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HomeMy WebLinkAbout14-5207 CITY OF DIAMCItYD BA � I 'pEPARTMENT OF COMMUNITY 6cUE$'�;LOPMENT SERYICHS - 21810 Cnpley Dnve,Diamond Bar,CA 9I765 (�E$� �,,,W � t909}839-?424 Fsxs(904}Bb]-3]I? BuUding[nspectwn Hotime(�1�839-7027 FIiiMLY '�O BUILDINGPERMITAPPLICATION � APPL4CATION 6AT/E ,q PtG# � ,r, J06 StTE AOORE3S ISSUE DATE t�I�a[+I� '�" � /� -1 � � APN LOT TRACT PERMITrt j �thU / � n OWNER � � ..... lYPECON57 QGCGftOUP � � ADDRESS � �3 ZpNiNG SETBACKS � � GITV�{,�e'2�ZIP_��TEL��'�,�{ Fq�� �yy ❑ '.. s APPUCAM' TEL REAR ❑ ' � SIpFJS16E57REET RW ❑ GONTFWCTOR .... SIpE ❑ �, AODRESS___...... 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UG ELECTHICAL INTERCERTEB UFEB GRQUN� NqT MOP;SHOWERPAN SEWER�ATEFtAL SEPTIClCESSPdOi. MAIPJ WAtER LINE NERS REPORT EiECEIVED SEWE�iGlEAN4tlT ! DEMO(ITION Fi00F SNEATHING � ROOF Dl3kiNS FI.00R SHFATHtNG i FiOtlGH GDNDCIIT SHEAR6YALlSEXTERiOR POOElSPA SFtEAR WALLS IM ERIdR H011GH PWMBING fFi�1MiM�NENT1PtG RDUGH EiEGTtiiCAt . RQUGN ME4�IANIGAI. ROUGN MEGtiAtdICAL FtOC16H EI.ECTFiIGAI. Wt ?C t 1 GAS TEST ROUGH PLUM8ING PRE G[}NiTE INSUtATION WALL PQOL PRE�ECK 80NQtNG INSl1IAT10N CEILING P-TW1P ---- – — DRYWALL F�NCE/GATE'AtARM _ tATH[PREJ ....�', 'FipiAL POUL ' . �' _ LATH E)CTERIOR �' WALLS ' LATH INTERIOfl �' WALL FOOTfNGlSTEEL �' GASTEST WNLI,STEEL 1"'( )2N°� )LIFT - SCRATCH COAT WALL BONO BEAM ELECTf11C METEfl FEL@ASE WALL DAAJN/SEAL GAS METER RELEPSE WALt FtNAI �'��. ".�EClAL INSPECTION fIXJ FIWM�VG H.fiNMt�GAPPROVAL �''�� FINAL BUILDING a�IQ {5 iiquGH fIRE APPROYAL �.'.� flNAL MECHANIC� .... FIl1AI.FISE DEPARTMENF .... ----� FiNp1£IECTTiICAL i F(NAC PLAPlHiNG FINN.PLUMBII�G }'INNAL EtJGINEfRiN61 P4Y ._....._...... T C of dGGUPANCY flNst.CtltAM17dRY SERVIGES ��� G0[T.M UCCUPAHCY F7NAL HEAITH DEPT. FIPlAClNDt25itiIA1.WRSTE GQMMENTS ���Xat�c.�tq�,h�Ksnt�R,¢Fr�Rs[��ra�D P � �.r��. d{ [TIOl� �1.3,��,,t�-�- • ' STRUC?URE ENGINEE 4 SOLUTIONS Pro�ed 7�te Resufenhal Re-roofing Pr�t I2939Cam�noDelTomas�n� En�Gneer DiaaYassm Pro�ectlp 1i7&1A � I Hacwnd2 He�ghis,CA 91745 ��1�� Rertwve xvod shakes roof and repiace vnlh I�hf weight � � � 213-725�8411 wncretetde .� ,� I 213-7648656 _ . Qaryi�ineen�7�Yahoocom __ a�,mazixovp,a s.�avu WOod Beetm x�y�,u�v��ioocuMe-,+ExEacn-iva�ao-iecs ' ENEftCALC,I#�59&12p7d,B�ettl fi 14 f%,Verfi14 T 31 � ��� � � " Descnpbaf 2nATopGwrti�RootReftas �,Y�I�.T� . C{t0E REFERENCES _... -- --- Calculat�ana per NDS 2012, IBC 2012, CBC 2053,ASCE 7-1� Laad CanbinaUan Set 48G 2009 Mater�a{ PrapeR�es Analys�sMeihai AllavableStressDesign Pb-Tensron 1,35QDpsF E M�ulusofEtast�ty LoadCombmaGoniBG2009 fb-Compr 1,3504yui Ebend-xx 1,BptlOks� Fc�Prll 925 0 psi Eminbemi-� 580 Oks� Wood Speaes Dougias Fir-l.arch Fc�Pery 625 4 psi Fr 1700 � Wood Grade No 1 Fk 675��i Density 82 2 tOpcF Besm 6r�ig Beam is Fuliy Braced against Iateral-torsion buck6ng RepeUtive Member Stress Incre�e I o�a �.raaa� — � � I �� \ i , I f—' �< � i � SRan=BOfi A�pUed Losds Sernce�a&tls entered Loed Factors v,�N be appi�ed for caiaviabons Undam load D=0 0150, Lr=fl 6160 ksf, Tnbutary Width=2 0 ft.{Rapt gravdy Voads) DE5IGNSUMMISRY _ _ �'� Ma�umum Bendmg Stress Ratio = Q 834 7 Maximum Shear Stress Rat�o = Q 389 1 �cbon used to�ih�s apan 2x4 sechon usea tor�his span 2x4 fb Actuat = 1,943 51 psi tv Actuai = 66 2p psi fB Aliowable = 2,328 7bPsi FV Allavra4la _ 170 00 pst tAad Co�nsha� +D+Lr+#1 La�i Comt�naUan +D+Ir+N I.occaGon af m�imum a�span = 4 ODOft t.oc�on of m�timum an epan = 7 737 fl Span#wt�e mazimam a:curs = Span fl 1 Span#wbere maxim�sn acurs - Span#1 Max�mum Detlection M�Clrnmward L�Lr+S�flecba� 0 3qG m RaUo @ 277 Ma Upxard l+Lr+S Oefiection 6 000 m Ratlo @ 0<2A0 Max Uovmwartl Total DeBeGion 0 670 in Rat�o= 143<i8D`' Ma:Upwerd Total Oeflection 0 000 m Ra6o g 0 <i80 Maximum Forcea 8 Str�ses for�oad CambmaUona _ _ — —... Laed Combmehan M1�St�ss Retws t�anent V�uea Shear Valu� S�n�i Lengtl� SPan N M V Cd C cN �i �r G m � t �L M ib F'b y Iv �� F'v _�...__ ... ... .. _..-- -- --.._.._ .. ���` 004 000 6�0 000 I.angth=80B t 44Q4 0188 i00 1564 10p it5 iq4 Y0� 146 02C 94047 232675 O11 3203 17490 �Dd.++i i� t p4 115 104 1 W t� k 96 0 dp 0 00 Q 60 Lengih=SOft 7 pA6d 0188 1D9 1560 504 115 M1d0 144 100 Q2-0 9ip9i 2328T5 DN 3203 17006 +Od.**+t 1500 i 00 1 15 100 144 1 Ol1 0 40 0 QO 4 06 0� te�lh=�68 1 0635 03&4 10a 156Q i00 115 100 100 i0D p50 1,9d351 232875 023 5620 170� "��+'� 1 5� i� f iS 1� 100 100 0 OQ 0 90 000 4 W Lengtl�=$00 1 4dOd p188 106 7500 i60 115 i0� 1� 100 42< 9A4dt 232875 671 3203 77000 *D*0 7SOtr+07501+ii 1 500 i� 7 15 100 1� 100 0 d0 0 QO 0 60 0 OD lnnpl�=B O B t 0 727 p 53B t 40 1500 i 00 t t5 160 1 W 160 0 47 i&42 73 2326 75 4 20 57 66 R4� +D+B'150L+p 75pS+H 1 5� 1 p0 1 i5 1� 100 1� 0 00 0 60 4 W 4 W Length=80ft 7 6A64 P188 100 150a 1Dd 115 i� 106 f� 424 94k4t 332875 011 3203 176W � S7RUCTURE ENGINEERING BCtLUTiONS Prafect Trk� Resid�ti81 Re-roofing Pro�eci , 2939 Ca�mno Dei 7wnas�m Ent�ineer D�aa Yassin Pro�ecl 1D 1118.14 � Hacrenda lie�h�,CR 917A5 P�1�� Rs.n�nn�ov;e v1��rofod shakes roat and replace vnih Ighi we�ght ` t / � �I'�l'I�tC Wf�t �XnMV4�t�i8 ■ L J'iWw ! � �J � '! 213-7fi9-8656 — D en meenn y�mm e�:��aa,xarmu s�u Waad Beam �==���ocur�-,��cn.-��oaz+o-,ccs �ERca�c.ir��sea.m�a,e�ce ta�zs,vm e��r sy �.a�. � . Descnp6on 2;4TopChad/RoolRaBers Load Combmelron Mex SGess R�ros Manent Vaives Sl�er Va� Segment Leng�i Spen q M V �d �FN C� C� C m C � C� M ib F'b V {y F'Y .D.W+H.........--------- 1560 106 115 70fl ---100 t� 0� 0� 0� 0� Leigth=8 4 R 1 0 404 o iee 100 1 500 100 1 15 1 00 100 1 W 0 2d 94fl A1 2328 75 411 32IX1 170� +610T6E*H 1500 100 115 1�0 160 100 606 4� 406 0� Lengih=9 D tt 1 0 404 Q 188 100 1 500 100 1 15 1 00 1 DO 7 00 0 2d 9d0 A1 232$75 411 32 Q} 170 00 +D+tlT56V»0750L.0T50W+H 1500 100 115 100 id0 100 909 449 0� 000 te�ih=8 0 ft 1 0 727 0 339 1 DO 1500 1 DO 1 15 1 00 1 00 7 00 0 d3 i,692 73 2328 75 4 20 57 66 ild QU +0+0750I.+�7565�750W+H 15Q0 100 115 100 100 1�0 0�0 4PQ 406 adp length=80R 1 0404 018& tQ0 iS00 100 115 160 1W 100 024 990dt 232875 011 32dJ 17tid0 +6+0 750tr*0 750�.0 525qE+H 150Q f 06 1 15 100 f 00 100 �Op 0 44 0 W Q 00 Langth=8 4 d 1 0 7?7 9 939 140 i 5Rp 7 0Q 1 15 100 160 100 0 43 1692 73 2728 75 0 20 57 66 114 00 +D;O 750t+O 7505+0 5250E++i �506 �60 7 i5 t 06 160 7 00 0 00 6 04 6�6 d Od tem}th=8 0 tt t 0�04 0188 t O4 t 590 166 i 15 7 06 106 140 0 24 940 41 2328 75 0 71 32 03 170 W +0 600.W++i 5�a0p 100 i i5 199 106 1 60 Q 04 0 00 0 00 0 W LengN=80tt 1 02A2 Ott3 190 150p 104 115 i� 160 700 Otd 56424 F32@75 007 1922 1)000 +0 6dD�0 t0E++i 15Q0 109 1 15 1 W 190 1 00 6 06 0 06 0 00 0 W Lsrgih=&6ft 1 42A2 Qfi3 104 iS94 109 155 tOd 100 100 piq 56424 232875 007 1923 i7000 Overali Maximum De�ecpo�-Unfackored�oads Loed Canhma4an Spea MaY "6efl I.acabon n� l�Ccmbine6ai M�x ".•QsB Lacabon n Span D+tr 1 ..... 6 6743 ............. A 029 ....0�� 0� Verttcal Re�U0n9-Un{aCt078d Suppat n�n Far ieftffi#t Vakies u�KIPS LaetlGombine6on Su�p(1 S�poti2 Overell MAXimum �`2d�0�d8 Overell MlNimum 0120 O l2U D Only 012� U 120 Lr Onry 0128 �128 D�r 0 248 0 2-08 ... ,,�'"�4 pti0FES5tp�yq �'����}`$91PJ'`V'q,�S,j�Fy�i � y `� No CS6295 � _ � * ��------- * d'�q C)VIL �P ���CAL1E4�� ' S1'RUGTURE ENGINEE �SOI.UTIONS Prqect Ti1ie Res�denUal Re-roofing Pr�ect 2939CamnroOdTomasin� En�rneer D�aaYassm Pro�ectlD 1118-14 i / � Ha�rba NeghCs,GA 91745 p���� Remove wmG sh�es rao!am1 replace x�ih light weghl � 1 213-725-5011 conaete iile �l_1� 213-769-8656 : Da en ineenn �yahoocQm �+�mnirNovza,< S�aPM Wood Beam Fua=owsers�n�aa+oocun+E-„Eweacn-,�z3o-,�cs ENERGALC INC 19&3T014,BuiN814128 Ver814731 .....'...��. � e � .. . D25CnphOn 2-2x4 Top ChrndiRooi Refters /�j"ff�,� / COD�R�FFRENCES C�Iculakions per N6S 2012, IBC 2D12, CBG 2�13,ASCE 7-14 �oad Canbmapon Set IBC 2609 Material Propert4e5 Anaiys�M�Uad Aliowable Stress Des�gn Fb-Tensron 1,350 0 psi E AdpdNusatEtsstrpty I.oad Comb�na6on iBC 2009 Fb Comp 1,354 4 psi Ebend•a�x 5,6�6ksi Fa-PtII 925 0 psi Emint�emf-�c 580 4ksi Waod Sp� Oouglas F�r-larch Fc-Perp 625 4 psr Woal Grade Na 1 Fv 170 0 ps� Ft 675 0 ps� per��iy 32 210pcf Beam 8rac�g Beam�s Fuliy 8raced aga�nst iaterai-to�sian buckiing R Member�ess inaease � -- - �3 0 032 - — T t 7 ,, l ........................... �� �. � ��� ,—\ � � � I I z•a« I ��. SP�=BOft �phed Loads Sernce loads entered Load FaCtars vnli be applied fOr calculaUons Uni(amLaaE D=QQi50, U=0Q1$Okst, TnbutaryWidih=20f1,{Roofgrantyloadsi aEStGNSUMhtARY � • • 'Maximum Bendmg'StrQss Ra6o - 0 d17 i Maxunum Shear Stress Rekio = 0195 1 Secuon used inr thla span 2-2rz4 Secllon�etl for itrts span 2-7at4 � Actuai � 977 7$ps� Fv Ackus� = 33 70 pst F8 Aliwvabie = 2,32$75ps� Fv AAovr�ble = 170 D4 ps� Load Gomtsnat�n *6+Lr+N Laz,f Cpntq�af�r +D+Ir+H Locaban ot maxunum ar span = d�OOft Laat�on�max�tt�m on sp� = 7 737 ft Span#wh�e mazam�an azurs = Sp�#1 5pan#where maxanum�trs = Span#i Max�mum Deflection Ma�c pownwacd l+t,r+S pgfledion Q 173 m Ratw= 555 Max U�nv�d 1.+1.r+S Deflectron 0 00�m Ratw= 0<��¢ hRaz Downward Tatal L�efleclfon 0 335�n Ratw= 2$6 Maa�Upvrard TWet 6eflect�on 4 0�in Ratw= p<i8i} Maximum Forees&Stressea for Load Comb�naGona LnedComhinehnn MaxShassR�ws MomentVaiues Sheer4elu� Segme�N Length Spen ll M .._� �d �pN �i �� C m C � C� .�... M (b F'b V Iv FY o�b o00 000 000 000 Lenqlh=8 0 N 1 0 202 0 094 7 00 1 500 1 00 1 15 1 00 1 00 7 00 0 24 4T0 20 2328 75 0 11 16 02 170 00 •D.i.+N 1300 1 00 7 15 10Q 100 100 6 06 000 0�0 0 00 Lanqih=8 0 ft 1 4 202 tl 094 100 1 S00 1 00 �15 100 100 10Q 0 24 470 29 2726 7S 011 1602 1T0 Q� �*Lr+H 1560 100 115 iD0 100 14U 000 000 OOQ 000 Le�ih=80fl 1 4417 6195 106 1560 100 115 t40 100 1U6 0S9 9Ti�6 232675 02� 3370 i7Q00 �o=s� �soo �oo i�s �rou i oo i o0 0 00 0 00 0 oa o�n lengl�=80ft 1 0263 0094 74Q 15d0 t00 115 iD0 100 10Q 02q q7026 232875 011 i602 77000 �DA 7SOttA 75Q1+H 1 SQ6 140 1 15 7�Q 1�0 100 0 64 000 0 Op 0�Q lengN=80ft 1 0�63 01Ifl 704 55� 1� ti5 iQ6 1� 100 kA3 SA637 232875 02(t 2883 170� •D,075�+fl 750S+N i� t� 1 15 f OD 1� 100 p� p pp q� O pp La�Ur=80ft 1 6242 449A t40 i54m 500 1t5 ti� �tl0 100 42A A7624 232575 Ott 76�'t i70p0 ' STftUCTURE EHGiNEEftENG SOlUTIONS Pra�eci T�tle RB5N19t1t�21 R9-t006ag Pr0}ect 293&C�nma C�l Tom�m� En�ine2r Dias YaSsm Pra�ect ID 1158•14 � Hac�anda He�ghls,GA 9l745 �1��a Remoue w�ocl shakes rooF and reqace w�th Ix�ht w�ht i � . , i ' 2�3-725�8011 concretel�ie / � 1 I 213-769�6858 J\..1 a Da mse 2ho�corn amcas,xcvx�a s»vu �Ye�A �9�Y Wood Beam � Fu�=�ur�rs��mceMe-,�„eacn-»ao-,ee� ENERCALC,ING 19832014,@Wq 6 td 128,Ver614 7 31 �.ii � r � Descnphon 2 2n4 Top ChorNRcaf Refters Load Combme6on Mex SIre99 Re4os Momenl Value9 Shear4alues Segment lengtl� Span# M y C d C p,y C i C� C m C i C� M Ch Fb V H FL ................ �W+H 1500 tOQ 715 104 700 iW 000 0� fl4Q 000 lsngtli=8 d ft 1 0 2Q2 0 Q9d 7 PO 1 bpU t DO t 15 1 W 1 Oa 100 p 2s a70 2U 2928 F5 01! i6 92 770 00 .D+OtOE+H iSV� 100 115 S� 1dQ 100 400 4� �W 000 Le�ujih=BaB 1 02�2 0�4C 190 i5W iQ0 115 1� iQQ 700 036 67020 232675 441 1502 17000 -�D+O 7541r+0150I.+01S01Y*H 15� t a4 1 15 1� 100 100 0 Q6 4 40 0� a DO Length=808 1 0361 0770 904 iS� 106 145 t� 700 1p0 pq3 58637 232875 020 2883 170UG .a�o rs�L�o rsos»o rsow.H �s� �oo �,a 1� �oa �4a o� o� o� o aa �m=aoe t azoz oosa �� �� �oo >>s i� +oa �oo o�a am2o 2a2ers o�� isaz �raaa +0+0 750tr+0 750t+0 SF50E*N i 5� i 00 5 t5 t 00 !� t� 4 p4 6 OQ 4 Qq 0� Lets}Gt=&4ft 1 0363 41?0 5pp 4� 1� ft5 700 1� t� Qy3 $$$$? 232875 420 2$$3 170� +D.O 750t+8 7505*4 525�+H 15Qp 1� 7 15 1� Y� 1� p� Q� Q pp p� Lenglh=$Oft 1 0242 449d tOp 55pp 1W 715 7� t00 194 62d 4?0?0 2328t5 Ott 1802 170�� +6 50D+YYt+i 15Q0 t Qp i 15 1� t OD Y d0 0 06 0 40 0� 4� Le�Ih=9Dfl 1 0121 0057 104 1544 140 115 1� 1D4 id0 Dtb 282i2 2328T5 OQT 961 t7400 +O SOD+O 7DE+N i 50D i DD 1 15 1� 1 DD t Od 4 04 O OR 0 60 O DQ Lemaih=84ft i pi2i 4057 100 iS00 10D 115 }� i4D 1pp 0f6 282i2 232875 007 9Si 17p06 Overail Ma:�mum 6eflectwna•Unfsctored loada I.oad Cwn�ine6on Spen Mez "DeA Lawhpn m Span I.aed Comb�ne6bn Man "+'DeA Lpca6on m 5'pan D�Lr 1 03351 CO29 00000 0000 Vertical Reac6one�Untsctored Suppat notanon Fer ieft�s nt vatues in KiaS Load Combme6an Support i SuppM 2 �isY um A Ouerall MlNimum 0120 0120 D Oniy 0120 0120 UOny 4128 0128 D�Lr 6 2d6 a 248 ,„....-------- �apapFessio,�� ca~�� �`�YAS�/M ����F � No C58295 � � # �p �k �'�'�''�oF c aGt�a�`��� . � ��� STRCJCTLJRE ENGINEERING SflLUTIONS 2934 Camino Del Tomas�m Tel (2I3}725-80I Y Hac�anda Heights,CA 91?45 F� {213)759-8bSb F3eather F3eng Yang Nouember 18,2Q 14 20323 Damietta I7r Walnut,CA 91784 904-$59-9577 Sub�ec#:Remove ex�st�ng wo4d shskes and repiace wrth Eaglel�te weEght cootrete tile. r ProaectAddress �}�� /��, {" t��1 Heathar Heng Yaog Bes�dence ��,1 • 20323 Darnzetta Dr (� ���C��,,.� � � �u�,1�� Walnuk,CA 91789 ��� � �� 909-859A577 Pursuant to your request,we have rev�ewed the roaf frammg of the structure at the above address for structural adequacy far accommpdatmg the proposed new roofing mazenal The house is convenpanally framed The exisdng roof is compnsed of Use of Bmldmg = S F D Occupancy — R-1 Yeaz Bu�lt = 396$,{Use Prwr UBC Design Vatues) ConstrucUon Type= Type V-B Aoof pach of 5 12,and appears to be m sonnd cond�t�on Waad Shakes Roofing, l"xb"Spaced Sheath�ng, Rj�.� 2"x4"Manufactured Cammon Truss @ 24"4 C max span 2Q`-4", S �y 2"x4"Manufactured Carnmon Truss @ 24"O C ma7c span 32`-0", £n� Proposed new added roofing makenafs o"ac q��'Sfi�`95 � Eagle hght we�ght cancrete tde at?2 psf IGC ESR# t900, 1-30#ASTM Felt roafing underlayment, �p �r '&"OSS Sheathmg,wtth 8d-Common nads@6 12 6 nadmg schedule �C All wood used shall comply with DOC PS20 t� All ptywood used shall comply with DQC PSI &P52 �rQ7EpF'GA��Fd4��P Conclusion, Calcntahons show that errskng roaJmembers are adequale to support vhe destrrd trew llghhvergfit Eogfe cancrete lile It rs!lrernfore;aur opfnlon tttot re-raofixg wrth&ght weaghv entrcrete tUe witt nut compramtse!he structurnt rtrlegr�iy of tfie raaf system at tGe atrove nnmed prt��ect oddress The determmauon of the roaf s structural mtegrity�s based on v�sual observat�on and known mechantcal propemes of wood After re-roofing,s small amount of deflectioo�n the rafters may be abserved Tlr�s cand�t�on�s cosmet�c only and shoutd not affect the strvctura!mtegr�ty of tha roof fiam�ng Based on our review of the sWcture�t�s our optnion khat the structure�s adequate to sustam tha addthonal laads ge�erated by ihe add�twnal w¢ight ofthe props�sed concrete tile The structure has adequate smaunt 4Fbraced wa!!s,suffic�ent ta resist Isteral loads To mimm�ze future roaf surface deflecnon"saggm�",it it h�v�l3-�a�^m��+�hat the truss upper chords be doubled-up new 2x4 members nextto ex�shng and attech wrth lbd na�ls@6"O C Instructions to Roo[er: 1 � 1 Double-up Truss Top Chords w�th new 2x4 attached to the ex�stmg 2x4,attach per sheet SD-1 2 Attach plywood sheathing per detad Sheet,SD-2 ' ; 3 Mm 2-d8 nails per 1 x6 sheachmg and roaf rafters"connecpon see data0 Sheet S�-3 37'-0" 19'-0" — — — — — — — i — — — — — — — — — — — — — — x � a\ � � l � I RINE � I N I a � � RIDGE LINE o( i' i � I J = I p I � � � I � I r �� — — — — — — — — — — - z m ;� � "� � ; m � X _ J I o �^ �^ f - - I n � m Z � � � � � � I 2X4 HOWE T USSO24"O.C. � O O � � � D I I � I I z I I � I I � I I D — — — — — — — — — — — — — — Z 32'-p" � � SINGLE FAl�ILY RESIDENCE EX STING DARY ENGINEERING n 20323 �AMIETTA DRIVE 2939 CAl�INO DEL TOYASINI - � . ! 1LNUT, CA 91T89 ROOF FRAMING HACIENDA HEIGHTS, CA 917 909-859-95TT �7 1EL/fA% 2�J-725 IRII-769-8656 � , r � rrn �x �� _---J � � o —� -I -Q -r°.� o � nx —1 N � � m C� D T> � � m C� � � D � �� �� DX D� � � �w �� m m � � � � m � � m � --� � � � SINGLE FANItY RESiDENCE T Y�} A �ARY fNGiNEERING b 24323 Qbid(ETTA pRIYE F934 CAS3iN0 DEL TO ]NI w . F WAlhA1T, CA 97789 �7QRACiE �JE���QN HACIENOb HEIGHiS, Cd 9 ' - 90tj'8c�t�'��77 tELtfA% 273-725•801�/21J H556 �,.. �� �x y� (*i � ro� m nx ra �p Y X m � H d m � � a � � � ro a rm (f3 C7 w m�" m�^ C"7 D N b r I~ r O m cn = m n � � O z � x � � � � � � (� � � Ci a � a ! • 51NGLE FAMILY AESIDENCE TYPICAL �ARY ENGINEERING ,,,, � b � 20323 DAMIETTA pAIYE 2939 CA141N0 pEL T0�1A NI iv . p - _NUT, CA 91789 C�OSS SECT ION HACIENpA HEICHTS, CA 91 • �,,: • - 909-859•957T iEvieM 27S-iZ5 IR13-768-865fi • ' Cntena Dary EnglneeAng 2939 Cammo Del Tomasirn Haaentla Heights,Ca 91745 Job Name 20323 Damietla Dr Walnut Ph(�73)725-B011 Jab Numb 117B-74 Fax(213)789-BBSB Date NovemOer 18,�074 DESIGN CRITERIA ROOF LOAD$ ROOF VAULTED LOAD$ CEILING LOADS FLOOR LOADS Roofin - 7 2 sf Roofin - 7 2 sl Floorin - 0 0 sf Sheathin - 1 B sf Shealh�n - 1 8 af Sheathin - 00 sf R Rafters - 2 0 sf R RaRera - 2 0 s/ Joist - 7 5 st Joisl - 0 0 s/ Ceilin - 0 0 sf Ceilin - 2 5 s/ Ceilin - 2 5 st Ceilin - 0 0 s/ 1z8 S BNs = 1 0 sf ixB S BrU= 0 0 sf S nnkler - 0 0 sf S nnkler - 0 0 sf Mechanical - 0 0 f Mechaniral = 0 0 s/ Mechaniral = O S sf Mechanical - 0 0 s/ Misc - 0 5 sf Miu 1 0 Misc - 0 0 L W Concret - 0 0 Insulaoon - 0 5 sf Inwla6on - 0 5 s1 Insulauon - 0 5 1 InsulaUon - a o sl Tolal DL - 130 sf Total DL - 150 sf 7otal DL = 50 sl Totei DL - 00 1 OL 170 f DL 160 af DL 60 1 DL 00 sf LL 760 sf LL 180 sf LL 100 t LL 00 f Deck LL - 00 af DecJc DL - 0 0 f PaNtlons OL - 00 sf kVOOD STRESSES. Douglas Flr LarUi(Narth)Teble 4A antl 4D-(UBC 1877-1987) LumOer S�ze Fb i Tension Pa211 Honzontal Com Pe ntl Com Pa211 Motlulus (P51 W �ce W T Sin le Ft sl Fv si F si Fc si E si Nol4wc SN A" 1450 '450 95 B45 8000 15E�08 Sluas x�aer B00 800 Not�s�� Bantls 1550 425 170 B�5 800 13E08 NO2 S�nn ers 875 NOI�tSVucl pas� 700 475 170 B25 4a75 13E08 Glue Lams, /Uls �400 7B5 580 1850 7 BEOB �4F-VB DF/DF Struct Steel A36,Fb=0 6Fy,Fv=O 4Fy, E=29E06 psi Welding Use AWS-E70XX,per Amencan Welding Soaety Standards, (12 sVesses for Non Continuous Inspection) Concrete Con4nuous Ftgs Pc @ 28 days = 2500 psi Isolated Pads Pc @ 28 days = 2500 ps� Walls Pc @ 28 days = 2500 ps� Piers or Col's Pc @ 28 days = 2500 ps� Reinforcement For#4 and smaller bars = 40000 ps� For#5 and larger bars = 60000 ps� Masonry Hollow Concrete Masonry Units ASTM C-90 and UBC Standards Type N Units,Type S mortar,2000 psi grout Pm=1500 psi(solid grouted) Fm=250psi Soil Bearing Minimum Allowable soil bearing Value=1500 psf per Table 1804 2 IBC 2012/CBC 2073 Or see Soil Report recommendalions for soil beanng wpaaty on compacted cenfied fill CODES International Bwlding Code(IBC)2012,CBC 2013 Amenwn Inshtute of Steel ConsWchon(AISC) Amencan Concrete InshWte(ACI) National Design Spec�ficahons(NDS)2001 Edition National Design SpeGfiwtions(NDS)2005 Supplement PaBe 2 Mater�al Weights SQUrCB,MdCMAIan TNfi JO�6I Refar to local Buikimg Cudes for Uve loaa tlesign requ�re�nts Ra tHr$.................... ra�: Cam o.i6noRaof f f 2-i5 ib ami 1-94IU i J 3t&" t t 3-15 anG i-90 2 2 1t2" t 5 3'piy antl i-9Q 5 B 5t8" i 8 4•piY attd grauei 6 0 3J4" 2 3 S�piY atx!grauei B 5 71t&' 34 IRMA(�nsuiated Raai Membrane Assembly}2^ 13 Q i' 2 3 Batiasted system Y 3 0 2" 4 3 MsGramealh/tasier�ctl 2 6 3" 7 0 Fuily adhered 2 Q d' B 3 �r F mrn l2"04 16"OC 24'Oc Sf 2x4 1 4 ........................... 1 7 0 7 ACOu81�C fiber 1 Q 2M8 2? 1 7 � 7 V2"gypsum 2 2 2x8 2 9 2 2 1 5 5(8"gypsum 2 5 2x10 3 7 2 8 1 9 plaster 1"thick 8 0 ?x12 4 4 3 3 2 2 metal suxpension sylem 1 8 3x8 2 4 (inGuding bla) 4x8 5 Wood suspenainn syatem 2 S 4X9 68 4zi0 86 4x72 104 Materfats pSt ars Pt�red gYpaum B 5 ........................... sf Verrntcztlde qtfncrete 2 6 HsMwaai(i"thicK} 4 0 craura�ated gatvanizetl sMei Ga�crete(M1"th�ck} 18g 2 9 regulaz wk 12 0 20g '1& Iq�Mwe�ght 8 to 12 22ga 1 5 I.maeum ar soft t�� 1 5 2Aga 1 3 3t4"dte 10 0 Asphalt shmgbs 2 5 wooa sn,��s z a CIa de 9 to 14 7rus Jws Afa�"ar��,� kter S em �'�.......... IhstlF P�fe Size We 4 fd uIC iQ Th�S Wa8 TJI 35X Ja&�Serres 2& to 4 0 d 1 wa d Iwet 1 TJt 55 Jasi Seriex 9 5 to 4 3 1' 7 � 2 i TJL TJUC Truas 3 B �0 4 3 �3ta" 2 3 8 0 TJW 45 Io 53 t 1t2" 37 38 TJt$O7russ a8 Io 58 Y 3? 52 27 42 TJMTruss 80 l0 90 2112" 5$ 79 38 59 TJH7russ 10D Io 120 3" 78 108 d3 8a 3112" 82 135 6d 9@ EXISTING MAI+IUFAC7URED COMMON TRUSS Project Address 11t19t241 d 20323 Damiefta Dr WaMut,CA 91789 TYPICAL TRUSS DE31GN�OAD3 DL=Top c�ord= 15 psf (6}Bx6 P �L=Bottom Cord= 10 psf LL=Top chord 16 psf {B}a�P (E}a�P� LL=Bottom chord 16 p�f L.�r- 5' New Top Chwd Dead�aad {a}Bx5 [F�ezS P� Cancxe#e Tde T 20 C�x3 P� feit paper 4 5 L= 2D Pty'd 1 B CtJMMON TRUSS truss 3 a ceil�ng 4 0 Misc 1 d Exist cambmed aires�= p.58 OK New��Upper Cord= 13 45 New combmed stress = 0.T0 OK Check Combmed a�riai torces m toa chord Naw Laads Ex�stmg Loads Upper Chord 13 45 psf pL= 6 Upper Chord Lawer Chord 10 psf DL= 10 Lawer Ghard Upperchard 1B psf LL= 16 Upperchard lower chord 10 psf LL= 10 Lower chard New TL= 49 psf TL= 42 psP Truss Spacing 24" o c TL'(Spacing/12")= 98 9 1bNt 84 16Nt Truss Span 20 ft ReadionsRl=R2= 9891b R1=R2= 8461b Chord b d 2u4 1 5 3 5 Hc�nz Dist Max chord span 5 ft 4 7'4 ft Pitch d 12 Cexist R= 84Q S=bh=16= 3 1 m� a= 18 43 A=b•h= 5 25 m� T C,,,,,,= 989� 3727 G��= $40 2$56 @s Sina S�na Mnew=w12t8= 993 94 ih-m M=w1�i8= 742 50 Ib-m tn=�$= 325 psi fk=M1S= 2A2 ps� (F=CtA= 59B ps� fy=GiA= 506 ps� Combmed Stress fo ft - Fb + F K 1 25 �Og�pfESSiQNAi vVhere �4,4+ Fti= 1554 psi Dauglas Fir-Larch Grade i!1 or better � r'\ ft=Q3EtK{Ud)Z= 19d0 psi > F�= 1000psi � � RepeGt�ve Member Factor- 1 15 l Comb�ned stresses m ohard member must t�less than 1 25 for short term loading �p�� Exist combmed atress= 0.14 + p 44 = 0.58 OK * �. New comb�ned streas = 0.18 + 0.52 = 0,70 OK S',r CIVIL �Q, F 120323 pamietta Dr(Eaglelde}�6c�sUng Truss Analysis 20323 Dam�etta Dr xlsx ����FCALi���" EXISTING MANUFACTURED FINK TRUSS ProJect Add.ess: 11 ri srzol a 2d323 Damiefta t}r Welnuf.CA 9i799 TYPICAL TRUSS DESIGN I.QADS DL=Tap chord= 75 psi (D)8x5 PL DL= Bottom Cortl= 10 psf L,,,� LL=TOp ChOfd 16 pSf (B)4x4 P 4x4 PL LL=Battom chord 16 psr 8' New Top Ghord Dead l.oad Concrete Tde T.20 (Aj&e L C Sx4 PL E 97t8 PI. C 6x4 PL (G)6x5 Fl felt paper 0 4 L= 32 Pty'd 1 8 Howe 7uss truss 3 4 cetl�ng 0 6 Misc 0 5 Ezrst combined stress= 0.96 Olt New DL Uppet Gord= 13.45 Ftew combined str�ss ff 1.18 {}I{ Check Gomtnned�iai forces m too chord New�oads Ex�ating Loads Upper Chard 13 45 psf DL= B Upper Chard �ower Chord 1 Q psf DL= 10 �ower Chord Upper chord 18 psf LL= 16 U{�r chord �ower chord 1 Q psi LL= 10 Lawer chord New Tl.= 49 pst TL= 42 psi Truss Spacing 24" o c TL`(Spacing/12")= 98 9 IbJft 84 Ib/R Truss Span 3Z ft ReacSionsR1=R2= 75824Ib R1=R2= 13441b Chord b d 2x4 1 5 3 5 Nonz Qist Max chord span T.5 ft 6 92 ft Pdch S 12 Gexist R= 1344 S=bh216= 31 m� a=:22 62 A=b`h= 5 25 in2 T C„� 1582 4 4114 G„�= 1344 3494 ibs Smce S�na Mnew=wI278= 2117 26 Ib-m M=wiz18= 1581 6& ib-m f6=MIS= 691 ps� fa=M1S= S1B psi ft=G1A= 784 ps� ��=�lA= 6&6 psi Combmed Stress fb + f' < 1 25 Fb �' 4FESSi Where ��pP Dtyql Fn= 1550 psi Qouglas Fir-Larch Grade#1 or better ,�4,Q` � f�=0 3EJK(I/d)z= 862 psi } F�= 1000 psi ,T Repetitwe Member Factor- 1 15 gg§ � Combmed stresses�n chord member must be less than 1 25 far short term loading � Exist combined stress= 0 29 + 0.87 = 0.96 OK New com6med stress = 0 39 + U.79 = 1.iB CYK * �p Y't � ��V�4 F 120323 Damietta Dr{Eaglelde)1Ext&bng Truss Analysas 24323 Damietta�r xisx ��'��"f pg�ALtiF4�''�,'� _---� TRUSS GANG PLATE LOADS. Computrus Truss Plates, ESR#2529 Node Node Loa Plate Plate capacity per square inch Check Plate Number Lbs width hei ht 108psi Adequacy NODE A 530 6 x 5 6480 Adequate NODE B 937 4 x 4 3456 Adequate NODE C 963 5 x 4 4320 Adequate NODE D 1034 8 x 5 8640 Adequate NODE E 1467 9 x 3 5832 Adequate Garage Truss, 20 ft Node Node Loa Plate Plate capacity per square inch Check Plate Number Lbs width height 108psi Adequacy NODE A 1778 6 x 5 6480 Adequate NODE B 1458 4 x 2 1728 Adequate NODE C 1637 8 x 3 5184 Adequate NODE D 1458 6 x 5 6480 Adequate ESR -2529 Computrus Truss Plates, Inc 31945 Cordyon Road Lake Elsinore, CA 92530 951-245-9525 Allowable Load per Plate (pounds per square inch of plate contact area C20 and C Dougla Fir-larch 108 psi Double Plates= Yes At 45o capacity = 136 psi Plate Dimonsions Single Doublel Height Width Plate Capacity Plate Capaaty 1 x 3 324 648 2 x 3 648 1296 3 x 3 972 1944 4 x 5 2160 4320 5 x 5 2700 5400 5 x 6 3240 6480 4 x 6 2592 5184 6 x 6 3888 7776 4 x 8 3456 6912 5 x 8 4320 8640 6 x 8 5184 10368 ,� _ � -- - -� � � � c z °' � m n cn o i � x m � Q z n -- m . n ,.,� � c o `•� � �' r- � � � v, �" -' z � � N m }I w � � �„. -{ � g ! r, �1 '-a � -+ D ca � -I-I ;3 O in "' � X �v s ' .�tJ � �.,� �— .b x � � � � � � N o + ` �' � � cn cn D � �y --t .� � � � � � � m � � � --{ o c� Q �, � �0 4, —1-1 Z .� � O p c7 t� _{ �C ' n� � � =m � oi _ �c c� o� c-y � � . x � �, cn � � p C7 C� m � ` � m ., o � � ,� � . ` � � `f �y�_.����--- � � � � � � l � � � a --� � +--� , � tn r- � �� � � � z -- - � m m � g � -n � � g x ` TPUSS TqP CH�R6 RETR6FIT 6ApY ENGfNEERtNC. Y, o �,$ � � "'20323 pAM1EtTb DAlvg 29]9 C<MINO OEL � � ; wav,ur cn 91789 TRUSS TOP-CHOR6 NETR�FET nec�er+oa HeiaxTs en �, "s , - k 869-859-BSTt 7El1FA% 8p6-J19-b14<tT59-865 4 , � � � � .� ca �; � z 0 � m zci- cn rn � c cr, m -a cn rr, � r� • � � � � � �.... � � � -� o � � � o � �. � � o o c� -i � -+ � � z - � N�0 � -� z c� z �-�--� m cry-{ -� o z� p � z � o -� � -o r- �p c,�v -� m r � =r mz� � m cn � n � � o�� v ,� 3 m � � m o� -ri m i- cn m m cn�m cn c� m -i � �c e � z ��,i� rnzc� ��_ � � � z � �c-�m �� iii�z � t�Tt � m r" u��q .. sTt r �t-^ -i.-. ,, N N —I -{ G. (!)(il(_' - m cn � � c�._. I� � o - o �� z ��sa o � c� C� o � _„_...... --..._. -_ �w -- -r-i� x -i �m �, ��4 ',C�f�Tl D I Z � 'I 3 �. —I ', C:�`tl tn / Z � ,--� . . n l� � - --i �— ;� I 7 O m 'I� � � � � � � ' � � \ �- I � ,� ' iiii .�'C 1 0 f � � . � .� � o v� � � � �� o o �c' �"n U' -� -j m U � o� �� I>O 2 �� z � � ,n � C � ..��rl � T � !...... � Uz -� I i z � p �B # ^ x 24723EMnDMETTARORt��NCE R�iIF DIdPHRAGM NAI�ING D934 CF6dtH0EAlNG 0 A � - : WA�NUT CA �1T$$ HAC�EN�A NEI�+H1$ � 'b'a� N 3-9i2"t r rca . � "* ' " . � � �5� W� m � x '7 N L y � '_ 2 � � �J a � � C� T ti � m -.i ��n 41 N �.i � � � � X � � tJS � � � �i t/"a S �} � � � L � �7 �� C/) �� � Y'+� ^�',� _ �— � �T� Z c/a T' m � --1 A � � � m �� � � m � C'� -� � I � x � � ZI � � I � I '0 N O Z i � V� h � _ - fiy m r .— , nv� r L -� -� v� x x o C� z aa a � � � s v� m -� m b D T-+ -� '�,, 'P C� z r � z m ce '�, cn ��, aa A ', '17 ,,',, T ,,,. m ',. .—i ',,. � ,', �t �a �7 ��g `� p = SING�� FAM�4Y R�S(pENLE 7X6 SH ATHING FiAIl.ING OARY ENG[NEERIN Q " � ^ � 20323 Mb6i£TTA pR[wE 2939 CAFd(NO DEl y, = aAiWUT CA 9I7Q4 MAClEN6A XEtGHTS CA - 9-859- TT e 1 .x irrr , � � � G � � ICC-ES Evaluatic�n R�port ESR-1900* Re�ssued Fe6ruary 2014 This repoR�s sub1ect to renewaf March 1, 209& www icc-es ora � (800)423-6587 � (562i 699-0543 A Subsrd�ary ot fhe tnfematrona!Code Councd� DIVISION 07 Oq 00--THERMAL AND MpISTURE underside, which provide for mechanical attachment over PROTEC170N battens, or provide a stable foundatwn for nad attachment SecUon 07 3216—Concrete Roof Tiles to sohd deckmg Two nad holes are prowded for low profile ides Three nad holes are prowded �or medium and high REP�RT HOLDER profile ules EAGLE ROOFING PRODUCTS,A DIVISIpN OF i'roduct desrgnaUans, dirrrensions and mstalled dry BURI.INGAME INQUSTRIES,INQ ��ghts are md�cated m Table 7 Roof tVe profiles are 3648 NORTH RIVERSIDE AVENUE dlusirated m Figure t RIA�TO,CALIfORNIA 923�7 3 2 Eaglelite°Tiles� (909)822-60Q0 Eaglelde 61es are produced in the same s2e,manner and www eaaleraofina com shapes as the canvenUonal-weight Eagle�hles descnbed EVALUATION SUBJECT in Seet�on 31, except for svbs4tution oi lightweight aggregates and addibves for sand Product �signaUons, EAGLE'°ANOEAGLEI.ITE°INTERL�KINGCONGRETE d�rr�ensans and mskalled dry we�hts are mdicated in ROOFING TII.E&CAPSSTFtANO,MALIBU,8EL AIR Table t Ro4f tde prflfites are dlustrated in F�gure 1 ES7ATE,DOUBI.E EAG�E BE�AIR,PpNDERqSA, 4 0 INSTALLATIQN QOU6LE EA{3LE PONDERflSA,GOLDEN EAG�E, ,�,� ����! AR718kN AND TAPEREQ ARTISAN Instaliai�a�af the Eagle�and Eagielde�conttete r4of Lies 10 EYALUATIt3N SCQPE mus[ be tn accordance w�th the Conaete and Ciay Roof Comptiance wltb the foi3owing codes: Tde Ust�tlation Manuai for Mqderake Cbmate Regions, d�ted March 2010, published by the Tde Roofing instdute ■ 2012 and 2009 tntema#rw+a!Buikhng Code'�{iBC} and Western Skates Roofirn� Contractors Assflaat�on ■ 2012 and 2009 tntematron�t t�esrdenbat Cade�{IRC) �h��n�fter referred ta as #he TRtM+SR{:A mstaliaUon manua�),and recagn�zed in{CC-ES ESR-20t5F,except as Properties ev�aluated o#herwswsse noted tn ih�s repp�t Th�s report and the ■ Fire dassificad�n 7RlNVSRGA mstallatwn manual must be ava�tabte at the aoFas�te a# atI t�mes dunng �nstali�t�an Ths m�rnmum roof ■ Weather res�tance slope on wh�ch the roof hies are mstaiied must ae 2'12 12 ■ Wind-upl�#res�stance {20 83°l0) Care must ae taken dunng field ��stailaTia� to 8nsure th8t har�za7ttal jamt5 are kept parBllef tp th8 8ave 2.0 USES �nd ve�t{cai�ants are ffi nght a�ies to the eave m order to The Eagle�a�d Eagtelfte�coocrete roof tdes ansta�Ied over ensure unrfwm �ntack between ihe t�ies and prt�r fit sai� sheathmg sre used ss Class A roof covenngs �n ��� cra� a�tti broken rflot tdes must be replac�i accordance wdh IBC Secnon 15q52 and IF2C SeGwn Underlaymenk must compfy with and be �nsta�led m ftg�1 accr�rdance vnth IBG Secdon 1567 3 3 or IRC Secbon R9Q5 3 3,as appia�ble 3 0 DESCitIPTiON d 2 Adhesive Set Systema� 3� �g�g`���' The roof tiles may t�rnsiailed vnth�nof 4Ie adhesives that These roaf riies are mteriock�ng extruded cancrete roaf ars rerr�gn2sd in a current ICC-ES evaluabon repoM1 (or liles camposed of Type II portland cement, washed sami, use m concrete roaflng ti�appl�cahons fnsta[lation of tAes and propnetary adddives and �mply with ASTM G1d92 usirg �hese adhesive set systems muat be in acconiance MEneral colanng ox�das are m�ed xntn ttse porttand r�rent vnth the adlies�ve manufacturets IGGES evaluation and water tor through-color or for surCace apphcairon report foilovnng extrusion All roof tdes are cured to reach reqwred strength betore shipmeM Tiles are manufactured 4.3 Fire Clsesltloetlan with '!�-�nch-vnde (19 mm} mtetloGcing suielap� de�gned When instafled in accordance wi4h this repoR, the Eagle° to resist surface water pernetratron and mainta�n prop�r and EagleUte� r�ncrete roof tdes are Class A roo( algnment Akl hles have protrudi� head lugs on the crnenngs�n acaordance wrth 18C Sectwn 15p5 2 and IRC •Revlsed Juae 201b I['G-11I�nhauon Hepw�r�m nnf ro be rnnnrueJ ar rcprnsenlmg oe�ih¢un nr any nMsraunbme�nw epec�JlCWIy�y1Jra�rcJ nor aro�hey Ia be eonrrrvad �� u�nn enJnrzemem ojdrc rxhJrai a/�he rep+n ar o rcrommemlanon fi�r nn urc 7hrr<rs nn�rormnp�hv lGC F�nlnanon Pen¢x GGC e�Flres�nr�mpl�ed us �a ony�nA�ng ur aiher mm�er m rhis reporr or m ro ony pralvt��a�<reJhp�h�rGppn �� — COPyrIBht O 2014 Pdpr 7 O}4 ' ESR-7900 I Mosl Widely Accepted and Trusted Page 2 of 4 Section R902 1 When roof tiles are installed vnth a roof tile as vnlh new construc4on When installalion is over adhesive, instailation must be in accordance vnth existing spaced sheathing boards, underlayment ESR-1709 complying with the reqwrements of the applicable code or 4 4 Wind Resistance an undeAayment recogn�zed speafically for this rype of use m an ICGES evaluahon report, mstalled with or Nnthout 4 4 7 2072 IBC For ulUmate design wind speeds (V„i,)ot battens, may be used One layer of ASTM D226, Type II 130 mph (209 km/h) or less and mean roof heights of (No 30) fett or approved equivalent underlayment must be 60 feet (18 3 m) or less, hles must be installed in installed on the roof pnor to application of hle Details not accordance with the prescriptrve parameters of Table covered under this section are idenhcal to those descnbed 1507 3 7 of the IBC For appliphons beyond these in Section 4 7 prescriptrve parameters, the tiles and the fastening 6 0 CONDITIONS OF USE systems musl be designed in accordance Nnth Figure t of ESR-2015P, Design Conside2tions for High Wind The Eagle°and Eaglelite°concrete roof hles descnbed in Applications Under the 2012 IBC and IRC(ASCE 7-10) this report comply vnth, or are swtable alternatrves to what 4 4 2 2072 IRC For basic Nnnd speeds of 100 mph is speafied in, those codes listed in Sedion 1 0 of this (161 km/h) or less and mean roof heights of 40 feet report,sub�ed to the folloNnng condihons (12 2 m)or less, liles must be installed in accordance Nnth 61 The roof tiles must be inslalled in accordance Nnlh lhis the presrnptive paremeters of Sedion R905 3 7 of report, the applicable code and the TRIM/SRCA the IRC For applications beyond these prescnptrve installation manual fESR-2015P1 In case of a conFlict parameters, the tiles and the fastening systems must be between the mstallahon manual and this report, ih�s designed in accordance Nnth Figure t of ESR-2075P, report govems Design Considerations for High Wnd Applications Under lhe 2012 IBC and IRC(ASCE 7-10) 6 2 The roof decking and roof framing system must be 443 2009 IBC and IRC• For basic vnnd s eeds designed for the appropnate loads detertnined in P accordance with the applicable code (3-second gust) of 100 mph (161 (kmh) or less and mean 6 3 The tiles are limited to installa6on on roofs vnth a roof heights of 60 ket (18 288 mm) or less for the IBC or 40 feet (12 192 mm) or less for the IRC, Ules must be slope of 60 degrees or less from horizontal installed in accordance Nnth the prescriptrve parameters oi Exception InstallaUon on roof slopes exceeding 60 Table 1507 3 7 of the IBC or Sedion R905 3 7 of the IRC, degrees from the honzontal require an approved vnnd as applicable For applications beyond these prescnptrve clip on the bottom edge of each tile in addition to two parameters, the tiles and the fastening systems must fastenerspertile be designed lo wilhstand lhe aerodynamic �+nnd uplift moment in accordance with the section on Design 6.4 The Eagle°and Eaglelite�concrete hles are produced Considerations for High Wind Applica6ons in Appendix B at the manufadunng faalihes speafied in Table t of the TRIIWSRCA installa6on manual (ESR-2015P) The under a quality control program wilh inspections by genenc reqwred aerodynamic uplift moment, detertnined in ICC-ES accordance with Tables 5A through 6D of the TRIM/SRCA 6 0 EVIDENCE SUBMITTED installation manual, must be multiplied by the tile fador retio m Table 2 of this report to obtam the reqwred Data m accoMance vnth the ICGES Acceptance Cntena aerodynamic upl�t moment for Ne specific roof hle being for Clay and Concrete Roof Tiles(AC180), dated February installed The allowable aerodynamic uplik moment for the 2��2 roof tile fastening system selecled from Table 7A of the �0 IDENTIFICATION TRIM/SRCA inslalladon manual, must be equal to or greater than the required aerodynamic uplift moment for Each Eagle field tile is impnnted with the EAGLE logo the speGfc roof 61e being installed (see Figure 2) Ttles produced at the Sumterville, Flonda, 4 5 Rerooflng: plant have the EAGLE logo and°FLORIDA'(see Figure 3) imprinted on each field tile Each Eaglelite tile is identdied Eagle and Eaglelite liles may be installed over existing by the product name "Eaglelite' on a tag and a light- asphalt shingles, provided the reqwrements set forth in colored stnp across the headlap area Each shipping pallet IBC Sedion 1510 or IRC Section R907, as applicable, are must have a label bearing the Eagle Roofng Products met Damaged or rusted flashing must be replaced name, ihe hle designation, manufactunng IocaLon and Existing framing must be adequate for the addihonal load address, color, quantity of 61es per pallet, produdion date, Strudural data verdying adequacy must be submitted to installed weight, and the evaluahon report number the code offcial The ezisting roof must be inspecled in (ESR-1900) accordance with the requirements of the applicable code The roof classification is as noted in Section 4 3 When reroofing wood shake roofs, existing shakes must be removed and solid decking and tile must be installed, � ESR-19Q0 � Most 4Yrdefy Accepted and 7ttisted Page 3 of 4 TAB�E 1—T1�E DIMENSI4NS,INSTJtt.I.ED WEIGHTS AND tAANUFACTURIN6 FACILtT1ES DIMENSION5' tNSTALI£66RYWEIGHT' �NUFACTURING TlI.E GESIGNATION PfM}FII.E {Inthj {paty FACMun 1Jt I.EHGTH WlDTN Eapte� Eagfettte� �IlrY� $8 Surntemlie FI�Aa Capistrano H�gb '.............. 9 6 5 7 Rialin&Slockion.Ce6tam�a � / }, � 4..5� ,., 90 — Phoemx Anzane ��.��'.��,.. 7 7 Sumtennqe,FlonAa Mshbu Metlium 17 12'Ie 8 03 5 5 J Riallo&SMekian,CeliPomi& 903 -- Phoernx,Anzona Bel Air,Estatg,Doubie Eagle Bel Air. S� Phcenu�,Anzona& Ponaerosa,Double Eegle Pontlerosa, Flat{Luw) Sumternlle.Flontle Goltlen Eagle,AM1isan enG Taperetl ANsan 9 7 7 2 Poallo&Stockton,Caldomia For SI 1 Mch=25 a mm,1 psf=4 88 kg/m° 'Installed dry vreigM�s C�sed on R 3-inCh headlap °All tlimenswns are nomnal TAB4E 2—TlLE FAGTt1RS AN6 TiIE FACTOR RATIOS ,..... Tl�€CNSIGNATIUN TRE{�A�TOR TiLE FACTQR RAT�i Ca(HuhanO 7 483 1 qd4 MaHbu i d88 4 4S5 B¢t A�r,Estatg.Dau�e Esgle 8ei fur. Po�eraSg Daub!¢Eagte Pasler�a.Gok�n 1 d88 1 Q43 EBgie.Artlsan,Tgpereci Arhsan PorSI t�rrcJt=2S4mm 'T��fiactar rapa=T��e fedor!Bese die tactar nt�1 947 tt' See Sechm d 4 3 M ihs repWt encl Append�x 0 W ihe TRIMISRGA mstaitahan manuai for addr4ona�detada ESR-1 I M Wrdety Accepted and Trusted Pa e 4 of 7 TABLE 3—RE4UIRE0 AEROQYNAMIG UP�IFT MOMENT,M.(1t^Ib'�—MAI.19U TILES E%POSURE 8—Gsbie 7'<$s 27°(1'tx 12 c B s 812} Hip�26°<8s27°(b12aBs812j Helght{feetj Basic Wind Spead,Y{mph-9-s�ond g�tp—impor#ance Factor=t QQ 85 96 166 16S 710 120 125 130 1A0 1+15 15Q 6-30 118 192 1&3 184 197 235 255 278 320 343 38? 40 128 143 177 1$5 214 255 2?7 299 347 372 898 50 73fi 153 18$ 248 228 212 285 318 370 397 425 60 144 181 189 21$ 241 286 311 336 384 41& 447 �� .......... EXPOSURE B—Hfp 7°<B s 28°{t'tx 12<8 s S 12} '�, Helght{faat} Besic Wind Spead,Y(mpA-3-second guat}—impartance FaeWr=1 00 '��� 83 80 100 105 11p 120 1T5 130 146 id5 15� �' 0-30 88 98 '122 136 14$ 176 t81 267 240 257 275 40 96 108 133 ta6 181 197 208 2?a 260 279 2$9 50 102 115 142 156 171 204 221 239 277 29S 91$ 60 108 121 149 764 78U 215 ?33 252 292 374 336 EXP08URE B—C+able 27°e 8 s a5°(B 12<8 s 121Y� �I� Halght(feet) Baslc W Mtl Speetl, V(mph-8-second gustHmportance FacSor=1 00 �' 85 90 100 1p8 NO 120 1R5 130 740 145 1$p '� 0-30 72 81 10q 110 121 1a4 156 168 795 Z10 224 '�� 46 78 88 iQ8 119 131 156 169 183 212 228 243 50 $3 93 175 127 140 '188 �80 195 226 243 260 60 8$ 88 122 13A 147 775 190 205 238 285 278 E7fPCi$URE B—MOnO&fOpB 14°<8 s 34"{2'!e 12<B s 6'le 1Y) HeigM(feet} 6asle Wlnd Speed,V{mph-3-secand guaf�lmpartaace Faetor=t QQ 86 9U 100 f66 11p 120 125 13� 140 145 150 0-3Q 12$ 143 177 1$5 214 254 2T6 299 348 372 398 40 138 155 192 212 232 278 346 324 378 403 432 50 '14 8 18 6 20 4 22 5 24 7 29 4 31$ 34 fi 4Q t 43 Q 46 Q 60 15 6 17 d 21 5 23 7 28 1 31 0 33 7 36 4 42 2 4b 3 4�5 F�SI 1 fflM=364 8 mm,1 ft-ID=1 356 N m,1 mph=1 61 kmfh 'This ta6ie�s besetl an a Tiie Fac�pr pT 1 48fi0 8'{0 0421 m'} The Tde Factor has been dete(mi�d from a muihpiicatian o#the expased width o!ihe rflOf t��,the IBttgqi Of thC ro0f td8 8�td thE R`ptnetit attn�f the�f GIe In th�s case,the exposed wiGth and ihe Ieng#h qf the t�ie are 11 691 ir�es{297 mm}and 17�nchea t432 mm?,�spect��ty The Sabie wiii prov�ie cor�servat�ve requ�red aert,yr�muc v�nd up��@ rrwrr�nts far any raaf ti�that has a 7�1e Faetw Iesa than 1 4860 ft(�0421 m�j -i I Most Widety Accepted and Trusted Page 6 of 7 TABLE 4—t2EQUIRED AEROOYNAMIC UP�IfiT MOMEHT,M,(ttdb}'—FLAT PROFtLE 77LES EXPOSURE 8—G8tt1�7°K@ c 2t`(1�(=12 c B s 8 12} HIpm23"<8s2T•{b12sBs812) Helght(teat} Baeic Wind Spead,V(mph—�-second gust�Imp4rfanea Faetor=1 00 &'S 90 100 108 110 120 123 130 1MJ ti8 1dW D-30 i1Q 79'I 181 778 195 252 252 2]2 318 339 399 d0 128 id2 175 193 212 252 273 286 343 368 394 5Q 13S i51 166 2tl8 22B 26S 29/ 315 3S6 382 d29 Bp td2 759 596 217 238 283 307 332 385 413 442 E%Pt}SURE 9,Hip 7°<$s 25°(1�ts 12<g s 6 12j Height(Teat} Baste Wind Spaad,Y�mph-3�second guet�importence Fector TM 7 44 '�'� 85 � 1W i05 '110 120 1?S 1S0 140 145 15d '�' 4-30 87 98 127 133 146 i?4 189 ?04 297 254 272 44 95 108 131 145 759 189 205 222 257 27B 295 50 1dt 113 140 15d 16$ 2Q7 2i9 23B 274 294 315 60 106 119 147 762 178 212 230 249 489 31Q 332 EXPQSURE 8—G�bte 27°<6 t 45°(B 12 K 6 s 12 12} ������.HeigM(Fea#} Bask Nlind Speed,V(mph-3-second gust�impvrtenca Pactor=1 40 86 � 108 105 118 120 t25 130 140 id5 180 ''.. p-30 11 80 98 109 159 1d2 154 'I88 '193 2p7 222 �� d0 77 87 107 118 12g 154 167 7&1 210 225 241 56 82 92 114 1�6 138 1&4 17$ 1$3 223 2d� 256 64 67 87 '12� 432 '14b 173 188 2A3 235 252 270 '' E7(POSURE 8—MonosiOpb 7Q'<B t 80'{2'ta 12<8 s 6°te.�2) Haighi(feet} Baalc 4VInd Speed,V(mph-3-second gusq—Impartance Factor=7 00 68 94 iQQ 105 110 120 126 138 140 148 154 D-39 126 idi t75 192 211 251 273 295 342 367 393 40 137 754 780 2tl9 22$ 273 298 320 372 399 427 50 1A6 784 202 223 244 291 316 34Y $98 d28 455 60 45 4 17 2 2t 3 23 5 25 8 34 8 33 3 3Ei tl 41 7 44 7 A7 9 FOr 8) 1 foot=304&mm,1 ft•�b=1 35$N rTl,1 rt�h=1 61 kmth �Thce table is basetl on a Tfie Factw of 1 4863 fl(4 0421 m�j The Tde Factor has been determinetl(ran a mulbpt�caiion uf iha exposed w�dth of the roaf ll1e, the lengih ol lhe raot t0e a�0 ihe mament aem of tha roof ide in this case, the exposed widttr end the iength of ihe tiie are 11 5S2 inches(293�runj and i7�rxhes(432 mm), resp�Grvely The tabte mti provide conservative required aeradynarr�c wind upi�@ rtwments for any ro0f fde that has a T�le Factor less Rhan 1 4863 fl'(0 Qd21 m') � I 1 I Most Wdety Accepted Trusfed Page 6 ot 7 TAB�E S—ALLQWABLE AERfJDVNAb41G UP41FTldOMENT(ft-tb) �' Tlle deslgnaUon Geplatrano ' Faeterrere t01„"Piywood Sheatfiing ,7�"Plywoad Shaething Betten itretellstton 2-tdcl n�y shenk naila 28 8 41 2 26 8 1-#8 screw 28 7 28 7 25 5 �''... 2�#8 screws 57 3 51 3 3?t 1�1�Bmoo�h o�scrcw 5hank nail& 11 3 13� 6 2 2-tOd smooih ar screw strank neds 13 1 15 4 12 7 �' 1-16 smooth ar screw ahank nailu—TiHd dIp 29 3 28 3 2a a 7-16d srnooth or screw shank nads--eare Gip 35 6 35 5 2@ 4 �' 2-tOd smoath ar scrCw ehank nad6--fleW tUp 33 B 33 8 44 p '� 2-tOd srtrooth ar saew shank nai}—eave C6p 44 3 44 3 47 2 ���� 17is designation Malibu 2•tIX7 nr�}sMank nails 38 1 45 5 364 t-#8 screw 33 3 33 3 30 1 2-a8 screws 56 5 55 5 41 9 t•50d amoolh ar screw shank nails i2 9 15 2 8 7 '�� 2-f Od smonih or screw ahank nads 19 1 23 d 71 9 7-50 smooth or screw shenk nadc—fi�Id Gip 30 5 30 5 29 8 1-10t!smootli ar suew shank nads--eava dip 25 2 25 2 27 5 '�� 2-t6d smaoth or ecrew shank nadg--flel0 G�p 41 7 4i J 46 2 ?�t�d smpoth ar screw shank na8s--eeve d�p 38 1 38 5 37 8 TOe deslenation Fiet Proflie 771es 2-1p0 nng shank naits 39 1 d6 a 24 B �-#&screw 391 39 1 25 6 2-08 scsews 5o t 56 2 3&i t-74tl smooth or screw sh�nk netle 93 5 i6 0 10 7 .��. '��. 2-t Otl smantb ar ecrew shank na�ls 20 2 25 0 12 8 1-14 arrroolh o�screw shank nalie—fialtl ciip 30 5 30 5 29 6 'I-1Qd smoath ar screw shank nade—eave c6p 25 2 25 2 27 6 2-tOd sm�th or screw shenk nads-8eld cl�p 41 7 41 7 44 2 2-t Od amooth or screvr shanx na�is--eeve d�p 381 38 7 37 8 Fqr SI 1 inch=25 4 mm,1 fl-Ib=1 358 N m Generai notes for Tabia 5 'See th¢NOfe for F�gu�e i tpr the hole(hat musf be used when a single nail Ot sCrew�s requked 'R�� shenk must be tOd nng snank ppiymer CoateC gataan�zed steei�ils (npmnaly 3 inpt�g {76 mm}bng, rqrtnnally'l,6inChCiemeter (7 9 mmj 9et heads,nan�nelty 0 121-uxt�(3 47 mmj shenk O�emeters aatl nortnnetly p 131 anch{9 93 mm}nng dierr�eiers� 3fda 8 screws must Ge coarae•threaded a� 2'lr��•�ng (64 mrn}, plast�coatesl, geivaniz� steel wood suews [squsre d�ive, Bat [�untersuNc heatl having a rwminai diameter af 0 336�r�ch t8 5� mm},shank d�ameter ot 0 i3t Ench(S 33 mm)entl a saew ihread diameter of 0 t 75 inth{4 a5 mmj] "Smoatb or screw shank naiis must be i�l galvan¢ed{mectiamc26y plet�ec�mply��y vnih ASTM A 641,Class I)sleei[nommally 3-mch-lo� (76 mm} nominaiVy'!ie-��ch-d�ameMt-ftat•heatl(7 9 mm),no�naily 0 12&mch(325 mm)saews or screws vnth 0 i31-mdi(393 rnm)smooU shank d�ameter) 'When using eave antl fieid dips,attachment Qt trie Ules must�e accanp6shed by a comb�nation of�ads aM chpg Tiieg must be na�eed ia the sheatMng w batterts vnih one ar hw 10tl galvanized na��s(confarrnirg io Me reguiremerns noted in Noia a abave)as i(M�cateC In thQ table Atltlitionaliy, eacn aie must be securetl wim a 0 064•�r�ch-thick {1 82 mm) and 0 5anctrwide (12 7 mm} d[p wtuGi ia secured to phJwqad shea[lu�vr eave fascia as approp�iete,wtth a sVrgle nail per ciip For ctlps hawng more then one nan hole,plece nad�n the mnertnost n�il h01e{the one Woseat to lhe uprlght o(the qIp) The foilcrrnng ct�ptnall�inations mu.5t be�rnufted a Aluminum aiby G�p vath 1 2Slnch(32 mm}HD galva�uzed rooMg neA(D 128-inch(3 25�n)shank GiameterJ b Galvenized s4ee1 decK G�p wkth t 2frmch(32 mm)HQ gaivanized roofing naMi(0128��ch{3 2S mm}shank dtamMer] c Stamless steel U�p vaiih 1 25-mch(32 mmy HD gaivan¢ed roafi�nad[012&mch(3 25 rrun)shank diametar} sOn fleid c1�ps,the r1�p pos�tlan is appropnate tpr a hie heatl lap oi 3 mches{78 mm) 'For eave dips,the chp posiUon ta appropnate for a'!,-(18 1 mm}to 2�Intl�(51 mm)qverhang at the eaves °Canas�on-res�aWM roofng nalls must hawe 0124-inch {3 75 mm) shame tliameters. 2'Ir�� {64 mm} iengih, a� 0395-Inch{1003 mm} head diamete(s 'When a suigte tastener is usetl Ne netl hole nearesl tbe Gie overiap{tar•nght}miat be used for ihe Fiat antl Mwibu profilea The n�l tmie m the ngM-hantl pan must be usetl#or the Cap3strano proflie • ESR•i900 I 'Most frYrdety Aooepted and Trusfed Pa�e 7 of 7 Fncn�xtuas � 3� 3` Wei9lterW�t � 17 IT 12 3t8" 12 3F9" C�+S4�mfaTita � � 1 �3• ConP.1�u8Uf » Hut Nldiw Wq �+[AE } N'oNMBma MaHlwairltaphi�mau ' Zt� y„�'�7tg" Trlm7l'e r•.,,�"w m � �'` � �ti�a- �t�Ilbuii@ �i23i&' ,,,, ,,/'� �c I tf4' IT / tenur.�e.o 1T" P4nderosa7�e /23f8' Amrn�luq toi2 �i 114` ,�a-+� �r ,//~ .^'�' `�-,,� � Ot37V6' ~```�., �,i 114' �J 5718 � IT' ��**rr..��-- + 9eI�5Hlite t�3� aT NIp m+dFidge T�im iil4 FIGURE Y—FIELD TILE ANp YIt1M Ud7tTS 'J �� .�T__L--�°''� ����Jf'� � a flODFfNG PRDUIlCTS ����lt UU�� FIGURE 2—E4GLE ROOPIHG PROOUCTS 40G0 FIGURE 3—FI.ORt6ALOG4