to beam connection and post to footing connection at new beam B-1. 3. Engineer of Record shall stamp and sign the structural plans. If corrections require revisions to the structural calculations, provide one complete copy of the redlined calculations from this submittal plus two complete, bound copies of the revised calculations for review and approval. Providing only a few supplemental, revised pages will not be accepted and will delay approval of this project. Please incorporate requested corrections into plan sets and reprint. Plan Reviewer: John W. Thompson, P.E. . Phone No.: 760-772-5107 e-mail.-jthompson@valuengr.com CITY OF LA QUANTA BUILDING & SAFETY DEPT. December 16, 2015. APPROVED Dear Mr. Salvati and Mrs. Hensley, FOR CONSTRUCTION Thank you for your patience while the Architectural Comrun ied to La Quinta. This morning the Committee met at your property to review your October 20 Change Application to extend you back patio. With a quorum present, the Committee members voted unanimously as follows: Option A for the patio expansion fronting the covered patio, and extending south/east to the comer was approved. This is 4' 6" out from the existing covered (center) patio surface. The patio extension fronting the bedroom can extend out 5' 6" from the existing surface. The firepit can be relocated within the patio area. No beveling of the north/east corner is required, nor of the south/east comer. However, because of the proximity of the new patio to the tree at the s/e corner, the Association asks that you sign a waiver regarding future damage to the patio caused by the tree roots. Installation of footings for the proposed wall should not be allowed to damage the existing tree roots. The Committee based their decision on the Architectural Guidelines' objective to preserve the harmonious relationship of these permanent improvements between neighbors, sructures, landscaping and topography. Article 8.6 of the Association's governing documents (Standard of Architectural Review) states that an architectural submittal made by.an Owner shall be reviewed for conformity with the Architectural Rules. Additional factors to be considered include, but are not limited to, the quality of the proposed workmanship, the design and harmony of the improvement with existing structures, the location of the improvement in relationship to surrounding structures, topography, and finish grade elevation, Owner and contractor insurance coverage, compliance with govern- mental permit requirements and contractor license status. Please see pages 38-42 of the attached pdf of our CC&R's, including article 8.6 and 8.11. Contractor information, including signed Jobsite Rules and evidence of insurance are required before work commences. A check for $3.00/p.s.f. of new patio wall surface should be mailed to the LQ address on page 2 of the application. This will be deposited in the reserve fund to offset future wall maintenance expenses. Sincerely, RECEIVE® Ke11 n Gookin, C irman DEC 2 3 2015 SRCA Architectural Committee CITY OF LA QUINTA COMMUNITY DEVELOPMENT "y, bisennower La Quetta, California SRC(760) 777-7621 Fax: (760)564-8418 Mailing Address: SANTA ROSA COVE ASSOCIATION Palm DePs r,CA92255 r �5 �'�Yw �^ i a� � r �� - J st" , � 3i` E 7i ��r 1;s�•}!,�•�_'I 1 q - � t CLIENTS Robert A. pitC ' fo 4� l pel� ,i 111. for Desi ner 1 r; (760) 346-2856�� P'ROJECT- 5ALVATI REM'D� a; ■ ADDRESS= q9 312 Avenida Vista Bonita +' La Quinta. Santa Rosa Cove d �� JOB: 25-231 DATE: 03 December 2015, 'j STRUCTURAL AND CIVIL ENGINEERING ENISE R. POELTLER, INC. 5 ENFIELD LANE, STE. #130 ALM DESERT, CA.92211 OF �yTp(T76 772-4411 FAX (760) 772-4409 C, DING &SPIE drpfly@aol.com Coll6v �°®�GT10N ,r, 1.1 VEI ►v��sf��i'c/��tt�,,-�1�v � #��.��`.�.�, }, .�i�Y,, _�,��{!!�� t�'��1�}�iy:�rr�i'�,'� uie'- ��>t°� �11((� r ■�YL �t � ��1X5 .*!� �� n•Y�W��r��iitiF�!.!<M'�r��/i��, I a. tt �, ..ren 4. \• y' -.t. •o k/ 1 1 11 11 1 iii f�ycnwT?i Crew 77725 Enfield Lane, #130 Palm Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly@aol.com PROJECT: BY OT DATE 12�) REVISED SALVATI 441-312 Ave. Vista Bonita La Guinta Santa Rosa Cove ROBERT A. PITCHFORD, DESIGNER '71-622 Country Club Drive, Suite 0 Palm Desert, CA . 82211 ("160) 346-2856 5TRUGTURAL CALCULATIONS MSI6N AND DE=TAILING OF: I. Design new rafters, beams, posts, and footings at Great Room sliding glass door. 2. Lateral analysis using ASCE 1-10 and GBG 2013. 3. Prepare construction details. �31✓�1:Pl�I�_i . � Compo. built-up roofing = 6.5 PSF 141/52" Plywood = lb PSF Framing: 2x10's at 24" O.G. = 2.0 PSF Insulation = 1.0 PSF 5/6" 69pboard = 2b PSF Mach. + Misc. = 1.41 PSF Dead Load = 16.0 PSF Live Load (1/4:12 pitch) = 20.0 PSF EXISTING TILE ROOF LOA05 Mission Tlle = 10.0 PSF Felt = OS PSF Icl/32" Plywood = ib PSF Framing:' 2x10's at 16" O.G. = 2.6 PSF Insulation = 1.0 PSF 5/6" bypboard = 2.6 PSF Mech. + Misc. = 1.1 PSF Dead Load = 20.0 P5F Live Load (4:12 pitch) = 20.0 P5F MISC. LOADS 2X4 Stud Walls = 16 P517 s1 1 PAGE_ OF !+I W2 JXIN160\g vk®\4�oN PIPoNS�R�c Giobet� 6� OP'!E 0121BC 2013 GBG /o PROF ESS/pN�\ Z LU a C-33446 � rn EXP. CO_ '�j0 -Zo( � �Z'3 'LCIS it IT 15 THE FULL INTENTION OF THE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE CALIF. BUILDING CODE, 2019 EDITION, THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL PORTION OF THE WORKING DRAWINGS. WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONS AND THE WORKING DRAWINGS, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY 50 PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CALCULATIONS INCLUDED ARE FOR THE ANALY515 AND DE516N OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACHMENT OF VENEER AND NON-STRUCTURAL ELEMENTS IS THE RESPONSIBILITY OF THE ARCHITECT, UNLE55 SPECIFICALLY SHOWN OTHERWISE. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION TO ENSURE CONSTRUCTION IS PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL OBSERVATION OR FIELD INVE5TIGATION 5ERVICE5 ARE RETAINED UNDER A SEPARATE CONTRACT. 1 11 1 1 11 1 11 1 77725 Enfield Lane, #130 Pain Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly@aol.com PROJECT: BY Ql&*— DATE' o REVISED. SALVATI 461-312 Ave. Vista Bonita Lo Qulnta Santa Rosa Cove ROSERT A. PITCHFORD, DE516NER i1-622 Country Club Drive, 5ulte O Palm Desert, CA 412211 ('760) 346-2656 GODS INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION CALIFORNIA BUILDING CODE (GBG), 2013 EDITION INTERNATIONAL CONFERENCE OF BUILDING OFFICIAL5 ASCE '1-10 MINIMUM DESIGN LOADS FOR BUILDINGS #16-2AI PAGE__ OFM_ STEEL MANUAL OF STEEL CONSTRUCTION, ALLOWABLE .STRESS DEVON (RISC 341-10) THIRTEENTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (AGI), AGI 318-11 AMERICAN CONCRETE INSTITUTE WOOD NATIONAL M516N OF 5PECIFICATION5 FOR WOOD GON5TRUCTION (NDS -12) ANSI/NFoPA, NATIONAL FOREST PRODUCTS ASSOCIATION AF4PA 5DPW5-08, SPECIAL DESIGN FOR WIND AND SEISMIC MASONRY_ TMS 402-11 / ACI 530 -II / ASCE 5-11 SOILS INFO NO SOILS REPORT PROVIDED; USE GBG TABLE 1806.2 FOR MINIMUM VALUES. OWNER/ CONTRACTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE OF UNDERLYING SOILS. SOIL CLASSIFICATION = SAND, SILTY SAND MAX. SOIL BEARING PRESSURE = 1500 PSF (1/3 Increase for Seismic/Aind) PA551VE PRESSURE 150 PSF/FT. GOEFF. OF FRICTION = 0.25 CONCREM STRENGTH FOOTINGS, SLAB: V c = 2500 PSI 28 -Day Compressive Strength STEEL F y = 40 KSI, &rade 40, ASTM A615, 03 BARS OR GREATER %'" -- , J c' a - - "--" P BY ag DATE SALVATI 77725 Enfield Lane, #130 REVISED 461-312 Ave. Vista Bonita Palm Desert, CA 92211 PAGE_ La GuintQ (760) 772-4411 FAX (760) 772-4409 drpfly@aol.com Santa Rosa cove oF_____ PROJECT: w JU Wkk HUR RUH I Ma aa wW11H 129§18 IBM _=Hug o< knJ W p 4 Z X Q N m n� �w Q� w� �Q a > IL b z � L� 0000000000 000000 000000 � p rrt_rr rrrrr rrrrt_-r rrrrrr s HHO 18§11§1 011110 —pp�—pph h h h 1 1 1 '" -_ f'yc*e - -"--" p'w BYJW DATE'S 0 SALVATI #15- 2-51 Enfield Lane, #130 REVISED 441-312 Ave. Vlsta Bonito Pain Desert, CA 92211 PAGE_ (760) 772-4411 FAX (760) 772-4409 drpfly0aol,con Certo �C clove OF _ PROJECT: W lu RUHR I�_yy sss111III�111III1111110[ flu WLiuu ..pp pp J ..pp mm W. XXXryryFz,XXXXXX ryryrysstn� Q7777YY Z Q � Z go § �w IL In in in In In lob LL Q a z ryfVQa �. IL ,� Rod"6 �4 QQ u� po, 4 Q3 _ ${tl�pEpfol�q.uw� OZ Oa�m `LLIL�J1�mK C`�000000 3 �Q pWyg1 �ryry QQ ID N O I��WgQW qQW ��,�p N,Np (� ooQFF 'O 1D WWry V�ryDD �X'1 N _ iLL Qfie 1--w } w N W Qz QO� 2 LLLLLL�LLQ QNSNJ� Bdip �yQ��P=01 FZ 'Q /V FO ��W LLLLKLLLL QQWQQ Ov=0_04 -ALL �ffl fl Q�cxva.0 oLoLxoLo� LLLLWLLLL V ggC 4Q �n O �s �- a c *� s "Vp'tl�1�=�t1)tV Is �� UIZZZZ��' 1 n 1 tfwif 1y6'tw I?tdtrew 77725 Enfield Lane, #130 Palm Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly@aol.com PROJECT: t2/ ' BY DRP DATE IS SALVATI REVISED 4q-312 Ave. Vista Bonita Lo Quints Santa Rosa Cove ROBERT A. PITCHFORD, DE5I6NER 171-622 Country Glub Drive, Suite O Palm Desert, CA 012211 ('760) 546-2856 LATERAL LOADS 2013 GBG and ASCE "7-10 SEISMIC, C,OEFFIOIENTS GBG SECTION 1613 ASCE "7-10 Chapters 11, 12, 13, 14, and 20 s % 5 .2241 PAGE OF_Al EQUIVALENT LATERAL FORGE ASCE 1-10, SECTION 12.6 V= Gs x MI SEISMIC, BASE SHEAR (EQ. 12.8-I) Gs = Sds = I' G G O, I I (NOT LESS THAN 0.01) (R/1) x (1.4) �r�,��I,p, I,�. • WHERE p= 1.3 REDUNDANCY FACTOR V= p x Gs x MI = (► 3 X ASCE SECTION VALUE FACTOR SEG. 11.5.1 1 = 1.0 Occupancy Importance Factor SEG. 11.6-1 D Seismic Design Oategory TABLE 12.2-1 R = 65 Response Modification Factor (Wood S.P.'s) SEG. 11.4.4 Sds = 1.009 Design Spectral Response Acceleration ADDRE55 = 441-312 Avenida Vista Bonita, Santa Rosa Oove ZIPOODE = 412253 LATITUDE = 33.6835541 LONGITUDE _ -116.315242 ALTERNATIVE' BASIC, LOAD COMBINATION FOR ALLOWABLE STRESS DESIGN PER ASCE "7-10, SEC. 12.42 SEISMIC, LOAD EFFECT Em Eh + Ev (EQ. 12.4-1) WHERE Eh = p0a WHERE Ev = 0.2 yds D = O WHERE p= 1.3 PER GBG 2013, SEC. 1605.3.2 D + L + 0.1E (EQ. 16-18) (1/4) NIHERE D = DEAD LOAD WHERE L = LIVE LOAD WHERE E = EARTHQUAKE FORCE Get Lat Long from Address Convert Address to Coordinates QLatLong.net Page 1 of 6 Co/ Get Lat Long from Address By using this geographic tool you can get the tat long coordinates from an address. Please type the address which would include the name of the cityltown, state and street name to get more accurate let long value. Also, the gps coordinates of the address will be calculated below. ;Address — -- { 49-312 Avenida Vista Bonita, La Quinta, CA 92253 — —� i Find Lat Long ' f Write city name with country code for better results. Latitude Longitude 33.683559 _116.315242 j I 1 Like lhtfr• 43D, = Tweet ---- --- --- —' - — i I i --- -------------------------------------- .. 4�. ... i i S , --- -------------------------------------- .. 4�. ... (33.683559,.-116.315242) S` 1 • --------------------------------------------- I -------------------------------------------------------------------------------------------------------- 330 41'0.8124" N i Google --- -------------------------------------- --Lat Long (33.683559,.-116.315242) GPS Coordinates 1 • --------------------------------------------- I -------------------------------------------------------------------------------------------------------- 330 41'0.8124" N i 1160 18'54.8712" W ........................................................................... Map Mouse Over Location ............................................................................ i (33.682317, -116.313622) ' 3 steps to Fast Maps 8 Dbecdona 3.5 I. s • • . s 441. Cgc• Start Download 2. Free Access - No Sign up! 3. Got Free Directions 8 Maps walrornopmde l Share this location link I i ' hap://www.latlong.net/convert-address-to-lat-long.html 11/28/2015 Design Maps Summary. Report Page 1 of 1 , Desi n Maps S ummary Report 'User -Specified Input 5 Report Title SALVATI Sat November 28, 2015 21:15:22 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) t Site Coordinates 33.68356°N; 116.31524°W ' Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III a �9^'n�-' _ � - g-u�..�-sex .. �i - . ? � •,� r � _?' ^T' `_vim?q,..�5 �+ ik•� h�.„;�.� •K '��h - ' USES -Provided output Ss = 1.500 g SMs = 1.500 g' S.� =_ 1.000.g S,= 0.614g S.„= 0.921g So,= 0.614g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and 'deterministic ground motions in the direction of maximum horizontal response, please.return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum Design Response Spectrum 1.6s r l.so 1.10 ' 1.35 0.99 - 1.D5 0.77-- .770.90 0.90.0.66 1 y 0.75 H 0.55 '0.60 0.44 0.45 0.32 0.22 0.15 0.11 0.000.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1:40 1.60 1:80 2.00 0.00 0.20. 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Pa" T (secs Prl" T (sed For PGA., TL, C., and Ca; values, please,view the detailed report. ' Although this Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool isnot a substitute for technical subject -matter knowledge. -earth h ://eh 1 uake.cr.us s. ov/desi a s/us/summ . h ?tem late-mirvmal&latitude=33::. ttP P ,q g g �P �'YP P P 11/28/2015 THE FLYING BUTTRESS 77725 ENFIELD LN STE 130 PROJECT �vA�l ��_��101: CLIENT PiTCh ORDjD �° PAGE `�f u7 �'� DESIGN BY DRP PALM DESERT CA 92211 ` a '"�� JOB NO. 5-239x n. a DATE :12722015 r� REVIEW BY Y'i� to Se1"WAh—a ` `li-Mit d dfill 21BCf E 7041drrt;.Laierai Force;Proced'uR AS *72010 -� INPUT DATA DESIGN SUMMARY Typical floor height Typical floor weight h = < `"90`' ' ft wx = `" 1 - kips Total base shear V = 0.15,W, (SD) = 0 k, (SD) Number of floors n = 1 = 0.11 W, (ASD) = 0 k, (ASD) Importance factor (ASCE 11.5.1) Design spectral response le =fir „' SDS =� g Seismic design category = D h„ = 10.0 ft SDI =OB1' ='g WINX, W = 1 k Mapped spectral response The coefficient (ASCE Tab 12.8-2) S, _ 00,'td 'g G = 0, ` : k = 1.00 (ASCE 12.8.3, page 81) Ewxhk = 10 The coefficient(ASCE Tab. 12.2. 1) R= X6:_6.. x = 0.75. Tab 12.8-2) , (ASCE To = C, (hn)X = 0.11 SeC, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weigh Lateral force ft each level Diaphragm force No., Name Height hx wx wxhxk C. F. V„ O. M. EF, zw, Fp„ It It k k k k -ft k k k 1 Roof 10.0 j''''.�Aga 10 1.000 0.2 0.2 1 0 0:00'y 0.2 Ground 0.0 2 OEMss, l�vit} CAM . MOW itIf Off: R WINEA OWN ,M:i4 NMI FINIZ11-71M IWAM MEN M t3&ftyt,4butt ew 77725 Enfield Lane, #130 Pain Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfiy@aol.com PROJECT: �I BY QM— DATE 12 REVISED SALVATI 461-312 Ave. Vista Bonita La Guinta Santa Rosa Cove ROBERT A. PITCHFORD, DESIGNER -11-622 Country Glub Drive, Suite O Palm Desert, GA 412211 ('760) 546-2656 ASCE -1-10, CHAPTERS 26 thru 31 # L5 -2�1 PAGE_ OF_ WIND LOADS ON BUILDIN65 - LOW-RISE. ENCLOSED Qz= 0.00256 (Kr) x (Kzt) x (Kd) x (V)2 x w x .6 = (E0. 26.3-1) oz= o,®O��C�.+��1.�®�C®,�,C�1®��,�►.��,�.�= 17.5 ftI~ ASCE SECTION VALUE FACTOR SEG. 26.5.1 V= 110 MPH BASIC WIND SPEED SEC. 26.6 Kd = 0.65 DIRECTIONALITY SEC. 26.1 C EXPOSURE CATEGORY SEG. 26.3.1 Kz = 0.65 VELOCITY PRESSURE EXPOSURE COEFFICIENT SEC. 26.6.2 Kzt= 1.00 TOP06RAPHIG FACTOR (FIG. 26.5-1) ALTERNATIVE BA51G LOAD COMBINATION FOR ALLOWABLE STRESS 0E516N PER ASCE -1-10, CHAPTERS 26 THRU 31 WIND LOAD EFFECT PER GBG 2013, SEG. 1605.3.2 D + L + 0.6 wW MO. I&A -16) AHERE r4= 1.3 WHERE D = DEAD LOAD WHERE L = LIVE LOAD WHERE W = WIND FORGE r� [I 1 L 1� L! !I L THE FLYING BUTTRESS PROJECT SAIVATI 77725 ENFIELD LN STE 130 pMS - PAGE: p" CLIENT t 1231 IORD'DESI NS _ DESIGN BYTTr RB PALM DESERT, CA 92211 JOB NO.: "`� DATE . S2/02N5 REVIEW BY': ( *. INPUT DATA Exposure category (B, C or 0, ASCE 7-10 26.7.3) M Importance factor (ASCE 7-10 Table 1.5,2) Iw = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V Net Pressure G Cp l (+GC 1) mph Topographic factor (ASCE 7-10 26.8 & Table 26.8.1) Ka _ _' ; ;t P* Flatc Building height to cave he 7.53 ft Building height t0 ridge hr =1, j9''* ft Building length L =g`F 40 �' ft Building width B = - 54 ." ft Effective area of components (or Solar Panel area) A = e28" p RZ DESIGN SUMMARY Max horizontal force normal to building length, L, face = Max horizontal force normal to building length, 8, few = Max total horizontal torsional load = Max total uoward force = ANALYSIS Velocity wet 12.16 kips, SD level (LRFD level), Typ. 12.76 kips 92.61 ft -kips qh - 0.00256 Kh V." Ka V2 = 22.38 psf X L . sj 7t: 0. -- 177-5 fl5 F where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) 0.85 Ka = wind directionality factor. (Tab. 26.8-1, for building, page 250) 0.85 h = mean roof height = 14.50 ft < 60 lir (Satisfactory] (ASCE 7-10 26.2. 1) < Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Design oressuoes for MY p o qh VG Cpf)-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). pfrdn = 16 psf (ASCE 7-10 28.4.4) G Cp T = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cpl = product of gust effect factor and intsmal pressure ooefficiertt(Tab. 26.11-1, Enclosed Building, page 258) 00.18 or -0.18 of ed a = widthge strips, Fig 28.4-1, note 9, page 301, MAX( MIN(0.1B, OAL, 0.4h), MIN(0.048, 0.04L), 3] = 4.00 ft Net Pro aiiret rnttA E3etie 1 e fl Catna NIM Droit .n Enan Tnrain.m 1 -A r_mtat Y 3 2 3 2E 4E��► SE-_ .iK 1 S E 1 lE REFERENCE CORIEER lREFERENCE CORNER 01�w we omec 10e 2e wam OREMM Load Case A (Transverse) Load Case 8 (Longitudinal) Roof an le 9 = 18.43 surface I Net Pressure with GCpf eft- _%rsr .� 2T 3T 4T Roof angle 9 = 18.43 Root anale 9 = 0.00 G CP l Net Pressure with Net Pressure G Cp l (+GC 1) with surface (+GCp I) (-GCp 1) (-GC 1) 1 0.52 7.53 15.59 -0.45 -14.10 -0.04 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11.41 3 -0.47 -14.51 -6.46 -0.37 -12.31 -4.25 4 -0.42 -13.32 -5.27 -0.45 -14.10 -6.04 5 0.40 4.92 12.98 6 -0.29 -10.52 -2.46 1 E 0.78 13.43 21.49 -0.48 -14.77 -0.71 2E -1.07 -27.98 -19.92 -1.07 -27.98 -19.92 3E -0.67 -19.10 -11.04 -0.53 -15.89 -7.83 4E -0.62 -17.86 -9.80 -0.48 -14.77 -6.71 5E 0.61 9.62 17.68 6E -0.43 1 -13.65 -5.60 Y 3 2 3 2E 4E��► SE-_ .iK 1 S E 1 lE REFERENCE CORIEER lREFERENCE CORNER 01�w we omec 10e 2e wam OREMM Load Case A (Transverse) Load Case 8 (Longitudinal) Roof an le 9 = 18.43 surface I Net Pressure with GCpf eft- _%rsr .� 2T 3T 4T -0.69 -0.47 -0.42 -4.87 -2.85 -3.63-1.61 -3.33 11 -1.32 Surface Roof angle 6 = 0.00 G r Net PMW.J a with (+GCp I) (-GCp 1) 5T 0.40 1.23 1 3.25 3 3E 3 3T 3E 4� _4T 2E 2 8 8 BT J✓ 4 � r Q S 1E 1 lT 1 1E S R6iRetCE CORNER R6DmICE CORN. `�wto OWCIIOR 2O 4 woo ORECI1pN Load Case A (Transverse) Load Case B (Longitudinal) Raarr Lnad rawa A lTrsrmvanw Cimrtinnl Tnminnal Load CaRa A iTrarmwoma Dirartinnl Basic Load Case B 1Longitudinal Dimctlon) Area Pressure with Surface (ft') (+GCpj) (-G I ) 1 320 2.41 4.99 2 911 -17.73 -10.40 3 911 -13.22 -5.88 4 320 4.26 -1.69 1E 80 1.07 1.72 2E 228 -6.37 -4.54 3E 228 -4.35 -2.51 4E 80 -1.43 -0.78 E Horiz 7.11 7.11 -6.37 Vert -39.53 -22.13 Min. wind Hori2. 12.16 12.16 28AA Vert -34.56 -34.56 Tnminnal Load CaRa A iTrarmwoma Dirartinnl Basic Load Case B 1Longitudinal Dimctlon) Tnminnal l �A Cana R n nnnih.Ainnl rlimrtinnl Surface Area Pressure k with (+GCp i) (-G51) Surface (fe) 2 911 -17.73 -10.40 3 911 -11.21 -3.87 5 698 3.44 9.06 6 698 -7.34 -1.72 2E 228 -0.37 -4.54 3E 228 -3.62 -1.78 SE 85 0.82 1.51 6E 85 -1.16 -0.48 E Horiz 12.76 12.76 -6.37 Vert -27.78 -12.56 Min. wind Horiz 12.53 12.53 28.4.4 Vert. 34.56 -34.56 Tnminnal l �A Cana R n nnnih.Ainnl rlimrtinnl Surface Area Pressure W with Torsion ft -k Surface fft� (+GCp 1) (-GCp 1) (+GCpl) (-GC 1) 1 120 0.90 1.87 7 15 2 342 -6.65 -3.90 -17 -10 3 342 4.96 -2.21 13 6 4 120 -1.60 -0.63 13 5 1 E 80 1.07 1.72 17 28 2E 228 -6.37 4.54 32 -23 3E 228 4.35 -2.51 22 13 4E 80 -1.43 -0.78 23 13 1T 200 0.38 0.78 -4 -8 2T 569 -2.77 -1.62 9 5 3T 569 -2.07 -0.92 -7 3 4T 200 -0.67 -0.26 -7 3 Total Horiz Torsional Load, NIT I37 37 Tnminnal l �A Cana R n nnnih.Ainnl rlimrtinnl Surface Area Pressure with TorsionRata (+GCp 1) (-G 1) (+GCpi) (-GCpi ) 1 -26.88 1 24.64 (f?) 2 911 -17.73 -10.40 -11 -7 3 911 -11.21 -3.87 7 2 5 306 1.51 3.97 16 42 6 306 3.22 -0.75 34 8 2E 228 -0.37 -4.54 36 26 3E 228 ' 3.62 -1.78 -21 -10 SE 85 0.82 1.51 20 38 6E 85 -1.16 -0.48 29 12 ST 392 0.48 1.27 -0 -15 6T 392 -1.03 -0.24 -12 -3 Total Horiz Torsional Load, W I92.6 926 Desian prsures for components and eladdila y i "'rI -2 ' I -2 p a qhl(G Cp) - (G Cp)I s I 2iwhere: p = pressure on component (Eq. 30.4-1, pg 318) ' p,n11= 16.00 psf (ASCE 7-10 30.2.2) G CP = erdemal pressure Coefficient Walls see table below. (ASCE 7-10 30.4.2) Roof aw Roof a»• Effective Zone 1 Zone 2 Zone 3 Zone 4 Zorte 5 Area (n') comp. 28 0.41 -0.86 0.41 -1.48 0.41 -2.33 0.92 -1.02 0.92 Comp. 8 Cladding Pressure ( P0) I Zone 1 I Zone 2 Zone 3 1 Zone 4 1 Zorce B Posm" I N.00M I Pmrvr+ P.M. . P.Swn PmHAe 16.00 1 -23.17 1 16.00 1 37.07 1 16.00 1 36.21 1 24.64 1 -26.88 1 24.64 31.63 Note: If the effective area is roof Solar Panel area, the only zone 1, 2, or 3 apply. 1 V -1•_r_-•f- 7-• I I I I I I I I 1 1 1 I 1 1 II I I I I I i I I I 1 I I i 1 1 I I I I 1 I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I l I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I i I I I M I I f � l .�.I.�••� 1 I I I i I I I I I 1 I I I I I I I i I i I I I I -• I I I I I I I I I I 1 I I I I 1 I I I I I 1 1 1 1 N i l l l l l l l l i l l l I I 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I I I I I { I I I I I 1 I I I iI I 1 I I I I! 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IOB-I.�LgTI-- --- -- - # •Z3 - - -STRUCTURAL & CML ENGINEERING — 77.7Z5 Enfield Lane •Unit # 130 CKD -'DATE-- - - - - - -- ___ PG.. _Palm De California 92211. _ __ (760) 772.4,411 0 FAX (760) 772-4409 -- - - OF_ PREPARED FOR: _t,V_1..�3_�t�.. . _ . _ .� � �?• 5___P�?.i� _�c:=_ !��+ �q' _ ._-_ x.5:4 �PI.� ___ _G.v_NTr�o._LS ..- - --- -- the/ f tyalow but ew BYC220 DATE -5-11; JOB C&Lill hl i # 19- I 77725 Enfield lane • Unit 130 CKD DATE PG_ Palm Desert, California 92211 (760) 772.4411 0 FAX (760) 772-4409 OF drpfiy®aol.com PAML h WALL FM MOW OR, ' GiMM Hwow TO TOP PLA?!e5 d AvM OF MNLL Pil3t WRATIO 2-1 :f�Oh ATION E. 'tYpfl 2 to. qa'� 4YM I 11 77725 Enfield Lane 0 Unit 130 CKD _DATE PG Palm Desert, California 92211 7 72 4411 0 FAX (760) 772-4409 0 Belli IIIIIIIIIIIIIIIIIIIIIIIII �A��111111111111111111111111 1��111111111111111111111111'! 1��0��111111111111111111111111 0��111111111111111111111111 ��IIIIIIIINIIIIIIIIIIIIII ��IIIIIIIIIIIIIIIIIIIIIIII 11 11 tyt4/ l Zf1UU��1'P BY OR DATE {L11V JOB STRUCTURAL AND CIVIL ENGINEERING Denise R. Poeltler, Inc. CKD DATE PG .._SO 77.725 Enfield Lane* Unit #130 Palm Desert, CA 92211 OF (760) 772-4411 • (760) 772-4409 OVERTURNING AT SHEAR PANELS Q FORCE H PL. HT.. M resisting S.P. L FHD= (FxH) M.., L HOLDOWN C o �® 'lo' q•s 534 (A) I�'ls"C Co04x� 2 1v t&V to 9.s MST4$4k4 X 34 I v 4` 333-; h.i ST 4- 15 Zj- 1-- 6j 6 -A&&l 10 4 -MZ- 5 �}'2 i � R� M S ? X00 4x 4 - cam 640 cam 1-901H S N NISI 46 F z 3 • t f0j 3112,14 WIP110116 'SIM 05 o St o f'i o T'L 1 1 I 1 F1 1 BY LCAP DATE 77725 Enfield Lane 9 Unit 130 CKD DATE Palm Desert, California 92211 (760) 772-4411 0 FAX (760) 772-4409 I Ll @all �B��E611NINIIIIIIIIIIIIIIIII ��illlllllllllllllllllllll F�A��61111111plllllllllllllll 5HEAR PANEL. 50HEDULE SHEAR V NAILING A35 CLIP CONTINUOUS PANEL WALL SHEATHING allow m&E (A) SPACINS FOOTING FIELD (B) ANCHOR BOLTS 3/6" APA -RATED STRUGT. I (A).bd AT 60 C. 5/6" dia. AT 24" O.G. A EXP. EXTERIOR ,P.I RE I OR 323 PLF (5) ft AT 160 O.G. SILL PLATE TSTL. E GRD = 32/16 12" O.G. 3XSXi/4 WASHER 3/6" APA -RATED STRUCT. I (,� 8d AT PLYWOOD, EXPOSURE I OR 4" O.G. 5/6" dia. AT 16" O.G. 2 EXTERIOR GRD. P.I. = 32/16 5O5 PLF (5) 8d AT 12" O.G. 3X4 P.T. SILL PLATE 3X FRAMING AT PANEL 12" O.G. 3X3XI/4" STL. WASHER 3/6" APA -RATED STRUGT. I (A) 8d AT PLYOOD, EXPOSURE I OR W 300.0. " 5/6" dia. AT 12" O.G. 3 EXTERIOR GRD. P.I. = 32./16 645 PLF (B) 8d AT 6" O.G. 3X4 P.T. SILL PLATE 3X FRAMING AT PANEL 12" O.G. 3X3XI/4" STL. AASHER NOTE: SHEAR PANEL #2 AND 03 TO HAVE 2-2X4 or 3X4 SILL PLATE AND 3X STUDS AT PANEL .JOINTS. NOTE: USE HOT -DIPPED ZING -COATED GALVANIZED HARDWARE AT PRESERVATIVE-TREATED_SILL PLATE, NOTE: COMMON NAILS ARE REQUIRED FOR SHEAR PANELS AND DIAPHRAGM NAILING. SHEAR PANELS: 8d COMMONS (0.131" X 2-1/2" MIN) ROOF DIAPHRAGM NAILING: IOd COMMONS (0.146"X 3" MIN) Table 4.3A Nominal Unit shear Capacities for Wbed-Fraso shear Walis'AA' Wood -based PoneW 1. Nominal unit shear values shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For specific requirements, we 4.3.7.1 for wood structural panel shear wells, 4.3.7.2 for pnrticleboard shear walls, and 43.7.3 for fiberboard shear walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing other than Douglas -Fir -Lerch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Ar1justment Factor= [1-(0.5-G)), where G =Specific Gravity of dto framing lumber fiom the NAS (Table 11.3.2A). The Specific Gravity Adjustment Factor shall not be greater than I. 4. Apparent shear atiff tcas values G. am based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stitTness values for shear walla constructed with either OSB or 3 -ply plywood panels. When 4 -ply or 5 -ply Plywood panels or composite panels are used, G. values shall be permitted to be increased by 1.2. S. Where moisture content of the framing is greater than 19% at time of fhbrication. G. values shall be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is lose than 6" on center on either side, panel joints shall be ofiset to fall on different framing members. Alternatively, the width of the nailed face of fuming members shall be 3" nominal or greeter at adjoining panel edges and nails at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. SM 3ISAS WiSISM-30HOA IVU31V1 ! �7 ASD —Z A SEISMIC B WIND Minknun Minimum Fastener Panel Edge Fastener Nominal Penetration Fastener Pans! Edea Fastener Spacing (In.) 8 In. Shathb healhi Pans, In Framing Two a sing material 4 3 2 8 4 3 2 Thickness Member or v. G. Y. G. v. G. ve G. vw VW vw vn (In.) Blocking On.) (Pn) (fin•) (Pit) (kWin.) (plf) . (klpa/ln.) (PIQ (lawn.) (PM) (Pit) (PIF) (Plf) Nall (common or pahranirad boa) Ogg PLY 088 PLY OSB PLY 088 PLY ' Waexf Wood 5/16 1-1/4 6d 400 13 10 800 18 13 780 23 18 1020 35 22 680 840 1080 1430 el Peed_ 3/460 19 14 720 24 17 920 30 20 1220 43 24• 645 1010 280 1710 7/1 105 415 1875 Structural 1U6 1.3/8 8d 510 16 13 780 21 18 Will 27 19 1340 40 24 15132 650 14 11 860 18 14 1100 24 17 1460 37 23 786 1205 1640 2045 15132 1-112 Iod 680 22 18 1020 29 20 1330 36 22 V40 51 28 950 1430 1860 2435 5/16 1-1/4 6d .360 13 9.6 540 18 12 70D 24 14 900 37 18 606 755 960 1280 318 400 11 8.6 600 15 11 :7 2D 13 11120 32 17 660 840 1090 1430 Wand 440 17 12 840 25 15 8Z0 31 17 1050 45 20 615 895 1.150 1486 Sirrrctrral Panda— Tile 1.3/8 8d 460 16 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 SheMngO 15132 620 13 10 760 19 13 980 25 15 1280 39 20 730 1 1065 1370 1790 15/32 1-1/2 10d 020 22 14 M 30 17 1200 37 19 1640 52 23 870 1290 1660 2155 19132 660 19 13 1020 26 16 1330 33 18 1740 48 22 050 1430 1860 2435 Plywtod Nall (galvan0rsd caaing) Sift Still; 14/4 6d 280 13 42D 16 550 17 720 21 390 590 770 1010 We 14/B Bd 320 16 480 18 620 20 820 22 450 670 870 1150 Nall (common or Padldeboard galvanked bo)* - 318 8d 240 15 360 17 480 19 B00 22 335 50'5 645 840 (M-sthIng or GluW and 319 280 18 380 20 460 21 830 23 365 530 670 880 M-2 •Endedor 112 280 18 420 20 540 22 700 24 390 590 755 980 112 10d 370 21 550 23 720 24 920 25 520 770 1010 1290 Glue) 5/8 400 21 810 23 790 24 1040 28 560 855 1105 1455 Nall (gaimbsd roolrng) Structural 1/2 11 ger. gaiv. nrofim nes, (0.120' 340 4.0 460 5.0 620 5.5 475 845 730 Filmdoard x 1 -IW long x 71116' head) 8haatliing 25!32 11 ga. gatero . oting nal (0.12(' 340 4.0 480 5.0 520 5.5 475 845 730 x 1.914' long x 3W head) 1. Nominal unit shear values shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For specific requirements, we 4.3.7.1 for wood structural panel shear wells, 4.3.7.2 for pnrticleboard shear walls, and 43.7.3 for fiberboard shear walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing other than Douglas -Fir -Lerch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Ar1justment Factor= [1-(0.5-G)), where G =Specific Gravity of dto framing lumber fiom the NAS (Table 11.3.2A). The Specific Gravity Adjustment Factor shall not be greater than I. 4. Apparent shear atiff tcas values G. am based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stitTness values for shear walla constructed with either OSB or 3 -ply plywood panels. When 4 -ply or 5 -ply Plywood panels or composite panels are used, G. values shall be permitted to be increased by 1.2. S. Where moisture content of the framing is greater than 19% at time of fhbrication. G. values shall be multiplied by 0.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is lose than 6" on center on either side, panel joints shall be ofiset to fall on different framing members. Alternatively, the width of the nailed face of fuming members shall be 3" nominal or greeter at adjoining panel edges and nails at all panel edges shall be staggered. 7. Galvanized nails shall be hot -dipped or tumbled. SM 3ISAS WiSISM-30HOA IVU31V1 ! �7 ASD —Z Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel DlephraCms"Am e WIND Minim Minimum minurn NomMasum d Width Case 1 Common Fashmer Nominal of Nailed Fac. al Sheathing Grade Nall Slee Penetration Panel supported no members 560 In Framing ThIclmess 895 Cases 2.3.4,6,6 v. On.) (In.) Boundaries 480 G, 620 390 (tn.) 450 6d 1-1/4 Will 2 PLY 530 OSB PLY 3 8d 1.318 318 2 Structural 370 7.0 8.0 280 3 10d 1-112 15✓32 2 380 8.0 4.5 530 3 8.0 400 5.0 4.0 5116 2 10 8d 1-1/4- 7.0 3 3111 2 480 8.0- 8.0 300 9.0 6.5 220. 3 4.0 340 3/8 2 260 6,6 '3.6 330 7.5 3 7/18 2 Single-Fll000 and 8d 1-3/8 4.5 280 4. 3.0 3 15132 2 320. 8,0 ;4.8 480 7.5 5.5 3 '3.8 460 15/32 2 344,: •5.4..:. 10d 1-1/2 7.0 3 19132 2 3.a 480 7.5 5.5 360 'li:0 4.0 530 3 e WIND 61n. Nall Spacing at A and • no members Case 1 Cassa 2.3.4.6.6 v„ SEIB= 460 350 6 Im Nall Spadng at diaphragm boundaries 390 and a no members 560 800 Cass 1 895 Cases 2.3.4,6,6 v. Go 475 v. 480 G, 620 390 GW'- 450 ki 505 645 088 PLY 530 OSB PLY 330 9.0 7.0 260 6.0 4.5 370 7.0 8.0 280 4.5 4.0 480 8.5 7.0 380 8.0 4.5 530 7.5 8.0 400 5.0 4.0 570 14 10 430 9.5 7.0 640 12 9.0 480 8.0- 8.0 300 9.0 6.5 220. 8:b 4.0 340 7.0 5.5 260 6,6 '3.6 330 7.5 5.5 250 8.0 4.0 370 8.0 4.5 280 4. 3.0 430 9.0 6.5 320. 8,0 ;4.8 480 7.5 5.5 6:0 '3.8 460 8.5 6.0 344,: •5.4..:. 4.0 510 7.0 5.5 380;'.' ft 3.a 480 7.5 5.5 360 'li:0 4.0 530 6.5 5.0 400 3.5 510 15 9.0 380. 10 8.0 580 12 8.0 480 8.0 5.5 570 13 8.6 430 8.6 5.5 640 10 7.5 480'. 7.0 5.0 e WIND 61n. Nall Spacing at diaphragm boundaries and • no members Case 1 Cassa 2.3.4.6.6 v„ v.. 460 350 520 390 670 505 740 560 800 600 895 670 420 310 475 350 480 350 620 390 GW'- 450 670 505 645 475 715 530 670 505 740 560 715 530 810 800 800 800 895 870 ASD 1. Nominal unit ahear espacities shall be adjusted in accordance with 4.23 to dotamina ASD allowable unit shear capacity and LAM fingered unit resistance. For genes' cwastmctim requirements see 4.2.6. For specific requirements, sec 4.2.7.1 for wood structural parol diaphropm See Appendur A for common nail dimensions. 2. For species and grades of filming other than Dough -Fir -Larch or Southern Fine, reduced nominal unit cher capacities shill be determined by multiplying the tabulated nominal mit shear capacity by the SpwMc GmvityA4shment Factor = [1{0.S -G)], wham ©- Specific Gravity of the fuming hmdw flvm tho ND►S C1bblc 1I4.2A). The Specific Gravity A41tuMent Factor aball not be grester tiro I. o 3. Apparent dbar stifibeas values Q. aro based on nail slip in flaming with moisture content leas than or equal to 190A at time of Mricstion and panel stiffness valves for diaphragtss constructed with ether OSH 4. Whbre o 3 -ply plywood fth fiammiing �m� duIY pn 199% a wood dw of Staicstiion, Gor composite �vdm san MI be �� ebb 0. pamittod W be increased by 1.2. pied by 0.3 CODES: See page 12 for Code Reference Key Chart. ® These products are approved for installation with the Strong-Drivee SD Connector screw. See page 27 for more Information. Floor -to -Floor Clear Span Table Model No: Clear., Span Fasteners (Total) Allowable'Tenston loads (DF/SP) - (160): Allowable Tension Loads (SPF/HF) (160) MSTA49 18 16 26-10d 26-10d 2020 2020 2020 2020 MSTC28 18 12-16d sinkers 1165, .: 995 16 16-16d sinkers ._ 1540: .. 1325 Code 24 20-16d sinkers 2310 1985 MSTC40 18 28-16d sinkers 2695 2320 16 32-16d sinkers 3080 2650 24 36=46d.sinkers ...:;:...-3465-:. °.::= 2980 MSTC52 18 . 44-16d sinkers r 4235: ;:.'` 3645 16 46-16d sinkers • 4620 3975 MSTC66 30 48-16d sinkers 4780 4120 24 54-16d sinkers 5380 18 64-16d sinkers 5860 4640 5495 16 68-16d sinkers 5860 5840 MSTC78 30 6.4-16d sinkers . A860": .:.. 5495 24 72-16d sinkers : • ., i. 5860 _ 5860 18 7616d sinkers .5860 5080 MST37 24 14-16d 1725 1495 18 20-16d 2465 2135 16 22-16d 2710 2345 MST48 24 26-16d 321.5..: ,. 2780 18 32-16d.. 3960 :.. 3425 16 34=16d " :4'205,,.'. 3640 MST60 30 34-16d 4605 3995 24 40-16d 5240 4700 18 46-16d 6235 5405 MST72 30 48-16d 6505•_ 5640 24 54-16d . 6730 ; 6345 18 6216d 6730: 6475 Stitch nailing of double studs by others - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Nails are not required in the rim board area. When nailing the strap over OSB/plywood, use a 2'/s' long nail minimum. Floor -to -Floor Tie Installation showing a Clear Span " �b Typical Detail with Strap Installed Over Sheathing STHD Shown 1. Loads Include a 60% load duration increase on the fasteners for wind or earthquake loading. Dimensions Fasteners (Total) . AllowatileTenslonoads.' .. Allowable Tension Loads Model 5. When installing strap over wood structural panel sheathing, use 2'h' long nail minimum. 6. Tension loads apply for uplift as well when Installed vertically. (OFISP) (SPFIHF) ' Code No. Ga Ret. Bolts Nails ..: Bolts :.:. Nails Bolts W L Nails Qty Dia (160). (160) : (160) (160) MST27 2'/e 27 30-16d 4 'k 3700 2165 3200 2000 MST37 122'/,e 37'h 42-16d 6 'h 5080 3025 4480 2805 MST48 2'/e 48 50-16d 8 'h 5310 3675 5190 3410 MST60.: 10 2'Ae 60 68-16d 10 'h 6730 '4485 6475 4175 14, L3, F2 M =A. 72 68-16d 10 6730 4485 6475. 4175 HST2 7 2'h 21'/. — 6 % — 5220 — 4835 HST5 5 21'/0 — 12 % — 10650 — 9870 HST3 3 26'h — 6 Va — 7680 — 6660 HST6 3 6 25'h — 12 V — 15470 — 13320 STHD Shown 1. Loads Include a 60% load duration increase on the fasteners for wind or earthquake loading. 2. Install bons or nails as specified by Designer. Bolt and nail values may not be combined. 3. Allowable bolt loads are based on parallel -to -grain loading and these minimum member ' thicknesses: MST -2'h'; HST2 and HST5-4'; HST3 and HST6-4'/2'. 4. Use half of the required nails in each member being connected to achieve the listed loads. 5. When installing strap over wood structural panel sheathing, use 2'h' long nail minimum. 6. Tension loads apply for uplift as well when Installed vertically. 7. NAILS: 16d = 0.162' dia. x 3'/z long, 16d Sinker = 0.148° dia. x 3'/.° long, .ee ' 10dx1'' = 0.148' dia. x i'h' long. See page 22-23 for other nail saes and information. STHD Shown 1 ' ^• CODES: See page 12 for Code Reference Key Chart. ' - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. PF These products are approved for installation with the Strong -Drive° SD Connector screw. See page 27 for more information. a>• Model No. Ga Dimensions W L Fasteners (Total) 1 :Allarippla. .: ;'TiWoa Loads :::: �DFR$i� :.:• . (1110) , . Allowable Tendon Loads (SPFMF) (160) Code Ret. LSTA9 20 1'/+ 9 8-10d 740 635 LSTA12 1% 12 10-10d 925 795 LSTA15 1'/. 15 12-10d 1110 950 LSTA18 1'/. 18 14-10d 1235 1110 LSTA21 1'/. 21 16-10d 1235 1235 LSTA24 1'/. 24 18-10d 1235 1235 ST292 2'% We 12-16d 1265 1120 ST2122 2'% 12'3;e 16-16d 1530 1505 ST2115 % 16% 10-16d 660 660 ST2215 2'% 16%e 1 20-16d 1875 1875 14, L3, L5, F2 LSTA30 1% 30 22-10d 1W." `•. 1640 1% 36 24-10d ;.;; tf40`"?'.- 1640 LSTA36 LSTI49 335 49 32-10dx1'r4 f:_ : 'L975 ';; 2555 LSTI73 33: 73 48-10dx114 3830 MSTA918 1'/. 9 8-10d - °.-150;':.: =:. 645 MSTA12 1'/. 12 10-10d .=1?40 `;; ^ 810 MSTA15 1'/ 15 12-10d 'fa : 970 MSTA18 1'/a 18 1 14-10d 1130 MSTA21 1% 21 16-10d '' "4505a <.;;' 1290 MSTA24 1% 24 18-10d _;16d0 :: ';' 1455 MSTA30 1'/. 30 22-10d 2050 1820 ' 36 26-10d2050 2050 MSTA49 1'/ 49 26-10d 2020 2020 F2, L3, L5 7T6215 2'% 1634e 20-16d 2095 1900 14, 1L14, L3, L5, F2 E T6224 2'/e 23Yie 28-16d 2540 2540 14, L3, L5, F2 ST9 16 11/4 9 8-16d 885 750 ST12 1% 11% 10-16d 1105 950 ST18 1Y. 17% 14-16d 1420 1330 14, L3, 1_5, F2 9T22 1'/ 21% 18-16d 1420 1420 MSTC28 3 28'/. 36-16d sinkers 3455 2980 ONO 3 40'/ 52-16d sinkers 4745 4305 MSTC52 3 52'/. 1 62-16d sinkers 4745 4745 HTP37Z 3 7 20-10dx1'h 1850 1600 L5 MSTC66 14 3 65% 76-16d sinkers = -c :' 586f1 ' ; 5860 14, L3, L5, F2 MSTC78 3 77% 76-16d sinkers588f3::'•: ` 3060 ST6236 2% 33'•34e 40-16d 45 = . '.':; 3845 HRS6 1% 6 6.10d 605 525 L5, F26 HRS8 1% 8 10-10d 1010 880 HRS12 1% 12 14-10d 1415 1230 MST126 2% 26 26-10dx1'h 2745 2325 MST136 12 '2'/e 36 36-10dx1% 3800 3220 14, L3, L5, F2 MST148 2'% 48 48-10dxl % 5065 4290 0160 2'% 60 60-10dxl'h 5080 5080 MST172 2'/e 1 72 1 72-10dx1'h 1 5080 5080 HRS416Z3'/ 1 16 1 16-SDS'/'x1Ye' 1 2835 2305 170 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading. 2 1Odx1'/' nails may be substituted where 16d sinkers or 1 Od are specified at 100% of the table loads except where straps are installed over sheathing. 3.1 Od commons may be substituted where 16d sinkers are specified at 100% of table loads. ' 4. 16d sinkers (0.148' dia. x 3'/.' long) or 1 O commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed loads. 6. Tension loads apply for uplift when installed vertically. 7. NAILS: ted - 0.162' dia. x 3'h' long, led Sinker = 0.148' dia. x 31/: long, 10d = 0.148' dia. x 3' long. ' 10dxt'h - 0.148' dia, x 1'h' long. See page 22-23 for other nail sizes and information. 2W End Distance L�; MPSONom Tie Typical LSTA Installation (Hanger not shown) Bend strap one time only, max 12/12 joist pitch. 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to -grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable Installation. 2. For allowable tension loads, see page 230. Typical PS720 Installation 18', 1 material, IModet Dint-• . Bolts ..Code Na Thickness Oaooe . W L tltir..DIa.:Ref. PS218 7 ga 2 18 4 1 3: 4 18 4§: 180 63. 20 8 ''A PS418 PS720 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to -grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable Installation. 2. For allowable tension loads, see page 230. Typical PS720 Installation 18', 1 1 1 1 1 1 1 1 1 1 Anchor Designer"m Software Version 2.3.5555.46 I.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: • L t. t - r u !7:c -- General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 5.125 Effective Embedment depth, her (inch): 4.500 Code report: ICC -ES ESR -3037 Anchor category: 1 Anchor ductility: Yes hnvn (inch): 7.88 cac (inch): 9.00 C.,,� (inch): 6.50 Smm (inch): 5.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.91) + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Appy entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes I<Figure 1> Company: The Flying Buttress Oate: 12/2/201 Engineer. Denise R. Poeltler, PE Page: 1/3 Project SALVATI-RETRO MST60 Address: 77725 Enfield Lane #130, Palm Desert, CA 92211 Phone: (760) 772-4411 E-mail: drpfly@aol.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, fc (psi): 2500 Wov: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: Yes Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.00 x 18.00 x 0.25 vspe- s (Hef6a Q DSO 1-°4Sr 4-& W IT#i Z71 3=35 Z 01b 35•ofoci c.®w1Vi^:!p I% 9 Ib v Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax: 925.847.3871 www.strongtie.com <Figure 2> • Anchor DesignerTm Software Version 2.3.5555.46 rY Company: The Flying Buttress I Date: 12/2/2015 Engineer. Derise R. Poeltler, PE Page: 2/3 Project SALVATI-RETRO MST60 Address: 77725 Enfield Lane #130, Palm Desert, CA 92211 Phone: (760) 772.4411 E-mail: drpty@aol.com Recommended Anchor Anchor Name: Strong -Bolt® 2 - 5/8"0 CS Strong -Bolt 2, hnom:5.125" (130mm) Code Report Listing: ICC -ES ESR -3037 *mom=== 5'559"= F,, Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 ?hone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1 1 1 1 1 1 • Anchor DesignerTm Software Version 2.3.5555.46 2Y Company: The Flying Buttress Date: 12/2/2015 Engineer. Denise R. Poelder, PE Page: 3/3 Project SALVATI-RETRO MST60 Address: 177725 Enfield Lane #130, Palm Desert, CA 92211 Phone: (760) 772-4411 E-mail: I drpfly@aol.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nie (lb) V. (lb) V8 w (lb) 4(V.)Z+(V.,)2 (lb) 1 0.0 1389.8 2779.5 3107.6 2 0.0 -1389.8 27 3107.6 Sum 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force Ob): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vr (inch): 0.00 8, Steel Strength of Anchor in Shear (Sec. D.6.11 V. (lb) O"d 0 O~OV. (lb) 11035 1.0 0.65 7173 3> 6215.2 01 yo2 10. Co crete Plygut Strengo of Anchor in Shear (Sec. D.6.3) OVcp = OkcvNm = Okp(Aft/Awo)V'ea.NV/'c,NiPcANNe(Eq. D-40) kcn ANc (int) A&w (ins) V'ed N VICyN V'ap N Ne (lb) 0 OVcp (lb) 2.0 121.50 182.25 0.989 1.000 1.000 8114 0.70 7489 11, Results Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, V88 (lb) Design Strength, oW (lb) Ratio Status Steel 3108 7173 0.43 Pass (Governs) Pryout 3108 7489 0.41 Pass 5/8"0 CS Strong43olt 2, hnom:5.125" (130mm) meets the selected design criteria. 12. Wage - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com ' • Anchor DesignerTm ' Software Version 2.3.5555.46. Company: The Flying Buttress I Date: 12/2/2015 Engineer. Denise R. Poellier, PE I Page: 1113 Project SALVATI-RETRO MST60 Address:. 77725 Enfield Lane #130; Palm Desert, CA 92211 Phone: (760) 772.4411 E-mail: drpfly@aol.com 1.Proiect: Customer company: 1 ' Project description: Customer contact name: Location: _ ' Customer e-mail: t Fastening description: + Comment: 2. Input Data & Anchor Parameters ' General Base Material i. Design method:ACI 318-1.1 -Concrete: Normal -weight - Units: Imperial units Concrete thickness, h (inch): 12.00- I, State: Cracked Anchor Information: Compressive strength, fc (psi): 2500 Anchor type: Torque controlled expansion anchor Wcv: 1.0 ` Material: Carbon Steel . ` Reinforcement condition: A tension, A'shear Diameter (inch): 0.625 ' ' Supplemental reinforcement: Not applicable' Nominal Embedment depth (inch): 5.125 ,, Do not evaluate concrete' breakout in tension: No Effective Embedment depth, har (inch): 4.500-1*', • Do not evaluate concrete breakout in shear: Yes - ' Code report: ICC -ES ESR -3037 - '• Ignore Edo requirement: Not applicable Anchor category: 1 ' Build-up grout pad: No _ Anchor ductility: Yes ' hm* (inch): 7.88 Base Plate cagy (inch): 9.00 Length x Width x Thickness (inch): 3.00,x, 18.00 x 0.25 Caw (inch): 6.50 i Sawn (inch): 5.00 �� r Load and Geometry ACI 318 Section Load factor source: 9.2 ' Load combination: U = 0.913 + 1.OW Seismic design: No _ ► (/ Anchors subjected to sustained tension: Not applicable, Apply entire shear load at front row: No ,' Anchors only resisting wind and/or seismic loads: Yes ! 01b 0035 lb ' A . 0 ft -Ib IN ° .. • Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. , Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 ' Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerTN1 C= Software Version 2.3.5555.46 <Figure 2> C c r 02 Company: The Flying Buttress Date: I 12/2/2015 Engineer Denise R. Poeltler, PE Page: 2/3 Project: SALVATI-RETRO MST60 Address: 77725 Enfield Lane #130, Palm Desert, CA 92211 Phone: (760) 772-4411 E-mail: I drpfiy@aol.com Recommended Anchor Anchor Name: Strong -Bolt® 2 - 5/8"0 CS Strong -Bolt 2, hnom:5.125" (130mm) Code Report Listing: ICC -ES ESR -3037 ICo If Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtia.com • Anchor Designer"m ' e Software Version 2.3.5555.46 Company: The Flying Buttress Date: 12/2!2015 Engineer. Denise R. Poeltler, PE Page: 3/3 Project SALVATI-RETRO MST60 Address: 77725 Enfield Lane #130, Palm Desert, CA 92211 Phone: (760) 772-4411 E-mail: I drpfly@aol.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N. (lb) V,, (Ib) Vuay Ob) 4(V.)a'+(VuayY (lb) 1 0.0 2258.8 4517.5 5050.7 2 0.0 -2258.85. ' 5050.7 Sum 0.0 0.0 Maximum concrete compression strain (960): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 S. Steel Strength of Anchor in Shear (Sec. D.6.1) Vaa (lb) Oar- 0 O~OVae (Ib) 11035 1.0 0.65 7173 3> 10101.4 01 yo2. 10. Concrete Prvout Strength of Anchor In Shear (Sec. 0.6.31 OVcp = OkcpNat = Okw(AHc/ANw) iFed.NY'C nNV'CANNo (Eq. D-40) kcp Aft (in') ANw (int) Y'04N Y'r,N VICAN Nn (lb) 0 OVp (lb) 2.0 121.50 182.25 0.989 1.000 1.000 8114 0.70 7489 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Shear Factored Load, V0a (lb) Design Strength, oW (lb) Ratio Status Steel 5051 7173 0.70 Pass (Governs) Pryout 5051 7489 0.67 Pass 518"0 CS Strong -Bolt 2, hnom:5.125" (130mm) meets the selected design criteria. 12. Warnings - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1 u 1 1 1 1 1 1 1 1 I I I I I I I I I I I 1 I 1 I I I I 1 I I I I I I I I i i 1 1 i 1 I I i I I I I I I I I I I I I I i i I I I i I I i I 1 I I I I I I I I I I i I 1 t 1 I 1• I I 1 l i I I I 11 I I I f Vill i 11, I I I I .I I I I i •I ! 1 1 1 1 1 1 I I I V i l l l l I I I i I I I I 1 i i I IGI I I I ! 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O I pft*t A� 0 r I v -u• I I I , I I t _ I I I I I I I I i I M I I I 1 1 I I I I I I I I I 1 1 1 I I I 1 I I •1 1 I 1 I I 1 1 1 1 1 1 1 1 1 1 I 1 I I I I I I I I I I I I I i I I 1 1 1 I I I I I t I I I I I 1 I I I I I I I 1 TJ 1 �j� I f ! 1 v I I I I I I 1 1 l 1 i FirgT I ..i..IJ ..L . l l I I II I �L_ y�y l �!v I 1 l -.T I L` I I 4JJ P3E-b't_I I N DEy(. Project: 2015-SALVATI Location: R 1 NEW RAFTERS AT CLOSET Roof Rafter [2013 California Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 8.0 FT @24 O.C. #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 252.3% Controlling Factor. Moment Live Load 0.02 IN U4380 ' Dead Load 0.02 in Total Load 0.04 IN U2433 Live Load Deflection Criteria: L/360 1 ;...MA 1pap Denise R. Poeftler, PE '" The Flying Buttress Y S •77725 Enfield Lane # 130 Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:48 AM {z-1 C1,05 -ET RAFTF- 5, Total Load Deflection Criteria: L/2 I-)(10'1, at 2-4'0-C,- RAFTER 4V0-G- RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 80 ptf 160 Ib Upper Dead Load @ A 64 plf 128 Ib Upper Total Load @ A 144 plf 288 Ib Lower Live Load @ B 80 plf 160 Ib Lower Dead Load @ B 64 plf 128 Ib Lower Total Load @ B 144 plf 288 Ib RAFTER SUPPORT 9 f3 Bearing Length 0.31 in 0.31 in �- Span Length 8 ft Rafter Pitch 0.25 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 0.90 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values'Adjusted Bending Stress: Fb = 1000 psi Fb' = 1139 psi Cd=0.90 CF=1.10 Cr -1.15 Shear Stress: Fv = 180 psi FV = 162 psi C&0.90 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Fc --L' = 625 psi Controlling Moment: 576 ft -Ib 3.999 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -288 Ib 7.998 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: EW!d Section Modulus: 6.07 in3 21.39 in3 Area (Shear): 2.67 int 13.88 in2 Moment of Inertia (deflection): 9.76 in4 98.93 in4 Moment: 576 ft -Ib 2029 ft -Ib Shear. -288 lb 1499 lb Uniform Roof Loading Roof Live Load: LL = 20 psf Roof Dead Load: DL= 16 psf Non -Snow Roof Loaded Area: RLA = 0 sf Slope Adjusted Spans And Loads Interior Span: L-adj = 8 ft Eave Span: L-Eave-adj = 0 ft Rafter Live Load: wL-adj = 40 plf Eave Live Load: wL-Eave-adj = 40 plf Rafter Dead Load: wD-adj = 32 ptf Rafter Total Load: wTadj = 72 plf Eave Total Load: wT-Eave-adj = 72 plf ' Project: 2015-SALVATI Location: B -1 PATIO Roof Beam [2013 California Building Code(2012 NDS)] 3.5 IN x 13.25 IN x 11.0 FT #1 - Douglas -Fir -Larch - Dry Use 1 Section Adequate By: 34.4% Controlling Factor. Moment Live Load 0.06 IN U2311 Dead Load 0.06 in Total Load 0.12 IN U1101 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/2 REACTIONS 6 01 Live Load 1100 Ib 1100 Ib Dead Load 1210 Ib 1210 Ib Total Load 2310 lb 2310 Ib Bearing Length 1.06 in 1.06 in BEAM DATA Span Length 11 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1 ' MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1000 psi Fb' 1000 psi 1 Cd --1.00 CF=1.00 Shear Stress: Fv = 180 psi Fv = 180 psi Cd=1.00 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi ' Comp. l to Grain: Fc - l = 625 psi Fc -1' = 625 psi Controlling Moment: 6352 ft4b 5.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2310 Ib At support. Created by combining all dead and live loads. ' Comparisons with required sections: $ggd Provided Section Modulus: 76.23 in3 102.41 in3 Area (Shear): 19.25 in2 46.38 in2 ' Moment of Inertia (deflection): 147.94 in4 678.48 in4 Moment: 6352 ft4b 8534 ft -Ib Shear. -2310 Ib 5565 lb �;ss Pa88 Denise R. Poeltler, PE !3� The Flying Buttress ;.;. . 77725 Enfield Lane # 130 StruCalc Version 9.0.1.7 12/3/201511:48:49 AM 4)c 14 OFL4' 1 tt X310 2N o ROOF LOADING Side One: LENGTHS Ladj = AND 11 LOADS ft Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 5 ft Side Two: WT = 420 plf Roof Live Load: LL = 20 psf Roof Dead Load: DL= 13 psf - Tributary Width: TW = 5 ft - Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RIA = 0 plf plf SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 11 LOADS ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 200 plf Beam Uniform Dead Load: wD adj = 220 plf Total Uniform Load: WT = 420 plf Project:2015-SALVATI Location: B - 2 GREAT ROOM (GLB) 'Roof Beam 12013 California Building Code(2012 NDS)] 3.125 IN x 19.5 IN x 16.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 68.2% Controlling Factor: Moment Y page g;nv wn Denise R. Poeltler, PE The Flying Buttress 77725 Enfield Lane # 130WME Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:49 AM Live Load 0.15 IN U1307 'Dead Load 0.18 in 5.2 3lbx [q %Z�, Total Load 0.33 IN U597 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A B Area (Shear): Live Load 2605 Ib 2605 Ib 776.77 in4 Dead Load 3102 Ib 3102 Ib Shear. Total Load 5707 Ib 5707 Ib Beam Uniform Live Load: Bearing Length 2.81 in 2.81 in pif Beam Uniform Dead Load: wD_adj = BEAM DATA Span Length 16.5 ft Unbraced Length -Top 0 ft 692 Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1 60.94 in2 MATERIAL PROPERTIES 24F -V4 -Visually Graded Western Species Base Values Adiusted Bending Stress: Ft'i = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 p. Cd -1.00 Shear Stress: Fv = 265 psi Fv' = 265 p Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 k: Comp. l to Grain: Fc -1 = 650 psi Fc -1' = 650 p Controlling Moment: 23542 ft -Ib 8.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 5707 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 117.71 in3 Area (Shear): 32.3 in2 Moment of Inertia (deflection): 776.77 in4 Moment: 23542 ft -Ib Shear. 57071b 11 u 1 GZSTO. 5107 Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 18.3 psf - DL = 20 psf TW = 12.3 ft LL = 18.3 psf - DL= 13 psf TW= 5 ft - Wall Load: WALL = 36 — Non -Snow Roof Loaded Area: RLA = 0 [)If 5707 SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND LOADS 16.5 ft Beam Self Weight: BSW = 13 pif Beam Uniform Live Load: wL = 316 pif Beam Uniform Dead Load: wD_adj = 376 plf Total Uniform Load: WT = 692 plf Provided 198.05 in3 60.94 in2 1930.96 in4 39609 ft -Ib 10766 Ib ' Project: 2015-SALVATI Location: S - 2 GREAT ROOM (LVL) 'Roof Beam [2013 California Building Code(2012 NDS)] 3.5 IN x 18.0 IN x 16.5 FT 2.0E -2900F - APA EWS LVL Stress Classes 'Section Adequate By: 83.1 % Controlling Factor. Moment Live Load 0.15 IN U1279 Dead Load 0.19 in Total Load 0.34 IN U580 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L 2 ' REACTIONS e R Live Load 2605 Ib 2605 Ib Dead Load 3144 Ib 3144 Ib Total Load 5750 Ib 5750 Ib ' Bearing Length 2.19 in 2.19 in BEAM DATA Span Length 16.5 ft Unbraced Length -Top 0 ft ' Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1 ' MATERIAL PROPERTIES 2.0E -2900F - APA EWS LVL Stress Classes ,Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2757 psi ' Cd=1.00 CF=0.95 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi ' Comp. -L to Grain: Fc - L = 750 psi Fc -1' = 750 psi Controlling Moment: 23718 ft -Ib 8.25 ft from left support ' C ated by combining all dead and live loads. Co trolling Shear: -5750 Ib support. C eated by combining all dead and live loads. t Comparisons with required sections: Bggd Provided Section Modulus: 103.25 in3 189 in3 Area (Shear): 30.26 in2 63 int Moment of Inertia (deflection): 704.31 in4 1701 in4 Moment: 23718 ft -Ib 43418 ft -Ib Shear. -5750 Ib 11970 lb ~. -A , �—� JDenise R. Poekler, PE WP The Flying Buttress 77725 Enfield Lane # 130 ar Palm Desert, CA 92211 StruCalc Version 9.0.1.7 8-2- 3%2"x 18;' 2.0e, c vL- 57 5o 12/3/2015 11:48:50 AM Side One: LENGTHS Ladj = AND LOADS 16.5 ft Roof Live Load: LL = 18.3 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 12.3 ft Side Two: WT = 697 ptf Roof Live Load: LL = 18.3 psi - Roof Dead Load: DL= 13 psf Tributary Width: TW = 5 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 pif 57 SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND LOADS 16.5 ft Beam Self Weight: BSW = 18 pif Beam Uniform Live Load: wL = 316 pif Beam Uniform Dead Load: wD_adj = 381 pif Total Uniform Load: WT = 697 ptf Project: 2015-SALVATI Location: B - 3 M. BATH Roof Beam 12013 California Building Code(2012 NDS)) 3.5 IN x 5.5 IN x 3.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 265.7% Controlling Factor. Moment Live Load 0.01 IN L/7895 Dead Load 0.01 in Total Load 0.01 IN L/3341 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/2 REACTIONS A B Live Load 228 Ib 228 Ib Dead Load 310 Ib 310 Ib Total Load 538 Ib 538 Ib Bearing Length 0.25 in 0.25 in BEAM DATA Span Length 3.5 it Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Bending Stress: Base Fb = Values 1000 psi Adiusted Fb' = 1170 psi Roof Live Load: Cd --0.90 CF=1.30 psf Shear Stress: Fv = 180 psi FV = 162 psi Tributary Width: Cd=0.90 6.5 ft Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 470 ft4b 0 psf 1.75 ft from left support TW = 0 it Created by combining all dead and live loads. 36 Controlling Shear: 538 Ib RLA = 0 At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 4.82 1n3 17.65 in3 Area (Shear): 4.98 in2 19.25 in2 Moment of inertia (deflection): 3.49 in4 48.53 in4 Moment: 470 ft -Ib 1720 ft -Ib Shear. 538 lb 2079 lb Denise R. Poeltler, PE The Flying Buttress = 77725 Enfield Lane # 130 StruCalc Version 9.0.1.7 12/3/2015 11:48:51 AM �-3 t�.BATH 538 1 ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 6.5 ft Side Two: wD adj = 177 plf Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 it Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 pif vtf SLOPEIPITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 3.5 LOADS ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 130 plf Beam Uniform Dead Load: wD adj = 177 plf Total Uniform Load: WT = 307 plf f 1 1 1 Project: 2015-SALVATI Location: B - 4 MASTER BEDROOM Roof Beam [2013 California Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 8.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.1% Controlling Factor. Moment Live Load 0.04 IN U2503 Dead Load 0.05 in Total Load 0.09 IN U1119 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A B Live Load 1041 Ib 1041 Ib Dead Load 1287 Ib 1287 Ib Total Load 2328 Ib 2328 Ib Bearing Length 1.06 in 1.06 in BEAM DATA Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Comparisons with required sections: $112:11 Section Modulus: 59.97 in3 Base Values Bending Stress: Fb = 1000 psi Moment of Inertia (deflection): Cd --O. 90 CF= 1.10 Shear Stress: Fv = 180 psi 4947 ft -Ib Cd=0.90 Modulus of Elasticity: E = 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Controlling Moment: 4947 ft -Ib 4.25 ft from left support WT = Created by combining all dead and live loads. Controlling Shear. -2328 Ib At support. 20 Created by combining all dead and live loads. Comparisons with required sections: $112:11 Section Modulus: 59.97 in3 t Adjusted Fb' = 990 psi FV = 162 psi E'= 1700 ksi Fc - -L= 625 psi Provided 73.83 in3 39.38 in2 415.28 in4 6091 ft -Ib 4253 Ib Imp 25 Denise R. Poeftler, PE r: The Flying Buttress N .77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:52 AM -4 r1a'.r7_Q*_ IZ D H• *r ft 2_3Z8 23z8 ROOF LOADING Side One: Area (Shear): 21.56 in2 LOADS ft Moment of Inertia (deflection): 89.04 in4 ' Moment 4947 ft -Ib DL = Shear. -2328 Ib t Adjusted Fb' = 990 psi FV = 162 psi E'= 1700 ksi Fc - -L= 625 psi Provided 73.83 in3 39.38 in2 415.28 in4 6091 ft -Ib 4253 Ib Imp 25 Denise R. Poeftler, PE r: The Flying Buttress N .77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:52 AM -4 r1a'.r7_Q*_ IZ D H• *r ft 2_3Z8 23z8 ROOF LOADING Side One: LENGTHS Ladj = AND 8.5 LOADS ft Roof Live Load: LL =, 20 psf — Roof Dead Load: DL = 20 psf Tributary Width: TW = 12.3 it Side Two: WT = 548 plf Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 plf ptf SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 8.5 LOADS ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 245 plf Beam Uniform Dead Load: wD adj = 303 plf Total Uniform Load: WT = 548 plf 1 1 Project: 2015-SALVATI Location: B - 5 GREAT ROOM Roof Beam [2013 California Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 5.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 271.9°x6 Controlling Factor Moment Live Load 0.01 IN U6612 Dead Load 0.02 in Total Load 0.03 IN U2162 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U241 REACTIONS /3 B Live Load 110 Ib 110 Ib Dead Load 226 Ib 226 Ib Total Load 336 Ib 336 Ib Bearing Length 0.15 in 0.15 in BEAM DATA Span Length 5.5 it Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch ' Comparisons with required sections: at" Section Modulus: 4.74 in3 Area (Shear): 3.12 in2 ' Moment of Inertia (deflection): 5.39 in4 Moment: 463 ft -Ib Shear. -3361b 1 1 Adjusted Fb' = 1170 psi Fv' = 162 psi E' = 1700 ksi Fc -1' = 625 psi Provided 17.65 in3 19.25 in2 48.53 in4 1720 ft -Ib 2079 Ib Imp 11 ti„ Denise R. Poeltler, PE * ° The Flying Buttress `O _ 77725 Enfield Lane # 130 or ' ",µ,_. 'Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:53 AM 1� -5 bPMAT 940&4 4xeo nFL.*'1 3340 33(• ROOF LOADING Side One: Base Values Bending Stress: Fb = 1000 psi Roof Live Load: Cd --0.90 CF --1.30 Shear Stress: Fv = 180 psi Roof Dead Load: Cd=0.90 Modulus of Elasticity: E = 1700 ksi Comp. J- to Grain: Fc -1= 625 psi Controlling Moment: 463 ft -Ib 2.75 ft from left support WT = Created by combining all dead and live loads. Controlling Shear: -336 Ib At support. 20 Created by combining all dead and live loads. ' Comparisons with required sections: at" Section Modulus: 4.74 in3 Area (Shear): 3.12 in2 ' Moment of Inertia (deflection): 5.39 in4 Moment: 463 ft -Ib Shear. -3361b 1 1 Adjusted Fb' = 1170 psi Fv' = 162 psi E' = 1700 ksi Fc -1' = 625 psi Provided 17.65 in3 19.25 in2 48.53 in4 1720 ft -Ib 2079 Ib Imp 11 ti„ Denise R. Poeltler, PE * ° The Flying Buttress `O _ 77725 Enfield Lane # 130 or ' ",µ,_. 'Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:48:53 AM 1� -5 bPMAT 940&4 4xeo nFL.*'1 3340 33(• ROOF LOADING Side One: LENGTHS Ladj = AND 5.5 LOADS ft Roof Live Load: LL = 20 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 2 ft — Side Two: WT = 122 pif Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 plf pif SLOPEIPITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 5.5 LOADS ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 82 plf Total Uniform Load: WT = 122 pif 1 J 1 I� Project: 2015SALVATI Location: 6 - 6 DINING Roof Beam 12013 California Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 4.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 455.6% Controlling Factor. Moment Live Load 0.00 IN UMAX Dead Load 0.01 in Total Load 0.01 IN U3947 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U2 REACTIONS 9 B Live Load 90 Ib 90 Ib Dead Load 185 Ib 185 Ib Total Load 275 Ib 275 Ib Bearing Length 0.13 in 0.13 in MAMMA Span Length 4.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Bending Stress: Base Fb = Values 1000 psi Ad*ustftd Fb' = 1170 psi Roof Live Load: Cd=0.90 CF=1.30 psf Shear Stress: Fv = 180 psi FV = 162 psi Tributary Width: Cd --0.90 2 ft Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -L to Grain: Fc - 625 psi Fc -1' = 625 psi Controlling Moment: 310 ft -Ib 0 psf 2.25 ft from left support TW = 0 ft Created by combining all dead and live loads. 36 Controlling Shear: 275 Ib RLA = 0 At support. Created by combining all dead and live loads. Comparisons with required sections: $Bgd Provided Section Modulus: 3.18 in3 17.65 in3 Area (Shear): 2.55 int 19.25 in2 Moment of Inertia (deflection): 2.95 in4 48.53 in4 Moment 310 ft -Ib 1720 ft -Ib Shear. 275 lb 2079 lb ' Ie Denise R. Poeftler, PE �7 a.' The Flying Buttress x;.77725 Enfield Lane # 130 orifi . Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/201511:48:54 AM b -co DININ/0P ft zi 2 ROOF LOADING Side One: LENGTHS Ladj = AND 4.5 LOADS ft Roof Live Load: LL = 20 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 2 ft Side Two: WT = 122 pff Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 plf pff SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 4.5 LOADS ft Beam Self Weight: BSW = 4 pff Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 82 plf Total Uniform Load: WT = 122 pff Project: 2015-SALVATI Location: B - 7 DINING 'Roof Beam j2013 California Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 4.5 FT #1 - Douglas -Fir -Larch - Dry Use 'Section Adequate By: 455.6% Controlling Factor: Moment 11 Frio, Denise R. Poeltler, PE The Flying Buttress 77725 Enfield Lane # 130 a ¢` Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/201511:48:54 AM 5-7 010IM& 4xro VFl.0-1 ft 17*5' z7s ROOF LOADING Live Load 0.00 'IN LIM" AND 4.5 LOADS ft Dead Load 0.01 in BSW = 4 Total Load 0.01 IN U3947 Roof Live Load: LL = Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/2 psf Roof Dead Load: DL= 20 REACTIONS A 13 Tributary Width: 7W = Live Load 90 Ib 90 Ib ft Side Two: Dead Load 185 Ib 185 Ib Total Load 275 Ib 275 Ib LL = 20 Bearing Length 0.13 in 0.13 in Roof Dead Load: ' 0 psf Tributary Width: BEAM DATA 0 ft Span Length 4.5 ft WALL = 36 Unbraced Length -Top 0 ft Non -Snow Roof Loaded Area: RLA = Unbraced Length -Bottom 0 ft pif Roof Pitch 4 :12 plf Roof Duration Factor 0.9 ' MATERIAL PROPERTIES #1 -Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 1000 psi Fb' = 1170 psi ' Cd --0.90 CF=1.30 Shear Stress: Fv = 180 psi FV = 162 psi Cd=0.90 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi ' Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 310 ft -Ib 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 275 lb At support. Created by combining all dead and live loads. ' Comparisons with required sections: Read Provided Section Modulus: 3.18 in3 17.65 in3 Area (Shear): 2.55 in2 19.25 int Moment of Inertia (deflection): 2.95 in4 48.53 in4 ' Moment: 310 ft -Ib 1720 ft -Ib Shear. 275 lb 2079 lb 11 Frio, Denise R. Poeltler, PE The Flying Buttress 77725 Enfield Lane # 130 a ¢` Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/201511:48:54 AM 5-7 010IM& 4xro VFl.0-1 ft 17*5' z7s ROOF LOADING LENGTHS Ladj = AND 4.5 LOADS ft Side One: BSW = 4 plf Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf Tributary Width: 7W = 2 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 0 pif plf SLOPE/PITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 4.5 LOADS ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 82 plf Total Uniform Load: WT = 122 plf 1 F 1 11 �I 11 1 Project: 2015-SALVATI Location: B - 8 NEW CLOSET (EX. 4X8) Roof Beam [2013 California Building Code(2012 NDS)] 3.5 INx7.26INx3.OFT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 333.4% Controlling Factor. Shear Live Load 0.00 IN L/MAX Dead Load 0.00 in Adjusted Total Load 0.00 IN U8855 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/2 REACTIONS A a Live Load 285 Ib 285 Ib Dead Load 347 Ib 347 Ib Total Load 632 Ib 632 Ib Bearing Length 0.29 in 0.29 in E = 1700 ksi E'= 1700 ksi BEAM DATA Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 0.9 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch " FRIMFRIMDenise R. Poeltler, PE L/of K The Flying Buttress 77725 Enfield Lane # 130 Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:47:44 AM $-8 N CE) 414 P> &3Z 4032 - ROOF LOADING Side One: Base Values Adjusted Bending Stress: Fb = 1000 psi Fb' = 1170 psi 20 Cd=0.90 CF=1.30 Roof Dead Load: Shear Stress: Fv = 180 psi FV = 162 psi Tributary Width: Cd=0.90 9.5 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 474 ft -Ib psf 1.5 ft from left support DL= 0 Created by combining all dead and live loads. Tributary Width: Controlling Shear. 632 Ib ft At support. WALL = 36 Created by combining all dead and live loads. Non -Snow Roof Loaded Area: Comparisons with required sections: Bid Provided Section Modulus: 4.86 in3 30.66 in3 Area (Shear): 5.85 in2 25.38 in2 Moment of Inertia (deflection): 3.01 in4 111.15 in4 Moment: 474 ft4b 2989 ft -lb Shear: 632 lb 2741 Ib " FRIMFRIMDenise R. Poeltler, PE L/of K The Flying Buttress 77725 Enfield Lane # 130 Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/2015 11:47:44 AM $-8 N CE) 414 P> &3Z 4032 - ROOF LOADING Side One: LENGTHS Ladj = AND LOADS 3 It Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf Tributary Width: TW = 9.5 ft Side Two: WT = 422 plf Roof Live Load: LL = . 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 Non -Snow Roof Loaded Area: RLA = 28.5 plf pff SLOPEIPITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND LOADS 3 It Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 190 plf Beam Uniform Dead Load: wD_adj = 232 plf Total Uniform Load: WT = 422 plf 1 1 1 it Project: 2015-SALVATI Location: B - 9 GREAT ROOM Roof Beam [2013 California Building Code(2012 NDS)] 3.5 INx5.5INx5.5FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 271.9% Controlling Factor. Moment Live Load 0.01 IN 06612 Dead Load 0.02 in Total Load 0.03 IN 02162 Live Load Deflection Criteria: 1-/360 Total Load Deflection Criteria: U2 REACTIONS A B Live Load 110 Ib 110 Ib Dead Load 226 Ib 226 Ib Total Load 336 ib 336 ib Bearing Length 0.15 In 0.15 in BEAM DATA Span Length 5.5 ft Unbraoed Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Bending Stress: Base Values Fb = 1000 psi AND 5.5 Cd=0.90 CF --1.30 Shear Stress: Fv = 180 psi 20 Cd=0.90 Modulus of Elasticity: E = 1700 ksi Comp. -L to Grain: Fc - L = 625 psi Controlling Moment: 463 ft -Ib 2.75 it from left support ft Created by combining all dead and live loads. Controlling Shear. -336 Ib At support. Roof Live Load: Created by combining all dead and live loads. ' Comparisons with required sections: Btta Section Modulus: 4.74 in3 Area (Shear): 3.12 in2 Moment of Inertia (deflection): 5.39 in4 ' Moment 463 ft -Ib Shear. -3361b 1 Aftsted FW = 1170 psi FV = 162 psi E' = 1700 ksi Fc -1' = 625 psi Provided 17.65 in3 19.25 in2 48.53 in4 1720 ft -Ib 2079 Ib J pw Denise R. Poeftler, PE The Flying Buttress AJ 77725 Enfield Lane # 130 m T` Palm Desert, CA 92211 StruCalc Version 9.0.1.7 12/3/201511:48:55 AM F3 -OI & FLE.. ►'f P.00 PA 4-w PF -1, #- 3: </ 3310 ROOF LOADING Side One: LENGTHS Ladj = AND 5.5 LOADS it Roof Live Load: LL = 20 psf Roof Dead Load: DL= 20 psf ' Tributary Width: TW = 2 ft Side Two: WT = 122 ptf Roof Live Load: LL = 20 psf Roof Dead Load: DL= 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 36 00' Non -Snow Roof Loaded Area: RLA = 0 plf pff SLOPEIPITCH ADJUSTED Adjusted Beam Length: LENGTHS Ladj = AND 5.5 LOADS it Beam Self Weight: SSW = 4 plf Beam Uniform Live Load: wL = 40 pff Beam Uniform Dead Load: wD_adj = 82 pif Total Uniform Load: WT = 122 ptf 1 Project: 2015-SALVATI Location: FOOTING AT B-2 GREAT ROOM Footing [2013 California Building Code(2012 NDS)] Footing Size: 1.0 FT x 5.0 FT x 18.00 IN� Section Footing Design Adequate CAUTIONS • Footing has been designed without reinforcement ' Allowable Soil Bearing Pressure: Qs = 1500 psf Ultimate Bearing Pressure: Concrete Compressive Strength: Fc = 2500 psi Effective Allowable Soil Bearing Pressure: Oe = Reinforcing Steel Yield Strength: Fy = 40000 psi Areq = Concrete Reinforcement Cover. c = 3 in A = 5.00 sf Baseplate Bearing: ' FOOTING SIZE Width: W = 1 ft Bear = Length: L = 5 ft Bear -A = Depth: Depth= 18 in ' Effective Depth to Top Layer of Steel: d = 16 in 1842 Ib Allowable Beam Shear: Vc1 = 7040 Ib COLUMN AND BASEP TE SIZE ' Column Type: Column Width: Wood m= 4 in Punching Shear. Column Depth: n= 4 in Controlling Allowable Punching Shear. FOOTING CALCULATION$ 0 Ib 1 1 1 1 7 11 Bearing.Calculations: PL = 2605 Ib Ultimate Bearing Pressure: Qu = 1142 psf Effective Allowable Soil Bearing Pressure: Oe = 1275 psf Required Footing Area: Areq = 4.48 sf Area Provided: A = 5.00 sf Baseplate Bearing: Bearing Required: Bear = 7894 Ib Allowable Bearing: Bear -A = 37400 Ib Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = 1842 Ib Allowable Beam Shear: Vc1 = 7040 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter. Bo = 24 in Punching Shear. Vu2 = 0 Ib Controlling Allowable Punching Shear. vc2 = 0 Ib Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: n2M Denise R. Pceltier, PE 4.., The Flying Buttress 77725 Enfield Lane # 130 Palm Desert, CA 92211 of StruCalc Version 9.0.1.7 12/3/2015 2:37:35 PM 18 In F4In-f 18 In Sin -1 ft� p�=315 F41n- EX. Motu. *A 18A G P. �Y FOOTING LOADING Live Load: PL = 2605 Ib Dead Load: PD = 3105 Ib Total Load: PT = 5710 Ib Ultimate Factored Load: Pu = 7894 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 Ib Long Direction: Bending Calculations: Mu = 11841 in -Ib Factored Moment: Mu = 59205 in -Ib Mn = 352000 in -Ib Nominal Moment Strength: Mn = 70400 in -Ib BUILDING ENERGY ANALYSIS a tea. cc" 19, f� PROJECT: Salvati Residence 49-312 Avenida Vista Bonita La Quinta, CA 92253 Project Designer: Robert A. Pitchford Design and Drafting 77-622 Country Club STE O Palm Desert, CA 92211 (760) 346-2856 Report Prepared by: Tim Scott Scott Design and Title 24, Inc, 77085 Michigan Drive Palm Desert, CA 92211 (760) 200-4780 Job Number: Date: 1/15/2016 CI -TY ®F LA BUILDING & SAFE VDF APPF10\CTI0N Foot CO JAN 21 2016 CITY OF LA QUINTA COMMUNITY DEVELOPMENT 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. I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1 R Mandatory Measures Summary 2 3 12 13 EnergyPro 6.7 by EnergySoft Job Number. ID: User Number: 6712 1 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date/Time: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xml CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Salvati Residence 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 49-312 Avenida Vista Bonita Compliance Margin Percent Improvement 04 City La Quints 05 Standards Version Compliance 2015 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ15 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front_Orlentatlon (deg/Cardinal) 225 12 Project Scope Addition and/or Alteration 3 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft� 2335 1� Number of Zones 3 16 Slab Area (ftp 2335 �rNumber of Stories 1 18 Addition Cond. Floor Area 79 19 Natural Gas Available Yes 20 Addition Slab Area (ftp 79 1 N I Percentage (%) 23.9% COMPLIANCE RESULTS , W T� Q 01 Building Compiles with Computer Performance �p ?02 This building DOES NOT require HERS Verification 03 This building Incorporates one or more Special Features shown below `_A Registration Number: Registration Date/rime: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-03-15 14:09:46 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 8.27 9.34 -1.07 -12.9% Space Cooling 266.99 254.88 12.11 4.5% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 10.49 10.31 0.18 1.7% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 285.75 274.53 11.22 3.9% Registration Number: Registration Date/rime: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-03-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Datelrime: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Cathedral Ceiling CF1 R -PRF -01 Page 2 of 9 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • ..None -- Cooling System Verifications: • ..None -- HVAC Distribution System Verifications: • --None -- Domestic Hot Water System Verifications: • —None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/12-yr)• 331.32 320.10 11.22 3.4% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (112) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Salvati Residence 2335 1 9 3 2 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 main Conditioned HVAC1 1959 9 DHW Sys 1 add Conditioned HVAC1 79 9 DHW Sys 1 casita Conditioned HVAC2 297 9 DHW Sys 1 Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date(Time: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xml CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 02 03 04 05 06 07 08 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition NE Wall ex main R-13 Wall 45 Back 630 237 90 Existing No SE Wall ex main R-13 Wall 135 Right 990 101.5 90 Existing No SW Wall ex main R-13 Wall 225 Front 630 72 90 Existing No W Wall ex main. R-13 Wall 270 45 120 20 90 Existing No NW Wall ex main R-13 Wall 315 Left 990 30 90 Existing No Roof ex main Default To 1978 to presen New N/A 1959 )1 Existing No NW Wall add R-21 Wall (W.21.2x6.16) 315 Left 144 90 New N/A Roof 2 add R-30 Roof(R.30.2x12.16) 77.6 New N/A N Wall ex casita R-13 Wall 0 135 120 48 90 Existing No NE Wall ex 2 casita R-13 Wall 45 Back 168 25 90 Existing No SE Wall ex 2 casita !t R-13 Wall 135 Right 364 15 90 Existing No, SW Wall ex 2 casita R-13 Wall 225 Front 168 4 90 Existing No NW Wall ex 2 casita R-13 Wall 315 Left 364 5.2 90 Existing No Roof ex 2 " casita Default To 1978 to presen 297 Existing No OPAQUE SURFACES— Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 12 13 Roof Framin Verified Orlentatlo Area Skylight Roof Rise Roof Roof Reflectan Roof g Existing Name Zone Type n (ft2) Area (ft2) (x In 12) Pitch Tilt(deg) ce Emlttance Factor Status Condiflon R-30 Roof add Roof(R.30.2x12.16 - specify - 1.5 1.4 3 0.25 14.04 0.1 0.85 0.1 New N/A )1 Registration Number: Registration Date/Time: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 HERS Provider: Report Generated at: 2016-01-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Datelrlme: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xmi CF1 R -PRF -01 Page 4 of 9 ATTIC 01 02 03 04 05 06 07 08 09 10 02 03 04 05 06 07 08 Radiant 10 Statu Verified Existing Name Construction Type Roof Rise Roof Reflectance Roof Emlttance Barrier Cool Roof s Condition Attic main Attic Roofmaln Ventilated 3 0.1 0.85 No No Enigsti No NE Wall ex (Back -45) --- ---- 1 21.0 0.38 0.23 Insect Screen (default) Altered N/A 2 Attic add Attic Roofadd Ventilated 3 0.1 0.85 No No New No Attic casita Attic Roofcasita Ventilated 3 0.1 0.85 No No Enigsti No SE Wall ex (Right -135) a ---- ---- 1 28.0 0.38 0.23 Insect Screen (default) Altered N/A E WINDOWS 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Multiplle Height (ft) r Area (ft) U -factor SHGC Exterior Shading Status Verified Existing Condition 3 NE Wall ex (Back -45) ---- ---- 1 72.0 0.38 0.23 Insect Screen (default) Altered N/A I NE Wall ex (Back -45) --- ---- 1 21.0 0.38 0.23 Insect Screen (default) Altered N/A 2 NE Wall ex (Back -45) ---- ---- 1 144.0 0.38 0.23 Insect Screen (default) Altered N/A G SE Wall ex (Right -135) •••• ---- 1 35.0 0.38 0.23 Insect Screen (default) Altered N/A F SE Wall ex (Right -135) a ---- ---- 1 28.0 0.38 0.23 Insect Screen (default) Altered N/A E SE Wall ex (Right -135) ---- ---- 1 28.0 0.38 0.23 Insect Screen (default) Altered N/A D SE Wall ex (Right -135) ---- 1 10.5 0.54 0.24 Insect Screen (default) Altered N/A C SW Wall ex (Front -225) ---- - 1 20.0 0.38 0.23 Insect Screen (default) Altered N/A 12 SW Wall ex (Front -225) -•-- ---- 1 48.0 0.38 0.23 Insect Screen (default) Altered N/A P SW Wall ex (Front -225) ---- ---- 1 4.0 0.38 0.23 Insect Screen (default) _ Altered N/A B W Wall ex (- specify --270) -•-- ---- 1 20.0 0.38 0.23 Insect Screen (default) Altered N/A A NW Wall ex (Left -315) ---- ---- 1 20.0 0.54 0.24 Insect Screen (default) Altered N/A K NW Wall ex (Left -315) ---- ---- 1 10.0 0.38 0.23 Insect Screen (default) Altered N/A Skylight Roof (- specify --270) ---- ---- 1 1.4 0.39 0.39 None New N/A 6 N Wall ex (- specify --0) ---- ---- 1 48.0 0.38 0.23 Insect Screen (default) Altered N/A L NE Wall ex 2 (Back -45) ---- ---- 1 25.0 0.38 0.23 Insect Screen (default) Altered N/A M SE Wall ex 2 (Right -135) ---- 1 15.0 0.38 0.23 Insect Screen (default) Altered N/A N SW Wall ex 2 (Front -225) ---- 1 4.0 0.48 0.29 Insect Screen (default) Altered N/A 01 NW Wall ex 2 (Left -315) ---- 1 5.2 0.50 0.24 Insect Screen (default) Altered N/A Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-08252015-744 Report Generated at: 2016-01-1514:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date/Tlme: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xmi CF1 R -PRF -01 Page 5 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 09 Name Zone Total Cavity Winter Design Edge Insul. R -value Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 195 r 0.8 No Existing No Cavity / Frame: no insul. /2x4 Top Chrd add 79 14 2x4 Top Chord of Roof Truss @ 24 0.8 No Roof Deck: Wood Siding/sheathing/decking Attic Roofmain Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) No I Existing No • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9. f /2x4 Default To 1978 to presen attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. R11 0.083 Over Floor Joists: R-1.9 insul. • Inside Finish: Gypsum Board • Cavity/ Frame: R -13/2x4 • Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.095 Siding/sheathing/decking Cavity/ Frame: no insul. /2x4 Top Chrd 20 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roofadd Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-30 Roof(R.30.2xl2.16) attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. R 30 0.032 Over Floor Joists: R-20.9 insul. Inside Finish: Gypsum Board • Cavity/ Frame: R -30/2x4 • Roof Deck: Wood Siding/sheathing/decking R-30 Roof (R.30.2x12.16)1 Cathedral Ceilings Wood Framed Ceiling 2x4 @ 16 in. O.C. R 30 0.046 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-21 / 2x6 • Exterior Finish: Wood R-21 Wall (W21.24.16) Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.066 Siding/sheathing/decking • Cavity / Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roofcasita Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) SLAB FLOORS 01 02 03 04 05 06 07 08 09 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Covered Slab ex main 1959 195 None 0.8 No Existing No Covered Slab ex 2 add 79 14 None 0.8 No New No Covered Slab ex 3 casita 297 101 None 0.8 No I Existing No Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 Report Generated at: 2016-01-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date/Time: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name:-Salvati Res-Pitchford-15.xml BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (011) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- CF1 R -PRF -01 Page 6 of 9 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (9b) Status Verified Existing Condition DHW Sys 1 DHW Pipe Insulation, All Lines DHW Heater 1 1 Annual Existing No WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage 50 0.61 EF 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 n/a n/a n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Heating System Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition HVAC1 Other Heating and Heating Yes Cooling Yes 1 Air Distribution HVAC Fan 2038 Existing No Cooling System Component 1 Component 1 1 1 System 1 1 HVAC2 Other Heating and Heating Yes Cooling Yes Air Distribution HVAC Fan 297 Existing No Cooling System Component 2 Component 2 System 2 2 Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation DateMme: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xml CFI R -PRF -01 Page 7 of 9 HVAC - HEATING SYSTEMS 01 02 01 02 03 Name Type Efflclency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Heating Component 2 CntrlFurnace - Fuel -fired central furnace 80 AFUE MVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 07 08 Efficiency 10 Multi -speed N/A Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond - Split air conditioning 10 12 No No N/A Location system Status Condition Verification Air Distribution Ducts located in attic ling Component 2 -co SplitAirCond - Split air conditioning 10 12 No No N/A N/A system specified) HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Air Distribution System 1 -hers -dist N/A -- Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Air Distribution Ducts located in attic Existing (not 4.2 Attic Attic None Existing No N/A System 1 specified) Air Distribution Ducts located in attic Existing (not 4.2 Attic Attic None Existing No N/A System 2 specified) HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 Name . Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Return Supply Air Distribution System 1 -hers -dist N/A -- Air Distribution System 2 -hers -dist N/A IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAO Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Default 0 Not Required Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-01-1514:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date(Tlme: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xml CF1 R -PRF -01 Page 8 of 9 COOLING VENTILATION 01 02 03 04 Name Cooling Vent CFM Cooling Vent Watts/CFM Number of Fans WH Fan 1 61 0.52459 1 WH Fan 2 61 0.52459 1 r Registration Number: Registration Date/7-Ime: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFI11-08252015-744 Report Generated at: 2016-03-15 14:09:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Salvati Residence Calculation Date/Time: 14:09, Fri, Jan 15, 2016 Calculation Description: Title 24 Analysis Input File Name: Salvati Res-Pitchford-15.xm1 CF1 R -PRF -01' Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: A Tim Scott Company: Signature Date: Scott Design and Title 24, Inc, 1/15/2016 Address: CEA/HERS Certification Identification (If applicable): 77085 Michigan Drive City/Statef,Zip: Palm Desert, CA 92211 Phone: (760) 200-4780 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent w' n pr id r applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with thi i ding per " appli Responsible Designer Name: espon ' esigner Robert A. Pitchford Company: D Signed: Robert A. Pitchford Design and Drafting ' // Address: License: 77-622 Country Club STE O City/State/Zip: Phone: Palm Desert, CA 92211 (760) 346-2856 Registration Number: Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-01-15 14:09:46 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Salvati Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family la Existing+ Addition/Alteration Date 1/15/2016 Project Address 49-312 Avenida Vista Bonita La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 2,335 Addition 79 # of Units 1 INSULATION Construction Type Area Cavi Special Features Status Roof Wood Framed Attic R 11 2,256 Existing Wall Wood Framed R 13 4,495 Existing Slab Unheated Slab-on-Grade - no insulation 2,256 Perim = 296' Existing Roof Wood Framed Attic R 30 78 New Wall wood Framed R21 144 New Slab Unheated Slab-on-Grade - no insulation 79 Perim = 14' New Demising Wood Framed R 13 474 New FENESTRATION Orientation Area Total Area: 559TGla.,.g Percentage: 23.9 % U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor. 0.39 Exterior Shades Status Rear (NE) 262.0 0.380 0.23 none none Bug Screen Altered Right (SE) 106.0 0.380 0.23 none none Bug Screen Altered Right (SE) 10.5 0.540 0.24 none none Bug Screen Altered Front (SW) 72.0 0.380 0.23 none none Bug Screen Altered Front (W) 20.0 0.380 0.23 none none Bug Screen Altered Left (NW) 20.0 0.540 0.24 none none Bug Screen Altered Left (NW) 10.0 0.380 0.23 none none Bug Screen Altered Skylight 1.4 0.390 0.39 none none None New Left (N) 48.0 0.380 0.23 none none Bug Screen Altered Front (SW) 4.0 0.480 0.29 none none Bug Screen Altered Left (NW) 5.2 0.500 0.24 none none Bug Screen Altered 1 HVAC SYSTEMS Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 12.0 SEER Setback Existing 1 Central Furnace 80% AFUE Split Air Conditioner 12.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Cooling, Duct Location Duct R-Value Status HVAC Ducted Ducted Attic 4.2 Existing HVAC Ducted Ducted Attic 4.2 Existing WATER HEATING Type Gallons Min. Eff Distribution Status EnemvPro 6.7 by EnergySoft User Number. 6712 RunCode: 2016-01-15T14:11:18 ID: Pae 12 of 16 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 a . § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §I 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. 110'8(1)' The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §I 10.8(1) when the installation of a cool roof is specified on the CF IR. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)IB: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building,are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Healing and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.00)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § I50.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.06)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § I50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 1103(c)5. § I50.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing enc roved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-200614VAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and retum-air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)]: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than %< inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(M)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §I50.0(m)l0: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § I50.0(m)l 1: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of >_ 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:5 0.58 W/CFM as confirmed by field verification and diagnostic testing,in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating System and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. C 2013 Low -Rise Residential Mandatory Measures Summary §I 10.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - ed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. § 150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k)IB: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)1C: §I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0 § I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § I50.0(k). § I50.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. §150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to §110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. §150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § I50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy,or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testingtrating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 4 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with §I50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, 130.4, 140.7 and §141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in 110.9, 130.0 130.2, 130.4, 140.7 and 141.0. §150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). § 150.0(k)l 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9, 130.0, 130.1, §130.4, 140.6, and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I50.0(k)I2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §150.0(k)12B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.1 0 b through 110.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § I I0.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. ' § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric".