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CAPRI CREEK APARTMENTS
.t9s-z)o,51s3 e,4,o�el �pA�P1ME�vr3. P.051 OIr.ICE".-pox 6172 IELEF1l0Rf (707) 528.3078 Tf, Capri Creak Associates, 49 Geary Litroot San Francisco, CA 9410 Attentions Ma-1,, Mullin Gentlemen: CIBLIN ASSOCINTfS SANIA R05A. CA 95406 ONSULIiN0 FAC511dILE (707) 4ee-2e37 G[OTECHNICAL ENGINEERS January 29, 1999 1 ,53 LLC YJ'�, Job No, 2300.1.13 41 7 V� Report rw" Soil Engineering Consultation and Review of plans Capri Creek Apnrtmuntn Petaluma, California This report pro-ents the results of our soil enginnaring canauli;atlon and review of plans for the proposed Capri Creel: Apartments in Petaluna, California, We performed a nail Investigation for the project, and thn results were submitted in our report dated April R, 1998, Recommendations for foundation support included criteria for spread footings bottomed on firm, natural coil or properly compacted fill. Ho understand knat it I s dosired to use pout-tonsioned Blab foundations for the proponad improvenente, y7a provided uupplementa'. recommendations for post -tensioned al ab dosign criteria in a rop,.rt dated December 12, 1990, Plana prepared by The Phillips Group are dated July 31, 199U and indicate that the upartocntB will be two-story, wood-frnna lstructurea with concrete nlab-on-grade floors. Foundation plena for the buildings indicate 10-inch-thick post-tensionod Blab foundutiona �4th a 2-inch thickened edge, Reinforcing conninto of a double mat of Ile. 4 bare at cantors varying from 10 to 24 Inches, each direction. Maned on our knowledge of the nubsurfaco conditions, we believe that the foundation ayntem an pinnned would bn suitable for the proposed residential conatrurtion. Ponitive surface drainage of at leant 1/4-inch par foot extending at least 4 feet out should be provided away from all fosndationu. The ground surface around tno perireter of the atructur w. should be sloped so an to provide positive lateral GIBLIN ASSOCIATES Capri Creek Associates, LLC CONSULTING January 29, 1999 GEOTECHNICAL Page Two EN GIIJEERS drainage, The roofs should be provided with gutters, and the doWnspauts should discharge onto paved areas ar splash blocki draining at least 70 inches away from foundatilms. As stated in our supplemental report, special moisture conditioning measures should he performed to cause preswelling of the anpannive clays, Based an our plan review and previous wor'r at the „ite, we believe thnt the materials and methods indieutad on the plans are in general conformance with our racommandationc. We recommend that the moisture conditioning he observed by the soil engineer to varify that axpanaive clays are sufficiently pre -swelled prior to placing slab forms and reinforcing and to modify our recommendations, if Warranted. We trust this provides the information needed at: this time. If you have guostionn or wish to discuss this in more dotail, Please do not hesitate to Contact us. Yours vary truly, GIBI,I1; ASSOCTATES 4ec 4 1 Oaln Radford k civil engineer No, 42818 �k Jere A. Giblin Ocatochnical Engineer No, 339 pLM(JI m+y.1.31. �9.N n,ec Copiers nubmittedl 1 cc: 2 Comstock Johnson, Architects 10304 Placer Lana, Suite A Sacramento, CA 95927 f�L�GNI::pff.0 -.199 GIBLIN P o sl OF IGE Box 6172 AS_SOCIMES OA 111A nosA. cA 96406 TELE PIi 011E (707) 520-3076 Cis IJ S U L T ING FACsh thitLe (707) 520.2037 GEOTECHNICAL ENGINEERS January 29, 1999 Job 11m, 2300,1.13 Capri creek Associates, LLC 49 Geary Street San Francisco, CA 94108 Attention: !lark Mullin Gentlemen: Report Soil Engineering consultation and Review of Plano Capri Croak Apartments Petaluma, California This report presents the results of our soil engineering consultation and review of plans for the propor,ed Capri Creak Apartments in Petaluma, California. We performed a soil investigation for the project, and the reunite worn submitted in our report dated April 8, 1998, Reconmondationa for foundation suppait included criteria for sprond footings bottomed on firm, natural. soil or properly compacted fill. We understand that it is desired to use pout-tannionod u)ab foundations for the proposoc improvements, He provided supplemental recommendations for port-tannior.ed slab design criteria in a report dated Docenber 12, 1998. Plana urepared by The Phillips Group are dated July 31, 1998 and lndtcato that the Apartnsntn will hn two-story, wood -frame structures with concrete al -lb -on -grade floors. Foundation plans for the buildings Indicate la-inch-thicl: port -tensioned slab foundations wits a 2-inrh thickened edge. Reinforcing consists of a double mat of 110, 4 bare at centers varying fror, 10 to 24 inches, each direction. based on our knowledge of the subsurface conditions, we balia•,e that the foundatian system as planned would be suitable for the proposed residential construction. Ponttivu surface drainage of at least 1/4-inch par foot extending at least 4 feet out should be provided away from all foundations. The ground surface around the perinater of the structured should be eloped so as to provide positive lateral r, GYBLIN ASSOCINTES Capri Creuk Associates, LLC C O N S U L T I N G January 29, 1999 GEOTECHNICAL Page Two E14GINEERS drainage. The roofs should he provided with gutters, and the downspouts should discharge onto paved areas or splash blo-);u draining at least 30 inches away from foundations. As stated in our supplemental report, spacial moisture conditioning measures should be performed to cause proswelling of the aupanrive c]ays. B3ood on our plan review and previous work at the site, we believe that the matarials and methods indicated oi, the plans are In general conformance with uur reco;nmendations. wo recommend that the moisture conditioning be observed by the soil engineer to verify that expansive clayo are sufficiontly pro -swelled prior to placing slab forms and reinforcing and to modify our recommondations, if warranted. 410 trust this provides the information needed at thin time, If you have questions or wish to discuss thin in more detail, pleauo do not hesitate to contact us, Yours very truly, GI(I111,,111` ASSOCIATES sale Radfo� Civil Engineer no, 4261a L3 f1M1- Jere A. Ciblin nontechnical Engineer Ilo. 339 [fR/J1d in,,y I D1le,ti.r/c u..: CopiuE submitted; 1 cc; 2 Cumsteck Johnsoll, Architoct-i 10304 Placer Lane, suito I, Sncrarento, eA g5s27 Np, C/E 333 lr,. LIM the Phililps Group A 5lr0cfwAl&;movaPq Fem 10304 P101,af Lana, Sult, 13 SacFainatilD. CA 9SS27 ni rI61.11171 c4pzl C44Zc< SHEETNO 1 OFIL CA By -- DAIF C-Jl AA2r- dl ri5l::7S JOB NM — / -/a 0 RSF Fla F 1599 Tb7lit— 9 room tplfty, Cwt 0- 14 1,575F ........... 74'! the Phillips Group A Strvcaol Enpleoodna rkm ' 10304 Placer Lana, 9JAa B Gacraman;o, CA 95527 Iurra� lamas •, Fi0/�+Pt1 6�l�osvR.E- C z¢.1 Pr (Zo-zs') = 119 d ' = Z5•�r = I'l-IsAI=2b,ZpSF �smrc LgUG" `i 8 ,{ SHEET NO. ? OF BY— BATE JOB q0. — _ Placer Lane, Sure 8 Rama. CA 9"9 7 n UNIT- A IY Y•" 0 +aV- -r--y =z:5.a�LF sn.l =r, 3»a3f SHEET W. 3 OF 35 fly _ OAT E JOB NO. 6;aN (41SIp) r� velars': ,Axll'-z79,av e rs=rc.1, pI �iZ.aRF SX4/i.T ;�f%U.rla�l �,•�s75,7uG �Jl12a,'$) /i°:ia.2 Sr iLa:� t;lac�ry = Ir3�, 1z :• lrr,: � `c � ia� ; ;s , � ); ; � - �!, y13.o1! ' r,J the Phllllpe Group A Sbl wAl Enpinaoarg Fim 1M4 plaw Lane, Soo 9 SarrameMo_CA 95827 0/i rr R V�c,`fp� "DiSr �lH D14r r �oF Is �19r3 399,4q�¢ .�s '�8s�.4 `wD(L lDI x�1i54" ZG�i V90 r75 ZA9L,1 CvoZ�3�C}. SHE" NO. —�— Of 35 BY— DATE JOB NO. III* Phllllpt Group SHEET NO. S OF A rlroaVul Enpinaanna ffM BY__ ME — • 1G004 Placar Lane_ huge 8 doa NO. OWT-A G, ,lee 5(feti2 WtcS: Vyehz Z�%rsb.z# e yliu-S To FeSls; = 2-370 f- 3' j = cl 58 'v = 3z12/9 s� = 335. 30/1 U - 3e,I cpx Tc.Y to Jo- 4+o.c_ b(nt3lD` IY�iS'•cor f� i `%`7i•l.><(o r<?G•2,�9' = 4(�,(SSo.S* �'(�SFa �$1��� • vyF S(r.1Psa� HlrZz- Ea�n•.0 a7N1i7; T�vr-rs �S�c-t_� CSC ��''y( »uL� � .a%'[J•C. lho Phillips arouo A pmclwal EVinoaniy fam 10304 VIACar land, suim e Sacramenla, CA 5:ZV Utilr k F2uL+r W q t L Vt Vµlgw= Lox(€ax-1 Dac•(Q-s•ZZIo,S# V, v =• .�Z33•��� = 53�.9��1 usG 4F c-r" -it'( SHEET NO. v OF 35 ilY —DATE oP11 Z•m' = 21 54 2�-1zr-�G�Z•4�a:.18 +)�3.5t(o•�Zz� ox`j�x � i0- T(5USiev : (Zt,D,v -M7'>)/z.s ` 7139'� C./Ll. (3D4i�J A 51n2tural Enpinoniq Fom 10004 Placer Lane. Suite S Umrr A 6rvsr W A<—L-- OHEETIla Z—OF 2s BY_ PATE J091.0. 24 '1J = G•,ZI.'1�� = 33¢�!'/i :,user 3g`�c.p,,c. w/�G¢� �2?�t�•8�cl0t3r�5��7jyS` TG-'ltro.�! z (taa1394— u%�3� fly,' = 39�14"� _ ute �fD sA �3r CCMnlcyj g4j-L.L, U 21S1.cn+3'jov.3 = (vo87.`j�` y= (cad�.yrZo a a'oS �/I U ycae W/a�e hit g.tl ID L S,OOJ T�•�s�btii n (9z, os/.9 -3G, o.x>>/( ],s = ZU%Co # the Phtllipo Group SHEET NO, �`� DP 35" A YAWwal Enylnitnng Eim BY— PATE 10304 Placer Lane. Sidle 0 JOB tna. Bac,amcrft. CA 95627 9161361.3671 G'N 1 — K, �r rrr— l 1 u Inl @Knn= rD?. CR F e r+,-A I2i;.I� cm,/# C3 FrrF 4za6# 45e'Dw '+b/C (jr:.t.r (A,,Lrjrrt6 u.vns) fbnF 'c'):: It— //eDi:J.?'.1/(. +;3./,jc).33 K''1i tT�++l �bJ ♦y pi.,,; f :r.��J)`%'lj'in.$' - �-t�. raj J�0d � � G the Phillips Group A SHo:furai EeOinesdna Firm 10004 Placer Lane, Sutle 9 Sacramento, CA 95027 Ualf Z Tamp, tw/}•LLs lilqu.s = II� � SHEET NO. 10 OF 75 BY_ DATE — JOB NO. om,-- /�A.�s�ti+/�.�/z�$•�,.�z�x9� sy,BQo�"' hlRr-''�6, /3 + 3". 17- 1 Tr?rbro" t (5`�r �4o-iTrS31i :').S' s(�?l •Z:: 05(Er /fDy-,4 it *FR.wr V=UQ-00+��tiS,2'33s # Y�qus:S•Sf3,s8`/.L�jr v„r- 3c�zUa 3gr'wK w 5-c!0P-'Z. n.c, tSl to 3'G -C.'.v'� u■ /S 0. I/SS, Z- r.'I U f 7Lv��j, c �'�7 �3 " all 5-0 4. :2: 40 4 h�2 = (I $� /Sa r ;/r.$1` ��Y •SptLc.�DX /.IL>> >C �S�%y = ��Z 1.35 = $�. � �./ 7c-Ja•.��=(C(rS�3'�>!r•�i�I3.0-Co`fi5� :. U�= JrM/�SrJ l�n8r� lv/ ¢t i'3sT IN Phillips Group A Firm 10004 Placer Lane, Suile B Sacrancanlo, CA 9S027 0Allr $ groa- %44LL *, otm= ¢580y.18t 23Sj,/q S$3/ / SILL 7z,;,,_rs SIfEEt ND. // OF BY —DAZE JOB ND 1'191Yas4j/,/� ZD =II �1/�OZ.SIq 1 •..M'J (CIO "r- l61 �.I �JSo = o T:a 7a 51/0r-r 31 Chi- VJ4 -c-+ ZJ = CrloZS��o = Sal A,,,� ?72?•1 r� r 4z�3.3, Is = hta,sat� us�a' kaS,4 kJ�f�.i'osr no Phtlllps Group I Sm,clurel EnginoarinO Fum 0004 Placer Lone, SuNe f) eaamonlo, CA Q5627 16/761.0071 SHEET NO, /— OF 35 BV— DATE JOB NO. Id4L—} t�i.4 4531 v�I-r� I 3cL c•�= i IS Z�a,4'R.F i M —TA @ FCVOR _ gM 426! o 1, h �--�-------- ' I I A^Cil 1��,C I,'J1A1 I —, � I i Go" �.1 v J7.A.rr-'Y.S�S '�ili•Qi �3 x �F{O0R S S �L-4o•S G� I CtL7/v^tl ��7,yrlrL G-•�'yxh?N5� AIuC://Ck.ar- Utl(75� �C'DJCtl&7 ILL-F1a = %✓ � � C'' (t'+F , ^15 �� �=a'R fN VJ1�UN! = r`.�"/tLO,SwIIG '-ISO v i.'.� LG?3AZ-✓4 L •S O the Phllllps croup A Slf urd E„Winoml+ Firm 1n9n4 Placer Lana, Sude u u^aoramonlo. CA 95827 9191561 •BB71 (,j+r C DS723v77o.1-J Pc, job (tIlr,851 7!:�oLVL �0 I5�t+Z1I•5- 8015�1•6 I 305,wo gZZ,-'-Y-3 1 bDD 2•*Z- -331 13do¢.4 sneer No. L nr 5_ BY_ oATE JOB No. _ ;.• Firm Ida B UtiIT- C- fariz. vin -t, V - 3Zoz T4 /fi+'S.q- = ll-�Z7 # VlllLVs _ ''u SHEET ND. 1 L OF 3$ BY —DATE JOB NO. /ti�n�=5/�z•z�� � ,`")3,c. �'/� y v2sw�-� ."r•IT- (�JZOZ•SrL �BrJWI9.¢�./C,+ ✓014-9)/y= .`�� •4"t/.I M2=la�.�5,,r 33/Lu��`7•St2o.5,�1./[.�,c�5/�= 99(�.Z�"� 15�1�.5U9s+to•s.�.iv� brL �¢hs- 6> MpBR k] �¢x past J� Wry -L V= 2S55.2-Z, 86,+14o1-^ck�s.; = Z7Z5.2 + I?,o.4 =Qa33.Co vw*ti=-IN?�Ll8�IS'a v,� = azyR.C',# Z � 4z�B.c�/�5_ s7�:�i� _vim-�''u�. u_r .�J�z"�•�. ° L..�,=(Z127•z��a+ lb+it.s'.y){Z'h5 Zli — JV�2_:�/�n'�`l`+.�c.j.Jl4�+i��x�y-a�`Z�Zjz >L�7L•5�•,c,3S- �41��.� TFIJ1WPnl.�ZI�SJZ,-2491G�_Z= Ii5b•;' Nne �,J _ Z.Sr P;`I t�l Sf?o•5r1{��i = 1Uz3 the Phillips Group A StMXtural Ergint,nng FYm 10304 Placer Lane, Sune S Sacramento, CA 05027 U,4IT- G SHEET NO. L OF a5 OT._ OATE JO0 NO. r"YC' �ISrC�•SYZ��SXI.I(oi �lu/-/$o� �S/L � I%1�=JD �fc.BS' ! /GL''s�./ :.05. -#Z)8' i tellj,e� Sly: V= 44zr.o+318•s+s93tzsiS.s=474G3t34¢I.s=8/Irs�` Vw/i,L�% ,i Van.-- 93zI• 8 ZA b 47QvbxlSr+' , - M/`- 1f3rrSp,L 3c2/Z �Zllr�a.� 1P-� >C,SS> lv 3,Z`JS ^" . L)`.Sr' SrrnPSrw Lrr Ty7 Vwn�4� • 14•+L IS/ 111' 5SX (Sp Soe *7) _, 8533� — �oQp #(, 0. 13.33 - _-. tho Phillips Group sHEEr r,o. �� of 35 A Shoduval Eryln.adny Fkm BY_ DATE 10004 Placer Lane. Suhe B Sacramento. CA 95827 J09140.�_,_ 04 rr- c coy.)M b` SI36.Sx/SrZSQWI. m.lo = 10"? M2= I$%�SDE �3.332/y % 23�%�ol�.,.4'Z.73 r�- r>zi, :. u5c Nn (vA F.7j,ea.,o 4y/4,t P�� tho Phllllp� Group A SfrMaml Erginoadnp FLm 10304 Placor Lana, Sulto n Sacraraanlo. CA 95027 VAJlfp (?FQpF 71501Y�4`7,3i apooZ.J:v6 S 1 4:6. N SHEETNO. I;z OF 5�5 BY__ DATE JOB NO. _ CT* 2)9a7 RJ (6,:e, nrL ) 40LTM�t iteo2 WE.k�Ir,•(A =Jultr #)' �yU�N•s,«ursarq't q�.y3', glI?9(•I � 'L'xL tJc�C,1! �.1•./�ii 5#� = �.,:•.o Jot1.74 r} 3cr„r2+.42.;; : &�VI0 S/ the PhITPS Group A 51N[tunl Enpinsadny Fkm 10304 Placel Lane, Suns B Sacramento, CA 95627 BMW _ u/llrb 'p15�guriara ��;= IS r6 --z,2 (a 35jto .q . (o7 6z?-4 31ZI¢11•5 .33 3o(r,s,l 10,385.c. `PZ69.1 SHEETNO. /�' Of 35 BY_ OAIE JOB NO. the Fhllllps Gtoup A Sffmulal Englneoft FYm 10004 Plaoor Lane, Suha 0 Saafamanlo. CA 9SO27 UAIrT� fP—M4 `/ IL-L- V - zasst /4tog.S = 43s3.3+f V144.14x9.33i(B+Isa:3TZ'�-# SHM NO, "? OF g5' BY_ DATE JOS NO. _ 'U- 47oc, -- So¢•¢#l+ ., u5E =�ycD.� w /'�leZ.z°�•c. --- o1-m = 11506-11$-1-/4's13xly = Cc�C.,(3#"/ �.=7J2114*7 Asa !-((P(,ILl3—>2,3! V�jE //%� S•4 Mow, \u9t-1--, V= 3054+l614 147o•s � ° rnos7.1 lb &-fo.'/7 s = rg4$.¢ / (% }9cU-1 w/c�E u4o•c. I 807�' j=gcES omi= �44x Is ( �.11<Zs s •s„�)�is// -S I- 3,2'1 fi•SS° e�lg; `, F lacor Lam, SuNe p UP Il--'D ..-., ....i ILL., SHEETNO, ZO OF 3� BY —DATE JOB NO. Ib-'. �� / 2.5 c3�17(I�j•SDt?n,SY�•l�� _ l�Q?ln X•gS 11055.0 ./JT= 13?3?-']lr5S.s• = ]21DS2# 5ro+> w�-�- V- 12s+444q•3d 4c>; s+P451•? = 5��,3,�Z898,5=h,-7z ; # V -?Z5 � 9C('•s = Nul•o# Uw,jt,, l- /5ox.14 = &tea ��T = /01 v=lo('0""l23•v-)° 44?s*/, l(z). wd�lef0.c. Oml = %g4'$'e18 4 9818•5;Lto %LS Clbf4 Silo (8�5� '] = 1��255•¢ _� lla� lhR,=(!fix(Spt?.�SfIIG{•!9•S)�1(I�O��2=Z(,332•�"�'�� g; /Xi 2s Tpv�.,cwr - �ls��z/�ys•� -k�,z�-�)lI/.zs IzU2� #_, ,• C,7 �C I7ZilV �{ �:1/1C J� ��bl (-Ouci WALL V = 4I122-� 11I91•? = A3•�'� 'd = : ZO(n I�i', . 05c �W 111-I L- the Phillips 6tOup SHEET NO. ? l OF 3= A Sin dural Enpin.. ft Fxm PY.__ OATE 10304 Placer Lane, Suee 0 JOB NO. Sacramento, CA 95e27 DN7r> y"4V!V�.ILrJ.�! 11177•, 51b& !�'ECirla,l �•^?Y117L YLiJ.7S�IIULi7RF U.V /T S. F >dn--0, wr��i� (R- IZ57') `r��tr�.s,.z�,spAq�ti4�.s•= 3�,49re.s�" }noi- wat,,r;(/r=r-4sY`�= r.,4s4A��;,�rr,��.���,7•�;:�.,�.�,p,,� IDI the Phllllps Group A Sfrvnurnl fngfnaoNne FA" 10004 Placer Lane, Sure 0 Sacremenle, CA 95827 9161061.0871 UNIT E ter_ SHEET NO,? OY— DATE JOB No, — N w �1 H �7JAa V �� l� 41,11J 739,9&0 ,tot 1280 �2 l01 3�,4yr^.s �419ms ,33 3s&co II o419¢5 the Phillips Group A Struclual Enprmedng Fhn 10004 Plater Lann, Suhe U Sacramento, CA 95827 UurT E Mt*-rr W4-L( CcwT-) SHECTHD. E? OF BY_ — VATE ice tic. 6TM L 80 /Yl�•z �35h,E2o•5xJ./c,+ Sx19.SalSxrS-,i'�� l � Z�li��•K.3S-�9o)�' �SwA.:.:.`9"7,3�1i--az,�-)���•S= 3zs�� OAl /% 6?3- 02 {/7714, .510G" W/!tL v= 71409 t� 9141 `�13s''lo1.Z41.r_ cac E�� eto,L, 01-M 111R,=�/B,c/S+ Zp.StLlt,+/y.5"�,C35� - f `�1,pi8¢� �•`vS �r�3,icl•�hu..� z� v17,1 = l"`s'7r L"t< (r3U.P,'�� J���t.Ar- W�o�L�`'1.�O • t . Onvt = to7?5•Zrrr3 ?37/2•l�l0 ` IS9/`13¢.C.�_, Iti1� = ��x�ti�-s.�� r�• f f).S� �.IU.� = ¢2r�4SZ.�1_,�..as-.•Z„r1,�g s'�_, C C4 IJNrr- r 126hy— WA2 t� u V=3`I¢3.1}(i:9o= 5B 3 jT Vf/r1.f. /DL F,' i V- c /S ,S & SHEET HP. 2 L OF 35 BY� OATE JOB NO.. `U •"(DC 39 : .35b,-64�/i `, t%5i! 3 /lL•__L�^��(� 4P•L . blh1 , (V,y43?i I'b4mo cfo rcl>4�)1 g•o 4 , =(I%"•15pt 'fI �/Z �L .'.U.;, ,I{L �-fD��)'7. {8�Z .G/&r7D TL-11bio.�l = Cg1iZ;:Yi',(Lc,oCd� � - %•:� • "- ZoZ2� rK.-n WT- WALL V = 3?4? 4 R- j6 c,= �b3£�• � M.i� n ?;?•'fig �$;. j!.)G•.S•!r•'1lYl�:. ± _ pCiC�/� ` �?.G7'lII/iU•-� y, ��}R,=li'�f �10 •j/r)✓� �'(f-}.� r l$r-i� 1z,, L i C •.. s.. -.: o-<� A CN '9pC:I".. SIa,-TackV.uS �214 E,>cTs -rp12 f4p:5;� Ifv/�Zaulr/6 T,�..,� 4,v, 0 Clhr�,5a 1.5-)�� z:31,lcoo SHrET NO. OF 35 BYE_ DATE JOB 140, J��c %54bJ- �_I•i'° L ?tom r .. J>� 7� 4�t hLB•. twT� l4%,1c rrY'` F,r7i", •v G.' ��;.�:.� I iP%r� do`, r—� Ac QL Plaw 11DI44 (eAclr) 13 141wnlk� SHEET NO, .26 OF i! BY__ DATE JOB ND. Able Phllllpa Group A Slruqural Fnpinaannp Fk, 16304 Placer Lane, Sung B Sacramealo. CA %5627 916061.3571 SHEET NO. 2L OF gC BY— GATE JOB No. -(/2,-( /b�l ��✓3 V-t�n-1� T�uoo,�s E� �.�lo.c. c.tiv. 0461.4y ALL.oW 436C /11 Vw" 'Ll7'S ,'(7�/j><x''� MJ 6sr--elc:,71VE R-f--`%%t'C✓—, O% 61 J�SoD - rJo kyS� �`AFr' _ Mc - 12s- psi = = 3s. s3k.1/'r-t- B UNrr A All), =Z5.5Y wi m! : ZI.S/ 15coo l, /11Ax. �rtlm� G+.u' t.oita. C✓Ui3Z Gr-r- Piloin6�4r SHEET NO. 7-25_ w BY- DATE JOB NO. 1 z�6 /•!a` l/%2il`7SS�'o!3 (Z� �'"�' C/D�.IoOB �jc,�U�•5.9/2). So( toQ �IXaE U� n,�n,rl/r ' 10304 Placat lane, Suls 8 UNfr 6- Mi . teq(�,Iw _ lPI (D 1�IItx1� = 79tD Came Llr-r- momeu7-, Love IJ � L't �.osz- Boa 6DI C LIFT /11o,Tt rr \ SHEET N0. L'� OF ?^ NYC_ DATE JOB 140, PIO)110- [ ri-'n11 M43 L�N�1Y{1S n>= iJ ,tTS the P1111tIprGroup snEEYNo, 20 OF35.. A 51owal E:Vfr4vnp Fkm BY__DAYS �. $ 10301 Now LDM, sas 9 ADB NO, " 9161361.397% lti ALt- Lp f. �✓ ' iI12� I+�ZS,cfotD��t. Zama _ �.c�� /000 GALL • R I JO 7J .7Z J/�Q a -20011 7�'S I.aS'j SZ3 � 125v 3s�(k�l•zl4 Glkic,k. SNP c s - 135b J Q3 kIFr FLm 10 d CA SHEET NO. At- OF 55 BY_ DATE JOp NO, EJxaE L�� 1/:%���•S��ol�iDi4i�8�4i��3(5-i'14/:��� 1 lo9L41- (mi-) i�Cpllo'41z' 9'13 P,: Ve-= CPE-e G Sfi2zb TO C04TO P4t2-n77 S: { : n Ozzo 10 the phllllps Group Astrvqur.I Erp7n..nnp iYrtl 10304 PlicEf Lane. £+uXe B 88Wefnenle, C^ $5027 Glfcc IL W2v rc� N'-abr>offs: UNfr E- `Wca-a- Cr%an- wr S(-tq>— I7-04r-+ )C �I•I(n+12,.)= ►,�,�= l�o (0,5S,t-40 ) = �l 14� �r ''� wq��= �4l S>•zt �;,.s,�i) � I ;xla = 42, iz o �` Q - 31:4014,. -/1ZAU - ZSSi7 %t�' G /POO t—SF SHEET NO. -w — of 35 BY_ PATE JOB No. ., rX/jlzlJ/GI "�2tS5�2��y /172c o.IC. rD2 f/t-G-y;.7/7S 1 �(hYNi �I.S>` Iatr.iC/SP,cZ t` .DS�G'%yC/G ZO°p Fkm As O GNEET NO. 13 OF 35 BY__ DAZE Job NO. � n = �w4/�� 2 : Z•z5^"- 4 !" � �'.� �-O,v 'TJcc'? RcyL D-PL-i r— �' 2oal`)/Zy.1G.��l.o/,?=!cotl.r 1 l Y�=28�t/zLl7o� I Sr�� = ��33 ,r :• /ro ua�� <3f-o cak. - Z • uyr 2�¢ � icv�-o �Sc`2. the Phillips Group sheet No. � a A $00v al Fri7k" kp fkm BY.-_ orate 10004 ?Wm Lam, Suke B , SaCTAMP�a, CA 95827 JOP N0. +I I� i i I h �` Z? io¢� ti d= • iJ'JC l/ T+� �Ci2- ,ti_ �O -1% ?ic'r 1 �W"l.- - If"IZ X � �. (ZOp•h loa� .� C'f f'{LVD k �L/Z A = Z5oa�%Z000 = I.25 5� �afL- �J�)ifLP.�•i� r%�Z Sa•�-� hC-Ff..2T J - the Phillips Group SHEET 140 35' Of 36 A Slruaunl Fryinwdry FM By— DATE 1004 Pincer Lena, Sutle B SWAITWMD, CA 05027 JOB N0. 916 061•3671 N-431'43>L 21-,c,-t C r7�Ci113tR-7 01st> I — i 2IsG 4qs� 4mf 12311( jl'7 a : ZZ•S>_ :,5��>L1S.lr,7�`l =, 5y"< ��� ,�• �c, oC— e IS t✓D Ihlt��a�,flai/i'��C.���i:'�IiS�(a-'����i'-2� I GIBLIN Sf OFFIC E a,OE 6172 AASSOCtall SA147A ROLA. CA ?Lea CEPK014E (707) 528.3078 r FACSIMILE (707) 528.283 C014SULTING I GEOTECHNICAL ta..,'. ,.[. •,, _ _.....,_ E N G I N E E R S March 30, 1999 ,P ud "...., s�''4' �"•'• Job No. 2300.1.13 • ��// Capri fink LI eeoeiatee, A 49 Casty street San Fre soisco, CA 94100 Attention: Nark Mullen Castleman: Report Soil Engineoring Consultation and Review of Plano ftai.rway Fodndationc �'apri Creek Apartments Pataluma, California This report preunnts the results of our soil enyinroring connul'.ation and review of plane for stairway foundations for the pinnne-1 Capri Creek Apartrentn in Pataluma, California, wu perforled a soil investigation r,, the project, and the r:ir.ults were rlbmitted in our report dat•.d Aprll a, 1499. In that: report we provided rseommendarlons for a conventionaltlro floor underl•dn by imported nonexpanvive fill and spread footings better ld at minimum depths.. You indicated that a post -tensioned slab foundation system was denired. We provided soil engineering devign criteria for poet-toneionud slab const"ntion in our latter report dated December 11, 1998. Plnns and details preparri by comntocl; Johnecn ArchiteeLs aro dared March 17, 1999, and iadieato that the ctairvays for the second floor will be supported on a drillud pier and grad,, beam system. Based on cur knovindge of the subsurface conditions, we believ* that the foundation system as planned would be suitable for the proposed construction. FAch strirwny would bu supported by a s-tater, of six piers, five of which would be le-inncus in diamat+r and ono would be, 24-in,'ses ir. dianatur. All piern would be ut !ear.t a feat deep. The bnjldinga would be .upported by a pont-tensioned slab foundation. because or the different.:al founda:.lans, some minor differ,nntial. movements could occu:- betwoer, thn prcposed cta.irway:, and the buildings. To reduce the rick r.f movement, the ntairwnyn could hn supported by the pont- tensioned slab foundation. GI$LIN ASSOCILTES Capri Greek Associates, LLC C O N S U L T I N G March 20, 3999 GEOTECHNICAL Page Two ENGINEERS Positive surface drainage of at !cant 1/2-inch per foot extending. at least 4 fast out should be provided away from all foundations. The ground surface around the perimeter of the buildil'ge should be sloped co as to provide positive latornl drainage. The rooC5 should be provided with gutters, and the downspouts should dischergo onto paved arose or splash bloc):s draining at least 20 inches away from foundations. water should he inturcaptad above slopes and diverted into drainage theilitfisa. Ndmeowner and/or professional landscaping should maintain good positive flow of surface water away from and around the buildirgs. It should be recognia.d that fences, walks, patio elates, lawns, planters, etc., can impedo water flow and promote. ourfac. soil saturation. Dtced on our plan review and provioue work at the site, we believe that the materials and methods indicated on the plans are in general conformance with the intent or our recommendatiohs. we note that come of the piers are on apacinga of ¢lightly lens than the normal minirum of three dianoters, cantor to center, where piers are less than three dinnetnrc apart, there could be some overlapping of load influence, where encountered, the capacity of the affected piers could be rechecked using a 25 percent roduetton in capacity to account for any possible load overlap. An an alternative, th3 depth of the affected Piers could be increased by 1 foot to compensate for any overlapping of load influence. We recommend that the pier drilling operations be observed by the soil engineer to verify that the actual conditions encountered are as anticipated and to modify our raconnnndationn, if warrants&. We trust this provides the information needed at this time. If you have questions or wish to discuss thin in more detail, plense do not hesitate to contact us. Yours very %r.ay, GIDLIN ASSO^IATLS A'ele Radford& Civil Engineer 110. 42MIS Jere A. Giblin Geotnchnical Engineer lie. 339 tGY./J Wr+i.ltc!nmr/c n�cr.lx r:a. 1):C.111 Copies Submitted: 3 E'd =,b N41119 J:S J ;^3;9 ES:CS E ..l tft: ti I I Ctpri creak A9soclates, LLC Marah10, 1999 Pago Three ! cc: c::mstoch Johnson Architeote, Inc. 10304 Placer Lanz, Suite A Sacmnnta, CA !MV Atratantion: Phil Johnson Ilia Phillips Group 420 Tn0coni Circle Santa Roam, CA 95401 Attention: Brad Milicr I i 4 GIBLI CONSULTING GEOTECHNICAL ENGINEERC _ I]iT 1D l;:it ia. Ca C... HA}i-OP=99.7UE OBt3H'N COHSTOOK JOHNSON FAX H:. :_:::: 6?s841 p, Op JAtf- ��9A !t9:33 TRbM;LLMACY PARTNERS DEV p,CGTG ID,GS0071221a PACE 3/9 OfFICf 007( 6172 GIBLINT ---�— — ASSOCI [LEPH ONE Asntlin b 7fFs5 Rosa, cn oaaaa c _. TGT) 476.a 07 .. t% O N S U t.TtNGf A Q3 I td ILE (7G7) 828•Ztl1T GEOTECHNICAL ENGI'NEFRS qrP y!-!.�I�.� 6t_caaber 12 1:411"1 creek &1noeiatoo .iLc ,Y f l" (j• dv c,wty st:rant t San Yrancivco, CA 9l10a7 uAY' canticaun: Latee2 Rep,rt Supplertantal lutcommwIdntiono root-Tmaioned Flub rovAactiaw cbpri Creole Apartxcurtn petalw:;a, california Ad You re(P»ebtad, thin Letter report proDunto our ruppltuaantol recocMandatioar r gurdi]ul pout-t:annioncd Dlabv fautdat'iet1D for your platured Capri Coed): Apartmantr. dotrelopeent to be located northeast at Snnona Hountaitl Parkway and routhvest .of tha Catt.1 HUrnery in petal=*, califatnia. Wn perfatvrrd a cmil invantigation for the ptol•oand development nhd the ravulta of (nlr work varu prooantud in a capon dated April Is, 39Da. In LltAt report, vo providad TOCOnWcndationa for a eon7Pf,tional alub flonr undtxlaiN Ly ,jrpQrLDd nunaxparinive Lill and Gprccd fc,t'ingo boltonad at ainiIIux drptllrt. you i0limted Q14L it iv. drn)red to - 2sava Tdco�clidTt;4nr, for a uart-tensionrd rlfthc frnyadnlinn cyrloy, In general, re believa that the cunclusions presented in our rceeDt poll invuatigation rcPQvt vuuld ba aoDllevable Car t::te propo,tud f"MAY-ia]r rysten. With ttln danirtul pout-tcrrcaiencd ulab fuundntion, npaU.al not.Dlarc Cohditioninq oaaoarus say 1]D needed Sb as to naibttLn or reartaLliatt a high cninteru ccntunL in C'w rlpanrive roilr at or prior to the time Lilo ulabo are c,"t. Where post-tunoiorird foultdationu are uoud, the wren within tho planned Dluba end "tending to At: load 5 feet' hayond abou).a b3 Cx.Cavated ro all to strove all old fill r.3ttsi.nlu And a portion "C ttw vesk upper n¢tural aeilu. ThR arenvniiun nhoul-d uxtnAd to n d-pth oC at laart 17 inCbvo bulov tLr grade expauud by f:21 zIOvAl, stripping or planned pad prude, vhichevur in dcC prl•. MR-02-99 TUE 00;30 AN COMSTOCK JONNSON FAX N:. :::::: szssas P. 03 JAN-25-53 17-33 rRON,LroACY PARTHERS GEV ACCT: lV,G50G71221n rnaE 3/4 Capri Cr7mk Asaoeia,on, f.SC Dacesbar L, loss raga TWO GIBLIN vNSULTING EOTECHNICAL N G I N E r R s 1'olloving.closriny, stripping, sod filled Ybailld be sor rxrnvatlon, slues t caro be itled 'it leaa� 6 imchss dooD. T41e aoila tllna should k»1 noiature aail•1S.tlaned t0 at least d Pat'cantagu pa;i $lenllovu ePtia<u9 and to close all ahrinYaao• rsgaka for the compaction.eampaatod 1a at loam so yareeak relative ehoulrl be DlaG Approved, ucavatW and/or ieportbd ti11 kb,. optllntm nt rcant aoloturo condixtotlod to at leer. elflwrtslvh cle act d parcontega Points ybOYe optjmta for on•Djta PrrcenL•. Y°1' aotlo) mild olaiilerly eaaglaocad to at beat Do Wbarom Dean hltarialeanniva nould be kept. elpogod at the planned pad tatlsinlukl alabo aro inn P 1st a tolht conditlan unkil Po 1i t- Pont - the field tilled, or reaointened, an drtatuinad in by the io11 engjneor, ror rrounCl.tjrn eonotructlon Performed morn than one annth after coaph+tion of the rough 4rgdina,.tlle ,,a should bu ahachcJ and nolcturo conditioned, as =oil4 ci . to Provide a blab aoluturn content in the arPanolva soil eraaD. lie rroo=ond that peat-tanaionud a111ba be drteignod in arcnr0anca vlth the ourrent miitlon or the Pout-Tunmicnlnq ASHLituta's deaipn znnu Ij far fwsilo, and Consiruatior of peat- ' Taaulanst! Slan_on-cacao,,,,, na,.a on our fluid anj lanorotory dnte, We balie.vs thvt the falloviria evarago coil preportloC ran ba alulvud for desi(' + 1. Ks c 5.0 tact (rcntar-lift) 2. f„ '. G.D fntt (edge lift) ^• yn 2.0 inch" (Center lift) t. Xe 0.5 inatl U:dgu lift) For design, an nllovabla boar!ng value of l,00u pound,, Par- "guars foot (pof) ran lm uund, Post-tunslonud alaba uhouid ba at lt.ast SD inchop thiok with an 40dltional 1-111ah thiakultd o3ga for 6L'lLLutinq. ilea, tsndonr. iu tnu Slabp should tworpacod no here than �0 inches apart in each dirtchion. Yaat•2rnGit:ned al'abq nhnuld bo undexIain by a au:hlon layer an nubvcloentlY dAsc.idnud- 1 kel.tlw =. .Ctioc r.tar. to M. la•p11r+ a-T d. ...y or rail ""tlltd 1. • p...vd,.ye of e•,rls-as d.y dOnall,f et %b..1nt atu(itl delmlatd la ACtead. is ultc LE. NSX D 3111• 93 1aWt.too7 t=;�act10a tearprou,lu0. pptiLn Deluxe o"t..t ..Srti to ,,Ipv1.S . [sales: It m..ly:i>a drT adral1J. MAR-02-99 TUE 09139 AM COMSTCCK JOHNSON FAX W. : -::: 625B41 P. 04 3AN-25-79 17174 PRGn1LEGACY PARTNERS DEW ACCTG ID 10505712210 PAGE 4/4 1 � - `�1.��a T �p1_ s a-��1 �M �6 B A< I Capri Creak ronociaten, LLC IlMAMber 12, 1998 Pegs 'Threw ONS COTE N G 1 x0lature vappp000rrr will candalws on the and=aide of c11La. What* auiotury nigratioe thrrdp the BILL vwald be darrLtantal an aYa attaa vapor barrier ebould be providad. At < least a Lathan of clean, ioLat I'ded should bo planed over a plastic zcnbranal if 'Used/ to ALd in slob curing and belp provide punctnra protection. Whore gram3l.r r 8'zLalu am ulna Par the rnoonseaded ouablon lnYar nr Pad levslLng, the tbAols nod sage should Psnstrat'e thrculia tbnse uatariala And bottom in co ,.atod pad eQilO to Oct as a nolarara barrier, punt -tensioned slab aubgrade soils should be uniformly aoiurure oonditionoa end provide A uz-19tb and Liza sllrfacet. Thu i "h5rnda awy nand Rupplollantal :aiatw:a cordilluailrt Rrter the rough qggi dlyaedi<vl an the Actual tl= alabs are to be,cr,ot. The soil RAPE should rovicv lt opocifie nits uorvdia:ut and dsvaiop cu43 aupplamantal reeoarrallatift", if nncornarY, it slobs Fro to be cant aura then "a vnth attar conpletlon of t110 vita rough yr,aliny. I Me dust this proviaen tba infornotion hooded at thin tiaa. It YOU -have qunotions or vioh to diva s We is ooro detail, Plautus do not hasitate to contact us. Yours very tinily, GIi1LIK MsocrATF.a �fNIF..l;r {d S�aaA f Leis ltadfurd (/ 4t pYnw Civil nEng,ineer, No. /2612 } g` Jn" A. ciblin 4 �e/rcY`1f+ C+�otsclulLCal latgiaunr Nu. 139 �d11 or W5 f 3lL/tM imY.311/<Ib</r1M! Copies nubsittel: 2 GIBLIN POST OFFICE a 0 x 6172 ASSOCIATES SANIA 1105A. CA 95406 T L E EPHONE (707) 518 3078 CONSULTING FACSIMILE GEOTECHNICAL EIJGINEERS to, "' O 6r September is, 199g Job ' Zia. 2..5g.1.5 (707) 52B-2837 MEN" SEP 16 1999 CifYCI' 1''ii -LjJpA� PLANNING/Hir,.,,,.G (i(Ii1.1i1 Inc. `co'tVdn� YvgLn PUU!r.li1PCY, 25", Wept Dry Creek Road 711 , Haaldsiiurg, CA tO "ell rt r. Gentlemen: MIR -'---_-- -_ Report Soil Engineering Services Casella Way (Capri Creek Court) Fir,i nq�. _ 4 V Petaluma, California I!E1Uii b �C t your request, thin report presents t),e results of our s'611`cngTfiirring observation and testing during utility trench ,_ and preparation slid compaction of paved area subgrade and bascroci; for Castilla Way (Capri Creel: court) in Petaluma, California. our recomnandatious and the plans prepared by Godfrey Engineering were the guidelines for the work. P(Sed_Area_[ KS1 i Latwl Initially, areas to be graded were cleared of surface obstructions and stripped of the upper few inches of roll. containing root growth and Organic matter. The cleared materials and ntrippings were removed iron ti,e site. Cxcavotiorl for utilities (i.e., storm drain, newer and water lines) wetra performed with backhoe equipment. The excavated sells were used as backfill in the storm drain, sever and water line trenches. Thn soils were moisture conditioned and compacted with it sheopsfoot whcel mounted on a backhao. At the compaction of utility trench backfill and compaction, the subgrade sells irerc scarified to a depth of at least G inches, moisture conditioned and ronpacb_d with a segmented, self-propelled, vibratory smooth drum roller. Recycled banereek materials from the wutra Quarry then were placed it, layers, moisture conditioned and rinilarly conpncttd. F!(A)�:��t oil F'ndill cring_ticrvicn Rupresentative samples of the materials used fur backfill, hasurock and present at street subgrade elevation were compacted in our laboratory in general accordance with the ASTN, D 1557-91 compaction test proceduro to determine the opt_c,un moisture _, .:.,. er::..— GIBLIN ASSOCIATES Gatti Nursery, Inc. CONSULTING c/o van Logan GEOTECHNICAL September 19, 1999 E N G I N E E R S Page Two contents and maximum dry densities. Our roprenentative was at the site on an intermittent basis to observe the wort: in progress, obtain samples for laboratory testing, and perform field density tests at selected locations in the utility trench backfilln, at street subgrada elevation and in the baserocl: materials. The field densities were compared ko the corresponding maxinum densities to determine the relative compaction attained. Summaries of the compaction and field density test data are shown on Plates: 1 through J. Based an our observations and the results of oar field and laboratory tents, we judge that the compaction of utility trench hackiil'. and preparation of street cubgrade and baserock materials accomplished under our soil engineering observation has been completed satisfactorily in accordance with a rr recommendations. our tests Indicate that the backfills were compacted to at: least 90 percent relative compaction and street subgrado soils Intl basorocl: naterialu were compacted to nt lust 96 percent relative compaction. we trust this provides the inforrrtion needed at this tine. If you have questions or wish to discuss this in s:urn detail, please do not IlaSitate to contact on. The following plates are attached and complete this 1•epm•t. Millet', 1 and 2 Compaction Test Data Plate ] Surcnry of i'icld Denr,ity Tent Data Yourn very truly, GIIII:IG ASSOCIATES 4(!"(t_,1>�£�dn� Dale Radford Civil Engineer No. 62819 Jere it. Gibl.in Civil rngincer I.e. 19796 Copier, Submitted: 3 GIBLIN ASSOCINTES Gatti Nursery, Inc. C O 14S ULT ING c/o Van Logan GEOTECHNICAL September is, 1999 E N G I N E E P. S Page Three cc: City of Petaluma Building inspection Department P.O. BUY, 61 Petaluma, CA 94953 Attention: Jim Libby North Bay construction 431 Payran Street Petaluma, CA 94952 Attention: Steve Nanak 150 TEST METHOD AST-1 D 1557-91 140 Felerence !Inc • 100,, Salurallen /✓ for 2.70 SpeclUc Chilly 130 _ 140 � j\\ 0 u n U 11p `ur r S U I 0 10 .10 n0 qn MOISTUPE CONTENT SYMUQI Sate; to Souccu Classlficatlon 0p:!mum I""Wmum Dry I Lto',lc:e Densily(rnf). htlr'a CSurp' Ri:Ci G'_Jll !li&'vYr r: li 12G Qt-nice C'eli�1'-P!`""N SA'Gly QAP {Q) 14" 117 T B L I N J h No: sso.1s __ CO NCTIO!1 TEST DATA. T -- PLAT[ ASSOMICES w•1s•9v CONSULTING Date:. — CASELL.1WAY GE0TECHIQICAt Appr: tiC)¢� -- lcamCitEC1:CoURT) E N G I N E E R S PETALUMA, CALIFORNIA 150 - TEST METHOD AS1T•1 D 1557-91 130 � Rcicrence I or 2.70 Spacilic Line • 10J :6 Salurallon Gravity 130 l a 1G L Ta 110..—___ ti 1DO 0 10 ao :a m tlDi; TUBE CD'r F117 Symbol Samp)e Scure^_ _ f.la!;;.!'riicnV`— _—Dp!Imurn Mnelrnum Dry CT Qt-::1to '.v IS.1, lerl•� ;.:.> ! C; :.P;:75 7 120 GI B L I N ::,�.t.s Jbu Nu: __�__ CU"P/_Cl l_!J TEST Ut_TA — -- ^ VLkTP C T* r c ASSOCI- FJ C0N5LIL1114G GEOTECHNICAL E N G 1 N E E R Z Date: Ly.15.99 — n r: � _ �' CASULLnWAY tcnretCRUKr!avxrr rrrnLr%ln. ChuPTntsln ru Location by Street and Station ILI r O o w �. u � = I t U ,, o u 6 j` T E r c 0 , J o Z U > �- ° E cc U Rctnotks I -SS Casclla Way, Station 51+20 51.8 22.3 99 117 85 t Svc retest #3-SS 2-1;S Casclla 'Nay, Station 52420 53.0 17.6 105 117 91 3-SS Casclla Way, S4ition 51+21 52.0 20.7 99 117 85 t See retest k4-SS 4-SS Casclla Way, Slreion 51+22 52.1 20A 105 117 90 S.SU Casclla Way, Station 514.2.5 52.0 17.4 1(15 117 90 6-till Casclla Play, Station 524-90 52.5 19.6 108 117 92 7-SD Casclla Way, Station 544-70 53.0 18.1 109 117 93 S-SS Casclla Way, Station 51+25 52.0 17.5 IOS )17. 92 9.W Casclla Way, Station 51+45 52.5 IS.3 107 117 91 ICI-W Casclla Way, Station 534-35 53.5 18.7 109 117 93 1 LW Caxlln Way, Station 55 105 54.11 19.1 108 117 92 12-5 Casclla Way, Station 52.1 10 53.5 15,7 115 M 96 13.5 Casclla Way, Station 53+'75 S4.9 17.4 116 CO 97 14.5 Casclla Way. Station SS+15 56.1 16.3 114 120 95 15.11 Casclla Way, Station 51-f-61 54.0 10.9 117 126 93 t Scc retest t20-11 16.8 Casclla Way, Station 524 70 54,7 13.1 11ti 126 91 1 Scc retest k19-B 17-14 C:nc%L Way, Station 54 i (A) 50.1 12.5 121 126 96 15 11 Cas,.Alj ,S'ay, Smtion 54 1 56 57.4 12.5 170 126 (is 19 1l Casclla Way, Station 524 6S 54.7 12.5 118 121, 9.1 t 20d5 Casrlt;. Way, Stahl 51+(4) 54.6 11.8 120 121, 95 t llcilows lie tmlljmctcd SS drnoles Saoi6'ln Setser Trench SI) denotes Slone Iham Ttench \Y denotes WaIer'flench S dentlles SUh(adde 1t l(L'tlP{CS ltatcto;l: I` Jodi tJ;. -- I B L4 I N j- - ,� , ' I:PPAIJ- r,t ASSOCIATES , rsr 1 �a;t. _ -_ -- -- c p t S u 1. 1 1 r2 :> I CASIf1.1.A WA C: 10 i E C H N! C A l Ahpr. -_ CFIi.__ __- totem CRUK Coue7i t tti G I 1 ee) nrosln, c5t troll:an GIBLIN POST 0 r F I C E BOY 6172 ASSOCINTES S A N IA 170SA. CA 95406 TELEPHONE (707) 528-3076 CO14SULTING FACSIMILE (707) 525.2837 GEOTECHNICAL ` ENGIill EERS y81.,3Ya 9b..,;9 AUG 2 81998 THE PI ILLIn GROW Report Soil lnvesdgadon Proposed Capri Crock Apartments''"`;; Petaluma, Califomia Prcpated for The Paul Sack Ptoperlics 11, / 49 Geary Street - pi "t I - . 4 r San Francisco, CA 94108 ' ( 9/ BY G113LIN ASSOCIATES Consulting Gcoicchnicel Engineers Dale Radf td Civil Engineer - No. 42818 n It to A. Gibl4n Gcotcchnical Engineer . No. 339 Job No. 2128.2.1 April 8, 1999 y lh. CE 333 At ^_ L. r^.1St GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS INTRODUCTION r This report presents the results of our soil investigation for your proposed development in Petaluma, California. The site is located north of Sonoma Mountain Parkway within the north portion of the existing catti Nursery: We understand that the approximately 4.96-acre site would be developed for construction of 12 apartment buildings. Construction would consist of one - and/or two-story, wood -frame structures with concrete slab -on - grade floors. We anticipate that the development would be served by asphalt -paved driveways and parking areas. Foundation and floor loads are not known, but are expected to be normal for the type of construction proposed, wo also understand that final pad elevations have not been determined. Therefore, the nxtent of cuts and fills to develop level building pads is not. known. During our discussion with Mr. Les Saronian of Barcnian Associates, Landscape Architects, he indicated that the adjacent proposed street grades would, in general, determine the pad alevation❑ an the site, and it is possihle that the majority of old fill. materials in a leval pad in the center and southwest portions could be hauled.off-site. The object of our investigation, as outlinad in our proposal dated February 19, 1999, was to review selected, published, geologic information in our files, explore subsurface conditions, measure dapth to nr•oundwator, where encountered, and obtain - 1 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL E 14 G I N E E R S samples for visual classification and perform laboratory testing to determine physical properties of the sails sampled. We then Performed engineering analyses to develop conclusions and reconanendations concerning: 1. Proximity of the site to active faults. 2. Site preparation and grading. 7. Foundation support and design criteria. 4. Quality and compaction criteria for asphalt - paved driveways and par):ing areas. S. Support of concrate slab -on -grade floors. G. Soil engineering drainage.. 7. Supplemental Gull engineering services. Wong PCIlronHED He reviewed selected, published, geologic and gantachnical informatlon in our files including: 1. The "Geologic Hap of the Santa Rosa Quadrangle, California," by D. L. Wagner and E. J. bortugno, California Division of Hines and Geology, 19BZ. 2. The "Geology for Planning in Sonoma County" maps, Specinl Report 120, California Division of Hines and Geology, 1980. ]. The Cotati and Petaluma River Quadrangle Sheets of the, Alquist-Prlolo Earthquake Fault Zone maps, California Division of Nines and Geology, 1983. 4. Report, "Geologic -Seismic Hazards Evaluation and Soil investigation - H.illcrect Hospital, Potalura, California," by Harding -Lawson Associates, December 27, 1976. - 2 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS 5. Report, "Soil Investigation, proposed Residential Development, Gatti Property, Sonoma Mountain Parke ay, Petaluma, California," by Giblin Associates, Joh Ro, 495.25.1, dated December 5, 1996. 6. Flood Insurance Rate Map (FIRM), Sonoma County panel Ho 060775 0670B, dated April 21, 1991, Fedoril Emeryancy Management Agency (FEMA). 7. "Maps Showirl Faults with Quaternary Displacement, Northeastern San Francisco Bay Region, California," by E. J. Holley and D. G. }lord, U.S. Geological Survey, 1977. On March 1.1, 199a, we were at the site to observe conditions exposed and explore subsurface conditions to the extent of four test borings at the approxi,-ate locations indicated on Plate 1. The borings worn drilled to depths ranging from about 9 to le feet with truck-!, oente d, auger omtipment. Our nngineer located the borings, observed the drilling, logged the conditions encountered and obtained samples for visual classification and laboratory toeing. Relatively undisturbed samples were obtained with a 2.5-inch (insido-diamater) split -spoon sampler driven with a 200-pound drop hanner. The stroke during driving was about 20 incites. The blows required to drive the sa pler were recorded and converted to equivalent Standard Penetration blow counts for correlation with empirical data. Logs of the burings shoving soil classifications, sarple depths and converted blow counts are Presented on Plates 2 thrcuc;h 5. The soils are clasnifiad in GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS accordance with the Unified Soil classification System explained on Plate 6. Selected samples were tested in our laboratory to determine moisture content, dry density and classification (percent passing No. 200 sieve, percent Lree swell and Atterberg Limits) and strength characteristics. The test results are shown on the logs with the strength data shown in the manner described by the Rey to Test Data, Plate G. Detailed results of the Atterbarg Limits tests are presented on Plates 7 and S. The boring locations shown on Plate 1 were determined by visually estimatin3 from existino surface features. The locations should be considered no more accurate than implied by the methods used to establish the data. Elevations shown on the boring logs were interpolated from topographic lines shown on a Site Plan prepared by Baranian Associates. At the completion of the exploration, all the holes were backfilled with the soil cut':ings. SURFACE AND SUBSURFACE CONDITIONS The site is an open field that slopes gently downward to the southwest. Topographic lines on the site Plan indicate a difference in elevation across the parcel of about 9 feet. Fills varying in thickness from abou': 1 to a feet Nava been placed on the ea=tern half to create a nearly level surface. The - 4 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS relatively level area is bounded on the northwest and southwest I by a descending slope up to about 6 to 7 feet high and inclined at atout two to three horizontal to one vertical (2:1 to 1:1). The slope height dec.eases to -the northeast and southeast. Also, two parallel rows of trees are present in the northwest and southwest areas, just beyond the toe of the slope. The ground surface at and beyond the toe of the slope Was very wet, with many areas of standing water. This area was not accessible to drilling equipment at the time of our e>:ploration. Thu borings and laboratory tests indicate that the area explored is underlain by discontinuous layers of sandy clay, clayey sand and sandy gravel to the maximum depth explored. Three of the borings encountered old fill materials that consist of a mixture of soft to medium stiff sandy clay of high expansion ' potential and beau to madium.denso olayey sand. such clayey soils tend to undergo high strength and volume changes with seasonal changes in moisture content. The fill materials were about ] to a feat thick, where explored. The underlying natural soils consist of highly expansive sandy clay that is medium stiff to stiff and wet to saturated. Deeper soils encountered consist , of hard sandy clay and very dense silty sand and sandy gravel. 1 Groundwater was encountered in one of the borings at a depth of about 17 feet. The honing was left open for several hours and the depth to groundwater rose to about 1: fee._ our experience - 5 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL - ENGINEERS indicates that ::uch subsurface water conditions very seasonally and can rice and fall several feet annually. The geologic maps reviewed did not indicate the presence of active faults at the site. The closest fault area generally considered active is the Rodgers Creek fault zone, located approximately A miles to the northeast. The referenced report by Harding-iiwson Associates suggests that the Tolay Fault may be located about 0,000 feet to the southwest along the existing freeway. Thay state that their investigation indicates that there has not been any movement on the Tolay Fault for at least two to three million years and that the area is not located within a presently designated Alquist-Priolo Earthquake Fault Zone. The FIRM maps reviewed indicate that the site is located within zone R, an area that is outside a designated 500-yaar f.loo-- zone. CONCLUSIONS Based on the results of our field exploration, laboratory testing and engineering analysis, we conclude that, fron a soil engineering standpoint, the site can be used for the proposed residential development. The most slonificant soil enoinenr;n.. factors that must be considered during design and construction are the presence of 1)'expansive aIe yey fill materials And; 2) - 6 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL I M G I N E E R S weak* upper, natural clayey coila�that'hava s'!.! ,1: ♦.cpn m;�on ;:potential. " The old fill materials encountered in three of the borings contain a mix of clayey sand and expansive sandy clay soils. During our discussion with Hr. Richard Gatti, present owner, he stated that the fills were placed about seven years ago. During fill placement, the materials received some compactive effort. However, we found no evidence that the materials were placed and compacted under soil engineering observation and testing services, our experience indicates that such fills could undergo variable amounts of total and differential settlemunt. Therefore, -we judge that the old fill; 'where encountered in ,planned improvement areas, should,be completely removed and; :replaced xs. proporly'compacted soil The weak upper, natural soils will be subject to considerable strength loss and settlement when saturated under the anticipated loading conditions. Where evaporation is inhibited by footings, slabs or fill, eventual saturation of the underlying soils is likely. Therefore, we conclude that the weak upper, natural suils are not suitable for fill, foundation or slab support in their p; sent condition. Within building arean, it will be necessary to upgrade the natural soils by compaction.. Also, to help distribute footing loads and reduce the risk of excessive settler..ents, it will be necessary to provide a r� GIBLIN gSSOCIATiS CONSULTING GEOTECHNICAL ENGINEERS compacted fill pad of uniform thickness below th bottom or footings. Expansive soils can undergo significant strength and volume changes with seasonal variations in moisture content and can heave and distress lightly loaded footings, slabs and pavements. To offset the detrimental effects of future shrink and swell in the expansive soils, it will be necessary to initially moisture condition the soils to a hign moisture content to cause preswelling and then cover the materials with a moisture confining blanket of imported, nonexpansive fill. Tfici:eforii; �.:weo beliave that, future heaving of expansive soils and resultant " diutrassato structures.,and slabs can he satisfactorily mitigatedr by underlying floor slabs in living I areas with a'nonexpansive fill blanket. at least 30 inches,thick.� Where detached garages are proposed, slabs could be placed directly on properly prepared natural soil or compacted fill materials, provided the slabs are allowed to "float" (i.e. structurally separated from foundations), and the risk of future heave and/or settlement and resultant distress would be acceptable. Provided the site is prepared as. subsequertly recommended, foundation support for the buildings can be obtained from spread footings bottomed at relatively shallow depths in the rueormended fill blanket. Concrete slab -on -grade floors can be used in ,living,. areas and_can be supported directly on the properly - 3 - GIIBLIN �iSSOCIATES -� CONSULTING GEOTECHNICAL ENGINEERS .compacted. nonaypansive- fill pad with a granular capillary moisture'bieak. We understand that shallow spread footings and slab -on -grade floors in living areas is your preferred foundation and floor system for the project. Therefore, the remainder of this report addresses that type of construction. alternative, post -tensioned slabs could be used for foundation• support. ;We,'canprovide. specific.recommendations, if desired. ' With the, post-tensicnedtslab'alternative,�.it mould not be necessaryto.underlic footings and slabs with a blanket of imported-nonexpansiva fill as discussed above. '1 For foundations designnd and installed as recommended, we judge that total settlements will be small, about 1/2-inch. Bost -construction differential settlements should be about one-half this amount. The geologic maps reviewed did not indicate the presence of active faults at or near the site. However, as is the case in the entire Sonoma County area, the site is subject to severe ground shaking during earthquakes. It will be necessary to design and construct the project in strict accordance with current standards for earthquake -resistant construction. - 9 - GIBLIN ASSOCIATES TCSULTING ECHNICAL ENGINEERS AECOMENDATIONS Site Grad Qq Surface vegetation and grasses should be removed, and the areas to be graded then should he stripped of the upper soils containing root growth or organic mattEr. We anticipate that the required depth of stripping will average about 3 inches. Designated trees should be removed and the roots excavated. The strippings should be removed from the site or stockpiled for reuse as topsoil in landscaped areas. Wells, septic tanks and otha- voids encountered or generated should be removed and filled with compacted soil, compacted granular material or concrete, as required by the appropriate regulatory agency or determined in the field by the soil engineer. After stripping, excavation should be performed as necessary. Within the planned improvement areas, old fill materials should be excavated for their entire depth. In ganeral, our borings indicate that the thickness of such materials varies up to approximately 7 to a feet, where explored. Localized deeper excavation may he needed to.remove deeper deposits of old fill, where encountered. The surfaces exposed by stripping and/or overexcavation should be scarified to a depth of at least 6 inches, moisture conditioned to at least 4 percentago points above opti:.�um - 10 - GIBGLIN --- ASSCIATI:S CONS--- ULT- ING C•EOTE :HNICAL ENGINEERS moisture and to close any shrinkage cracks for their full depth. The soils then should be compacted to at least 87 percent relative compaction.' Approved, on -site and/or imported none5pansive fill material than should be placed in loose layers 8 inches or less in thickness, moisture conditioned to or near optimum (at least 4 percentage points above optimum for on -site clayey soils) and compacted to at least 50 percent. only approved imported, nonexpansive fill should be used within the Upper 30 inches in building envelopes (building areas and extending to at least 5 feet beyond and 3 feet beyond adjacent walkways). Fill material should be free of organic matter and rocks or hard fragments larger than 4 inches in diameter. Generally, we expect that the majority of on -site sons will be suitable for reuse as fill below the recommended blanket of imported nonexpansive fill. Imported fill matarials should also bo nonexpansive and have a plasticity Index of 13 or loss. The material proposed for use as nonexpansive fi7.1 should he tested and approved by the sail engineer prior to i.5portatior, to the site. As an alternative, the use cf lime-tree,ted cn-sito soil:; ' AolatLvo ccrpaction rofera to tho in-plaro dry dunoity of fil',, exprooaod as a porcontaga of naxir•.um dr)• conoity of tho ia.-o ratorial dutcrc,lned in accordance ulth. tha 1,51a D 1557-91 la!:cratcry cc>�.a ct3Cn toot Frocodure. OptiCum ceLab.:ra cDntor,t saf o^a t , At pax L-.aa dry dodclty. - =ho ca.cturo ccntoot G I LIN CONSULTING GEOTECHNICAL EISGINEER5 as a portion of the recommended imported nor;e �ansive fill could be considered. Our experience indicates that weak, upper soils and low- lying areas can tend to trap significant anounts of winter , rainfall and hold the moisture well into the spring or early summer. Therefore, depending on when site grading is parformed, the upper, natural soils could be saturated, requiring additional spreading, moisture conditioning and/or overexcavation to properly complete the building pads. The need for overexcavation of any saturated surface soils should be determined by the soil engineer during grading. Finished slopes should be trimmed to expose firm materials and should be no steeper than 2:1. Slopes over ] fact high j should be planted with Past -growing, deep-rooted ground cover to i help reduce erosion. Foundation 5unnort ;Spread footings can be Used to support the proposed, structures; and should be underlain by at leact,12 inches of properly compacted imported nonerprr.neivo fill. Spread footings should be at least 12 incheu wide, and battered at least 12 inches below the lowest adjacent, compacted pad grade. Spread fuotings can be designed to impose dead plus code live load and total design load (including wind or seismic forces) bearing - i2 - ASSOCIATFS CONSGIBLIN -- EiIM� GEOTECHNICAI ENGINEERS Pressures of 2,000 and'3,000 pounds per square foot (psf) irespectively. Perimeter and bearing wall foundations should be continuous. Where footings a- re underlain by less than 12 inches of properly compacted soil, bearing pressures should be reduced by one-fourth and footings should be at least 30 inches deep and bottomed on firm underlying natural sails. i Resistance to lateral loads can be obtained from a combination of passive soil pressure and soil friction. We recommend the following criteria for design: Passive Equivalent Fluid Pressure 300 pounds per cubic foot (Pcf) equivalent fluid, neglect upper 1 foot unless confined by slab or pavement Coefficient of Friction (concrete on soil) ., 0.30 Slab -on -Grade � ;;Crovided'.the site is prepared as recommended above,, , slab-on-gradcflobra ,in living :•areaswill beunderlain by at. least 30-inchon of. properly compacted, imported, nonexpanniv01 fill. In addition, slabs should be underlain with a capillary moisture break, consisting of at least 4 inches of free -draining, gravel or crushed rock. Crushed rack should be used vhere Slabs are subject to vehicular leading. The slab rock should, in general, be 1/4-inch by 3/4-inch in size, prior to placing_ slab rock, the subgrade roils Should be thoroughly moisture - 13 - GIBLIN A55UGIATES CONSULTING GEOTECHNICAL EN GINEE2S ccnditioned and provide a smooth, firm and uniform surface. Where at least 3o inches of approved nonexpansive fill is used, slabs in living areas can be structurally tied to the footings. Subgrade soils in proposed detached garages should be moisture conditioned so as to provide a uniform moisture content at least A percentage points above optimum to a depth of at least 12 inches below planned soil subgrade elevation. Where less than 30 inches of approved nonexpansive fill or on -site soils are used, slabs outside of living areas should be structurally Separated from foundations. Positive low -friction separations, such as felt paper or mastic, should be used. Moisture vapor will condense on the underside of slabs. Where moisture migration through slabs is detrimental, a moisture vapor barrier should be orovided over the ,lab rock.. Where a Plastic membrane is used, the membrane should be overlain with at least 2 inches of clean, meist sand to help provide puncture protection and aid in curing. The slabs should be at least d inches thick and be ' reinforced with at least wolddd wire 'mesh to reduce cracking. Actual slab thickness and reinforcing should be determined by the f i structural engineer based on anticipated use and perfcrmance. �. Slab -en -grade subgrade should be smooth, firm and uniform and not be allowed to dry prior to concrete placement. GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS Floxi.ble Pavements Based on the Caltrans Design Procedure 301-G, estimated traffic indexes (TI) and an assumed a subgrade A -value of 5, we recommend the following pavement sections be used for driveway and parking areas: Th ckness flr1cheal _ Area Alternative T.Z. Asphalt Class 2 Aggregate Concrete Aggregate Subbase** Surfacing Base* Truck Driveway A 5.0 3 10.0 and Service Area B 5.0 3 6.0 6.0 Automobile and A 4.o 2% 8.0 Pickup Truck H 4.o 21� 4.0 5.0 Driveways Automobile A 3.5 2-� 7.0 Parking Areas H 1.5 _. 2k 4.0 4.0 ` A-valun a 78 minimun '• A -value 40 nini:= The above pavement sections would be suitable for auto and light truck traffic. Heavy truck loading could reduce the useful life of such pavement sections, cause pramature distreso and increase maintenance. Should hea�y truck, traffic be anticipated, we mould be consulted to provide additional specific recommendations. Also, we revor.,mend that thickened pavement sections or concrete slabs be used at dumpster lift points. Future wetting and dryang of zhe on -site expansive soils along pavement edges can occur. Pavament maintenance, espeeizily - 1s - GIBLIN ASSOCMTr7S CONSULTING GEOTECHNICAL ENGINEERS repair of edge cracking, should be anticipated. Increased pavement performance and reduced future maintenance can be accomplished by underlaying the paved areas with at least 12 inches of approved on -site or imported, nonexpansive fill. The fill, if used, should extend at. least 3 feet beyond pavement - edges, where attainable. Conventional curb and sidewalk and/or landscaping with an automatic sprinkler system can also provide some benefit in reducing future naintenanco. The flexible pavement materials should conform to the quality requirements of the State of California, Caltrars Standard Specifications, current edition, and the requirements of the City of Petaluma. Prior to subgrade preparation, all underground utilities in the paved areas should be installed and properly backfilled. Subgrade soils then should be uniformly moisture conditioned to above optimum (at least 4 percentage points above optimum for on -site expansive cla.;ey soils) and compacted to at least 95 percent relative ;ompaction (93 percent for expansive clayey , soils). The subgrade should be finished so as to provide a firm and unyi_lding surface. The subbase and/or aggregate base materials should be placed in thin lifts, compacted to at least 95 percent and should aiso form a firm and unyielding surface. - 16 - GIBLIN rAS50CIRTES CONSUL?LNG GEOTECHNICAI E N G I N E E R Soil Engineering Ilra inage S Pending water would be ddtrimental to foundations. Therefore, it is important that the areas adjacent to the buildings be graded to drain away from foundations. We recommend that positive surface drainage, consisting of at least 1/4-inch Per foot extending at least ; feet away tron the building, should be provided around the building. The roofs should be provided with gutters, and the downspouts should discharge onto paved areas or splash blocks draining at least 30 inches away from foundations. Where irrigated landscape areas abut the buildings, excess water can be trapped in soil layers along the edge, increasing the risk of potential heave of the floor slab. We believe that the installation of the cnmpactod fill pad that extend!; to at least 5 feet beyond the building perimeter should provide an effective barrier to the infiltration of excess waters from landscape areas. Any cold joints below grade in the perimeter foundations should be waterproofed on the ek.arior side in none manner. Professional landscaping should maintain good positive flow Of surface water away from and around the buildings. It should be recognized that fencub, walks, patio slabs, lawns, planters, etc., can impede water flow and promote surface sc!.1 saturation GIBL,IN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS and saepago into underfloor areas, Water should be intercepted above slopes and divartEd into drainage facilities. §Sgppigment aserv!ces We should review final grading and foundation plans for conformance with the .intent of our recommendations, During site grading and foundation installztion, the soil engineer should provide on-sito observation and testing services sa that tho actual conditions encountered can be observed and our recommendations modified, if warranted, rinld and I%boratory testa should be performed to ascertain that• the spacl,'.ied moiatura contents and degree of compaction are being attained, Foundation forms and reinforcing should be checked by the Building Department, LIHITATI0110 We have performed the investigation and prepared this report in accordance with generally accepted standards of the Anil anginnering profession. .;Is warrpnty, either express or implied, in giver.. Subsurface -conditions are complex and may differ from those indicated by surface features or encountered at test boring 10,1ations, Therefore, variations in subsurface conditions not indicated on the logs could ba encountered, - is - GIELIN --- __ AASSocr CONSULTING GEOTEOHNIC If the project is revised or if conditions E N G I NE E R S :tram thosn described In this report ere n different construction, we Shaul encountered during d b e notified lmmedlately so that We can take tiolly action to modify our recommendations, if warranted, We checkn not accept reeponsihility for items we are not notified to , nor for use or interpretation by others of the information contained herein, Supplemantsl services, as recommended herein, are performed on an as -requested basis, ;;uch ear vices are in addition to this soil inyestigation and are charged for on an hcurly basis in accordance with our ,Standard Schedule of Charges, Situ conditions and standards of practice change. Therefore, ' we should be notified to update this report it construction is not performed within zq months, i f. GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEER LIST OF PLATES S Plate 1 Plates 2 through 5 Plate G Plate 7 and 8 Copies submitted; 3 I DM AD N:"Y.ai Test Boring Location Plan and Site Location Map Loge of Test Borings 1 through 4 Soil Classification Chart and Key to Test Data Plasticity Index Test Results DIBTRIBBTIDR Paul Sack Properties, Inc, 49 Geary Street San Francisco, c3A 94108 Attention; Mr. Mark. Mullen city of Petaluma Planning Department P.Q. Box 51 Petaluma, CA 94953 Attention; Elizabeth Dunn . m � Myl I RIFSRO �Z 01 ��• _ .....�..-- ,� shy I z. � 3 ! ,t t r-yr 1 -r 4 7 m •I.IIIIV 411111111Op1(3 LQf OF RARING 1 y = u Laboratory Test Results o ML �N 5 .5 E '.. Equipment �f'. FIGHT AUGEn of flemarks m c fU LIA St rn Elevation — 62.5 n.e. q.,,_oa Percent Passing No. 200 6 6VA fCH), saki}o rri ij m siilf, wet Sieve . 47,6 LL=III PI 31O Percent Fret- Swell = 65 UCIP) = 1700 GRAY•BLACK SANDY CLAY (CHI Per IV) Free Swell = fl0 5 4 medium stiff, wal UC = 1200 17 21.5 102 fi- beromos stiff to very still B BROWN SANDY CLAY JCL) hard, dry to moist UCIP) - 4500+ 50+ i 50 + ' BROWN SILTY SAND ISM) 12 ! very dense, moist, gravel to 3144nch, :1� with trace of clay 1 ++ n a.r V 1 IY Job No:_gm I"J- ASSOCIATES CONSULTING Dart-' 3.21.6n GEEO t _ OTE E I NICAL CAL APPr: <- conWI.J la SUnaua P.n......,n 6w, Lavm. INo free waier er^oumeredl �I 1 _a F RIN 1 PLATE CAPRI CREEK APARTMENTS PETALUMA, CALIFORNIA 2 ■ rl No ..�� I ima p • R ���� ' LOG FiOR 2__ OF INt" I q Irvd Ircoldrd c id.,l � y q � Ir a11a dlill'gp Test Results _ o C 'a o i v - Equipment 5" FLIGHT PI IGF.R Td NO t° ,��, 'Arn Elevation �.32 Date 3.11•9n Percent Free Swell - 70 e Percent Free Swell - 75 7 7 Percent Free Swell 0 00 22 UC(P) . 4500+ 501- 50+ 11.7 127 %' r a 13 Job No; ..—°MQ,2._l._ ASSOCIATES CONSULTING3'31'9Lt— GEOTEC101 I CAL E N G I P E E R S 'Ccnvrrl rJ to +Irndud evuurlixl slaw Ccumr wet GRAY -BLACK SANDY CLAY ICH) Very slifl, Wet to saturated BROWN SANDY CLAY (CL) hard, moist BROWN SANDY GRAVEL IBM) very done, aaturele°, with lace of clay -MSpSL RIM 1-L PLATE CAPRI CREEK APARTMENTS PETALUMA. CALIFORNIA 3 •. n `R n -� _CG OF E1D� fir �(',�� Laboratory Test Results or Remarks o •o c `��? a E Equipment fi• FLI IiT A G UC(P) a 160p n 10 2v° t]l $ rn Elevation 640 7=A4 P Date . •t •p U. - 52 PL =+ 23 DARK R V L ANI RAV •L 1 MA R�(k-- - OF ORq'�' SANDY PI 29 CLAY ICHJ GRgY•OLACK SANDY CLAY (CH) Percent Free Swell 4 60 self, wet 2 13 10,7 102 UC = 1140 16 10,3 Joe 4 heCOmea Very stiff, gravel to 112•inch _ G .: •'' ROWN SiLTY SAND (SfAI very denso, moist, with trace of clay r 50+ 7,0 122 DROWN SANDY CLAY (CL) hard, moist to wet M;(P) = 440D 50+ i 12 I 14 (No free water encounteredl 16 20J 1B G I B L APRJot) fo:A_ 7_91,,, `n�'- �I-�- PLATEAS50CIATES CI REK APARTMENTSCONSULTING Dale: 3.2.5—GEOTECN-INICAL PETALUMA, CALIFORNIA L N G IE E R S r1PPr:_%�_ !1 CanruNd to Gruidud P.n�rytan Pier q��n� j�'�'---^—�____ r`'F Laboratory Test Results or Remark Percent Free Swell - 70 Percent Free Sw°Il o fl0 .OG OF BORING 4 o ue 5� M C.9 c c Equipment _ W FLMHT ALJGFR m Mu c Q(N u � w Elevation 07.1 pate 3.11.98 14 ASSOCIATES CONSULTING GEOTECHNICAL C N G I N E E R S APW%_ 'Lw,vmW Ia Sbndud Pu+amim Biaw [mm.. wet CRAY•RLACK BMW '.'LAY (CH) wet to satufa,r.' (No free water mounteredl ,�G OF GORING 4 CAPRI CREEK APARTMENTS PETALUMA. CALIFORNIA 5 UNIFIED JIL CLASSIFICATION SYST' A MAJOR DIVISIONS TYPICAL NAMES GRAVEiL CLEAN GRAVEL WITH LESS THAN GW ARyi; WELL GRADED GRAVEL. GRAVEL SAND MIYTURE sr Ms FIIlES Gp'+��'' 1, A� M:ORETITANHALFOf F POORLY GRADED GRAVEL. TRAVEL SAND MIXTURE O z� COARSE FRACTION .�...�� �1 z 0 IS LARGER THAN Na aSIEVE WE GRAVEL VITH GM SILTY GRAVEL. GFVVELSAND SILT MIXTURE $ OVER 1295 FINE: w GC CLAYEY GRAVEL. GRAVEL SANOCLAY MIIYTURE W SAND CLEAN SAND WITH LESS THAN SW ear WELL GRADED SAND, GRAQELLY SAND s K uO MAN HALF OF 5% FIVES Sp Sp POORLY GRADED SAND, G94yEllY SA110 O _ COARSE FRACT1 U r IS SMALLER THAII a SIEVE SITE SAND WITH SM • r •' SRTY SAND. GRAVEL SAND MIXTURENo I OVER 121'r FINES Sc •••,� CLAYEY SAME, GRAVEL SANDCLAY MIXTURE ML IIIORGVUC SILT, ROCK FLOUR. SANDY OR CLAYEY SILT SILT AND CLAY WITH LOW PLASTICITY CL III INON ANC CLAY OF LOW TO MEDIUM PLASTICITY LIQUID LIMIT LF55 B1A14 SoGIAVELLY. SANDY. OR SILTY CLAY ILEANI � I O OL I I I I CRGAN C CLAY AND CRGANIC SILTY CLAY OF LO' V W TILL PLASTICITY 2 — MH IACRGAFIC SILT, MICACEOUS CR DIATCLIAC101:5 FINE O7SILT AND CLAY SANDY OR SILTY 501A. ELASTC. SILT z = CH INOR3AtjC CLAY CF WD4 PLASTICITY. GFAVCLI Y. W LIQUID LIMIT GREATER THAN SJ C+TIDY OR Sn,TY LLAY (FAIT OH ORGANIC CLAY OF MIFDIUMI TO Mull PLA5T CITY,`_ aka DR. ANCSILT HIGHLY ORGANIC SOILS pt PEAT AND ON•ER HIGHLY ORGANIC 77 El Cpnsol LL PL FI 54 G. ■ C RkY ILA TEST DATA — Eapansmn lnaee TWU — Un=%Alsdalea Unownm lHa.ial —Canswommn TACU — CaAWICA110 UnaulneO Ti.arul -- Llawa LIMN (in !Y) OGCD — Consoliaalea D,," D,-*cl Saear — Pla Gll<LiMil Iln •Ll FVS — Fnla Yana Snem — PIa311CIY InaeA V15 — Lanvalnry Vane Sneal — 5.0,0 Anallus UC — Un:cnlmna Compresswn — SpeclNa Glaa1T UCIN — Lal,cglory PereVumeler "UnClslu,5en" SamPIA null, Sample FShear Slrenplp, psi r— f,nnpn.nq Posw, , pai 120(1941 220 12SDJI 2750 PCO01 470 TD7 2000 ?Do ' N010 III All 31unAln Teti/ On 2 S- a, 2 a" alas alel famplH unlass aIM'ane mm:aleN Ccmpwssue Sben0ln GI D La I N dob No: 2129'A SOIL CLASSIFICATION CHART AND PLATE ASSOCIATES Date; 03•31•99 KEY TO TEST DATA CONSUL LING G E 0 T E C H III I C A L n�rr Appr: �� E N G I N E E D S CAPRICHUYAPARTAEN7S PET.ALU\IA, CALIFOR,VIA the Phillips Group A Snutlua/ Enyfnoonn; rim 10001 Plaoar Lane, SuAa B Saoramanlo, CA 95021 01 Bg01-Mi C91OP-1 6&--Ek /?PzumeXrrs Pc. B„EUND —,la-OF AS Fly DATE C fA RZL�I TFGTS JOB NO, THE FtiLLOVJ/M4e/ 67RUG7012,14,_ 1,21 70 /PL4A 1 CHr- aff- CommW-NTs IIRIwcaro -rb PHI"t;? c^,Paul""'-, .54mv+ Pasq, C-i ,va 980 Dyn-a 5�=P, z.4//59$, P,ryeE sc� Tics�er �a,�1,//�a 8Y owv��z 42 4RC-k/7Z-zr Z> TLarisc 5EZ-:-' so/Ls 1zQr S�airlrrrEc� ow.J�Z a2 4r C,4I72Z-T 9 B 0 5 9 9 RECEIVED gi" 7HIs 7imc otx4-o Lire v//c.L_ OCT I q 1998 Fp4gl rza 1!/llz�j 1HE PHIILIPS GROl1P i?� ��br' Ste" A SI �rL GaP_l2Ef-770w-/, �•� ZDI Coy-IC2L'rEC%`�P�I�liY1L-_:.� LG-'SS jNClzlS�„ '`� �2 Srct_ / 32 �2vJecTia�! z Z?., `jolL.s ENGr�ut��]2 /S �Gailr�ltl/.✓e.l �t?a-IS, �•t 'Y• �Yl I 7° ��-'�rr7 !F lT /S Rrryt'oP+zrgT�. ',�^�-%Yll-l-`i•Y--'-' il�'j�Lp'}Sc' °-�E T.e:lrj•I4._ 3/>f�•T F^2 1ti,7=2102 the Phillips Group BHLETw. e,67�7-er�Z A Sfruawal EnDinwwv Fam ` 10304 Placer lzrw, Suam 8 DYE_ DATE Sacramonlo, CA PS827 J08140.__ 0161361.3871 VeTML- CSI SNaws /!/I Sd2Jh2C i� 2Ezo c1 ya-rzwvs, c/rt_cw �rr� n T4 b1�1�&,:tDt� 4 Scz�Ytrzc T'TLr� �,Ic. (?/Sl 'Fi t- (7E7�1�5 /1?-4r3 P'h rllalq tic 4x4,- F,'Z Cc/L2Ca�%y/, !�, /�/J�Y�'11F�"2(�'jV/L.�' %C/w-/✓'02GrvC'J, I�,t'L/i7TcG /2i Z-_ T.l'•-Au/�•+.IL� �� L�r-'�37c- 'rb ,"'�':` f7?✓UiTJc`1J trrM=P504Igr3A.3;./cal,.raltil&k15pr../rls� :•a the Phillips Group S11EEr No. A Sfwufal Enpinaenng fkm DV_ DATE 1D]D4 P11cor Lane. S09 8 e...__.__ ... ....,,. JOB NO. 1�1�=C?�I.S/r-�m:,,�,lro�•F23/���y. b}l�>>u =>x�.��"lZ�z � �rN1= /,5,c�?.o SXLILz31.5/Z�-23/y�ll•s> �7Z 1� _ ��5(o-�a3¢� 3 ' S�Jo Z' �sd��I:.AJc uKlPT UNtr 39% 'FY.11T1S f"✓� GoI�EvT1',I,l, U,u 1 r 0- FiZoN i J ANa ovGr� et�wc�, 0141T E �Oe-r W/-t-L- h; .5o /a -S k.,� 11-11 pogo- 711Ice S ` S 17:14n brHerL nYZ� 7711)-�-4,I4q A(Z ����✓G R7 i^? �02 [>VC 2TV12rtta (L� Jry��l2.. CJ%I�INh'�-- Clli"LG✓c-.�-�rl�.c/S, :5, -'75 .�G^ 5 iMrr P.�ic a..ars 9>2c 2 STD y �r4.,: S �O/Z. Co22FL7%J,�h, I 1 xmmnmmm F, NTAL REPORT `� � • I'?traPARLll 1 Fore FRECEIVETJ MAR 2 7 2000 eUILDligG ow. CA.PRI CIMARK APARTMLN'T.9 P11,TALIJA'MA (,A CkY Of pstek�nrr Arn)or.a . LP1 Pro kW4wuJ',, alA'M lYrdN' Rnr.-xlrc" R44c F.viIry1N -- � N'nMo tWstw awlrra Co eqy few Faulk! np 6h4rAc) . i 1 ; FILE Cop _ Y ,i '� 1Ah (bhrr 1J)�PSu ka.I rO ro1913"ir:im(101J •: Itmc 701.411 (i10 ru 11J F1nfN11 VRT a i FINAL REPORT PREPARED Foit CAPRI CRErm APARTMENTS i f -i i ..i PETALUMA CA ,I -1 M%IN OI71t[ 10 14 0 St=R"I PO R4917W,NhlVA9S49: 1Runc 701877 URn I'+r 7n1 E7F 4111 $unI10 I1111.1 Pn 11111Wl ''!If.•I'A94100 :.I i INA Prajectt Capri Creek Apartments D,ile: March 10, 2000 Petnlumn CA CRT No. 99016 r 14 FINAL REPORT LABORATORY TESTING S INSPECTION AFFIDAVIT This is to confirm thni, based on the illmwetion, testing and observations performed, it is our opinion that the work observed mill tested tuns in substantial complieure with file alpproved phials and specifications and file rules nod regulations of the Uniform Builders Code. Periodic reports of laboratory tests and inspections as required to flit performed by and as previously submitted by amum1fm1(@'S1:,iNG71 d' 7r.;ti'1'l,\'(:and inrludrd in this report are its follows: 0 CASI' ONf1111SI ECYI.INI1611TES IS 0 CONCRETE PLWENIGN'r INSPI';1'1'a WN 0 I' lla.tt INSPhI•t'ILINK 0 \h1Na�ti'I'll,\NI15'fli I;SSW17 0 WELIliNO INSPECTIONS INS This confirms that I have reviewed the nbove reports and to the bust of my knowledge fill of the above atatemants arc true. COLUMBIA RPSEARCH t@ TESTINO Oil lt. !'oindcslcr, CE. Pl; � 1Ko nl a awl Principal Lngincer C=.•I• i0 Od;00 \ s• con . M lry lh'na I014eStm ftrvJ 1-0, tan 971 CA9Vo7 t1.rx'a::,r ln.a Fa, 70763E(all S 4" 1.1 tit OMIT I'll N11 U33 ❑helm CA 0431Kn 11vnr'A7 W.' Ilrrt =LRT j PROMCT: Capri Creel; Apartments f+ DATE : Petalluna CA CRT I'll:39m h WELDING INSPUMON VF.RIFIFI) Phis reP011 includes all work for Wild Milk Vineyards Production Building and is made in 11cc0rdaacc with the requircalca[s of lhtirotnl Building Colic and A\VS DI.I I Nance or Project: Cnpr! Cret k Aparducnls, Prinlunul CA "1 ._1 Gcncral Shdenlcat as it, status of Work: 1 .. 011-811t, itr.,1weli011 I'U/I!(rla7l'll In ra't'OrIli tIt Irl //!l' up/Nut•ed plwrd and %IWOr rIUMIr. This is to cunfirru that I have read the abow reports) and ;;now tilt contents Ihercor, [lint 1111 (lie above statements are true and That I I;noe' oral)• urea pelsoaal k110%%1 1! Ihal all welding during lire period covered by this report has been perfonaed nd mmcrials used and insta(led, in everytrraterial respect, are in compliance with tilt duly apploved Plans and speciticati0us therefore, and -� that I bee used all ratans I decnwd nccessan• it) delcnmiuc tie quality 0fthe welds. i COLUMBIA RES!iARCI I A TESTING i (9 � � Nilcbn—,..1 2-0371 l� • li %t Us 211I" 10140 S:arr 11'W. 'a ltm CiS\11Q14CA"49'IN¢e 707 slI r/r:0 Pat 7a73is.(un 5srni.ur D�mr rom,r (ns ait,•j, Cpotlou Wine ^u�(a: u•n -' I CONCRETE PLACEMENT EiSPECTION REPORT Ecy—QPdSIUkAvnnmmt._—_ ntrn cor• I M H hey D"LL-ULZ-L'99 106 No• 99016 ConrreLrS31PI111.E*"'�RM U„• ��qg Struuctmg; Slab/Fomin¢ B it Idina 10 _ W0IIler 1mrwI- _tULTemo' 59�n Std. A5TM C__ tqL_ -"�> 9 �110440 >•�+ u;[u; 6:40 6:45 6:55 10 Sleb/Ftg B158.10 3 3 1/2 60 4- 6:00 o 110441 610 6:45 7:08 10 slnbTtF 3 1/2 71 a 9 110442 629 6:58 7:20 Bldg.10 3 9 110443 6:30 7:03 7:30 Slab/Ftg 31/2 9 110•444 7-50 7:20 7:40 Bldg.10 31/2 9 110446 7;07 7;30 7:50 Slnb/Ftg 4 9 110447 7:10 7:40 8t00 Bldg.10 4 112 9 110448 7:25 7.55 8:10 9lab% 31/2 -- 9 110450 7:37 8:07 8:20 Bldg.10 3 4 7:42 8:15 6:30 Slab/Fig 71/2 7:55 8:25 8A0BIdg.10 3 ]1104 8:17 8;50 9:p0 Glab/Ftg8:25 8:53 gm Bldg.10 4128:30 9:00 9:20 Slr,b/Ftg 3 COLUr iBIA RESEAR 11 fi TESTING m f.1Jtr 01ne[ InI405,Ja Rfud PO. nna 911 K'��Sµ�f.A 91J9: ITrc.,e ;n7.817 (q;n Fu 707.fi11 [411 N-7J'7.r.i7T 0nrrt PO. not to$%Vfjo CA 7n7 f42rryp Cl 1 'llll Inl l l o III 11'. Aucl lA IL1(L\(J CONCRETE PLACI)MENT INSPECTION REPORT prnjnet Couri Crea Anit[tmonL (antrnrinr •T M Fler heX LGIer 07121100 fJ) 0001a Conrmle Sunul!nr • Slim No: 7299 +S1r�1C1!1IS.';�re1ll�1LE4Pclinc T Wo-athar pyeranxl Tomn: G2r Test.-$1j.@ AST'M C143 lered Slen 0 Trnns. Na, I1o457 Time antchod 8:37 Ardvo On J.b 9:08 Find Discharge a:aU Wetlr Iavetlen In ntrurlum See Fig F:ot. at 3 Cuncnrte Tnmp _ —Lyr. Cnet 0 110411F 8:60 0:20 O:AO 6alow 3112 0 0 110415-9 110460 o:00 004 0:25 0:33 0:60 lo:o11 3 4 71 1 —1 v I !1 I10t(Il 0:It 040 ]0:1•t -- 11 0 1104G2 1 MIT 0:30 1O05 1020 132n< 10:3f 3 1/Y 8;a7 0 ti 3 134GG iata7 l I104a8 MIR 10:0r ) 13:2 0 10:23 j 1o:4a 10:33 la:uo lasa 11:1a 10:45 10.rr II:07 _11vso 3 i .! o Nn M13 r zs IUA EESF tCI1 TE TESTING n 14 �• ti M ms tbncc IDIAO Start Rnd PO.aoW)7Win.7mr CA9349: llt�.U7"'M.20 Rt71776!mil Slrtlrlrl tbttrr, Po Pm1Ms Villllrl nit"l'...,. "q'g11 r1/�I rl' , 1 1 1 1 1 1 I t i 1 1 1 1 1 1 1 1 1 4` • f 111,1: )IIIL\ilhll AILC IA 1'I krlm(I Project: Capri Crook Apts, Petaluma CA Data: 07/21/99 CRT No. 99016 CAST CONCRETE CYLINDER COMPRESSION TEST REPORT Contractor: J. M. Hershey/A & D Test Sld :.ASTM C42 Supplier: SRM Cyl. Size WO x 12" Cyl Cast By: CRT Mix No: 7299 SUMMARY DATA 3 TEST RESULTS Date Structure Field tab cross Age Max Strength S cf'd. fc Mark No. Sectlonal Area da Load pet BM Fig 1A 1407 28.24 3 71000 25'11 07/21/99 Slab 1B 1408 28.24 7 92000 3253 3000 PSI Bldg 10 1C 1409 20.24 28 1300D0 4597 1D 1410 28.24 28 131000 4633 BM Fig 2A 1411 29,24 3 59D00 2086 07121/99 Slab 28 1412 28.24 7 82000 290D 3000 PSI Bldg 10 2C 1413 28.24 28 124000 4365 D 1414 28.24 28 123DDO 4350 BM Fig 3A 1415 _ 28.24 3 6200 2192 07121199 Slab 3B 1416 28.24 7 81000 2864 3000 PSI Bldg 7 30 1417 28.24 28 121000 4279 3D 1418 28.24 28 1220D0 1 4314 BM Fig 4A 1419 28.24 3 51000 --I P03 07121199 Slab 4B 1420 28.24 7 77000 2723 3000 PSI Bldg 7 4C 1421 28.24 28 1160M 1 4102 4D 1422 1_28.24 128 115DD0 4067 COLUMBIA RESEARCH 8 VESTING piety Omer 1D140SnvK-W1-0. 11mt OSW:JIM CA 0(Lo2 ri t TO'.t)t010 rn T0l !?59111 'S1111111,: 1111111PO not laS •:a lryo [.\a+.on IT••,,r )PT r.r f+rNl ru ,taqu.� lu>,i ntu7r.� Yisnnl CONCRETE PLACEMENT INSPECTION REPORT t•rom [nrtt clseb An,nm 1Is P tAll mL-c& Contnaor: J. R1. Hersfgv 1171te 0D2 M _ 2cb No: 991 6 collact Stl UrrrLCiF'�1FI1`BCI Ra'1AV MI[ Mir No 729? $tp�fjur 4, sidlufu�? AnnA J 1f1S,; a•ete,a AirTesnn' 56- - y�g,�Asmt e143 Load Site Trans, No. Time Batched Ertire On Job YInA Blsbarke Water Incatlon In Structure EN. SI Concrdc Temp C)I. Cut 9 li0sJ9 ssn 6:20 aso 0 1 a n o Y IIUSJI 3:31 6:70 7ii0 0 7 - 11/2 77 ) 9 1IU5Jf1 G.p(I 6:J0 7:15 0 J J IO 72 U 9 II0542 6120 6:51 710 10 J J 7j p 9 I10547 610 7;06 770 0 5 712 9 110344 11USJN 6V8 7;25 7.20 750 7:J5 8:10 10 77 6 J 11JYI10531 J 110352 I10597 713 7:75 R.01 8:10 B:IS 8:138:33 8:71 8:d2 N;23 8:J5 9:50 10 0 0 0 8 9 10 II J1U319 7 1/2 71R 31/2 r-73-0 I 71 09 �0 I it 161RESEARCH R TESTING mS..OmR 101/OS1an Bad P.O.noc9)3N'iCA95+(J }Tone iM.8770920 Fu7p; all P111 $UL(LItl: Orrlrl: ro not (03 cneync�w7on pm.•e'07 (12 (M4 I w It U1.1 \I II)%IU�1 PrOleck Capri Apls' Petaluma CA Date!07123109 CAST CONCRETE CYLINDER CRT No, 6DD16 COMPRESSION TEST REPORT Contractor: J, M, Hershey/A & D Test Std.:ASTM C42 Supplier. SRI I CYI, Size 6" 2 x 12" Cyl Cast lay: CRT Mix No: 7299 SUMMARY DATA 3 TEST RESULTS 07/23189 AB R 18 (2 17000 Otto 3000 PSI Stab tC 1484 1405 28,24 28.24 3784 28 SP SP Ci123/199 ABBR f 3000 PSI I Slab I 20 I14867 2C 1488 28,24 128 28.24 18�00D 33147 925 28 SP SP ESTING _. 10140 Starr Road • P 0110. 9)) 1 Windrm Catl WMA 95407 • Phone' ,V-07.0920 Fe. 707•138.0411 tto4%nn,.lt1%'I 9t, Irn.uu: CONCRETE PLACEMENT INSPECTION REPORT Pmiecf' Cnurl Crnnk At�n.rmenie 1'ntnhtilln CA contmetor,yhl. llerrhef Data, 071291DD �9llCq:lC.cuitWlllCL,S6A4toaol lirndv M1z M' & 7299 �kllflll2s..lA4.i31tlldiec-d _� I milieu Oy0rcust Ajtlr=I 5d° T_ est CI _SST1.I C149 Lund 'frnn9.=BKtchtdOn Time Finnl —I.uculicn Eut. Concrete Cyl. Sire No. Mchurge Water In sl Temp Cast Stmeturr. fl IIW40 p:16 1 6:25 0;31; 0 t _ •1 '!d 3 O 110050 6:55 0:30 643 0 2 6 I I W51 0:06 0;30 055 0 ;1^ 0-' IIW52 0:20 6'48 7:OD 0 p `q g — "— U 110653 0140 7:10 7:22 0 110055 G744 717 7:2.1 0 6 — II0656 700 7;20 7:47 U 7' --- -- a 7 IF— 7:40 759 o e- -1— ii 7:26 �7;50 8.05 o •• a" -- IIW59 D 1IDC69 7:85 — 8t05 8:17 p t0 -- !) 110001 0:W d:'l0 0:40 0 12 0 • IIOW2 8:W d:3D d:53 0 13 9 116(m 0:15 S:SD O.W 0 ll I IOW 1 d:55 D:05 0:30 0 15 ���� COLU�tI11AilF:SF,rViCHt.TF i7NG SIAN OMM 101605LM Amd P.O. Bm 935 INL-Ot CA 95472 TIMM 707.1137.0920 Pat 707.5390411 S t7rU" ()Mcr 1:0. Bee W VAllrye CA 9490 Ilene 701 6t5 "I I .t ' 111L1'\1111 •, R141. ,1{I 11 h ll':117:ti Project: Capri Apts. Petaluma CA Date: 07/23/99 CAST CONCRETE CYLINDER CRT No. 9901 COMPRESSION TEST REPORT Contractor: J. M. Hershey/A 8 D Test Std.:ASTM C42 Suppiler. SRIA Cyl Cast By: CRT CA Size 6" O x 12" Mix No: 7299 SUMMARY DATA 6 TEST RESULTS 8, Marllk West Figs 1A 07/28/99 Slab on 18 3000 PSI Grade 1C Bldg. 8 B. fdarlik South 2A 07/20199 Entry Slab 2B 3000 PSI on Grade 2C Bldg.8 2D B. Marlik North 3A 07128/99 Entry 38 3000 PSI Slab on 3C Grade 1523 I 28.24 28,24 128 I 17000 05 76001 I 41143 2617 1522 28.24 28 125000 4420 1624 28.24 05 I !17500 2032 1525 28.24 07 � xclo 2334 1526 28,24 28 109000 3855 1527 28,24 2B 110000 3890 1528 28.24 05 71D00 2511 1529 25.24 2B 114000 4031 1530 28.24 28 109000 3855 VUMj13lA%RESRCH TESTING '%1 uv 01nrr 101" Stet ROW Pp enr Ot? 11':y1un CA 9940: rhme 707 li7.0U(0 rar 707 M 0111 5, ol'I'0"Ic, PO Rn.fO!Y�Pr•o1',, a��en l9:rr 7ptr,g rron J CONCRETE PLACEMENT INSPECTION REPORT I'roiecl' Cnnri r ek n�rr,��nlnlymn �A on rn m�J,�llerehm• _.1 D a• 05419 .._s.h Ne:. 2MI6 y Cen^rote 4unnlle._ rynl nemoe___t fi�l�r• n1(��_ f�jEpj20D _ Sln19111 • FmHne Slab Dlde 6 • i SS' ber;; QYLtiust Air Temo• 621 Test Sid Land Size Trnne. Na. Tim0 Hatched A•rivo On Job Final Hina'7vgc Water I.nraUon in Structure EnL 1 Concmte 61 Temp CI-1. Cnat I110D08 6:65 0:30 0:40 See Helan• D I1000D 6:02 G:33 660 ' D 110610 0.07 6:40 058 •1 is id 43 D 110D11 U:33 660 7.6 10 0 I10912 6:40 7;06 7:12 10 D v 110:113 6:40 7110 720 q 0 110167:2G 7:35 D IIUD10 7-W 7:3G 745 3 78 3 _ 0 II0917 —Flo,) —1d 7:OG l 7:40 766 ll 7:16 8:16' 8:10 10 - D 110D1D 7:25 8.10 8:20 10 D 110'J22 7:50 8:26• 8:40 i ,J COI.Ut B11%H SEARCH &TESTING 1 1L _1 .� MunOmtt 101�0 SLn P.osf PO. Oqi q])N1rd,or CA 9y�g1 M9 707337,09;0 Fu7079)l0411 S,pinrl npr"' Pn nr., n1,nn w.--r,.i•,rrr I R L LII L')}IItI 'ItI III 111 11 A 11 ..11,%(, CONCRETE PLACEMENT INSPECTION REPORT PXgt-ct: Capd Creek Apartment La . ma rA_ C.nnllnNn,. 1 .. }lersho oncrete u lon> . aplljoppl Ready Mlx Irvcture: lab or�rade • dathcr oy rca5t Air TOmp; 87° lgst Std_ A TM_C143 V COLUMtJ A RESEARCH 6 TEST G G LG • \tuv 0"ICT IONe StI. Raub PD. Rw 933 Wmidmr CA 93492 rM.r 707.6)7 0r:0 Fu 707 a)C (411 SV rl t t9r 0mrr, PO ll,, !-I UJ 10111T m7 L1; (IINI j RT CONCRETE PLACEMENT INSPECTION REPORT ' Yn,icrP (`nnri. ]�j�y�. �, _Ptlilumn •1 Cont n ior .1 Tj,jja,j, , _I QPjp•hR/11ff)� 1 1 � �'.Q�lo SnnnllGr' Sr og(gp➢I ji���__�tix Nn• 72(1P _ •., Str„c1ur4:..,5lultut�GctJe v, y� i:ol.uaun.tittsevlctt � � r, c tit �-a �v p , � Qr a4 AtuNClrna 161jO S,at RoW fO Oo, a71 K5n:1mr CA95797 F1xxc l,i�Q •:i� �� f 8 + , Cmn�u fb,n', ff, Hn rrt i:..., r,, �, mn :. _�.-n+a;.rnw ' �� .. , •. �c Cul.l;h1➢IA h. 4.11i91 k Hs7f G CONCRETE PLACEMENT INSPECTION REPORT I.'t➢1CCl�.➢lUJ.Sftf�.l�pilLlnt^nte�nhnnn f`A (`rn!ructo�R k I7�. n! tlprnhr,• I7tst'�' ORI1fV09 9r1�f➢:. [NN110 1.tul:[lllr Curnl' r AoL�xlonol R�ith� Gi1K _ Glix fjyy'Hln 5icttslll[➢:..SIuII_➢nSr[n!le__ P.'1'➢lllnr OvUret et 11 1\mf'02' Tcu(Sid, A 'r�i 143 I.cvsd Size D U A-_.f._ D " U Trunn. N➢. 113301 111362 111363 111,•SO4 111305 _ 'Itimo Ilulchctl O:W 5:fi5 _0:04 6:20 fl Mrrvu On dub 0:25 O:YD G35 0:50 O:GO Ifinel Dinchnq[r O:4a GIN' _ 7:00 _ 7:I0_ 7:10 Lncnliun 1•st. Gsncrotc Cyl. Witter In �41 Temp cast _ 0 SltuSet+1'i•cl�sm - �'_ 7 _ri d I/•1 76 �t 0 -- G —'— -'— _ 10 - 0 --- � `-- - •11i•1 20 "- n 111300 6:3.5 _ 9 II1367 0:45 1113Cd1 0:52 _ 7:05. 7:I•l 7LL•_ 7:40_ ._._7i _7:-00 _I) _ _ I! 0 _ 11130U 7:fNl - 7��10 7:50 10 111370 7afi —7:40 7:riu 20 _ "----"-'-j"— --- •� _) ' 11137� 7:3s H,W` --=_.1 _ U I11372 7:35 a,o5 8:05 A:2U 0 l D _0 �!) 111373 7A) 11137-1 7:55 i i 1376 8 (X) 8:16 _f_ 8:30 6:25 N GOGU I 0 _ 0 SI 111370 H:10 I11377 8:30 ~A'32 8'40 A 55 0:01 9.06 0 i --"- 0 3;V4 D 111378 111379 7_M10 915 Oaa 77 t _15 '— _1 1 11360 !1.9J U:15 9:30 0:45 1_ 0:50 0 )118A•l 9.45 IO:IN I 10:•iG _0 _ Il I 1'irre _ lAdg2-3'iern-I&2 IIIdg 3-Hem -a 8.'t ^T �r'�"'�47"'.�--�-•. ^ -- j 111Jg•1-Piers-5.0,7,k8 Bldg 5-Pion-O.Io,11,S12 •s-. t - 3. RIJg a-Picte-13,4t,15. 6: Iildgl0-1'icrs-17,IA.It{,&20 Iti ��. __,, _: �� ( I 'Ip ' r' -i .,I,: �{ p"'•ifi .1, i' { I , 1 tE COLUAIllIA ItEAE.U{Cll (s TES`i G �'Ba86 'rlly r-Icr R Muv prn¢ Inu➢$ILT Rnut PO On,v)7N'+a,lsee CA9539: ilone T079J7fN:0 ra. 707911 Nil Guintr flit yr rll Mr M<t'��...f �nl'nn p.... •d`r�,•rrne golu mom"mu MSTI CONCRETE PLACIMNT INSPECTION REPORT ' �'r•clt Cnnri (:rrrk elnnrlmrnla I'nl IUpll(�,'rj_ _ Con(r(IClJC�1..��..t Diftoil <;p( auu Sanali , , Fehng(u ItC➢lt\I�iIT nl)<K Nn 7" �rl _ SYen(Ucr:SLrrs(uL11id'uun• n�.T_rlSlsl ; ,5ti•r"+ �l In;i _., _ land I'nun. r 'Pinta ` Arrivu I'innl LtxulionT I:xI�C,usrtl Situ No. _ i Hatched I On .10) 1 Di;lvhar;n 1514der In I SI j 'Temp O I I I L19A I Ib;AO I I1:(X) I I«'.0(1 I (i I i'iaro 2 Y. 06 j 4 I11J9 8-1'inrr-17, M0,20 Ding I - I'irrx-'d1.22,2:1.24,25. 20 111d9 I (1- Plcrs • 27 col.ununa lnse,utun ,� •I•rsi� (; - , Alu.Omn IOIAa5lurRn+li•O. IIm 9??NYMiat CAOUo: iLo^.e 7G1 (?-(n,e /'at 7U76?ti (411 $UI I I Iir f111i11 I'h N'.� M, \S��ryn ('\ of ppn hvs Yp N?, rlYM ,1 }Ie11Id 11 µ(114 11111�G Pr6jert: Capri Creek Apts, Petaluma CA Dale: 08/11199 CRT No, 99019 CAST CONCRETE CYLINDER COMPRESSION TEST REPORT Contractor J. M. IiersheylA & D Test Std.:ASTM C42 Supplior: SRM Cyl. Size WO x 12" Cyl Cast By: CRT Mix No: 7299 SUMMARY DATA & TEST RESULTS Dale S cr''d. re Slruclure Field Marl( Lab No_ Dross SOGtlonal Area Ape (da]- Max Load(psi) Stmnoth Bh1 SOG 1A 1689 28.24 07 670000 2372 08111199 #2 Fig lB 1690 28.24 28 115000 4067 3000 PSI 1C 1691 2024 SP SP SF BM SOG 2A 1692 28.14 07 6590D 2293 08111199 #6Fig 213 1693 2824 B 94000 3324 3000 PSI 2C 1694 20.24 SP SP SP 0M SOG 3A 16PS 2824 07 6DDD0 2829 08111199 #11 Fig 3B 1613 28.24 28 113000 3995 3000 PSI 3C 16E17 28.24 SP SP SP BM SOG 4A 1698 28.24 07 79000 2794 08/11/99 #17 Fig 4B 1699 26.24 28 1000D0 3536 3000 PSI 4C 170D 2824 SP SP SP BM SOG 5A 1701 28.24 07 10000 2475 08111/99 #23 Fig 5B 1702 2824 28 116000 4102 3DOD PSI 5C 1703 2824 SP SP SP L( ��% COLUMBIA RESEARCqa,1ST(NG \I U\UIIIU1: :dl 1, M."ll.1.4 i'OII'. v I I 1""NI V%u'.(P: Them :M FP In:D Fu 7fl7XR e11i %16l I I IT (I It 1i' 1'01('-1(a'S%.11•.. ('19v.11'1✓ r.r;t1; LI: G,"I .ART CONCRETE PLACEMENT INSPECTION REPORT ., i C[416]:.C�^-- Crn�A>ti-mem• Paatuma CA M herd-s �� Darr n9�Pro9 Ccncrere iumPirr 5r�j_u�.,,.r o....s,... �—�-`tt'c1:17�9P .%aMs_• Pbsi Tmjrp_M on t3rode — 18 totv�mr.�nesranr �1 us Onic[ l0110 S1Oi R:y! FO R>r o)70.'iT:crG pS492 IT.rnr-07Imn:0 lu!O1F8 C�It I -I 111V i N11III iNl IIe 11 7I So. I'fu)nGC Capn Creel: Apis. Petaluma CA Date: 09/09/99 CRT No, 99016 CASC CONCRETE C\IINDI1R COAIPRFESIONVITS17 PEPORT Contractor. I hi,1-lorshey/R 8r D Cont. Test StdaA57Af C42 Supplier. Sebastopol Ready Aiix Cyt. Size 6"Ox 12" Cyl Cast Ry: CRT Mix No: 7299 SUMMARY DATA do TFiGT RF.SUI:M Date Strttcium field 1A6 Cross I Age Alai StrenRtit Sp&d. Alark No, Sectional (da) l.oatl (psi) fc — I Area H, SOG litdl,. 12 IA 20&1 2,8.24 (17 671100 ^169 Alcxlrano B3 C? Fin A III pass 28.2.1 28 110000 3890 1)()/09/99 1C M16 28.24 Sit SI' SI' 3000 PSI H. SOG hldg. 12 ! \ 2087 28.24 07 65000 l22(M Aiedrano 46CvFig A ^B 2U88 28.2.1 28 1111000 367H ()9/09/99 2C 2089 28.24 Sp S 1 I S t 1 300011S1 It, SC1C Bldg. Id 3A 2090 28:4 07 5c)UDO 2086 Atedrano Slab Ft8 1.3 f( 311 2()91 28.2.1 28 1090110 3855 O9/09/99 H12 dV Fit; it 3C 2092 28,24 SI` Sl' Sit 3DOl) INI —4A II, SC)G Illdg. Id 2 993 ~28.2I 07 71000 25I1 1ledrano N17Fc Fit; Il aR 2091 2R.2a 28 IOH000 3.919 09/09/99 4C 21195 28.2-1 SP SP SF 3000 PSI IL SOG RWI;. 1.1 5A 209( 28.2t il7 5801H) 2051 Atedrano #11 3 Fir, 11 511 2097 211.24 28 1000t10 3536 OQ/OIj !-1 5c• 2098 28.21 Sit SI' ,p 30011IS C01. \IHL1 ROSf::\RCII \T1\G \l u,(Im,t M140I I.a1ir+J PO II." "It NyW.•, r\��1:4: I:.�n; 'Pt 61' $UIII 1110 ',, t !'CO P.1'U)\Ic. pill N �1dI\I gApi+J \V. 11 ,1 11111h/� ' .1 CONCRETE PLACFAIF,NT INSPPCTION RETORT 7 J 4� L'[idrrl(`nnrir`n•r:-l�Ut1�..Lt1u]umaSri !`nnl�y_�yyl�SiliL'I"_b(will L 1?itlf_Lnl�fim�r _,yL hnf14f110 1i'ncul>J�aG!ullec 11til1�, 7•Itnl C!ltpl;(11rn' 1' tl '1'rn+il tt — tilalt fln �rtnlr {lltl!!_�, i SS>auJ!!1_J'nir�i�T,:sn 7.1° •rc 1 �m A47'A1 tf:f`S__ Lund tile• 'tram \u. 1, R,rhnd Arm'u t.In Jab I. Iks�h+qo \Pnirr lauuun ]n Ht rurtun rat SI ('nnrnae 'ferny Ill rn^I 1! 112251 5.f.5 G 84 110 M Slut, rIP -1 31 11*'252 856 0.;;5 1'r.05 (I 2 4 4 II 11225;1 R(I!1 •• 1l al C50 11 11 .1 !I 11.254 IS'2fi 11:42 li SR :1 d J —_ !! II'!255 1i 2I1 (I :1 `u 7115 (1 5 4 0 1122511 G:OH 7:10 715 I) (1 4 9 112257 fiy5 7.t0 725 5 !1 112244 7 (XI 710 7.411 :! I I'!2G11 7.14 T"'D _ H (N) 20 7.55 810 0 10 q 7:flfi HOS Hlfi 11 I I _ !1 �1? I12L'0:1 7 52 4 25 4.1', 0 (1 1" _1 4 11291:6 H 011 H;18 H 511 4 •_! 112Lfli N115 H 10 4$5 H 14 �1 !! 11 !07 H'L5 854 1)011 0 )b .1 _ •„ �! 11 :G!1 H 25 H fi5 _ !I tF (1 1G 4 !t Sri 112'!�i4 H0! 01fi _.�120 Il IH t _ 1I'."!irI 114(1 {(I0H 10'1l1 Ill 1'lur Phla• fl _ _ '(C[l�J -I- y r ('.olumbi❑ Kesenrch .0 Testi ) 1 1 .\1,1\010n InIin611r.R0a1 i'O1!,t pti krt.]I:rCho\tp: t`.--•. ',P s'•'Di:p q..0. itl rgll Mac Project: Capri Creek Apts. Petaludna CA Date: 09/15/99 CRT No. 99016 CAST CONCRLTR C'YI.INDRR COMPRESSION T1LST REPORT Contractor. J, M, liersluey/R & D Cont. Test SId :A.SPI11 C•12 Supplier. SRh1 Cyl. Size 6'Ox 12, cyl Cast By: CRT Mix No: 7299 SUMMARY DATA k TB-T RESU1,19 Dale Structure Field l.ab Crate Aga NIAX Stnmglli Spel"d. Pc Mark No, SlTtional (da) Iwlad (psi) An.t 09/15/99 at, on IA _ 2151 28.24 07 79000 2794 1), MMlrallo Grade 111 2155 23.24 28 116000 4102 3000 PSI [lljrej 1C 2156 28,24 SI' SF SF L19/15/99 Slab oil 2A 2157 28.24 (17 79000 27f}1 It.Mdrano Grade 211 2158 28.24 28 102000 3607 30110 PSI hldp. l l 2C 2159 28.24 SI' St, SI' 09/15/99 Slab on 3A 2160 28.24 07 _ 830(Hl 2935 It. Mldrano Grade 311 2161 28.24 28 1160M1 4102 3000 I'SI lild . 11 3C _ 2162 28.24 SI' SI' SF 119/ 15/99 Slab on 4A 2163 28.24 07 8401)0 2970 It. \Icllrano Grade •Ill 2164 28.24 wQ 117000 •1138 .10001,51 Ii_ idyll 4C 2165 28.24 SP SI' SP 10 � WlLwl COLUMl11A ME.A1tCl I R 1 STING M%mol'I'1CI. o11405-11 lkud Vall.pflll CA 5:19: ''07 W V.q0 ru 707 Kl5 pill SUr.l. m ollgl I'f1lb.frm voleli CA 5,wo r, ,'p'G❑Gnv .III i 1� I'.11.1 CONCRETE PL kCENIENT INSPECTION REPORT j'l dm apd Ctmk Avon " Paol CA Ca Ww, 1, M Heriller Rat 09l20!99 lob No*. 99016 Ckips^[�r,-$ulllllirr Sclwctaml Ittad7,l.iix Fliv Nn.7299 Slmnum• Pest Tcnsinn-Sl3b9n4redo Hg14p.C�l, Air Tcmn, SF' TrstSW ASTh1CI47 load Tnn& Time Arrtro Phil txalw En. Co"Mic C)L Siff Nm Dlncbtd 00 Discharge Water 1u SI Temp Cast Job Simcture 9 112429 6:20 6;55 7:20 0 Slab 9 112410 6:75 7:11 7:35 0 Se W0'A 4''A 7s 3 9 112431 6:43 1:15 7:40 10 FixA I� 1 4 11743, 6t55 125 7:45 x 11243.1 7:03 7:40 7:50 10 j 9 1 112434 7A5 1:45 �8.03 0 76 9 112435 7:0T.Y.fv-� _4 F-2-- 11.143f. 7:25 7:53 x:13 0�111437 7:58 , 8:42 d:50 I-0- 9 -� 9 11243V 112440 I 8:13 1 8.30 9.00 x:5S 9.05 9:1( 0 - ---f---- 1 —1 9 -1124411 x:30 )Ol 9:20 a—r��--- —�4 1127i2� xi� 9;Is 930 0 � 1 i- 9 112444] -1 x s5 9.16 IU Us� 10 - �� 1 _-`•1 9 f {114J5� 9:3� It wISr.l3 L ��------�� '- 7--s_ I IU47 1090 1 I I:OP 11;10 0 1 7 fY 1 llC. D s I I! 111 t � caL.uSlnu xrs ,acn a I°1 {L Uuv Onln 101+05: nROi3 PO 0O, 9S3%.,Iux CA9(49: MOn["dt4310 ..b fn+'01SS50411 Crnnnl tbrur Po J—.!,C•4'Irv� I CONCRETE PLACEMENT INSPECTION REPORT !1 DWI, IWO5119 r 1 N 99,116 r �y ('rrnCPi'li'.illD' n :4„j�1 Nr 51rt08�7'.at'_ I ilrlflllft• Ilnnnired grade h -) 4-. aI(1 & P ,. (gnr•inn tlnL nrLgOu1E-lllrlr �LH „1 W"Iber_Fair. irTmmn' 74° Tntl S!,L;%4ThjAMI I I Will Hiar Tome. No. Time 11nlchod Arrive On Jot. Flout Oiecherrn Wntur 1<roelion In Htructur. l:.t. 51, Cnnrroln Tomy Cyi. Ce.t 9 1112935 10.45 I1id9 11:50 u llldg. IU- 1.12 her A&❑ 515 H9 5 0 11'L0;4(i 1 CfKI 1 Call 1'2:25 (1 IlidgIfl . • 1 2 !1 11'29:17 If15C 11::'0 Il;•1'i (1 Illtlg. 2!I Nor. I tint H 0 112:130 11 1'� 11>15 1215 0 10(Ig. r.18 Slab Fig H lint 13 0 t 1'!!1lU 11:25 11:55 12 25 10 Slnb Pig ,% F 0 112,11 15 121NI 12�55 0 111:I7-,H 0 I12!112 I h•15 12:15 12>Lr Ill ,I11dg. 2N fl I II'!)M, 12.40 1:05 1:25 15 Illdg. 29 3% 82 3 1) 112:)if; ILlw 1'.20 1:33 10 11ItI4. 28 !1 11' LIN I'IS PJG 2Cq ll 111dg. (r 112.155 3.W L:iO 769 H llhlg 2N -- CUCI151 HI,\ IIF SEIICII &TES Rii M41c Of tiff 10130SI.,, pna PO itm op H'rn+y,n CA 0501 P.a,n, 70101pgn Pu-pt SvrnnrOnes PnIf" till v.!'.rr4 lny°rq I"..rr'(n r-17 rttm Project: Capri Crcek Apts. Petaluma CA Contractor, J. S1. I lenhey Supplier. SRM Cyl Cast 0y: CRT I ui I, nll{ Nl `.I 1n� n.1 111WAF (H1. Date: 10/05/99 CRT No: 99016 CAST CONCRETE CYLINDER COMPRESSION TEST REPORT Test Std.; ASrS1 C42 CO. Size WON 12M Slla No: 3160 SUMMARY DATA k TBU RESUMS Ualc Field Wi Cra.a Age relax Strength Srrururn Marl. Nn. Serlimml (da) Load (psi) ArfA It. Repaired 1:\ 236E _ 28.24 07 135000 •1420 Simirano grade IH Ito 28.24 28 154000 5446 10/05/99 hams Illdg. IC 2.370 28.24 SP SP SP 4000151 _#10 li. Post tension 2A — 1 28,24 07 73000 2581� Sittilmno SOG 17111, A• 211 1372 28.24 28 113000 3996 10/05/lY) C Piers 0-13 2C 2173 28.24 SP SP SP 3WO 151 lqd . #2R It. posllensinn 3n 371 2H.21 (13 35000 1?34 Sledrano SC\7 #H of 311 2.375 28.74 28 115000 4067 11)/05/99 1 Pig )lldg. 3C 2376 23.221 511 S), 5P 3000 1'SI 028 CDLIJMl1L� RESGAIICII • T1:jiTI?'G .M o'011111 IOIJOSIaI anad VOW,, 1.1. v,r'01!n11'•n Pu BO Eli 1411 Solid❑01"', PO 1 1'•111,q eRT Project: Capri CreekApts. Date:07107/99 CRT No.: 99016 �r a� FIELD INSPECTION REPORT TENDON "1 Contractor. J. M. HershaylBay Area Reinforcement Inspector Data Description of Inspected Work Remarks M. Barry Visually inspected the Tendon and Completed satisfactorily 07107/99 reinforcing steel placement in building #7. Placement is in conformance with Gouvis Engineering drawings. "1 COLUMBIA RESEA , H 8 TESTING _. Ililin Slilr Nr,d • i lr Lo: '+11 . W+n.'.,rr lal.l,vm e'•�i'+! . pl�enr 'u'.•i......lf+• i m 'o�•i Y.•0:11 � ""PT a Project: Capri Creek Apartmelnts Date: 07f20199 Petaluma CA CRT No.; 990I6 .f CONCRETE REINFORCING STEEL PLACEMENT REPORT "? Contractor: J, M, Horshoy J Inspector Date OescrlptionofInspected Work Remarks M.Barry Visually inspected reinforcing sleelplacement Installed satisfactorily 07/20/99 in the following areas: per Gouvis Engineering Building #7 Plans. Inspected the placement of reinforcing steel and tendons in building 10. There is confusion as to what size HD are required in some areas. Marty at J. M. Hershey will will check. i 1 COLUMBIAREFEARC TES"1ING 1 1 II till � �r\\\flll:Il 101JOILN F�.�.IPIIB..,41,N.....rf.\41;V:I^,_.�.r-U'ii'frRll ra�'(1'tybtll l l�l,l'"Ul�kl ��I �NI IIA 11 1 ♦I: Project: Capri Creek. Apartmanis Data; 07/22/99 Potaluala CA CRT No.: 99016 CONCRETE REINFORCING STEEL PLACEMENT REPORT Contractor. J. M. Hershey Inspector Date Description of inspected Work Remarks M. Barry Visually inspected Teinfmcing steal placement Installed satisfactorily 07/22/99 in the following areas: poi Plans & Specs. Reinforcing steel and tendons in Building 119 in, &mju - COLUMBIA RESEARTA &TESTING 1Tm (lnm In!+�S.r,ku.li'O ILn 9q'd'rJ�:+14 aS+v: Ibo ��'a'IP rT_il I'v'f75�5 h1I1 V'M illi II.IVl )',I ll.1,a V.. b:.l .9:�rp l•_. p'r.t••.'�.-. t: tl I AIhWAkl +Nw -1 .l Project: Capri Creak Apartments Petaluma CA Dale: 07/28/99 CRT No,: 99016 CONCRETE REINFORCING STEEL PLACEMENT REPORT .I Contractor. J. M. Hershey Description of Inspected Work Remarks FInsptrivi- Visually inspected reinforcing steel placement Installed satisfactorily in Iha following areas: per Plans & Specs. Reinforcing steel in Piers at Buildings 4 8 5 Holes are 18^ x 9' A reinforcing steel rebars M4 installed L I 2 piers at each building _ — j 1116IA RFSEAR✓1 & TESTING I \t U�D,Irrl 7f11 Al \I_rr 1p,rl i'O N.:. Orl tl c..l_.nf\'�'J'4 I`,:-„'li'..{^1•qp L,-ii1 �+, (411 ^� Project: Capri Creek Apartments Dale; 07128/99 —� Petaluma CA CRT No.: 99016 REVISED CONCRETE REINFORCING STEEL PLACEMENT REPORT 1 Contractor; J. Id, Hershey of .I M, Barry Visually inspected roinforcing steal plaremeni Installed satisfactorily 07/29199 in the following areas: per Plans E Spocs. Reintorcing stool K tendons in fooling & slob of Bldg. 1,18 COLUM13IA ESEAR e TESTING M%1, rb 1,1 PO U, ��7l lYio:�orfA r�{i�:' H.nm `p?EJ1f�C(I lu'UI LSA mll $Ullllll(1111" P(1 II•q Nlt'ialir.,l'i'Vnq�ly- n'I-C �Pr� eRT .. I 1'ntject Capri Crcrl: Apanmcros MIC: 0810I/99 Petaluma CA CRT No,09016t i CONCRETE REINFORCING STEEL REPORT Contractor: J.Ill. Hershey I / f Inspector' Itemurka Pato Descriptionrtsnected 11'ork unlit% ofN'erk NI, llnrry lnsperua) the placcutcat of reinforcing steal Cornplovil FntisL¢toliiy 08/0-1/199 and Tendons in lWilding ti slnk and footing per plans and specs. Still in provesN of lying off mbar _ l'ULU\illlA lilitilirll I fi 11?S'I1N(i \1 a�Oftbt tr�)lll\IIT}'ti.I PO P.,�mN+,:ea1'Antro'11.•.:'o7 yearn in'Ip 91, all -i RT Project: Capri Crook Apts. Dale: 08106199 CRT No.: 99016 ! _1 FIELD INSPECTION REPORT REINFORCING STEEL/TENDON Contractor: J. M. Hershey Inspector Dalo Deacriotlon of Inspocted Work - Remarks hi. Barry Visually inspected the Tendon and Completed Satisfactorily 09105199 reinforcing steal plaramont In building per plans G Specs #5 kILI�Lz'l! � - CnLUMIA OR:SEARC{ &TES_TING ]1 U�rbrp! rol!!!S:c:fp.o.11'O lbn v•�\gr�p...•l�yae_P.,.,. ),C �•� i_ Project: Capri Creek Apts. Dale: 09I10199 CRT No.: 99016 FIELD INSPECTION REPORT REINFORCING STEEUTENDON Contractor. J, M. Hershey Inspoctor Data Doscriptlon of Ins octod VJorlr Romarko 10. Barry Visually Inspaclp-d the Tondon and Installed satisfactorily 09110199 reinforcing steel placemonl in buildings per plans 1/ 3 and A. Note: Hold down bolts not yet installed in building 3 A, ���� COLUMB1A R6SEARC E TESTING N I4I1 l if fl r 1. In l In ctur pea: Vo Ih•, mtkl ^1 otr\I1-!'1: 1'.c:n.-0-c)7Vrp im'0751r fylI `VI IPir 11,wI !' 110" 1. n",',,. I., n: �"I .... Cp _ F 1Nq 1 AN i 1'1'ES Project Cnpri Creek Apnrimlenls Petaluma CA Dale: 0811G199 CRT Nn. 99016 CONCRE'lT REINFOIICING STEEUPENDONS REPORT ❑nnl vnrinr•.1 \t Lhn�l.�•.. Inspector: Date Descripllon orlmsmeted Work Remarks Qmmlity of Work B. Nedrono inspected: BIIIll99 t•mtlt Ietud selisfll Clorily structul'e= Slab all Grade (13131113) pl•rpinw1 Il lld Npvv, IAWIllioo = BIdg. 1 Id C Renlareing Ktcel barsltf•I1dom WI'1'e Fldisfaf torily mNtlllled as pel• dl'illllf_•d phIn of 1'N•9 COL 1 11%11111A It—E `. ICil &'iES' Nti i •— \!nl9 brrrer nq In SlutlU,J Pl)Mrt�tl 111n7•aG 4p197 i•Mne :n:.V'nn.n rur TbiNS nllf $\Illllti. fll ilfl P011.t fay l'rl.l•Ct UI'�.11'A: or'OCfl: 91�\ WIN TI _ Pmjeet Capri CrecL Apartments Date: O8/18199 Petaluma CA CICf 140 99014 FIELD INSPECTION REPORT REINFORCING STELL IIANS TENDONS Contractor: J. M. Hershey Mile. laspecled Work Quality of'Work ImIJ Visually inspected the reiuforciul; sle d in t'IonlJrlod ahshl to ily 08118199 the following areas; por pinnu and ,,jwv- Structure: Slab on Grade Location; Illdgd?(DO) licinl'orciug steel bar lu Ildons WE! properly installed as per detailed pLw of I II L ) ChCc/1D._ L . l.'ULU\iI11A ItP.5liitC'I I R T1 .I'I\rl \111, Ow'.' 1e1405l ui aloJ I'll 11,.,'MW) ..:. ,.,( k 'r 11, .. •Cc ::r r•,:u i'a t.vn In UULI rn 111. rn•c: I,;J�9:I I':.,_ CALUMMAa�9l;AAcir'd PUSTINN, Project CnpriCreelcApnrtments Petnlunln CA Date: 09/07/00 CRT No. goo16 CONCRETE REINFORCING STLEIJTENDONS REPORT C7onfrnrinr•.7 At M....L,... Inspector: — Description orinspectetl NYorlc RemarksDnto Quality orWorlc 13. hledrauo Inspected: 0/ 7/f10 Complrled snti!dnclurily Structure = Slab an Ganda por pltmn and specs. Local inn = lildt s, 12 fi 1,i Reinforcing steel bars/temluml were sntisfuclorily installed Its pur detailed plans of 1'F•ii t 1 - Madvo _ COLlihl]AA lil:5liARC19 \: 'E;iTINI', NUS IDn. I 10140 Y,in P,l t'll 11.�. u}I Ar,.6.n I' k "I 4 ' I`. •-r 11'' 9\• (n]fl i'al 'U' FT,i fall $V�Il lle I111✓1 VI-p..lnt \;1' ,r v ..'rP:, �i II Project: Capri Creek Apartments. Petaluma CA �i l' 4 tot �, rgrn RE�Cn , P41 a TMMP, Date: 09110/99 CRT No.: 99016 CONCRETE REINFORCING STEEL. PLACEMENT REPORT REINFORCING STEEL BARS - TENDONS 11 IIContractor, J, M. HorshaylS.A.R. n Inspector —� Data Doscri tlon of Int,pected Work Ramarks U. Visually inspactod tho reinforcing steel 1) Grade beams should be hledrano bars • Tendons 2 -16 top & bottom 09110/99 Structure: Pnst tension slab on grade Location 0ulld091111 2) Some pans are Improperly spliced. y COLUM(31A RESEARCH & TES NG 1 "f Mk1%OF'I try uq 11IStnr l'sn! Pe Rn 533 W,,t CA 4-M. r1.m1101 nfl WV ro]0: F340111 S11i1J1il.(11w, )101L,111t 11U /•Ql "4t`. 1'p- Tn: G1!(trn RT Project: Capri Crook Apartments. Dale: 09/13199 1 Petaluma CA CRT No.: 99016 I CONCRETE REINFORCING STEEL PLACEMENT REPORT REINFORCING STEEL BARS - TENDONS •I Contractor. J. M. Hershey/B.A.R. Inspector B. Visually Inspected the reinforcing steel Modrano bars - Tendons 09/13/99 Structure: Post tension slab on grado Location: Building fil l Reinforcing steel bars - tendons are Inslol!ed properly as per detailed plan or PF-4 Completed Satisfactorily t�2 I COLUMBIA RESEARCH & TESTI G. i ri NI Us elnrr, wUO tiOfr FL; �! P(111!, 931'A I C,\Ui1Y7 Ph�.n 907Id1 Mr�J l'u.0i. 51) 0111 S 11PW D9!I lr, Pn R-r('M V'r1L r, ,N nI, ' P-y,n 1('-. r. „ran Project: Capri Creek Apts. Contractor: J. M. Hershey r tut 1vRrsvtauN�n371fJn Date: 09/15199 CRT No.: 99016 FIELD INSPECTION REPORT REINFORC114G STEEL BARITENDONS Inspector Date _ Description of h+spectad Work Remarks B. Visually inspected - Building #13 Completed satisfactorily Madrano 09115/99 Structure - post tension slab on grade Reinforcing steel bars/londons are satisfactorily installed as per dolailud plan of PF - 3 COLUMBIA RL'SEARCH E TES NG MAIV (H 11t'C.. 101JP Star &+J V0!b191.1 W"'t, CA 95%4' M-11 TUT MT. URS F.190),(14 U111 Sill t UTS. DI Iir 1 Pe tin f03 % W,r, 9W.1 V b," SOP 4 Il 1d9', r Ir I ' '7 j Pro,ecC CapriCiaekApls. I Contractor: J. M. Hershey i Y- N IARF!;F4R la7:q Ika Data: 09/20/99 CRT No,: 99016 MELD INSPECTION REPORT DOWELS/EPDXY Inspoclor Date Description of Ins ecp ted Wark Remarks l3. Visually inspectod Building 96 _ Cornplolod salisfaclority Medrano 091201S9 IM reinforcing bars Gel into 5/81' J hole 10" on cantor both direction. Work was done satisfactorily as per dotailod A of jab 1120663 dated 09/08/99 using Simpson set epoxy COLUMHIA RESEAf3G1I 8 TE5TIN� %I If Y of ICI'. '4N 10; 1.rt ILI-I Pe iLY 91.1 WI,i—I CA 4'+19: Pl.,m ;10 ry]: 6+81 t'.. ]D;.FaF at I SM111" Orl"' )'OIL.LnI song, GA YtYn p1Y. Kt�LM144tTk56AR('rl'AT p lInjuct Capri Creek Apartments potnlutnrt C:1. D¢te:lefO41DO CRT No. Imo1(i CONCRETE REINFORCING STEEUTENDONS IMPORT Contr;tdur:J.,\I. Ncrshev lnspectur: �- Dale DeNrripfiott (If I%Jsperted 1Pork� Itemnrlcs till (Qy orwor[t 11, Alecho"O Inspected; 1014180 Cowpleled entirdnt tnrily Slrtrcturc= t le)Nion rtloh On grade per Plml. and Xpecs. tiara lion = Club IlGutie ltcinlilrciu{; NIee1 hurniteudoaN •vere kntiafnctotily ivatn{led aN per detoilod plan: Of l'N 7 (:'Ot.11\1111:11t1;SE:11[OII.G L•"S"I'I�(1 N,%1, 0,11.F !OpC c.;:. itLd fJ 11o011 t' J"' 0 !)5 N11 N%,III tit lhml PIr11.'. Ib'•Pi'�; •1'i W"%b I!-- �,t LVp1 IA kfiS6AkCii h tp. p Project CnpriCrook Almr(mun'h Dnle: ]ll/04199 Petaluma CA CRT No. ,)9(11(; CONCRETE REINFORCING STEELITENDONS REPORT Ditto I Description of ]nepected Work I]- Motbano Inspeelod: 1014/99 Structure = Ilepnired grade booms Localioa= Iluildingvl(l Reinforeing steel bury nppeaeed le Le ne per dolnilcd Plnn ofjoh 420663 dutod 712)1/99 i�ul.ualin.i IIls1;.�Rcl1.c �r},��ri QuURIIN' Orwol`It Completed Hitt iHrnclurilr per plans cold npres. ui \le>IIR I,1 101411 i:a Rny7 l'11 lb�op µ��!,,.. c t o4 a_ i?irr 70)r W rn'11 !'r '0' : $ 1411 SUnnn I11jr1 fP IL•,rr,a •.:. � i.�-.; r,.... rr.t,`In,n r COI.I(Ilm1A RCSfiyN[;11 KNIAll r4 7 sTI)•7(i Project: Capri Crecl: Apis. Date: 10/11/99 Petaluma CA CRT No. 99016 FIELD INSPE(MON RF.POIrr FlN[NC O,i, BROKEN CABLES : J. 11. Mcdlano Witnessed the lining o(tlu! blMen cables at I ll/11199 building 46 marked cables 4446 and N 10 of dic P1'3 plan (CIVI c(IPS') Original Plan Rcplaccine1w Cable 1110 Cable - b; dia 7 Wite strand 7/16 7 w s. )ackltli; ranee - 7500 PSl 5af10 pail 1:101llt boll - 6 I,t 5 1/8' Cable H-16 CabIC - ly dia 7 Wiic 4lani 7/I6 7 tt s )racking linec - 75001'SI 50001151 I lollgati0n - i.. ? y4- Using. Ram126Rjupc'ral_(1 COLUMBIA RES'EARCII k TI:S'l)a I \I a. OlFirl ; Il iac I.w Rr.+.1 P 011,,. Un µ,.,!.rr C.\nSye: R. ,n '0•�'r. flrIll ]I!%FIF P:II :4 s GOt.ustmA RSFARCIl� C TIL1C Project Capri Crcok Apartlnonts Petaluma CA Date: 08/30/99 CHT No. J0010 POST TENSIONING ON T£NPOKs IiEroll,r Cnnlrnrd nr•.1 IU H....,6.•.• Inspector: Date Description of locimeted Worlt _ Remarks Quality orR'orlc PG Dulldulgs: 8/30/00 1, 2, 3. 4, 15, 6, 7, 8 1111(1 1) Cnugdcl ed xutixGlctnrily The ahove li4ted buildiag4 hove peen pact teuxiunt d and do utect project plans mud 4pecificatiail4• COLUMBIA lll''EAltIf Ac TESTING f.tta, G. Ln Doi; rt: \IUl"IIrT I(II.In Sc.r Rod PO a.,o).11'n......CV04A, iry.,•n:'al5:; irl'n 1"_I7 r,z wn F.Dirin llgl•I 1•I�11�•li�. •..:,•.. (",. al^ ..L 1,.,: MONpSfRAND &RESSING.RECORd FORM MONOSTRAND STRESSING RECOR! ProJ�lNuna..�e... sPitd (aG _.__.� p,ASO 4 SlleAddnyeDf"in6Vlrtn U+W 08 - h - Aq CkmrlelConlnctw - _ WwbtT Floor FbCto' ."""� lmk.cjlw f • Vrs1UeG �— Qdudo Sc+W t Ilemmrks Us of Da*Lu Ttbdm �0 !'MuPt CYk iprarsvd tks Izeadm itaro Rns6ks tom.. .._. MONO3 i RgIVp SMESSINQ, NEbOR® FORM MONOSTR,kMp ■aver Sl'RESStNG RECORI P+oJoct Hamo Page -_, of 5a P sdred eca +-----------_ -- -- _ __ W amoral �4.ctor ---�. wenLLer�" _--- --� w+rd � ------------- sumdf try Arc IIarW r ValMed pY._. "� _ oaate S,,W a Al Rrmarks Due of Draaiaj�`—' TtI Jaik� Qerya 11111111m, Clip Mawrrd 61aa�aatbe ? pa'"out.. x Pal ! Esd 3 hw Da trkn fl s it 2s J7 .2 .A io ll N40NOSTRAND STRESSIN©,RECORD FORM i :� ft�lONOuTRAIiQ M' RELSSING RF-COR of — Daw UmertlCoa4s'da W� --•�� daJc SKIS! Suwcd by V"Wcd M anV WAI e cl.tiicwit, Duorlbri.'q hnQm ., dd1oQ OrvM Olt Uwwat F7aq�tln, % lim .. �'u0p Ibm lUA% 13ay., rid 1 to 2 7M.! adrlm I iii MONOSTRAND.-dTIRE�51NG 1150ORD FORM ` M0)NOSI'RAND MUSSING RECORD of i Mo Ali - — rmj" ! _ --- ti`�'"^ti„'—vim.....--._ , Dew Cknaal CbnsrecW �,.� �^�w �.�. Jack Sllw C VarlQad pJ ccGl Rentar'"W "^^—^—"'^`�•�••,�•�,--��.•� Q64s of Dtvf'igy Tkido�7;7 Jgyy Oe�I dia Na C'Jo"l+sba �6 iS _ 2� fJ� hn! 1 trod 2 T6W DwJay� MONOSTRAND.SMESSING hSOORO Forim MONOMAND MFSSING RECORI S1w Addm3i Pt-I-P, L U rh A DM WIM" 3"w v - rRituedby- rl A,R SUW 0 V"Mcd Dy. D&1b of Dw*W spomaj) Umv OSW cpk6 toongulas N36 L - SIC13 It tf [A 17 17 3 '1q lo MONOSTRAND STRESSING. REGARD FOAM „t• i i MONOSTPI ND STRESSING RECOR! Prow N" act M Ma Adkcai DwDa - a-17 _qA �� OwwdContrWot Motpo", lick d`d�t l .%caw by (kejo etW B Val4ed By _ Ddu ct Drnbj i Rcrturirt ?lodoo dwliat Owr Odt AY�w�d Pb.+l.�tkn No. Iixalka ram m4a t %Q* tv"lon 0311 Pad 1 Tru � I S •�I 1. r� ,I �J. S S7 t 7 ?• Oh •1 y 1 r S 7 V 77 q � 3 3 I' V . IT % —• ___jjl 131c I v 3 V 1j4 � Y v r t !v v Ill'Pill 'K r C 1,• 78 1 —_� MONOSTPrAND STRESSING. RECORD FORM MONOSTRAND STRESSING RECORi FRaJacl t2aaa �.�...PASO 4- of _ MIs Addma i hoJ� r Owed Cba4cdar �"� _ WGRLW Pinar JYnrO J,d: saw r Slimed Ly O.ojo sum Vaned ByDIU of Dnv S. I Rem,rlu 7hodoo )"UP4 amp CAL Lbw�d PJayube % MONO,'%)M.NDS*MF-SSING ,F1ECORY7 FORM bidNOMAND SIMSING RSCC Palo of NCO Num P 914 Addmsi �rnA, Ckzc:4 --- Floor---------- VaMed By Saul 0 Ak Ddataof Drrmias C4L MD.*. MEMO I MONOSTSMb M' ESS1NG. RECORD FORM -� MONlOSTl; OD SrMSZNG RECOR! Ptdpct W Silo hddrw �•�•�-- - . tiWulha,-- 6eaad4a4xlor — - Qaupvawta Da4 d Dnviy cck I Rreartt .a. iL°d= ., 1u11aY ow Iio+rrod:4mcYb. % Nc 7_q Laxlan G Kva' RwArq Dab. W 1 W 1 ►btd flwinkm 1 rig . a V e � t7 v z r -l O - •1, � Y 1 VS ,Y 2'4 U Va i '1' r z({ t � V t� 9 WS'1' MON05 M.D STRESSING RECORD FORM 4 MONOSMUND STRUSSING RECORD - __- • -ate - ut V,ltttN=a_ CAPM GILbI?Y— i Mid Ad&wi __. - Lit-MLLA MA — Waam Ocaaal fhe:ractOr - mor `,Lh$ G11CM1hOL$(br;.i 1r:k9ortalP Note Saw Y VmWod Ey DxN d DromAl II''Rryrye^m��ark, licdm ( ldSr�l WWt C1k IMwmd C�gwue % !ta I IccMka Itra Wad'c: [7olr, W2 TOW Dftr L G. R4 53,1 500 a I 117/y lq � 2 Iti s of f � a _ w 174 lI 2 �Iq � 7 3 ,l isle 13 MONOSTRAND STRESSING, RECORD FORM MONOSPRAND STRESSING RECORD z it Pmlcd Namc as wa Ins nn}oa r Uate Ueumal (bn"acu Streaca ----._.._ QUIP s"w P _ VoriBy Mts of Drwas sm;� l Rrnutka Ttaku JtA4m OM OkV79 UMMA S9ooNUcv % NA Lco" 2'atoe �kY Lad 2 TOW 0.driv 9 l S .�'�1 " 1 vi /1 L L � 3 8 7i ¢ VV i1/¢ Ilia VS 3 3 � Ile 2 C VV a V� �a tt st L c.� I MONOS'fFtAND MESSING RECORD FORM MONOSMAND STRESSING RECORD Ya�c 3 of 4 Prolm Nina. t 1 $la Add,," p • `.19CL 1R Dalf (knu(1(Snlrxtw Floor Lct Sand SUerxd by ��,�� Verified By (Au2a saw 0 I Hnmatki Date a(Drexled _ Tralan ledltl{ Orvyt 61e kksuad C1oeyLL�a No. 1 100 [Mt n % Ekm& E n1 1 bA 2 Tots) Dalwoo tom(. :14 D zl y 2a b 7u 7r( MONOSTRAND.STRESSINQ RECORID FORM MONOSTRAND STRESSING RECORD n u • .ec yr Project Name ,.a�'�^e`-, 9to Addroe ftj Date General conowun Watka-- Fto" Bofi.P lockSerW / weced M-----ter, Oeup serve ValOed ih Due of DnWnj SOMA I Remtr6 7UdC° 71=tftTRwA%a wp Ctik Wgsu cd Fboiybs % Na la.tlw L7oaj. I?oridbn !1'sll l!^93 YbW I a zt/v T 7. u i r 7k, 91 L ---I-/c- 97 tVL ztv — ? 4 7 gv a Al r .... ... MONOSTRAND.STRESSING RECORD FORM. hlGNOSrWD SMESSHNG RECORD ftjad j2 49 G,aftrAlcbLw,w J M. HW7MY= Fjw( 'tpa, snnvs stttuwby auto Saw 0 Vsr!W pj=3 M. Date of NIWLKZ Sxec�isl Returlu )L+Jrd Deep c4h NO. Loudon PAx PAll"IllQxp DmUka awl- FM ToW —lu j- _0.4 �h- 77 It i ILL. _17T — ------------- M.t_ 7 71q 1. . 77 g IT 77 77 MONOSTRAND.STMESSING REGORP FORM lKON031'RAiVD STRESSING RUCbRD page prqcd Nun 11��fi= Sic Addr ia — Dou (l OeaaralOoa ['lox G' sc°`+,pi� t,�tr«tas Sruud by 7 OAata Sala! 1' Varilled EJy_ _ Dal of bmwicg Sbxl+l Rcmuka I! 7ko'rna _ swum Oew C" Ywm 13,4r6 y, tia (mrtoc tba Ranh{ Lk* &a owl Ytw Drdx;oo N4. 3v ;, ,al>I,1� 11 1 tip ' I 7 MONOMAND MESSING REC.OFIP FORM +� hIO'NORMiND OrMSING RECORD t'roJxi N.w. aSSW W r Oak rjcwpr (]wtraaor—•----•�•�-- Wwkw Phoa �, 9Gn�.�p�J}��"�" Jadt4M1I ---------���•� f3Nr SaW t VarIUeQ Bl„�— -- � - DW of DhwN I Nrnar4 'padre dadM� 6wN Qk /4wwrc! lY.hµlkn 11 ria IaaaUm Prw 14adtt eaw C'sx1 1 I.:d 2 TULI Di Wo L� '.17Ca�' II I' ¢ I Y . (a IC r. — 2 �- I 1 I' IM1 Y 1 F V Ic o :.1 71 39a 3 71 P ,1� a 3 4 1 Q• 11. 1 ti _ .',C';P,'''aTRAND.STRESSING RECORD FORM C" MONOSCRlIND 8TRE4SING RECORD PARA 1 of v We AWtsai - V"Al-V M A _ DMA 27j 1 17acvtl(b�k�cJa�l !d. lIrKCH5 Wallow Pica cntl rt' Frt�13u�H(Dy.1 '!- hd&NW SW W by --LA . k aw• $QW P V"w IV _ R M I Fte"Tke Tendon Na la etka )"W" Pow 0'AM Reddy a& ON& M mmw#d V64% 11 Pe"w Cd 1 !s / 1 F 7bW Is Ih 4 4-A 1 -1 i t 1• / L L310 ' u is 2J ir. ...3 .._..�. u 2� 1; P 3`v i14 I J q ILL — 1'1 >, 3 `L '! r •. 14 �f 7 RI 71 1 7L 1 s d, .t 1 1'I I j14 I 4 I J�J I I I I I I I I I 1 MONOSTRAND STRESSING RECORD FORM MONOMAND MESSING RECORD oil mown ■r EMPA ® ■� �rTiirrr r� Siriirrrrr rN■ r■ rr�rrr I MONOSTRAND.WREWING AE0ORrj FORM. MONOURAND NMZSsiNu kHcoRD Addro4' F, f Usk Olt raw SUtrA by Y. , A 11 VW" k sp"I Raurta, WNW 1 cw& Bw I owl uw MAd. 33q I 40 "A 10 -------- s _7t57,IS 7 7/q 11 VI El J 4 IN MONOSTRAND.MESSING RECORD FORM MON057UHD UMUSING RECORD •I xw Adam' s_ OMwd d�W Wo! W�� •— row Sltood by Vrrt6w Rp Dew of Drww To" M hitAl 0+M Wa �II IY.w.1 w Dairka I bry.", bit ? .0 wy 15 • :. hI JV ,1 li 14 ,E)naM: a,rt .1'ri v, r Vr �It. 4I/i i Mh tP r q'! q i q'l - f!h r ICVq 1. l.'/rb S 11• z 37/. I ' I ' MONOMMP STRESSINO hEOOFkb FORM. i i MONOR AND NMVS1NC RECORD 1 0 ProJwyw cnnnl c2CCtG XLSA 1' PL-1YLVIAI, Dw w�"�' O►eMV OoNnclof -! IA. 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J, r -- �i• ,w,. i "out Hum C A o j:I_ I. r04- Sib Ad4w DIN . +i . r .. ff Sumac by , I'. — Dais of 6n.dy I iiurki 7►idea JrYwl �i� C1k }yrrN % Itsilloi N>Ma� 1VMYy m'+41 _ 13.1 1 tad I '{tW UwiN6i T106 3) 11 sn o V 'Lily' rt lu '!2 I + l,. 3 sill l 3r + h ,5. ?S �1 7Si Q !" ] V'j 07 3 it I' 3/u yl� + t� 2 le n r i MONOSTRAND S'I-RESSING RECORD FORM i � MONORUND SMES81NG RRC'ORD rlws n Nicatt.wt XW Adman - —• r'a`" -- uw__ 0.wtl L5�4 tpot I 'r >a I: S '-1 ` Wes* -" (fact 1: i.?Vr,8[a�.I VttiGcd BJ GNP W W / --1 en.eit- 7�.dar Jriy Dow 61t. th. 57 taw" RtD(y u ban ati bw 1 W 1 Ti:al Dnirkw 3 I ,q 2 1[in 7 ,7 4• I a7 7 t r Z e 3'Iv 9 2, a IJ 7 � '/ �.0 I Ip 7 7. t'I MONOSTRAND BTRESSINQ RECORD FORM MONOSMND STRESSING RECORD . A. pK 1 Prolog Nuu -' P Il l r , , ,: _ h 4m 0 ale Addrsfi -""""' - —...�.. 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Palo I col 4- Sue Addroaj -- - Dow ng_o-,_gq amma Ca"dM 1 t }tF J Ww�M4 cr �— Mou u4uc.l 'Au SGPfi.i 1� JwJtMh!• jig"+ SUa.odby--E�£ vomw * o"p saw I _ll� TwW� xMk� b� QIS 1Marwd � M 4ostVoi AP1' �i4M � RVf � lW x lbW Dwirkw M� i' �c MONOSTRAND STREEISM3 RECORD FOAfi T MONOSTRA.'ID MUSING RECORD �- rnd� AIM Addni' a»a --- Wmibk=--------_— rmr 8SP6.I JZww0 st wd by VNUW By .—_ DEN of 1 Itriw Jwtir Gov R� Ik�wd b w Ib laMki Idrw A"04 dq, &A t 154 2 Ta.i Pwtrkw E11 n MONOSTRANp MESSING kECORp FORM ' M0N0311tAND STRESSING RECORD — Page 3 of rrcJoa Nuw 9A Addrai DoW Coal Ploori-- $SP6.I'_„�._ l�ekBsW�—JIC,. 1 v .Sad my arp saw r J w spedal Ram�rlu _ •�•••.� WM of p{M .�..� �� 7lndaa Atlr pwp q�, NwwK [ie�,SYbr Nw L�'MYp lbtp IGIdY� F - Pid l t51/ 1 TOW % m4Ak s ;1. l se 3A 3 a 3 D J) q Yrt 7s/U .." 2$4/71 I ] '/ 7. 7 3 )�a 71 •. .. 3 . 79.79 .7 �/ 3f s is t .77 AY 1'y J 2 7- S3 .21 n r MONOSTRAN,D STRESSING RECORD FORM MONOSMND MESSING PWOkD Oro* r■ir� OWN�■■■rrr IBM r■ir�rr�rr�� a�a r■i �m��rr�rr �rro�rrnr�rr.r■� i�iieir�i �+�■rsrrvrr���■rrr �rrrr■�r■* ■rrr��■�r� rr�■■rr�r�■r��iiir��. I I a i� MONOI TNAND 81 ESSINQ AE00RD FORM MONOSMOD 8'IMSING RECORD tt��■�Iler�i��mom�l mom Ei>♦ ��rii1'I��OJ'�� � �'mom amm��_� I Morios'TpN�.. Essir�QBECOR ' FORMi ' .�^ ' `.NVIMO!, k• b�pIIO*M @TR83SllNG R8CO3tD Ira -� P+tt.-9_ iow by low 0 ,row Cy a!A A -WI P- 114 qil 1- 9 0 4 (11' i U MONOSTRAND STRESSING kE?CORD FOAM i MONOSTRAND STRESSING RECORD ' N A "ad Name waaff II6DG.r: T 2walwWr __lar_ (kwsaw0 V«{GdOy Dom of Drw6s lbeCU— 1 B.m 4A `tea 2Ai1 Drp 41i iMr�M Eurr�ii>w 1F 140. locrlue Party MdYt ' lid I 14M f ZWaI DMIASM ;,I! 27r GD s 4 3 y i v 7.57ir Zs frs I L Ir Pig2 �t 11 7,17 7V S 3 r � 3 ./�•: 3 J7 -77 7 '1R i °• 7 1 Q y 1q I y � i li ' .. i MONOSTRAND STRESSING, RECORD FORM „t 1 it r i MON09maD STRESSING RECORI pale _ I _ of 7� AoJedWua '�tiPRI G11. ++�» i SIN AWmi; Dw _lb •-!I —g q ��� �eo�nlCxArWw J M• i1Til2.S1?t�y� P{opf '�� L/r2 cil G!t-h (ow#' Ink&IW f 114 kramd by. h , L Culp saw IF 1 �b � 0d �- DAM of Dnrinj •t►mon ��t �N a. Ii1r�wM ��yy Law= row r �v MONOSTRAND STRESSING RECORD FORM ri MONOMRMD STRESSING RECORD rate L OI Y haf od Yam• Ghpr' I Gt�'IC h*d r til. Addnai Dew_ A-rl _ 99 --!Daetr4 Qrttad" Wnik now 8GDy,%• fi f $U Alerod by •va IaG lea►MwwE_ 1 vwuw Ily Ist. I Rewatka _ D04 of Dtrv4N -- iln0aa .. JrtM1 Oawp Oia Wrmaal6n•Wor 79 LMWN Nit• PA804 HbN• 611 EW 7 TOW % Dwidko c7B hex-'S< •7 r 77/1 1y/ Z6 -77 yU 7/t 2 9 , 7/Q Z q qy .. ,. in 7314 Sm R'T Project: Capri Crook Apt, Date: 09123199 CRT: 99016 WELDING INSPECTION Welding Contractor: Doublo C Steel Shop Welding Equipment: Lincoln 5132 Electrode Process: SMAW Certified Welders: Social Sec. No, Inspection Methods: (1) Dave 652 04 8417 Visual Periodic Inspector: Uliecked welder cOrtification pape-rs. M. Barry 9t23199 Visually inspected welding which was in progress and being completed by (1) qualified welder as identified above: Completed WELDMENTS CONSIST OF: Satispplalafnc& A"er plans 'S 3116 fillet welds of !S PI bent to sane for D1.1 Col. Cap per DQ/A9.3 = 13 completed t: fillet welds of x8 - 700 Crd 60 reinforcing steel to bottom of Cal rng LI SS per dGIA9.3 26=completed Note: c �yS C yt Con,113 IrARC &TESTING ! i A's OM- IOIAO S= Rob P.O. am Q3l wedmN CA 93A97 1'ro 707.937.09:0 Flr 707 931 Ot n '""n Oina PO. 1111 (43 ASllrj) CA 94590 nicm 707 642 (on oruulnn rs • 7 � tr, rr'�rwr: Project Capri Creek Apartments Petaluma CA WELDING INSPECTION Welding Contractor. Double CC Equipmcnt•. Miller - 7018 Certified Weldrrs: (1)DaSid Woodlc Date: 09/29/99 CRT: 99016 Shop Welding Process: SMAW Social Sec. No. Inspmlion Methods: 552.04.8417 (A) Visual -Periodic Inspector. Date Description of Inspected \fork Quandly & Identity of Assembly iiemarks Quality or Work M.DatTy Checked wclder(s) certification papers, All work 5vns 09/29/99 Visually inspected welding being performed by (I) qualified performed as per weldet(s). attached plans and A15'S D I. t Weldnsents consist or: 0.3/16 Fillet welds of PL 1/2 x 5 x 7 oFTS I I x-1 x 3116 20 cnmpl LI A 1 Per detail A I JG48 /A COL MDIA R6SDs4CJt & :STING ''AA MA1901/1ee 101400urr "d 1-02W 922 HmdnrG 0492 PMme 707."', M20 F..707.R.t50411 Sq CLLllr.0111C1: 40 nui 1105 V.!!.p CA 91540 N..'07.61a WW 01 I OPT Project: Capri Creek Apartments Data: IDID8/99 Club House Columns Petaluma CA CRT No.: 99016 WELDING INSPECTION Welding Contractor. Double C Equipment: Lincoln Ideal Are • 250 1 Certified Welders; Social Sec. No, (1) James Bland, 754-11-6458 Field Welding Process: SMAW Inspection Methods: Visual Periodic Inspector: Description of Inspected Work Date: quantity S Idantnof Assembly Checked weldor certification papers. M. Barry 10/15/99 Visually inspected welding which was In progress and being completed by (1) qualified welder(s) as Identified above: WELDMENTS CONSIST OF: 3/16 fillet 518 x 6 x 6 Bearing PI to 1'S 3116 x7 x 5 3/16 fillet 318 x 1 x 8 PI Flange to 318 x 1 x 11 pl Flange 3/16 fillet Nil x , 1 PI Flange to TS 3116 x 5 x ,5 3116 fillet PI %y,, 11 . I to TS 3/1C x 5 x 5 3/16 fillet PI % x 11 X I TS3/16x5x5 . 3/16fillo1L3x3x%Iola It6x5x5 . , COLUM8IA N �, STING c µ,,ut I liK1/ All woldmants Were completed as per plans and specifications ✓s AWS D1.1 ._ Mt1% 01TICE 101"'XI RI'd PO 14n933%%M I; CA93r93 11,,, !1t 0+3U fe<'ut 5Ik(411 `:krr LIJlr omn Pb RO\eml',Iie;n('\9C<)p lYnn<'0'Wi!rP4 •� 11/05/1555 171a7 Tn3 PHILLFS ri-,W- IX12 .� MINye apap IlatN Ma1b 4j.1e ItTAtmNtM, W aM2T ➢15Mbli71 Noronoe79, loop {y r /i1503 �./.) J k, Harold Inc. . X114 Ce61oY Laim W Sank Roes, Co. 05405 C e SUBF111TAL wCapdCvakAP , n�r,o ;> »9:, illaer IWILUP16 qii lElptl Ae the sub;•c} PmjV f WAS Laing IfPrMd, it was m;uaalad by the /romerto onio jr j PYwood s{w01hlrp. to the gn5f!(n!!s end use the Iross to trans Itr(M=fdreg kwus. in crd►r to 0711(he p)j voed if -was undermcgi fnal ltm hustw' ay ocdd ha,v to by Ws%gnett w'8h ffN roof drag bads and ba cm7fcted to 0o 244 double ha POP w hh cUp! of f1'o.c. aimibrPo detelASU to n�$ "Mtoron A:5Therootdmgp4dswnraqh ssmanufoMurer (Andeson trust) h ko unhlercwon ofewse trusros, Tno drag � lads given fo Anderson Truss ere as 7o7owr rl L>:te>>� P'a.3�lA A BSF J200 6 E c5 CG,C50 4 A40 B C4G 4260 C tc 5150 c E]G 4740,3 G F5 07 5075 F5F 725 D F6C, 4942 E G6G 692.4 Thoobo,wpadsaM1hvmfbAmigmalcarcu4ctwspg3 1-25datod8,2595t,,,T�.Reomp t truAloa bAing dAeQnadwith (AVOW To;col aajthe oorfJrt eho•d of fnrss ]rys(pa. to DIn1 dh f'e 2s4 dollop olero w•!h S;,rpapn A!5 caps 0 12'n c 1nDli �� il�en•epts5'a b om4 ale SM"o'ywood on t�o stilt of Ina Irul! . #You horn anyyunswna. 0096 romiderm a lks,"ccrnorwnce FILE CON AANDERSON -..r TRUSS 9010 SpaOrI Lana r Numoaraf papr : 25 Dixon, CA pMO (fidusng dlis covet) ph. (7071618 .036 If you ao not tvmIvo op pope,, alcacu tx. i707) 676.1630 011 ou szon as paurbu, trunk yari. FAX TRANSMITTAL Date :�5 `�� Time 3o A.M. -Iz'79 To , : ���� Fox a :--'-�f Firm - tAILw�5 clkw Notes 1 F8LL ewTnc:C lA+. -r f 4c rim, o 3 - 1_ 276 _^ _+v- r4F=5 Mw •.n A,-?ReI! ?�• :EPAM Tusi'. w 7-ct lr t`�=cA��� f�„�ye—t. Stnrin, cNrae GN 1icas NFf it".7�_G��' r^Lci Te.NC] 13tr"-sES 'ilEQ'-mti=ic� rr� A t-mLnk? 15mm pyi._ QL,cl-u C.M' 'RIIS Is JCR,/ 4y(Y ,F tT', tie of's '.-cov r%G �t w iiZ0U1rux>S 1101�• AT','tOa 2 � URGENT mood replV by _ . original by mtil._ contact .�...{corroopcndonce `Inthul call tomnfrrn �-"!r. r: OLrrJAS "t-Y Foun�J 1�1 INY1L . Thunk you, a division of PACIFIC COAST budding produch rIANDERSON TRUSS 4W6 K::S>"'j x Au "l lsuAA t/cn. U "w::� M7. F,3ttirdr� ;:01 61b+G! ':c^[•d ItJJ N'. dl.11e PACK: mi.1: Q ANDERSON TRUSS 0010 an,CA 5uo' i Dian, cn°sezas,cns (7PT)67e•16_P Fay 17PTy 575-1 MD ldovcalFtr 3, 1999 Y.TTElk R SON CONSTRUCTION 39Go jtonaridge Dt. Ste110 Mca aatom CA 94593 RL: Crp.i Crock Apattmcau Tnsisu dmigncd fm iatzm! collmoi Inds ToufiomR=n corxm The IaUmviog tntsses love Imaa! eo!1vi;tor Inds destptd tuo tic uwy, al proridcd by the l'itillips Gmup;AG, 95G, CG, CIG; C5G, DP, D7, E3G, Fd, F5F, r6d, m3 G60. Ify,iu have Anyyuutions, p;oue fccl ftec to ctwun me Smcerc!P, R:well r=vllr EnlpnwinS O:paniirra 4.\..w+. C�-..,., 3i,, .N,W. tY. P,:T �.. PACIFIC COAST ..wi:+..r.r Pv.✓1 r.;7: urm. hnw,+ r.;u S;r�yPro+.v ..,�,nt A•r�.: , �uwro... ..a+'C. Kp..• wo..n\.. ,ts., L.a, rllli 7r14igO r 7}R111�! 'an.rrN►aFrwuu�ro � CaFM CM mQMX LL ro mmm Of a Otrtl�.Y. Y.. ldl®•m7Y wtANIL1t.I1® MMUI.Y711AfTYIILt Ax A tNC7[MY.t►►YoIK11►R G II ,U n �I ••ruses mlilz: rrs:•• - ►fl�/�'u IF-1 +�r�rww.va+srrv+w• v.. 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Opl {l0 Itwur Mvw• 1.:1 1C 000 TCJ1 1c,0 luo ll In t'.r t.7! ep opl Vmilu al> •. aYG Itrn lom)l1t box 4.0 Ity lbw•lnu Yti lhll O.OI 11.u11S1 0." nr. ecpl 1n.0 I c.Y. u\c]va M.rttl In {Co. ✓r 14A • ]!p wym• Itl % lukuln �+ lapam, CYctl0 1p%] ] %4 W H., ",d mr t mta IlvuA.d s 0Q0.. wr+, r.N.•H.J,•Y, Pa7rlprt] r X4 -0 OpT U] W k�1 ..Ynt Yrraly ryrSN v <QO art ...r.r Yrar✓C. OI1tPAl ]%4 W AW, OpR'Yyd Y}AClml"'N•.C.1 ]•1Ir/]1J0,47•JlSJ X.71426QO ]1•tl'.1\QO, y•11.11LUJ. ]}-11N1tL0. p+Il%]TAW. iP • 717pt0p, }e+117434:J. ]1.11I/]s0O, 11.117.7lQO. ]l.11 TNOJ. N+tIOIM OO.II.1p196(. D. A1u. 14•];.77bNOLN.iW )'lI w,, Wt. it 164.14r.b..lw tj'OJ Nu Vlt1N]•AI4r/ual , ���•— Iltl..1. 16 •ice-, •..n..a,6T.J,2D+•].YbJ,410-q.1a1Y4, ttJ]••L 17•/f ••1. I]JA•-), 1 7 11.11 •J.1 ]qC+•I. 1611 •-), 1420. •7. I W t •.T. rl.11 +.1, ])p..t, 7]74• q. ie.: ]. 1, liJ4J,362).a, y.t4•t) ]D•TY•10 Atli Gg1111 }]1e+0,\}\l.p.\Ii]+p,f]�.1+0, latt•p.•W-W-O,Wp_O. QJyp, lIJ1+0,aHbC,4U6+C, .a J4-p, ll1] • a, lNl• 0, 4pJ1 •0, D4a.0. 11Jt • 0. ]T•at • 0, LJT. C, ]fJa. p, HdI.O. yJI+0. ]]dI_ 0, ]t-II-O >PJl••p, 3]JO.0 81W 1J0_q•R SIJ1+•H.SYy.JA, 14y..]0,3]-.4.-0],CiJ/.g1,11%•at. \}l]•a1. 41de+H,IN.+•pi, 51-W -a]. AJI+•]t,}H..1q, 4JLt•JA,4q _.KY\1. J0, )W+AL IAD• {t,tJO•J1. IO A]-JL 11Y•Jt, tsJe•ao, 1]J4. J], 1aa..]D Y]n\ THIS TRUSS IS DESIGN•eD TD TRANSFER Il1Y.vll. M•.r+r. Ir•4ro./. pw.,l1 •wrrr r..r 1 >!.Tr.1..-.IwnaIH4•f....a.,•r4.1.«.1': ��424F35 FROM THE T.C. TO THE B.C. rii tw evw ier eiwr idfn�i/%.: iav tWr%.. 11A, V10.N. MMY.r.•..w{r.4rA rv.wrr•a .rot Yl rw••e.4.0 ].• ]14 TI.1. r•4rr}}yr�� rN.w!wr H ]nLL e•. f.•n .T W Irr r•.:r... 4n•v m..a.... PI Y rW eMrrarl.•m..4a• PT .tool .rrrw blurry yYM .yeJ. A.ro.n.+e•} t • r.lr ulehr Yl Ilk 04.4 A vm 1.11I1 r4rrt IMU M1Ilr:pl Dtw.W ' 1m m •+r cnul urll: x2lxslcurn O bOI.IgYir I 1 OFIIa LO2 VIM ,r WFA-3LM1"0F7X4;.F&b1F'SMt • r. u• <. ulta.'6S11pS9HT[LT r1 ie 7' o.� 4t•11 IW 2). d . 271-418 1 1LI" 41vt I 0 0 b'!•17 t.d.10 14-It 7P10 7+10 4717 da= WATLNINC1 THIS TUW, ISANALYS© F011 IMh1ANB IDAW ONLY. LATERAL f 1IMMG FOR OUT OF KAN'E FENLIM CI I TO WIND h 5IESAUC LOADS 15 AEOUIIIGD AND 15 TO LE DES?ZLD UY S7StiEPS \ 4-z-S'�-Y-i-+^-=-:L_I!_L4=.:iL Si_'A-Y-L'-bid-4-11J1- f41e 13 17 It nd� dem ld)= iron t61i Li.ti,_I ll.f-1 �74a.0 + T..OID 1LI4/ fIAL �I 41.IS t-0t4 1-0ID IQId 1410 0.N1 I too."a brtl trOCNO !•0-0 I Cd) I 7Kn mI 1N.1 tyM I W..Trd au T Cl1 is rlau bYYn 1.21 TO O.- I =r ft 'T/ v >eOl YxD "O'w Tax mit U<d.w MYr••. 1.2M 4: O.A vrgn 4121C.13INY1 i N]l OD DM 1Yw by MO I WM O.YO Ilnnnll all 9 n4 Y-at IOA OJ. 1DC1CUa inLCLLWIN•t•ffU ' W<tM aOtb Nr.L 11n 'IOrp1oMU 3T1K4+,14WR•lvgY II)POK)w I ... ,.1 Y 24-10nsenu rain q.uns. Ill LtWl!(p 1Jt YO}(>'U" rbw ♦rrP/.[YMOr a+MNlMYrhAlq. MOT df0M. 2 X. if a•10ti Y Mao 1M.nrar+ Fit,F 15"'an, "h r x 211 a Q•Q"Q rAo ang1°IYt1 109 Ir a e w %.I [HIS TRUSS 15 DESIGNED TO TRAM 11Marto%f ar�d f.711amald may ai Iw1�4.�1 Mi] &M3 LOS FROM THE T.C. TO THµ "Isis`O"R.W...;.21.i•L6W..L....a PROVIDE ANCHORAGE P.T10INf Z I1M1f.111[q.ONI W Gn I ., FOR h5 /,brTlzpk LGS UTLiFT FCR Tor CIIOIID 1.:. t, a-a..2.i±, ]..-ulM..a..117r. t t..lut, c.7..1ra. 7: •ol: CpN017�ON ONLY wr CN1MO 2.13-1t22, u.11-212o, nn]-uq. lo-n •Yu, 1.10.470.0 Y _.tt] %17ol 7-U11]a.Lt]-C1r,1•n•W.61o.-Yu.]J_.mta.27]-.eu. 411-.ru.bn-1311nO-1<l. IYJ 1[s 11 17 WO •O rN4d 1+.•i n fu Mn.r dmf, b147 YnnIM ..<. Mr•..N rlls nwu, bgO qnl. ]I b /'Y.• Y• luO la•tr 1.n4... V.rru4• IMI..1J. 11 ♦1 %<.. 1. last W DYII•A J[Ywflr l.mrrnd V Mtl• Y+g+rMr •11iU rn <nrY, 111Ag6 YiY•. Fr br NWo•J lu. 1Df /d Mnw deaf b• 6J n.+r.+want rFA ••I rp• h. 4.6 pr TdA M., 1ts, LaO 4. 11•AAIYnNN•1iNNrr�11u• rd<u.nrlTD%1r MngnW lY lkr ru••4J. +w..... Pl hnMrmrN�6 r 1rIM 1l ,lef iywr46ri..Ly 161 u'~rLNM..ia.rY.l.r tea ItMnl.rrhh f rnd lugs It'Ah.rµ.tI. II iTh WMFr Nn fWMt l✓ Mp wcr. N A4014A 1•ttl/ r1 rbl.• 1 Ol l•N e.WI ]. t1r M.Yi Ioe9N..1.. f W.tr•.ys<.na n.vwMNrurllW p.l p.r wr unutlrr p/F1 n•NAb W.a LOAD WLoI tlw2•N wvu L Uw WiFwIAINnMnwr-IJ2,nW bur...+13i lMtr••r L.Jr IM VMid11-a40.II-Is •IOA.11.f2-'10D. tP If. 7).OA I0-204N--20 a./3•-0•.0 ]]•a},T.YI•aY].a+l-NJ. Si••llll Mt••111.2. 7d••1 b.i // 1u7� 14ma.]_21PJ. ]ad N.6 at-11-11 ia•]I 10.iI %0A. 11.7111 //•• D•yy. ]-t a-•ItsA, 1140 • 11A D, 11-01-�1tUA. IF11-•1lOA. 41 D-•t f<A. r.•-nw D II U.eI N.1•,Il.•J•r Ivr. • 13], Ana bwW1.31 1Mr.nn ln.ln l<al f r..ul•ti•S31-411214.nn2".M.lo-n•2o0, n1owvO,Fn.ne,l�iD ro 1c SJ_ 111A. ]�-d4-4 N-0.•117.2 N•t]L4l_.13. 1713 Crp 1811OI go" 1-13.1110.sa-aft.t, aa_aSt v. La,.ana. a -an 1, 6M'2-1].tbd,q.1]wiM 0. 11.11-1D0O, 1P11_TM P.?1C_Ib D, L<• A?T� As _ .. MCII%L PAC 'ri4wou" System No. W-L-1146 F Ratings-1 and 2 Hr See Item 1) — i Rating-0 Nr � �+ �•4�,r�lY tom,.- �_. v t �:'-1�---- ''r i.: ..1 ifF�A• r4, SECTION A -A 1. Wall Assembly —The 1 or Z hr fire fated gypsum wallboard/stud •atl assembly sha!I be Construct(d of the mattdKs ant in the manner - - - ..dmcrlbed 10 :1, indlvidual U300 or L400 Series Wall or Partition 0eslgn in the Ul fl't dellstance 0veclery and shall include the folleHiry pmSlrn Ct;Pn 1Catmea: .- A, Studs —wail framivo nay consist of eitty: wund studs ur steel Channel sold$. 11'Jo6tuns to consist of nom 2 by 4 in, lumber spaced 16 In. OC v:ith nom 2 by 4 in. ber..;ti end pl+sec ar,d cross hence, Sleet st0d1 to be nlln 3.117 In, vdde by 1-3,16 in. doe; cflan,cis Ir toaced max Z4 In, OC. D. Wallboald, Gypsum••—Ihe gs,r p,, ,,althoa:d type, thlcin¢a$, number of ia}vn, fastener typt antl v tit criantaYml shall be .Is specified to the IndirlJual 0300 or U400 Series 0essan in the Ill Fire gesfstanct 0hectory. RA.. dtam of opcnin!, „ 14 In, The hourly F Hating of the flrcttnp system is equal to the hourly fire rating of the wall assembly in s,100 It Is Installed, 2. Through-penetrant-0-e metallic pipe. Conduit Pr tubing Itlstal:ed t4ihv ca>ctntri(a;Vp N etcecnl;ally wrtnin the (ireslPP $)stem. The annular $Pace between pipe, Cnhdul; -r tubinc and peripheay of Opening malt lw min of 0 In, (Poln! centuq to e'a.l•1/4 in• P;P., conduit or tun'cq U I rigidly suppered en Loch sides cf tall aswitty. In,,. Intla,. ng lgts aril Orr, If nata9k Pipes. ao-dults a, tulino may be used: 4. Steel pipe--ho^., ip In. I,a:r. (�, Ymare) SCUedu:r IG (o heavier) ❑eel Plpe. 0. Iron Pipe -0..m 12 in. dear, (er smaller) $c•vice'(I,ht (far hvww) cast i• n sell rv, nom f2 it!d!a•• for I-P m) ct ((ass C0 ia- heaeter) duc;i:e amn e:atwe pine. C. Candult—ham 011, diam, for Ural err s;ces u.nd.di cr r;a c'n i iJ- 0, �r sr'il t)) stet: e!ctitira't reta!I c tubing op Per lublng—'i+• f h. diam ,pr sry;lr•) T,rt 1 it, hoe. riC•; c Pp:er tahirg f. Copper Hpe-- %cm 0In. diam. (Cr tr•rt!a) phrase (er tearer) Oep,e- r'N. 1. Flit. l'nld or Cavity Materl:'s•—CaLdtk—w,tr 51F ;,+. costs^ass rJ hd mMer'a! app',iad wi•; ur 16e a-^ul-Y, Gu!h nilh [:,;•+ 3:•!area 2! IJ!1. ffl' I/21n, diam„ lead 11 t1a11 a:o.itd tc Ya pr-el a-ti,.zl,kca in;t,'a:e at Il,r P:Int tanla;t 'uCII O' r^ t.,v S let C1 naa. Mlnntsbfa tititng 6 a 19. (o. —Col? d0- 'flrvrng I`e C:L [Lrrty:Ca•;cn Pa.Ii F _E G it Q4� \Itlrtn: pmu 129.00 p,., --At ,,I naa NV Red br 3Al fi•t i'r. tr(4r:r F.,,;' . �1/ 11S e1 Lta1 Flue ia t'tsf l'CflUll PI'111i11 C1!r '°"rt•,Lnc•!t-r l'11•,r fr\t':a:r {,�,; r\r•;,, Noll-CM9 NE 03i4b en rVa v 1e M E FFx 40, V. ab ?ALjC! P(P C7 urea_ System NO. W-L•2088 P Ratings-1 and 2 He (See Item 1) T Ratipas-0, 1 and 2 Hr (See Item 2) a SECTION .= - 1. N'aU AstamCiq—The I or 2 h( 8re rated SS?scm ertllboad/cud wad allemhly (hall be mntttutted of the MaWiC1 and In the manna, 11Whed Ir Lhe faEiddudl U3✓3 ar UCDO Seritl Y:rO and I'Miticr ocslam to lht UL nit Rm'starce Dilecterr tcd shell Include the Polldwina construction failures A. Studs —'Wilt h4m.lrg nay tcrli:t cr eitae• woad studs of Itek channel stwi, N'oed itult to cw(slse cf ram I by a in, lumber sppaced 16 in, OC. Stect itual to be min ),I/2'n, wtdo and Spaced mix 2c in. OC. 6. Ylallberrd, GyyPSum•—lhictre8, type, nymter of blei Ind fasteners to laqulted ill lbe inIMMI tVAJ er] Panldun Dec';n. 0bnr of cla Ong (hall he 7/81n, large, thin the Cuts!de d9z If nonmeLlGc Its hourly F Rating oT the firrilop s}sen 1s Iquit to the hourly Piro filing Of the well tturlbly In Well It Is installed. Z. IN ough Penetnnit—Ont na.:malilL'[ Pltt'.�t or tucdilt to he imtal:ed ether CcaCIPOCAIY or t:terAl :al(y wlthln (he firntop s)<uT. Ito V-1ule1'PAC! (m nea 1.1/4 R.. ellm and vm!Iv uetreda the oipe or aaav't and ptdotuy of epmt shall be mh 0 in. (rei;fl mrhaC) ie tole 1/8 In. Ism enn,ler Ird:1! U1 rip, m Candild prttenr than ncm 1.%min in, that btlapn if,( pipe or cerduit mi po,pheryi� of Mein; .hall to n 1/2 In. to ma. I K Nor of [end.'t to I:c li;id(y w;pane: OP 001th Nei of ,It cster,tty. ❑e (o{:ewiy ty"S are! OCEs o' nenmetalk of et ut toc]cL's ray Ye Lade A. Polytltryl CKle7lde (PVC) Pipe —Nor, 7 ir, d4r. (nnmillrr) Sehedu,t 401* trre pei e'pt fn se Lt Closed (pretttl or :,pFIA of sentet (d'ain, "lilt Cl wrt) Di !n; Iylte n. F. hlodnated roi Mryl Chloride (CPVC) %Pe —hurl 7 Ir. d41rr o: trt7eQ SOR17 IIPV( hire h fat art In ated rented (Ualn. wnl( or we-t)'IF"i pnitns. (r out. e, wr;ty) rt <. felyvintt Waddt (PVC' Pipe —turn) in, Wtn (r. sral!erl S;'.*"t, SJ to'.' «:e PVC OCt m lit in dead (mcuu et a�r.ly) ride: tyslen, - O. Chlorinated Pol),tryl [hlotldy I(PVC) Pipe—h.n 3 le. die n (u• Irwill) S0A17 t(Y; Fite for oir rime! (pm:ml a tcpLly) pipanp s itery I. {old NCrmIUII.0 CtnaulUt—Nam 3 ii. ['am 10e sr i'!tO S,14'a h rd NT tcndu't i-•tiLtd In Itt➢rdv(e .:III A -I, it) cf 1`; Nv,+ors; lleclsul Cyr (hrft, P. (Its brut Nof PIC :irlubing (l n1 orlencam 1Ir, Ne tL, Ivl Ivre] <! FYC. Irs's.!ed f.• !;[ot[t rce e.ith Ache S!1 of t`t 11� 41loo . Nr.n,tenol rtrn 215,00 t yI{'(/ • inlsn:^,rr tlr.a 4lrt8t](q J1!iite F4lMbe Pngv(S { Fire Protection Products !rR 11!U'e'2 r1111ybflhr Ll$:,a A,s stlhlt eltttoq IM-C9-99 TUE 03145 PM FP.X 1W. Noy • r�> , i� ?I PC! System No, IY-L-0088 - Continued Yation;L Electrical Coot /NFPA Ha. 10 . to Rigid Nonmetallic tondult pzoNoral EleCtrical Nonmetallic Tubing (FNNU) h UL Construction Materials Directory iar tames Of manufacturers. G. $$Ile) Sheonitriltd leai0eme still inge oAe f Cellular coie ABS pipe forusecursed (process or t stem.supply) at settled (drain, Waite at sync) p1,102 s �ssemblyy hid pipe of rconduitt sire handhether Qie PIP?f the is Intended for me as a clvstd or vented system. as shown In tht e.ls.,.w.. .Lt. Hem. Plea Milt /numbly Claus[ is Or r Ratirp Dun !e• estinp fit 1814a4 r) Hr 112 to! ] c ] 112 to 1-1/t 1 Y 112 to 74/4 2 c t 1/2 to 1.1/4 2 y 2 2 1 0 Y Q 3. Inll,Yduii 1/ Caf.l f wutk oftFull), forkI and 2lin t 104 wall lttenoPei. nspecth•elf, applied within annulus oetweer. ptpa of ecnduit and pedpherl comsat ICUtlonflush betY,tenpipt oboth f ceadult Anmot ypIum alsu6natdt miln 1/2 in, dlam teed of Uuil or P;dty Utall be aoPllad at ins pipe of conduit/wallboard Intarract on Los" iurtatfs cf Ntil asumtly, Inneenta Nlning and Af9. CO3—Cp 2%S , MPS-2- .aQaatmg the UL Listing Nark. 'l1eulrp the Ul Cle"if"Ifon Msil'ng P...3 //,� „�// y� \am\Irtttk P;tt 236.00 , ''ItJ//jt{'v/ /t^�]//Ya/I!/"/�•aet 1Wr.att• SId t':n e;t T.lfi Nott wx-ettOry FYt'eFroteclluuPrudUcts Y,ror.tht197oeGionollnr!I;NnRedllartelF•etlary System No. F-C-2024 F R3ting-1 and 2 Hr (See Item 1) 7 Ratings-0, 1.1112 and 2 Hr (See Item 3) 2 l iGi;3C� ' ' jg,.Jii t Dr 3C; 3. Flom•Ceifing Assembly —The 1 hr fire -rated solid or tmssed lumberfc9t fioer•ceiling assembly shall be constructed of the materials and in the manner spesiFed in the individual L500 Series floorCeiting Desig the UL Fire Resistance Din; in Dim The 2 hr fie -rated wood foist fiov-ceiling assembly shall be constructed of Oil,materials any in the Manner Specified in Design lips. L5D5, LSII of L536 in the UL Fire Resistance DhCctprV. The F Rating of the fiheslop system is equal to the siting of the flour -ceiling assembly. Tne general crnstruction features of the floor•teliing assembly are suMmafited beiox: A. Flooring System—Lumher or plywogd subRcof pith finish floor of lumber plynood or Floor Topping Misture• as specifed in the individual fi=.Ceilfn� Design. B. Wood 7oitta•—For 1 r fire•aced flout -ceiling aSseMblies from 10 in, deep (ol deeper) lumber, steel Of combination lumber and steel 0In' truss[s rr Structural Wood Memben• hith bridging as [egsbed and with ends firestoened. For 2 hr, firrrated Rnm•wifing assembUes, Mom 2 by 1p in, lumber joists spaced 16 In. at with nom 1 by 3 In, lumber bridging and with ends fifestapped, C. Furring Channels —(hot Shown)—Resiliect caly steel furring Instai!d perpendicular to rood joists betwern first and Second layers of ,iAboard (Item 1D)) in 2 In fi.e•fatad assemb)y. Tuning channels Spared Max 24 in. DC. D. Wallboard, Gypsum'—Ilom a it vide by S/B in. thick ass ,Rifieu in tee lndividua. Fluor•Celt;ng Design. first to )•er of Asliboar� mailed to Aood joists. Second layer of wailboa•d (2 hf ihe•rated atsenbly) 2. Through Penel ants —One ror.Tetaifc �pc, conduit or tubing to in, inslsiled afore, mldsay betAeen ,sped Jois:S. Uian Of ooenir:s holrsaned though 0e6drg tystern and thnugn iwa layers pvsum Aallboard ct4ing to be 0 to :/: in, Lame( than the ,tside d.an 0. through pcnr!ranl. P'ce a conduit to be fldly SIP-ored on both sidti of the Ron-celiing assembly. Tht foliewing 4?es anufsires of nomald *et viols o: cuoduitt goy be wed: A. Polys•lnyl Chloride (PVC! Flpe—tor; A in. d1aM (cr tmslleq Schedcis <p ;o.IC•[J'e A,( pipe for use in closed (,process or S.pP'y) or vcmed (drain, waste cr ve-t) pfpirg S>•stem. S. Cellutar-fort Polyvinyl Chloride �ccPvc) Pipe —hum < in. ciam (n smailtsi 5cheduit 40 cel:ula' We . VC pipe for use in Closed (voceii o! supply) or wMed ((O P wain, waste or %en!) cipirg system. (. Chlortnatsd Polyyvvinyl Chloride (CPVp,i < in. Ciam it, in-itee') SDf1F (PVcri V!Pn' We in (hosed (p,p:ea n• surc'y) p• venlyd ((Cain, w p) eir!r5 t seems. D. Atrylenitdle t uladlene Styrene (All�) Plpe—tics a in, d'am (r s-.alic•) Schedu.e 40 solid-twe ASS pipe for use in closes (process er 3eiA Xen-NnaUhPlpn 2G7.00 , fiirclaruteciioniaroducts Ihis lnaterialwafan:cic.'cF3'ARv.PrpirdGpnrtddart% 'MM the 199e tdihun of the UL Fire Reti stance %ftclory. System No. F-C-2024 — Continued E. sup )zror vented (drain, waste or vent) piping systemsCella. l Cote Acrylonitrile autadiene Styrene (ccASS)' PI a —Ron �. 4 In. diam (or smaller) Schedule 40 collate core ABS pipe far use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3, fireslop System —The details If the firestop system shall be as follows: A. Fish Void at Cavity Materials• —{Vila Strip —Rom 1/4 in. thick intumescent elaSlomeric material faced on one side sdth aluminum tnum foil, supplied in 7 and ? in, %vide strips. Strips tightly skr2pped ensued nonmetallic pipe (foil side exposed) with the edges balled egaimt the hidth, ottom surface of the Gypsum vraitboard ceiling. TI'e min crap Sulu wthe number of layers of "rap strip required, the type of aipa and the non diam, as well as if,, P and T Rating of the system are Shown in the follo,ina able; Non Pi" f aadr. t aitf Wrap Strip kiln N'no PIDa IyDr oa,: In. Nr S 9 a"f4l, Strip PVC. (FK. ASS. 1/7:c IdJ2 1 Nr In, Us" URT or CCASS la) 1 1 1 Pit, CPVC, ASS, 2 Id 2•112 S 1 1 tcFY(, or Was (a; I PVC, CFVt, ASS, 3 ' 1 rtFVC or ¢ASS IQ 3 PVC, CPYC. ADS. Irk to 7 1 1 2 uiyC if, «ASS (a) 1 P,C, INC. ASS a' c,FVC 7.112 to . I 1 7 c(ASS Ia) 2.112 to 1(7 7 «ASS fa 3.112 to a. 1 1;2 2 PVC, Will ASS, or cr;v( 112 to 1.112 2 L7/7 I real SS (a) 1/2 t" 1.1,A2 ASS, FTC, tf:'.t, or Cric 112 to 2 2 1.112 ASS. PVC. rJVC or CFVC 2-0/2 l0 3 2 1.1/i 1 ASS 1.1/2 to 4 2 1•:/1 PVC, t[F1'( or CFyC ).1/2 in 4 27 2 (a)—Requhos use of aluminum tape detrltd in Item 30 Minnesota Mining & Mfg, Co. —type iS•195. R. Steel (dollar —lion 2 in, deep collar hith 1.1/4 In. "Ide Sy' 2 in, long anchor taps and min 3441n, long tabs to retain Olga strip Myers. Colts Of precut 0.016 in. thick (30 gauge) gal, sheet Steel are Available hen .rap strip ma•ruacture:. As an alternate, coliar cry be field fabricated from min D.016 in. thick (So gauge) c,rl. share steel in 1 Accoldance with instruction Shett applied by heap stria �narufacturer Steel cull'", with anchor tabs bent autAa'd 90 degree;. araprN •'ghlly around "rap strip layers pith min 1 In. over(, at the seem. H1lh steel anchor tabs pressed tightly against underside a$ g)Fsun: AAllboard ceiling, comolpis collar arocrd wrap strip layetl using a min 112 In, vide by 0.02a In• thick stainless s:eel band clar-.n at the Coll'" nidheight. A.s as alternate to the band stamps. canna nay be secured by a Mears Rd. 10 by 1/2 in. Ions sheet metal %crows installed In the cortIcal Aais at Ibe center of t!:e 1 In. or•. iep eluno the perfecter Joint of It" collar. A coin of three stre.4 is :rcul:re. Secure collar to Gypsum Aaelboard ceding using 3/iG in. diam steel Ug'!c bolls (516 In, griir) it, canJanttt;,n "ith 1.1/4 in, de-: %Sell ender "ache: s. Min of. hree fasteners. synmPtrsall!! located, r(;ulred for ran 112 in, to eon 3 i•r, eiam Pipes. Min of four sr:'r;etric2l!y located fasteners re,-uP(d fat non 3-112 in, gird c in, dial Pip^. s. As a firal step. bond neap sine ettainN tabs 90 :eg'res laAarc p!, z to la:l "ID strip laytrs in pcsidon, C. fill. Vold or Cavity MateriAls•—Caulk—Ueoerous Arp0:1ticn if a u.k to he tpVptd Am,nd the penmrtw of the %!tr: Cella, at I:, irtwfece "ith the Gys'l-M "allbea•d cefli-g and amurd tt e s tri-e'e' E; the p'pe at 1t5 rn:etfne rilr the Afar (trip ta)nh. [,,;s d,,, plied around pefimcte' 0; rice :" fill—r'L!?! Sbace to Ma, ear•,: Pcssiblc. Rush wit!• Son Smfacs of fmo•. D. Foil Tape (net Sh2r.^)—iron 4 fill nibP. 3 nil ;hick al.rn;M rapt "•appcd grouse p;p, P,Io•:o the'nitabation of tfe 'ntaa A;t iP /lien / 3M %on NNiamrrlpn 268.00 ire wale Yak,. as uPaftUd bl' 3,J f ve i'tutccfon Rcnusn I'irlF'rUllCti(1ITPr0(1uc(s from the lgD9td,icnnfpulltlirrRcsis;an;rofrrteq System No. F-C-2024 - Continued 3A). Min of one wrap, flush vrith the telling and proceeding downward. Tape is te7uhed only for nom 3-1/2 in. to 4 in. diam ADS pipes and .VT all ASS pipes. Minnesota Mining & Mfg. Co.—CF25 Y.'B. E. Firestop Device" —(Not Shown; —As 3r, alternate to item A and 8 %hen PDT. 1-1/2, 2, 3, or a in. diam ncnnetalfc pipes are used, a nrestop device consisting of 3 sheet -steel split ccllar lined with intumescent material and provided with steel clips for attachment may be used in accordance •eith the table below. Firestop device to be Instatfed on underside of ceiling in accordance with the accompanying installation InsUuctions. nom Pipe F Rating T Rating Thestop Pipe Type plans In. ID Rr ocdta PVC, EPIC. ADS, 1a/2 2 1 FPD 1.5 or PPD 150 CCFVT. or CCAHS (al PVC, CFVC. ADS, 2 1 I PPD 2 or PPD 2D0 PVC or ccADS (a) PVC, EPIC. ADS, 3 1 I D'rD 3 or PFD 360 CCPVL of CCADS (a) PVC, CFVC. ASS or ccPt'C 4 1 1 PPD c or PPD t00 ccABS (a) 2 1 :/2 PPD 2DD icADS (a) 3 1 1/2 FPO 300 ctAUs a < 1 1/2 PPD 400 PVC. CFVC• ADS or WK 1.1/2 2 1-1/2 PFD 1.5 or PPD 150 ccABS (a) 1.11'2 2 2 PPD 150 ADS, P1't, ccPVC or CFVC 1.112 2 1.1(2 PPD 150 ADS. FVC, ctF'/c Pr CPVC 2 2 1.1/2 FPO 200 ADS, FVC. CcPVC or CP'YC 3 2 1.112 PPJ 3-0D Pt'C, ccpvC of CFVC < 2 2 FPD AN ADS A 2 1.1112 F•PD ADO fa) —Requires use of aluminum tape detailec In (ten SO •Stanng the Ut Classihcatiun Marina MJy �rVi �en.galawtrira 269.00 L iho male a1 «as t rsrachd br 7 f 1 Frze FtOu�isn Pmdutts 11TV Prolvdiotl Products 0nm the IS99 tdd on uilr U1 Fat Rcssta4c Di'cctnry. NOV-OC-99 IL'E 03:44 Ph FAX NO, • N��a-r,�,�tc lit �� � �_�' SyatOfn No, F-C-2039 F Rating-1 Hr f RalirI (t 1 He (See Item 2) 1. floor :nJ 1 11. SCC•FiON A.q 11' FTM 1 III flit III woad UU13 or comblmtlon hood is loc-eeiun; 111emtiy sh"A to [omW H of the in 1he manner ecinfbed In the indhidUll LSD) Series UL Fire Res4:a:te DireKory. Al summari;td belon: no 104n. drep (o• doepw) limpet steel or ebmSl/glrn stet!101 UList t or 5truttutal Wood Htotbrs- nith D. Fleoilnp System-tumbef or Wth finish no., of ind pplt1ncoi o; nbor lopping evalurr, A sceC7F.ed In 1,,. Indier tha Iloor•CelUnq Derign. 8lerettr of rroinq 1he1'. be 516 fn. Ufger than the vLt ;d+ d'am el ncnmetb4C p'Pe of cardu!t (Item 2 . C. W+Ilbwrd• GYpmm•—Wort. a a h alde by 5/9 In, thlCt freer-at«(hed to hning ch,,,L,. Olin elm of rq 2), hv;:Fit. to Sji, In. 11•ger than Ufe CLUICt I;4rt of nenmetehk pipe or mndu!t (Ise- 1.1 Chase p'sU—(Optional. nct Ihoen)-41 thmu;h genetfenU (i:enf :) It be au«d tracgh a I lit fireas« d s1rlg!r, doub.e It na;gge ed srroc stud/gyp"" ,•a!Ibmd dose ra:1' r-31MU-A o' lie mile, III a^1 !r the manner UO.'Iffed 1n the Ino'diutl UJDD Series VIA rd faNtb• OeI!gnt 1n the UL FIT Rera:ac;t D'.rzCtxy one than In;luda th, lollanlnq [omenw,!pt'ea:u«I: A. Studs —hen 2 by C In. or Jeub!e nam 7 by; ic. lanbe' sWdt. 3. Sol+Pltle—Ntm 1 ty 6In. o• Psfal:tl2 by a In. Ii rcbtr ottot, tl;htl tutted. C. Top PUe--Th+ Qubft tap p ate 1h1I1 (om!1% Jr.' trn no- 2 III 6 I. or trn lets of gaUOtl 2 .y! a fe. Ember tUtos. %IShUy' tattle. D4neter d CPenlrq shsa to $18 In. tagtr thar outilde e4m cl nonmttalltt •Ipr or paduM D. W+Instame, 6ypwn--T1,.lBntu, fyy( e, .vmtet of Uteri end filters, 1h10 be At speclfird In trdhdsat 11:U aid FirtIVrn beligr. 1. Ihrv;gh PetaUanU—Dne ranmaUfd( ;ire of ;ovlult to to Inta;!CI (cnu^.tf!aby N RYenUtuCp vilhln tlx P.a1Up tyt:l x, Annslar sp1;t btlnrec P Pe of cord: 1 and ed;e If rper'nq to 5, 'I. 0 in (y[lnt f Cnratt) snd ria 5261n. P It er:end,It to be r:;ld!y wt7o^td on both a!dw1 e1 f:om ;NOn; sweetly 71, loilan'r2 type "1 ant r1 roamellLL'[ Pion o• ccnd.lti as) to Ilse: A. Pelsvinyl Chi,rlt+ (2VC). P!po—hot- 1.111 IL dvnt (cr Ira !a,) 5;.^tda:e tJ Md 0-t F',i Ii;t lit ult In rimed (;re;e« C. r.,pl!) of 'Wed (6•1In, »nlo or ter%) PlD!r2 "sit". 9. Rlppid NOPM41131C (undult••—!ir'n 1-If7 f.1. d'am (or sr, lr•; Srhtdu!t Li cats rcre PIC ctcd,ti hnletle2 e. ic[crarCe ,I-f Ari'C!t ]a7 of 11, hs:lrnal t;pc.' ! Ccce (YfFA A7. 70). (. Chkdnatrd Pel tie ; Chloride ((PVC) Pipe—Acn 1.1/11-, 111, (I- Irl.lr) 5Ott7 tdYC Nce 1;r uu ;, tl;Ie- (ya:m rr w;ply) v resod (Coin rllr of III'!) ^tohtq lysl+ms- C. Cellular (ore I. Polyedeyl Ch1orllo (ONE) P. O3 1 , 01 00 Ivanuu:nosulzteeay]6'FrzProleaveFrtCurn 0r`r FlreProt^.Ct1011{yfOdHC(5 r'crtn<Ic9?tclY:^r.Ilntl ErrKllMttaD,reaoti tioV-09-99 NE 03i44 Pet FF$ ;D, - 1JO1J P. U4 5ystOm No. F•C•2039 - Ctrntfnned Jot smaUer) 5chedule 40 [aUuiS; rote FVC plpe for usa in close, E. i�lonitd; orleuPctadtene or Bryant J(AVS)sPlpet ti,, 1-112 In, tem. dia (or smalls) Schedule a0 solid core AB5 pfpt for ust in cio� In. ditm ar suppW or vented drain, waste or vent) p!plr5 *stem. (process F. CelI'dir Core R[rylonS6ik Bulsdienr Styrene (aA9S type -Hen Id/! In. dram (m smaller) Schedule 40 cellullf core ABf pipe for use in etssed (process or vjpFly) or vented (drain, went cr ven;) piping . sytten. The hourly T fldfnC 1s 7 Hr when trees/conduits A, a or C are used, the hourly T Bating It 0 Hr when pfpts 0, E pr F it, used. 3, Fill. Vold or 6VlIy MateriuU'-.Caulk or gully -Min 3/41n. thLioets of fa4 malertal appplied within the innulul, flush Win tap tudate pF IloOr or tote pUte. t11n 51a In. thicBnxss ci Hl: cwterfal applied wlthfn the amin nnulus, flush With bottom surface,c'r teUng or too piste. An addltknal egest fr �r the topf f Mcl;fngaand oa ,$14to ,if cieil y or fromtopsaU PU( ant 4ndentde of itp piste. 'Baar Minnesota UUL Casilf estinrYadinp C? 25"'k- [sink, MPS.2i Fully i, Feadno !h,. m r r. u,....._., `�� y.a..!n. a. r;e., 274.00 Ih f mr!ertl Firef'rate,;t(un1'1'OdUCtS .as..trocthf 4n 3U lire ?rota0ov Frodun, nl`[L99ee!;•cft,ttf.FLK•BHi!acRUrttpr System No. F-C-2026 F Rating-1 Fir T Rating-1 Hr 1. Floor -Ceiling Assembly —The fire-mted solid at trussed lumber joist Flom -Ceiling assembly shalt be constructed of the materials and in the manner specified in the individual LSCD Series Moor-Ceiting Designs In the UL Filer Resistance Directory and shall include the following A. Joists —Nam 10 In. deep (or deepvrl lumber, steel or combination lumber and steel Joists, Louts, or Stiuctural Wood Members• with bridging as required and with ends fisestoppped. B. Flooring System —Lumber or plywood sub car with finish float of lumber. plywood or Floor Topping Mixture' as specified in the individual Moor-C, Design. kectangular cutout in flooring to accumamdate the : 1:b drain piping (Item 2) to be max 8 by 12 in. C. Furring Channels- A at resilient gale steel furring channels installed perperdiculds to joists. D. Wallboard, Gypsum•—Nom 4 it wide by 518 In. thick. Wallboaad screw -attached to furring channels as specified in the individual Floor -Ceiling Design. Two pieces of gypsum wallboard, each min 4 In, lony,;r and wider than the cutout in the Poplin , screw -attached to bottom of flooring concemrir with cutout. Diem ni apening hole -sawed though both layers of the gypsum wallboard patch to be 112 to 5/8 I n. larger than ouUide than of balhhrb drain piping (item 2). 2, Drain Piping—Nom 1.112 in. diam Schedule 40 PVC pipe and drain fittings cemented together and rsovided with p:'C bathtub waste/overflow fitting. 3. rirestop System—ihe details of the hresinp system shall he as fuilnws: A. Fill, Vold at Cavity Materials --Wisp Strip --Nam 1/4 in, thicl miumescent elastomeric material facer on one side with a!uminun boil. supplied in 2 in, wide strips. Isom 2 in. Bride Strip tightly.,%rapped around PVC drain piping (foil side ("posed), secured with two steel wire ties, and slid into hoteaawed apenin) in pypsum %aliboard patch r peon 10). Bottom edge of wrap slop to project apple' 112 in. be:aw haltom Surface of claw. x'allFmrd —1,h D. M16 Vold or Cavity Idatednts•—Caulk—Nrm 1/4 in. diam bead of null 10 Le applied to pmimtter of wrap strip at its latest from the und(rside of th( nypsum wallboard uatch. Nun 1/4 in. thiclntss of c.ulk to he aF Pliers lu the (.prscd edge of the wv.p strip Liyc: and to fit! all gaps between the wtar strip layer and 11-e lee of the drain filling on the tap surface of the gypsum nallbpa,d patch. M(nnesota Mining li Mfg. Co.—Cp 25SVB. Beating the UL (LssslficaFon P.adirg INI Fire hi'01[Wi011 PI.OLIUCIS itk-h Or1W7n t i,fil ll 3xt Pr i o+m,m ronic, I,he CI. Per hr�uL:, a In:n4ev. N 1110-cad-dA iut Jdtgb I'll rr..h :fat, system He, IY-L-3001 tFormerly System NO. 149) F Ratings-1 and 2 He (See Item 1) i Ratings-3/4, 1, 1.1/2 and 2 He (See Item 2) L•Ratino At Amb'ent-1S CFHJsq It (See Item 3) L Rating At 460 F—tess than 1 CFHJsq it (See Item 3) SECTION A -A 1. Wall Assen6lp Fhe i at I or Nte•tcted gygm- "ab"'distud rail Asswilly shod be tostmct.d el the met -!Ns e+:d In tle nar^et dnitYrtd Ir the tnd°v16ee11i3C0 cr llaeo $rda tyall or patt!1bn Otsirynt in the 0: fi;e Rts'.stsrct virtue)' we thall irtludt the fabwmg :0MsMttian ftatme;: 0. Slodl—'.fall Iraming nay tcntht et title, ,oDd tt.ds as steel thacMl ttuds. Wnud $ms U 6an111t of nor - s In, !art❑ scared 16 in. OC n1V1 nsm 2 y ' In hunter tad ;cares aed [last bntet. Moll %ties Ic be nir S-5/a In. 'ide by 1-3/e Ic. COCO thahr,tls spaced rat 24 to O[, 3. Wdlbosrd, Gypnsm•—Boo 112 at Sea I, thf11, a 11 nice with %qune or tapered edge;. the rypsom alitaard type, thvttneu, nurbtt of 1miit$ and s'+ce: c+enta0on shad be as spmj.Red In the inaisddwl Watl0, paNtion ceslgr. 0!e+n cf tlr,„tar tl:r. u(Ih cJning tc be 315 In, to 5/0 in, lugtr thin aotstte GiW 01 tabu a table tune.tt. 1. lastevts—Ylnen woad teal 1lanirg is t.jbC"j Arse, waCbvrs t yaw .can wad It Yanitlats PH19t. lt'htn stets thlhrtl Ito: tn^<in�; is emFlcyfd. gypcun .attyosrf alto@d to ltudt wtr lat $ teet•en,Unqq, m; <+cgin�bugle-?tad ns nett ten ^ss rrtihrd n tr.e rrdiv:dual WI;Y a Partit-n OH,gn. The Laudy f 2ating o! Ut R'cstcP 17sten is rOwt to the hotly file Is, cl 0 a ,ag atlerbly in Irh![i• it fs Iclllhrd. 2. Crblts—IrdlrMail tatle or nix 1 In, : am cable b,rd!t imuVtd 1r It r-_ugh oce-ln; eith In gn^.laf Ip:t tr rtn 0 in (poht torVttf to eat $14 1r. Cabs[ to lit tleL:ly sup -,aced cn bcth sides c! wad title biy Tht followlrg typet Ind I'll, of c,U,, A, Nat . md 150 26 AiVg m; : ccutm tl'-hry taelo wlBi pin)1 chloM'le (r1[) fo104t :. and ,4:lt1 n.a:nle:1. When mat 25 Fill tel W hane Clue it usse, I slotrO f 11 Q ht. Whin 5o to 150 Pat( 11NIHiona obit 11 mad In 1 hr it, rated;rail, F tsthip is Its hn Whin 501t ISO pall tatephane ubll is call! In 2 lit file IttAd wall. I stating Is 1 It. ? CL•t NO, In AV:o -ssoa cn.Ptr ford:;tcr TI;t 0 r. IV 0?q4 j// Ttrsltr'a; gtHtaeday]lslir;Ftosttl'cr,prcda❑ l IreYrotec(lou l'rnlluc(s Ocnlret E1Hi:w,OfI'll '; tilt Fesatantteitrcto, ffiv-0-:a wb Jd:9e rn tar NIJ. System No. W-L•3001 - Continued nonmata0le sheathed cable with P!C insulation and JaC12t mterlait. When Type Nil cable is uted, mac T FFting Is t-t/2 hr. :. Multiple file: optical communlcleen Cable 'acleted with pvc and hav!ng z mac outside dlam of b/d in. When fiber optic cable Ic cted, max T Rating is 2 hr. D. Max 12 AWG muldcomluctor (max seven conductor.) Dowel/control cable with trots-0nlad pcil'ech tene (XLPF) Imuletlun and XLPC car FVC satiat materiels. When muttinnductnr poMzr/control able it uaa msn T F.W"y is a hn ?• Max (our candunci with Mold 140. 2 AWG (or asu0zr) aluminun Seg 3. Fill, Vold orhCeAry Mata Iyde I_mGulk oraR?iy lfaulltcr putty fill malerial installed to mRpletcAy fili annular space be%kten oble and gyypsam wallboard on both sides of wall and wi'h a men sJ4 in. dial head vl caulk or putty applied to petit„„#ter of cable(;) at itt egn;I fran each side of the w3u. Minnesota Mining 6 Mig, Cc.—MPS-2e putty. CP HIND, C,,11, (Note: L Ratings tpp'y only when Type Cr mv3i cattle Is use:a e2zarng the UL C4s3lkcasiun IlMittnc e. I l Of�4yt/ / / caru, 327.0G I'll ffisR:cu4naic[inttedtrrJttFircM ntonbnxurn Y`Y�6W'�%a l�"Y The Protection Products t'c^t`ci?59cdisur cm mhc 7tiuc Rpsun« D;,;t'on. MV-00-30 ME 03:50 Ft1 rrr. Mi. vu;::�'r 14pi- System No. 1614.7023 F Rating-2 Mr T Rating-0 III —..—I ^ $C.CT10V A•A In A. Studs—Wa(I h+nirq (hill Conlin n(slael thaanrl stud) to be min S•10 In, widt End spaced max 24 in, CC. B. N'a,board, Gypsum• —Two layer of min 5/8 In. thick typwm nal:bcard. at epecifted In the tnths44ut 5Nah and r.—Altion bo!gn, Yax diem of opmIng Is 17-1/2 in. 2. ihnugh•Paettrani—the steel duct to be InsU'Ced oithet conuntrkaly or eccentrically wtth!n the tlsrs.np [}afar,, An Ihnu'ur Ipact of nJn 0 ln. to max 1.1/2 .n. is re2uired wlthln the k'eslo�t elstem. Sleet dust to be rigidly supported on btth sides of will assm.ty, iha folloning rites of ntel Batts may be uttd. A. Start Duct —Nor, 16 in, diam (or smaller) ho. 24 gauge (or hesriu) spiral wound 011v steel duct, 3 Sleet Duct—Nom 101n. diam to- snai!or) No. 21 gauge (o- heMt,) ga;v stud vent dust. 3. HIL Vold er Cavity Maledal•—Caulk—k!n 1.1/4 In, thick,ess of fail Tittrit, r plied vf4hlm lr annulus, bush wit% b� III htts of earl 1111mbt'. �t tht point cannot location betwter, dun end xa'aLcud. a Cm ti/tK dism Lead of ciu11 stud be applird et V-a wiltbcud/duct !nitiface on bcth s.niatet of will atltmbly, Minnesota Mining Ti Menufandring rn.—:r251VP. '3taring the bL Cleoi°utlon MsrlVng /` /: y, i ea�". In'xCusrut�(6a,(1Q•r t'''iMt ruttiGl s a ba'a';+• 2:'.rT W0'K'1Af/'J �Fire Protection Products f�mt�e W)tiiloi akhruiItIrfR�tiwrictrsniiiier-Ya :r d, �7 � ..: `, , 1 ','/ " /i '' } r:• i � S,„j:"N r � , ' r ray pr �.,� ry f. •I • • jyf :1 i a APpifatndas. ' �hm��t tlrp� gt�ba•.,. � ' ` Aau4ah►�''LL''r�MM�ww���ujYiN •. r • ffi1�NlIbI00011MIh�Y1{riVt '.' ' I. 'LGGteglhMp�. r,' ��pjrq6 >MdtlDb.buryigd+ydl . 'r•. ' � �� IMbggql0 beym.. "PN0011CT',fFAnS11F! EYgMwn:.bW.yrleveb .. - ..�ulgdmonlArtleYtlp�tpd��.. •Baw GM�bl4hnb61•M4 . w I - OIL, -. • L r t•;ty�' r "r, � j h r �.1 '+! l L 1, I.�' !� � h� i e r •, t I { � iUtruratfUNs d. ' BpCtr,fujmtrA.Bw,dpuyrotlumf.a roae.ptnred,pp,d,�„d,wrw �'iNOW-TALLIC ' CABLE BOX['- - PIIbbUCIiEANAEg ,. \SNIO..eML.kMtlh.BmbM .. ' .dmudW m„IMetyl7a•AdIMNB. ' I'+Bp�n., e,dY,two-harhdntlr�}' HOUMMbAtA . •AWuuJ�bm Ua P,brt4atlAld V 1000 THE. PHILLIPS GROUP ruepldr Wil.linr Prp,nm, nr «nn r, t„ rn•.tt-.ma pr.0 I....^gdr.nu...... July 19,1998 0000 t,��tr/rT p Nob IJtma City of I'claluma 1 I iinblirh Street Petaluma, CA 94951 SUIIJECT: PLAN CIlECke: 9mro(11 Cityd; 99003153 PROJECT: {cool Tension Foundation Capri Creck Apartments 1901) ScsIri Lane War Bob: We hart completed our revir,c of the alxtce tell•rcnced p oivct based on the fullmaing documents: I. flocs dated?R3r99 by tiomis I:ngin"ring 2. Suuvtural calcnuhainns d;nrd'%J.1 99 by tioucis Engineering 3. Elfin recicre letters d0tcnl 610"M by (iihlin As!amci;os mu17l7199 by Gorr is Enpinvcrinµ Any outstanding issues hat to Oven resoled, m!d lheer documents arcorceptnl as shoeing campli:mce with Ihr carious talcs If) I'll lace any questions, please do not hcsitatc to call ate. licspnlli!Ily, Eric Stabumk Vice I'trsideni I:S I:d; Enclosure, cc; Fill: q: 990061 GIBLIN "o 5T o(f Icf BOX 5177 ASSOCIMES s< LE PH 014E (7 07 ) 528.307a CONSiI LTING FA GFOTECH141CAL ENGINEERS G(Y OF ffiAtmv. RUI1Cdf{O IP!SCCcTfO N oecnmber 22, 19Ho 11UN e=11IG a.7rr.rvr.t sob 110. 230011.13 ZONING ;, Pthl+tCatpri Croet"AsrAeciates, $a Francisco, CA 943o8 FIJ,!'i�entleccn: l:U1L0iWG � 1�/�y WATER [GFu'(, r/X a'�► 3 Q4 3 5406 SIMILE (707) 528.2537 ��� Rllpagl,-1•AI 9 1999 Lw ,)I. LLC rV&)VA* ?U40y 990061 Letter Supplew.ental Reccnme-ndations Post -Tensioned Slab Foundations Capri Creek, Apartments Petaluma, California As you requested, this letter report presents our nupplemental rocor.:maiiLtions regarding post -tensioned slabs foundations for your planned Capri Creek. Apartments development to be located northnant of Sonoma Mountain Parkway and southwest of the Gatti Mursery in Petaluma, California. We performed a soil investigation for the proposed development and the reaultn of our work worn presented in a report der ad April 0, 1998, In that report, we providnd recomnnndationn for it conventional slab floor underlain by imported nonexpanuive fill and uprand footings bettemed at minimum depths, You indicated that it is aeuirad to have roccr..mendatlonn for a post -tensioned slabs foundation system, In general, we believe that the conclusions presented in our rocnnt soil inVoetir;.:+•ion report would be applicabin for the proposed foundation :;Crum. With the dnuirad post -tensioned slab foundation, special o-•:i-iture conditioning measures may be needed no as to maintain or :eeetabliah a high moisture content in the axpannivn noiln at or prior to the time the nlaba are rant. Where Pont -tensioned foundations, are uand, this area within this planned alabn and extending to at leant 5 ruot bayond should be excavated so as to remove all old fill materials and a portion or the weak tipper natural soils. The excavation should extend to ,: depth of at leant 12 inchen below the grade exposed by fill removal, stripping or planned pad grade, whichever is deeper. FILE COPY 2 d YJ�Yl NI-UlD t::71 ". E:7 Mr GIBLIN ASSOCIINTEs i-- capri Creek Associates, LLC CONSULTING December 12, is" GEWECHNICAL Pzga Two ENGINEERS Following clearing, stripping, and/or excavation, areas to be filled should be scarified at least 6 in:hos deep. The roils then should he moisture conditionod to at least 4 percentage points Above optimum and to clots all shrinkage cracks for their full depth end compacted to at least 90 percent relative compaction. Approved, excavated and/or imported fill then should be placed in layers, noisYure conditioned to at least optimum (at least 4 percentaga points above optimum for on -site expansive clayey soils) and similarly compacted to at least 90 percent, Where expansive Bolls am exposed at the planned pad grade, such materials should to kept in a moist condition until post - tensioned slab& are installed, or remoistened, as determined in the field by the soil engineer. For foundation construction performed more than one month after completion of the rough grading, the pads should be cneckcd and moisture conditioned an needed so at; to provide a high r,ci&ture content in the expansive soil areas. We recorlaand that post -tensioned slabs be designed in accordance with the current edition of the Post -Tensioning inatittite's design inunual for Design and construction of Post- . Tanoinned Slab -on -Ground, Based an our field and laboratory data, we believe that the following average soil properties can be assumed for design, i 1. Ee, - 5.0 feet (center lift) .� 2. Em - 5.0 fact (edge lift) ], Ym e, 2.0 inches (center lift) 4. Yr = 0,5 inch (edge lift) r' For design, an allowable. bearing vnlue of 1,000 pounds per It s uarn font g (psf) can be used. Port -tensioned slabs should be at leant to inches thick with an additional 2-inch thickened edge 1 for ntiffnning. Also, tendonr, in the slabs should be spaced no more than 10 inches apart in each direction. Post —tensioned slabs should he underlain by a cuohion layer no subsequently discussed. t arlattva cerpactlon tatsis to the In -place dry density of fill exprnssed as a prrcer,cago of maslr= dry den+icy of the Aare matorlal determined 1.1 accordance with the ASnt p 1551-91 laMratnty ccrpactintt test pztceduty. c7;tir= moisture content refers to the roiaturo a-atcfe at nar.1`A: dry dentity. E'd _InSlj Nl"419 GP:91 E61 EO Mr Capri Creak Associates, Desember 12, logo Page Three IBLIN CONSULTING GEOTECHNICAL ENGINEERS Moisture vapor will conderao on the underside of slabs. .Where moisture migration through the slab would be detrimental, an impermeable moisture vapor barrier should be provided, At least 2 inches of clean, moist send should he placed over a plastic mexbrune, if used, to aid in slab curing and help provide puncture protection. Where -granular materials are used for the recommended cushion layer or pad leveling, the thichonaa edge should penetrate through thdsa materials and bottom in compacted pad soils to act as a moiaturo barrier. Pont -tensioned slab subgrade soils should be uniformly moisture conditioned and provide a smooth and firm surface. The oubgrade may need supplemental moisture conditioning after the rough grading, depending anithe actual time slabs are to -be cast, The nail engineer should review specific nits conditionn:and develop such supplemental recormendations, if necennary, if slabn are to he cast more than one month after completion of the Site rough grading, He -trust this Provides ithe inforr.ation needed at this time. Ifyou have questions or wish to discucn this in more detail, pleass do not hesitate to contact us. Yourn very truly, GIDDLIM hSSOCIATES a& .Dale RaadfordT1 Civil Engineer na. 4261a (/ ucc Sere A. Gibl n Geotachnical Engineer 11e. 339 ep/iAA MY• 10! /e a ¢/uav Copies cubmit'ed: 1 rye. GE I30 Ea.Sillcl -.O_ f U11319 Ev:Si ES, ED Mr Dint IV; 9AV AACA ACIN'rOBCINGI 70721123441 JU10.16 01t1i1111 14Da 212 G0UVIS �NGINE'•E ING • r. AL 1 F 0 R Mi ! 1x474 m . 1t9pMr/:3NI+lI'+ot7. mw • so rywwr111e40MCCAN 20: 7, jug i.7+A..•R4nkrwo Im9plowRt'•d NMI. CA 045" Me: Lar7A*Wft i PA: ppd tirwkA II I� f-: i1. ��+—�Uf�narrTAi. 11iry_.IUL 15 WD .riO wort+ unlllUle �.;; �v lr Door llrry, on 1?* 1 /1!•w. b Dom R•7/•nf wM N+pfflo tai.nplwn G"'in Aeam*.'47. M•41 NM (•yMN6n eenluA•tkn ww Row« mw do" .A.n. 70. 1M• •na .n vn•Ad+ w Io1M'+p: 7. 4 it Io..w•1• .n/ •i•. k4o Y GL11nty 44An in pw 7• umiO4 Www *AM LIM 11-4 7Wo" Ii.M I.A.n pat wn/+/n I. WooW 1/ # 441N01 1A1!' in .n. o4lff" wf •+" n600 niniWip tep sM •ot'a'n n IM pIro•I47t110' OAw�"• 2 YHNn LD121 M1.7ta�i• •r••• whln pa/ 1en141n rynd4+V N Nnrw'p aMi' n N.A •.1 WOO n:IMY No" ri jrg IM VMI IK11Nn N Qr• (++p4•dkyM•dr4yM1 SAM •dJw M OFDYM ?df Iw4d la In /•Ipiwd by .ed&mf It nclai 1.77w Y.d• 04M M ow Ix •nd (V •1 •ell.'n In aft•r 10 Anv4A1 030phAY r+anrq and irwiAie vow ea el/. If you nl+. My IL•IIaU pi1•M do net MIIrl 10 tawc Yii7 D&w &n/.idf, Gaulisminy"Wd'O GWF0 Aw r1. mahme ld I•$14'611O•nl W10.Ib •07Drao H ■ E `� ll FnA rn Ya-Arry .•. M,. f ww C, OJUglAKAIWAG G4DLr10F C0.Mr+AtlA.rtH OrUC+d A'' 7r7•Ill7 . roxi"I I-Ml o+1/G.w+tons u..r.l wni•Illllrn Gnw.w r7l+: 7L1111 . /plfr171J77Jpl 71J047rA•p'•r. ruri. ^..n9 • p.wlrrt4 Cone.•. IISB �• PW . f+A OHI /17.077/ loll M.uvutp+na .Iim uCe • 3.. Moo, fivo...A UUI fill) OJ.1W/ 11lIDOffKLt 4.1'K.r?.I/IIr.1nL'f • r.4+f•W 117.t/G - r...+•r piAl 11+iR3;��^Lr}t�ti'a1 2d I31'.S:CO .:caT AI '6^j c.1:t fLL 41' '44 ?kd FiLS CLL LCL u+r+cr A 0 r 6;17 ;NON; (707i 525.307. CIBLIN June 201 1►►t Job No. 2300.1,13 Capri.Creok Msaalates, LLc of Oaary 6traat ton rrancloco, G\ 94ios A*tantioh: lark Y.ultin cent/Ivan; i A, N•A r,p #A e6ttn depdtt ao/l %1.104erinq Qonsultat/an and Riview or }ounaatlon Ping Cap7l CrsaA Aparta$nts Tar:9iwll#, Calltornla 'iTie rapers prooepte the reaults of our soil anginaar Lnu eona',1tat34M and review of tow.detion plane tar the planned pTri Crary. apartaento in iotoluaa, ullfarala, wa performad a soil 1pwen:Lint Len for the project, and Mhs rodulta veto submitted in our report dated April o, 11►s, PA&G s:ondaticns for rannd%ticn suWVt included erA,terta ter Spread (dot}nq% arottoaed on firn, natural saU or PTNeriy soa?actap till, we understand that tt :a d6sirad to use port-tonsionad slob fuundationa to: the proposed Lnprrvrfants. No provi4m supplarental receivend#t1unu rot prat-tentionoA also ass/VA wLteria in a report dated nacnrrer la, lace. =n saattira, we reviewed poet-tansioned ulat reundatlon piano prepared by 'he phtl:/pa croup dated July s:, :f ►f. The row 14$ of ear sw li an0lnoo�inq amssxltaL ion and revl9v of plano are ;rosentoIS in :jr rrpert dated January 29, asyseod plans prepared by movie s:sglns#rtnq, ri-m a:ai rngi.-dore, are Catea rabruory 7,31 1911 and indicate la-inch-thlcv, pant-tonafa:lod slob rdundatlans with ► 1-inch thlckannd edgt. past-tensicnlng #trends consist of 1/2-Ltiob diadatsr tendcne p:aasd of oontard Yaryi,-q frm% U1% to la 1na,'Laa, each direction. Utility and etoraiqe areas arc lndieatsd to Mv$ tandont ;n one direction or1y. In %base araaa. taditfonal rainforcin" vocld cafslst of a double ut of No. ► rainfcreing bar# at :a -inch ealtero, 43 Bach dlrsrtiah in adtlon -o the tendon#. A:ea, No, c rsinforcira Aare would be placed of hold-down }ocatiant in the perlim-er of the $lob, rd t1i35:L0 •,SEI A7 '6r" f>ZS 6221 Ell. ZaL f:apri Cr"IC "Jimci►tes, LLC J9na dot li►► Page TWO GIOLIN C OTEyHNI�C�AL E N G i N E E in addition, tea plan* lndloata that *amsrior stairvapn Will bs owppartod ►yy as t{-insh Alater Acillod pier r that are at loobt i teat do". M prwlAaA 0011 snginssring oonaultation and roytalt at dtilloo plot royndation plists and the r*suits Vero �+tesontpd in aui' sport deboA karo19, 1e9e, In that sport., WE 11�dl,oata(l that, baaewa@ of diffllbrMbl tsundr,tion types (drlllyd plarb and ►aot�;onalonod *labs), oaout. novrent 40419 occur cetweon the buildsng sno trio stairways, 11oaittve stirfaut drainage of at least i/4-inch por root awtaasAing at least a taet ►o% ohaVld We peovlaed evoy rrat all foundatlorm. The ground surfea around "a pnriretar of the cparteent bwilding■ AwAW be aloer"paA to as to provide pnaltiva lotortl drainage. The roofs ohPuld be provided vltb gutter■, and the (,mm#paut► should diachArge n;ito payed .arias or splash ticctc draining at least do inches a',rby trod :ourdesiono, As otatod in our o.lpplosontal "port, opecisl sciotare aondisioning measures say lin Medal to cause praswolllry or ib* axpatealve clays, rropor rnisture conditioning of trit aapensiye clay noll is critical to future porroe+anes or alabo and founfationa. Vfherc NOW. nova dried. It Wilt to neat: a►r// to moiaturs condition !r.r aatal:Ale to it least { Parrentagxints over optirus erd to :loss all ohrt%.% a oreeka for their full depth and am a to cousn toil prows': lint, bated on out plan review And previous vorx et the site, we oaliove not the. satarial■ sn1 arthods indicated on the plans ere in general vantgrones pith out trovtena+ciens, vhers tarAara ars present in only one diraCtien, we rea coaanamr tt the tninteroad wdga bo deop*ned to It'ovide additional stiffening and a roisture srspar Cutoff, vls deepened odge should extend an Aaaltiorsi it in:nao and so reinforces with at least two no, i here. its r000mond that tea voisture conoitioninq and footing exca-fwtions ae croorved br the @ail ongirser to verify t:dt erpanelvs clays era suf!tciantly pre -swelled prior to piacing ■lab rotas on: relnforzinq snd tp eodify our raedcunda:Sane, if va"Anrad. 9d "V:ro itEl CO 'f.nj C.21 L_4.3_ X,,'ei U21 E:._ .C_ GIBLXN ASSOCImrs Capri cra" aranciatea, :,Lc C ON S U; i IN G June 7e, 1e1e GEC TEC Page Tprealr4 i E. A g Its Mat this provides the inreaatlen needed as, this, tiae. It you hevs questions or wish to siovaa Lniw in "ore datxii, plot," de rot hasitate to een:act us. sirs vary truly. 9tatTN ASSOCUTIa 4oa11.M t • %I 14 c "lv1T, upilaat No. 47111 '/7arc A. LSDSin uvtashnieal Snpinser No, ila •lA; J7.IV rT:::: ei<Ur<ns/dr. h. IIIb{.11 Capivs OuD'.%ittt,i: 3 si uf::S:lYf rCET Vl '61k+ r:.2T CL:. ty : 'D� •`;+ "33iJ lbN.�':J71 ,.3f.Z�•u'f I.n�i E.211 ca 4W �f� GOUVIS ENGINEERING `•J1' • C J b I F 0 R N 1 .4 [. i ,]LI/u1.U, STF•UCIIRAL CALCULATIONS FOP. POST TENSION SLAB Oil GRADE DESIGN FOR A 10D UNIT RESIDENTIAL DEVELOPMEN'C "CAPRI CREEK APARTMENT" JOB HO. i 20663 DATE 02/23/99 FLA17 1:0. : BLDGS. 1.2,3,q,5,6,CLUB ROUSE. AT i`)ya AREA : NORTH OF MIGPA MT11. PARKKAY LOCATION i PETALUPJ., SAM RAFAEL COUIITY, CA DEVELOPER i Ii/A NOT APPLICABLE ARCHITECT + N/A NOT APPLICABLE TfIF I'll" t 1pg C'[IQUp ,r, r' •'r Ni 6F COFiRCI.AT IGN. I�' PLEASE SEE 7.TFhC}IEA I1FET PT. 1 AIf'i 11M.1411,11C tl Gil w 1'1 iiP VIC::; IiY 11H: Mil I+I IILI IPF f11 'I li' hPPCIE=J \� Oi7l Y l(, PI. r.i! SIH-kr^� \'!I lll;l l ! 1 rN Idm CI� rl�• L. uw 71 ICE: USE iyI..S^.'P•P�CNS OF TIIESE CALCULATIONS is HEI:�.NJ.T I017� ARE VALID ONLY HtiEit EEhH1t:G ORIGINAL 'ISSsm l.H. IIERF.011. e is ,p..,, All ) o \Dq9 IDEN7 117F:0. RCF 16276 G„ P 4✓$Y.tOG rr.IF(1RMA Up. DATE' niJii/70rA FILE �` COPY iAR�i tS IL\GI\'URl\irtiFl R.rll''Clrtt"Ikf l'Nll/11N)A'LV1 If,l C0043 W111, .m(rul %1wh,4rrIA01 CWHIM. c:,,` , M6'1rJr:: • !.�'ili7;J1a 71N FT411(41TI ColOv sl❑A• r,l iams,.i Cq!)Rt V, q:,: • !a1 WAIMUNI. G:PL ICSTCIla Su lt'!Wi ('Ii.Aui\i, iL:l • npe.:J a:q • l.rn.D2LaP, NIII)OfIA'LI Lb 17G If ry`: dY•;.,J • I.v i:: d+'a�Y /RL,w 1\7 rJln:): +1+1 {.n91�.:1:-11k Lr�li(sso) 'POST —TENS IONED EQUIVALENT IIAT SLAU DESIGN �•�� CALCULATIONS.' PAGE PT-I(5 SLAH DESIGN CRITERIA iF is •rk Hifi H Yif Y#YYi•rf iffi M•t1 \RN iffy M fflf •ifiHM riY HUYN ikiM t•..t ♦trf•H. 1. Structural design of slab is based on recdmmendatIOns by ?Oesign and Construction of Post -Tensioned Slabs on Ground? ,199E Edition, published by the post -Tensioning Institute and 1994 U.D,C. 2. This computer program covers a design procedure for the design of slab -on - ground foundations to resist the effects of expansive sc;ls in accordance with Chapter 10 of the Uniform building Code. Use of this program shall be limited to buildings three stories or less in height in whith gravity loads are transmitted to the foundation Primarily by means of hearing walls constructed of masonry,wood or steel studs, and with or without masonry veneer, rr ri\??•facer nrfeu HneftYurnerru r\♦u u•1f»ur••rr ur•u♦rt r•ru•trre Project Ham" i CAPRI CREEV APTS. (BLDG. A D D A) Project Location i PETALUMA Project Humber 1 20663 Design dale 1 7-8-99 Ho, of Stories 1 2 PROVIDED SOILS DESIGN UIFORHATIOMf Sail Report By t GIDLUI ASSOC. Soil Report Humber )=30D.1.13 Soil Report pate 1 I2-12-98 ♦utn+HuuYeuuu u.r a tl u•u u+uutn•u uruuHnntn•u uY•n tr••• a EXPANSIVE SOIL DESIGN PARAMETERSm r iiuu•ru ui•u•u�tr�nn $,"atom utt• k•u•ut•affttnautriu n•u•tttf ATTERDERU LIMITI PI (Plasticity Index- HOT OIVEII El (Expansion Index)- NOT DIVEtt Edge moisture Variation distance; Erk (Center Lift Condition)- 5 It Em ( Fdge t.ift Condition)- 5 It F.stlmatt-q differential movement( Ym (Center Lift Condltionl= 2 in Yn ( Edge Lilt Condition)- .5 in Allowable soil bearing pressure x 1000 PSI Slah-subgrade friction coefficient + .75 Sall aadulus of elasticity Es (assumad if not provided) 1000 psi u luau"at\i a 4 aRru0J60 *tuau1J•• au t t . n . tl•u •••et af• 1• a r Y t.• . CONCRETE DESIGN D^TA vk+k•k Concrete 20 days strength i?c - 3000 psi Concrete elastic modulus E + 57xSOR(t1c1 = 3132 lsc Concrete creep modulus Ec = 0.5E + 1�6I Lsi FOUIIDATION 512EI Foundation plan geosetry 99.5 1t Ribbed slab thickness x 5 inches Equivalent mat slab lhicL. (w/ deep Slab surface area + 346D sq.ft, I ong x 32.75 It wide Periaeter stilt. Leams) = 10 inches STIFFENING 6E11 SIZES )RIBBED SLAB SYS7FII)1 PAGE PT-76 In the long direction, Exterior Deamsl 2 beams 0 12,00 in. vide x 14. 00 in, deep (Intl, slab) Interior Beams' 5 beams 0 12,00 in. wide x lq. 00 Sn, deep (Inr1, slab) (Average beam spacing a 6,5 ft,) In the short diroctiont Exterior PPA9,5) 2 heams a I2,00 in. wide x 14.00 in. deep (Intl, slab) Interior 6eamsll4 buams a 12,00 in, wide x 14.00 in. deep (Intl, slabl (Average beam spacing • 6,0 ft.) �'* P/T STRAND DESIGN DATA � 7-wire 112 in, dial low -relaxation strands conforming to I,STM-gl6 Tendon strength Fpu = 270 ksi Cross -sectional area = Aps = 0,153 sq,in Moduluu of elasticity a Eps = 20,500,000 psi Maxem Jacking force (to overcome friction) = 0,6Fp„ x Aps = 33 kips Mleaximum anchor force (to account for seating loss) - 0,7Fpu x Aps = 20.9 kips tlaxisum effective force (to account for 15 Lai prestress losses) = 0, 645Fpu x A In the long direction (Equivalent mat slab system) ' 26•u kips 16 provided slab strands at c.g,s, = 5,00 In, from top of slab 0 provided beam strands at c.g,s, - 0.00 in, from top of slab (Average strand spacing = 2.5 ft, o,r.) In the short di,ection,(Equivalent mat slab system) 36 provided slab strands at c. p, s. = 5,00 In. from top of slab 0 provided beam otrands at c.g,s, 0,00 in, from too of slab (Average strand spacing = 2,5 ft, o.c,) TOTAL 9TRAUD SUAVITY - 2,331.0 LF 1530,9 LA5 'k .N_h_ RI Di=tED OLAD SECT I Cu1V 13ROPERTIES In the long direction Cross -sectional area = 3051.0 in': Moment of inertia = 37901,1 ir,A•t Yt (c.g.c,) 4.2 in Yb (c,g.t,) 9.0 in Section modulus, St 0996,4 in"3 Section modulus, Sb . 3674,4 in•3 Data distance Relative stiffnuss lengtha) (Ft x I/Es)^,25/12 = 713 it In the fhort direction; Cross -sectional area - 7090,0 in Moment of inertia • 66910,2 in-4 Yt (c.g.c.l = 4.3 in Yb lt.U.c.) 9.0 in Section modulus, St • :0E7:,B W3 Suction modulus, Ell - 9972.1 in^3 9eta distance (relative stiffness lengths) = (Et . IJEs)^,'_5/l: = 9,0 ft PAGE PT-15 EQUIVALM14T SLAB SECTION PROPCRTIES irx-rt In the long directions Equivalent mat slab thin, (u/ deep perimeter stiff. beams) - 10,0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area - 4698.0 in^2 Moment of inertia = 40476.3 in^4 Yt (c.q.c.) 5.1 in Yh (c,g,c,) - 4.9 in Section modulus, 5t = 7997.2 in^3 Section modulus, Sir e195.5 in^3 Seta distance (relative stiffness lengths) _ (Ec x ]/Es)^,25/!2 7,3 ft In the short directiont Equivalent mat slab thick, fu/ deep perimeter stiff, beams) = 10.0 inches Perimeter stiffening beam :%t = 12.0 inches Crose-sectional area = 10105.0 in^2 Moment of inertia 91236,3 in^4 Yt (c.g,c,) SO in Yb (c,g.c.) = 5,0 in Section modulus, St 1B150,4 in^3 Section modulus, Sir = 18345.2 in^3 Data distance (relative stiffness lengths) _ (Ec z L Es)^,25/12 = 9.0 ft o *t DESIGN LOADINGS ,brit UNIFORM LOADS WID USING CODE ALLOWED LIVE LOAD REDUCTION (pef) D. LL Roof 24 16 2nd Floor 20 -10 Exterior shin weight (In ttm long dirt 250 pif Exterior slain weight (in the short dirt = 250 P11 Long Direction Short Direr tion (Exterior) (Interior) (Extoriar) (Interior) TRIPUTARY WIDTHS - FTi Hoof O,Do 0100 19.40 0.00 3rd Floor 0100 0100 0,0(1 U100 20 Floor 0100 0,00 13,00 19.40 TOTAL BEAM LOADINGS (including beam self-uaight) - PLF DL only 425 175 1135 553 DL 4 LL 425 175 t970 1329 NUMEER OF DEANS) 2 5 !a 1AElGtiTE1) AVERAGES - Ui LL QUI Average of all exterior and interior beams 625 pif Average of all exterior boams only • 717 pit Average o1 interior beans only = 6013 pif Use slab perimeter loading p 1 1150 plf (for flexure and shoar design only) PM1E PT-A6 1Ri#f kM/}f if##/f11 N##H HYNfi##YY i#}ffiikfilfNif /1f #iGYf 1iYYYYYH ifi lffi HlM fi/ RESULTS ❑F Y-OUIVALENT MAT SLAS ANALYSIS. fi#if Yffiffi##f#Y#/ifYYffiYfi####fi Y to 1Yi###4#E###4 ill ifiEiY YfiitlfYY#E/####!##if i11 'N SOIL GEARING STRESSES INVESTII3ATIOr.1S+#+# Rho zyerage bearing stresses below are conservatively based on loads carried by rectangular beams coupled with 2%W effective slab width) RL B14LY = 347 psf Vs. + LL = 503 psf soil pressure safety factor = 2,0 +tf#+t Fl-::XURAL STRESSES INVESTIGATIONS RAGED ON EP-UIVALENT MAT SLAT_a -*r+ Tensile stresses are consider Od negative in sign conventions Allowable tensile stress - 6ss0R(l,c) = -,329 Lsi Modulus of rupture = 7,540R(1rc) = qll ksi Allowable compressive stress = 0,45xflc 1.350 Lsi In the long direction t Prestress summaryt Average compressive stress at edge of building = 0,051 Lsi {;si Average compressive stress at distance Pata from edge of building - 0.005 Average tompressive stress at center of huilding - 0.055 l:si Minimum number of strands required = 15.17 to overcome subgrads triction drop and also reach 50 psi minimum residual compressive stresses Total numbuf of strands provided - 16 at average c.g.s, - 5.00 in. from top of slab Itoment analysist Calculated positive moment induced by EDGE LIFT = 2,13 ft-l:ipslfl Top conprusstya stress � 0,212 L51 Bottom tensile stress = -,039 tot Calculated negative moment induced by CENTER LIFT = 5.73 ft-Idps/ft Top tensile stress = -,245 Lsi Bottum compressive stress - 0,407 Lsi In tho short direction 1 Prestress 4ummary7 Average compressive stress at edge of building + O.OB6 I:sl LotAverage compressive stress at dielance Peta from edge of building = 0,091 Average compressive stress at center of building , 0.073 Iasi Minimum nnmbor of strands required - 2G.62 to overcome subgrade friction drag and also reach 50 psi miniaum residual (omprvssive ctresses Total number of strands provided - 36 at average t,g.s, = 5.00 in, from top of slab Moment analysisi Calculated positive moment induced by EDGT. LIFT 2.23 ft-laps/ft Top compressive stress O.a5 1.s1 Bottom tensile stress = �. 050 isi Calculated negative moment induced by CENTER LIFT = G.02 ft-lipslft Top tensile stress = -.273 tst Bottom compressive stress � O.43,,. Lsi PAGE PT-rD -� --K• SHEAR STRESSES AND DIF'P'ERENTIAL-x-ic--x- aF at SLAB DM7LECTIOIV INVESTIGATIONS •>t-K-at 44- st EASED ON EOUI VALENT MAT SLAM � In the long direction : Allowable shear stress - 1.5x60R(f'0 - O.OB2 tsi Allowable differential deflection at CENTER LIFT-(GxDeta or U/360- 1.46 in Allowable differential deflection at EDGE LIFT=(6x0eta or L)/800= 0.GG in Actual shear stress induced by CENTER LIFT - 0.008 ksi Expected differential deflection at CENTER LIFT - O.64 in Actual shear stress induced by EDGE LIFT = 0.011 Iasi Expected differential deflection at EDGE LIFT = 0.20 in In the short direction : Allowable shear stress = 1.34011(f' U = O.O82 Iasi Allowable differential deflection at CENTER LIFT-(G:Deta or L)/360= 1.29 in Allowable differential deflection at EDGE LIFT•(G%Deta or WE00- O.58 in Actual shear stress induced by CENTER LIFT - 0.010 f:si Expected differential deflection at CENTER LIFT - 0.49 in Actual shear stress induced by EDGE LIFT z 0.010 Lsi Expected differential deflection at EDGE LIFT - 0.20 in 'POST —TENSIONED EOUI'JALENT MAT SLAB DESIGN CALCULATIONS PAGE PT-bD �P/T SLAB DESIGN CRITERIA }*w{F*FxN#{{ffFY FNfF!!#fflki*##fi4#}i{fYi4{YN#Yf##f!#N4}4#4444 R44f HN4#{}}4## 1. Structural design of slab is based on recommendations by 'Design and Construction of Post -Tensioned Slabs on Ground' ,1996 Edition, published by the Post -Tensioning Institute and 1994 U.B.C. 2. This computer program covers a design procedur= for the design of slab -on - ground foundations to resist the effects of expansive soils in accordance with Chapter IS of the Uniform Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,uood or steel studs, and with or without masonry veneer. ♦##H l4f1 H 11f {ff4f i#H#H}RwH {#IfHM♦Yf#f 04404H44#14ft**0 4#fa*Fla** 64 Project flame : CAPRI CREEK, APTS. (BLDG. B B B B) Project Location : FETALUMA Project (lumber : 20663 Deeign date : 7-8-99 No. of Stories 1 2 PROVIDED SOILS DESIGN INFORnATIDN. Soil Report By : GIBLIN Soil Report Number : ASSOC. Soil Report Date ) 12-12-90 4f of wf•unffuai*{alf uii.•afsaf.a•aa•r•falaffai***•af♦aaa wa••nff}u••araa EXPANSIVE SOIL DESI614 PARAMETERS: .J*l*#nfr.rf...r•e.fau.:*I....u*....r....•. a.*.* 4..0 •f...*.r#n.. a a...... ATTERPERG LIMIT. PI (Plasticity lndex)r NOT GIVEN El (Expansion Index)= NDI GIVEN Edge moisture variation distance: Em (Center Lift Condition)- 5 It Em ( Edge Liit Condition)- 5 it Estimated differential movement: Yn (Center Lift Condition)- 2 in Ym ( Edge Lift Condition)- .5 in Allowable soil baaring pressure = 1000 pcf Slab-subgrade friction coefficient = .75 Soil modulus of elasticity Es (assueed if not provided) I000 psi ...... I.....*..... I ........... .....u....4 -*Fa CONCRETE_ DESIGN DATA a*i{ar Concrete 29 dfyu strength f'c = 3000 psi Concrete elastic r. odulus E 57.SOR(f'c) - 3112 ksi Concrete creep modulus Cc = 0.5E = 15C1 ksi FOUNDATION SIZE: Foundation plan geometry = SO it long x 30.75 ft wide Ribbed slab thickness . 5 inches Equivalent mat slab thick. (w/ deep peeri*eter stiff. beams) r 10 inches Slab surface area 2 3796 sq.ft. 6 STIFFEtJ IJJO BEAR SIZES (BIBBED SLAB SYSTEM)t PAC=. PT--(6 In the long direction: Exterior Beamst 2 beams C 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams: 5 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) (Average bean, spacing = 6.5 it.) In the short directions Exterior Beams: 2 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams115 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) (Average beam spacing = 6.1 ft.) at ac-ie P/T STRAND DESIGN DATA -x-aF.1a 7-wire 1/2 in, dia. low -relaxation strands conforming to ASTH-416 Tendon strength Fpu.= 270 ksl Cross -sectional area = Aps = 0.153 so.i i Modulus of elasticity Eps = 289500,Or! psi Maximum jacking force (to overcome t-'.ction) - D.SFpu x Aps - 33 laps Maximum anchor force (to account for seating loss) = 0.7Fpu x Aps 28.9 kips Maximum effective force (to account for 15 ksl prestress losses) = 0.645Fpu x A In the long direction: (Equi valent mat slab system) > 2G.6 kips 16 provided slab strands at c.g.s. - 5.00 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing = 2.5 it. o.c.) In the short direction:(Equivalent mat slab system) 39 provided slab strands at c.g.s. = 5.00 in. from top of slab 0 provided beam. strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing - 2.6 ft. o.r.) TOTAL STRAND OUAHTIIY = 31B9.3 LF = 1674.4 LBS at at +t RILt13ED SLA1_7 SCCTIC-.N PROPERTIESrtff In the long direction: Cross -sectional area - 3081.0 1n^2 Moment of inertia - 37901.1 in'-1 Yt (c.g.c.) = 4.2 in Yb (r.g.c.) 9.8 in Se-tlon modulus, St = nB6.4 in'3 Se tion modulus, Ste 3074.4 in"3 Beta distance (relative stiffntsg lengths) 1 (Ec = I/Es )^. 25/1'< 7.3 ft ]n the short directions Cross -sectional area - 7716.0 1n^2 Moment of inertia 93'00.3 in^4 Yt (c. g.cJ _ •1.2 in Yb (c.q.c.) = 9.O in Section modulus, St = 22373.6 ir,^3 Section modulus, Sb 9477.0 in'3 Beta distance (relative stiffness lengths) - (Ec x I/Es)".25/12 = 2.2 ft FADE PT-Q$ aF aF d(- EOUIVALENT SLAB SECTION PROPERTIES :ti ae ao- In the long directions Equivalent net slab thicl:. (W deep perimeter stiff. beams) = 10.0 inches Perimeter stiffening beam depth - 12.0 inches Cross -sectional area = 469B.0 in^2 Moment of inertia = 40476.3 in^4 Yt (c.g.c.) - 5.1 in Yb (c.g.c.) - 4.9 in Section modulus, St 7%7.2 ir.^3 Section modulus, Sb = 8195.8 in^3 Beta distance (relative stiffness lengths) _ (Ec x I/Es)^.25/12 = 7.3 1t In the short direction) Equivalent mat slab thicl;. (w/ deep perimeter stiff. beams) - 10.0 inches Perimeter stiffening bean depth = 12.0 incites Cross -sectional area = 11809.0 in^2 Moment of inertia = 99737.0 in^4 Yt (c.g.c.) = 5.0 in Yb (c.g.c.) = 5.0 in Section modulus, St 19B50.6 in^3 Section modulus, Sb - 20045.2 in^3 Petd distance (relative stiffness lengths) _ (Ec x I/Es)^.25/12 = 9.2 It -W�-A. DESION LOADINGS UIfIFODM LOADS 1410 USIMG CODE ALLOWED LIVE LOAD REDUCTIO14 (psi) DL LL Roof 24 16 2nd Floor 20 40 F-(erior akin weight (In the long dirt = no pit Exterior sl;ln weight (In the short dirt • 250 pit Lony Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) TRIBUTARY WIDTHS - FT1 Roof 0.00 0.00 19.40 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 0.00 0.00 13. 00 19.40 TOTAL BEAM LOADIMGS (including beam self -weight) - PLF OL only 425 175 1139 553 DL + LL 425 175 1970 1329 1h1MBER OF BEAMS1 2 5 2 IS WEIGHTED AVERAGES - DL+LL (PLF) Average ct all exterior and Interior beams = 614 pit Average d all exterior beams only - 6613 plf Average of interior beams only * 801 pit Use slab perimeter loading p = 1150 pit (for flexure and shear design only) PAGE PT-18 RESULTS CT= ERUIVALENT MAT SLAB ANALYSIS: V1/{f /Rif RYY }f of tiff}f}f -it-*SOIL BEARING STRESSES INVESTIGATIONS#e (The average bearing stresses below are conservatively based on loads carried by rectangular beams coupled with 2xN effective slab width) DL ONLY = 325 psf DL + LL - 483 psi Soil pressure safety factor = 2.1 A FLEXURAL STRF.SSLS INVESTIGATIONS-r--w--t<- -w-4C- BASED ON ETIUIVALFaNT MAT SLAE1 # -*( Tensile stresses are considered negative in sign conventions Allowable tensile stress = GxSDR(f,c) = -.3^9 Est Modulus of rupture = 7.5xS0(fJc) _ -.411 hsi Allowable compressive stress = 0.45xflc = 1.350 Iasi In the long direction - Prestress summaryi Average compressive stress at edce of building = 0.091 Iasi I;sl Average compressive stress at distance Beta from edge of building = 0.065 Average compressive stress at center of buildine = 0.051 Iasi Itinimum number of strands required = 15.76 to overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided = 16 at average c.g.s. = 5.00 in. from top of slab Moment analysis: Calculated positive moment induced by EME LIFT - 2.13 ft-kips/ft Top compressive stress = 0.212 ks! Bottom tensile stress -.039 ksi Calculated negative moment induced by CENTER LIFT = 5.75 ft•ktps/ft Top tensile stress = -.247 ksi gettom Compressive stress = 0.409 ksi In the short direction : Prestress summaryi Average compressive stress at edge of building = 0.00a Isi ksi Average compressive stress at distance Beta from edge of building a 0.000 Average compressive stress at center of building 0.072 ksi Minimum number of strands required 29.12 to orercece subgrade friction drag and also reach 50 Psi minimum residual compressive stresses Total number of strands provided = 33 at average c. q.s. = 5.00 in. from top of slab Moment analysis-. Calculated positive moment induced by EDGE LIFT = 2.23 ft-kips/ft Top compressive stress = 0._14 ks! EOttOm tensile stress Calculated negative moment induced by CENTER LIFT = 6.05 ft-kips/ft Top tensile stress -.277 ksi Bottom compressive stress • 0.434 ksi PAGE PT-106 x-ac-ar SHEAR STRESSES AIJD DIFFERENTIAL arilar ar-x-ar SLAP DEFLECTION IIVVMSTIGATIONS ararar BASED .ON EGILJIVALENT MAT SLAB araoar In thelongdirection r Allowable ::hear stress = 1.5xS1IR(f'c) = 0.052 ksi Allowable.differential deflection at CENTER LIFT=(GxPeta or L)/360= 1.46 in Allowable differential deflection at EDGE LIF7=(6xBeta or L)/800r 0.66 in Actual shear stress induced by CENTER LIFT = 0.008 ):si Expexted differential deflection at CENTER LIFT = 0.65 in Actual shear stress induced by EDGE LIFT = 0.011 Iasi Expected differential deflection at EDGE LIFT r 0.29 in In the short direction r Allowable shear stress = I.SxSGR(f'c) = 0.082 ksi 'dlowable differential deflection at CENTER LIFT-(6xBeta or L)/350- 1.29 in Allowable differential deflection at EDGE LIFT-(6x8eta or L)/800- 0.5B in Actual shear stress induced by CENTER LIFT =, 0.010 I:si Expexted differential deflection at CENTER LIFT = 0.50 in Actual shear stress induced by EDGE LIFT = 0.010 I:si Expected differential deflection at EDGE LIFT - 0.20 in 'POST —TENSIONED EMUIVALENT MAT SLAB DESIGN CALCULATIONS PAGE PT-10, *-ff+R mr•P/T SLAB DESIGN CRITERIA fi;il;lt ill lRlR HiMHHti{I11N iY afMlf If1f1 fflf{Nfltf if{1L411HHH4NIf! 1. Structural design of slab is based on recommendations by 'Design and Construction of Post -Tensioned Slabs on Ground' r1996 Edition, published by the Post -Tensioning Institute and 199.1 U.B.C. 2. This computer program covers a design procedure for the design of slab -on - ground foundations to resist the effects- of expansive soils in accordance with Chapter IS of the Uniform Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads a•o transmitted to tie foundation primarily by means of bearing walls constructed of masonry wood or steel studs, and with or without masonry veneer. H RR 11 RlIHHRH411f41R4411H R•1RRIR•NIR R44fa{R4Re11 fiR1RRai 44 H1H1af4N 11 Project 74ame : CAPRI CREEK APTS. (BLDG. C D D C) Projact Location : PETALUt1A Project Humber s 20663 Design date : 7-8-99 No. of Stones : 2 PROVIDED SOILS DESIGN ItiFORMATiDD) Soil Report By : GIBLIU Solt Report Number : 2300.1.13 Soil Report Date : 12-12-98 11.1\1•er•RIIR!\RR\u44R•RRt 1f•R RR RRRJ 14Rf•RRRR441•.............. u4... 04.t1 EXPANSIVE SOIL DESIGN PARAMETERSs 11\1..1111.1••RI.•1.41.1141!•f1..•1141.\t11•.14.1..1.1.41...11.111..IIXII.R 4. ATTERBERG LIHIT: PI (Plasticity Index)- NOT GIVEN El (Expansion (ndet). MI GIVER Edgu molstsre variation distance: Em (Center Lift Condition)- 5 1t Ea ( Edge Lift Condition)- 5 it Estimated differential movement: Va (Center Lift Condition)- 2 In ym ( Edge Lift Condit)onl= .5 in Allowable soil bearing pressure 1 1000 psi Slab-subgrade frictlon coefficient = .75 Soil modulus of elacticity Es (assured If not Provided) 1000 psi RRuui..•R.4u•R44.I... 4.... 4.......... I .... t...J n•........11.14•Ir..r 4444\It I4ut-r CONCFIETL DESIGN DATA i W1 Concrete 28 days strength f'c • 3000 psi Concrete elastic modulus E 57=SORW O = 3122 1,s1 Concrete croup modulus Er = O.SE = IS&I tsl rOUNDATIGN SIZE: Foundation plan georetry = IN It long a 47.5 It wide Ribbed slab thickness = 5 inches Equivalent mat slab thic).. (w) deep perimeter stiff. beams) = 10 inches Slab surface ar-i 1 571:'0 Gu.ft. PAGE PT-J" SIIFFEN1140 BEAM SIZES (RIBBED SLAB SYSTEM)% In the long direction: Exterior Beans: 2 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams: 7 beams a 12.00 in. wide x 14.00 in. deep (Intl. slab) (Average beam spacicg = 5.9 ft.) In the short direction: Exterior Beams: 2 beams (1 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams)19 beams @ 12.00 in. wide x 14.00 in. deep (lncl. slab) (Average beam spacing - 6.0 ft.) m!•it 4c- P/T STRAND DE=SYSN DATA-M-+c--re 7-wire 112 in. din. low -relaxation strands conforming to ASIM-416 Tendon strength Fps 270 ksi Cross -sectional area Aps = 0.153 sq.in Modulus of elasticity - Fps = 28,500,000 psi Maximum jacking force (to overcome friction) = O.BFpu x Apr, - 33 hips Maximum anchor force (to account for seating loss) • 0.7Fpu x Ace - 28.9 kips Maximum effective force (to account for 15 Lzi prestress losses) 0.645Fpu x A = 29.6 tips In the long direction:(Equivalent mat slab system) 22 provided slab strands at c.g.6. = 5.00 in, from top of slab 0 provided beam strands at c.g.s. • 0.00 in. from top of slab (Average strand spacing • 2.2 It. o.c.) In the short direction: (Equivalent mat slab system) 4B provided slab strands at c.g.s. = 5.00 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in. from top of slab (Average strand spacing • 2.5 ft. o.c.) TOTAL STRAND QUANTITY = 5060.0 LF 2656.5 LOS +t-rt-w FtISEIED SLAB SECTION PROPERTInGIn the the long direction Cross -sectional area - 3822.0 in^2 Moment of inertia = 43013.9 in^4 Yt (c. g.cJ 4.3 in Yb (c.g.c.) 9.7 in Soction modulus, St - 11217.6 in^3 Section modulus, Sb = 4933.8 in^3 beta distance (relative stiffness lengths) _ (Ec x 1/Es)".25/12 • 7.0 ft In the short direction Cross -sectional area = 9469.0 in-2 Moment of inertia = 114910.0 in^4 Yt (c.g.c.) 4.2 in Yb (c.g.c.) • 9.8 in Section modulus, St - 27453.9 in13 Section modulus, Sb IIEB3.7 in-3 Beta distance (relative stiffness lengths) _ (Ec x I/Es)^.25/12 9.6 It PAGE PT-133, -x-x--w EDUIVALENT SLAB SECTION PROPERTIES reir�r In the long directions Equivalent mat slab thick. (w/ deep perimeter stiff. beams) = 10.0 inches Perimeter stiffening beam depth • 12.0 inches Crose-sectional area = 5748.0 i02 Moment of inertia = 49229.6 in^4 Yt (c.9.c.) = 5.1 in Yb (c.g.c.) - 4.9 in Section modulus, St 9749.2 in^3 Section modulus, Sb 9945.6 103 Beta distance (relative stiffness lengths) = (Ec x I/Es)^.25/12 = 7.8 it In the short directions Equivalent mat slab thick. (w/ deep perimeter stiff. beams) - 10.0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area = 14449.0 in^2 Moment of inertia - 121738.3 in^4 Yt (c.g.c.) = 5.0 in Yb (c.g.c.) 5.0 in Section modulus, St 24251.0 in^3 Section modules, Sb - 24445.1 In^3 Beta distance (relative stiffness lengths) _ (Ec x I/Es)^.25/12 = 9.6 it -w irM DESIGN LOADINGS -_W-W UNIFORM LOADS W/O USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL LL Roof 24 16 2nd Floor 20 40 Exterior slain weight (In the long dir.) = 250 plf Exterior skin weight (In the short dir.) = 250 plf Long Direction Short Direction (Exterior) (interior) (Exterior) (Interior) TRIBUTARY WIDTHS - PT) Roof 0.00 0.00 17.00 0.00 3rd Floor 0.00 0.00 0.00 0.00 2nd Floor 0.00 0.00 13.00 17.00 TOTAL SEAM LOADINGS (including boom self-voight) - PLF DL only 425 175 1002 507 DL •1 LL 425 175 1874 1197 NUMBER OF BEAMS= 2 7 19 WEIGHTED AVERAGES - DL•LL (PLF) Average of all exterior ano interior beers = 721 plf Average of all exterior beats only - 661 plf Average of interior beams only = C99 plf Use stab perimeter loading p - 1150 plf (for flexure and shear design only) PAGE PT-146 a aY4lFaat#wataaiwlkt#r taffirlff+fat rkrwlrf ifwtlrtfiterft!lT frf frf ff.`t{trkf#at{4t} RESULTS OF EMUIVALMNT MAT SLAB AIVALYSIS: at}f rtft 4wt 4f44f{4 Rf art{tell{}t}k#trta{f!#ft{!t{#f 1#a}}f!llf if4 ti}f itilRirrrr a -*SOIL SEARING STRESSES INVM TIGATIONSit (The average bearing stresses below are conservatively based on loads carried by rectangular beams coupled with 2xN effective slab width) OL OMLY = 334 psf DL a LL = 488 psi Soil pressure safety factor - 2.1 4t at�F FLEXURAL STRESSES INVESTIGATIONS-r{it 'k'+l'R• BASED ON EQUIVALENT MAT SLAB 4t 4t Tensile stresses are considered negative in sign conventions Allowable tensile stress - 6xSOR(frc) - -.329 ksi Modulus of rupture = 7.5xS0R(frc) • -.411 I:sl Allowable compressive strass = 0,45xfrc = 1.350 4s1 In the long direction t Prestress summary) Average corrpressiye stress at edge of building = 0. 102 Is!. ksi Average compressive stress at distance Beta from edge of building - 0,096 Average compressive stress at center of building - 0.054 Isi Minimum number of strands required w 21.13 to overcome subgrade friction drag and also reach SO psi minimum residual compressive stresses Total number of strands provided • 22 at average c.g.s. = 5.00 in, from top of slab Moment analysis) Calculated positive moment induced by EDGE LIFT 2.11 ft-k.ips/ft Tap compressive stress = 0.222 Irai Bottom tensile stress - -.028 Iasi Calculated negative moment induced by CENTER LIFT = 5.61 ft-kips/ft Top toneile stress + -.229 Isi Bottom compressive stress . 0.414 ksi In the short direction i Prestress sum.mlryl Average compressive stress at edge of building = 0.03a 1.51 ksi Average compressive strosc at distance Beta from edge of building + 0.081 Average compressive stresc at center of building = 0.069 Lui Minimum number of strands required • 37.49 to overcome subgrade friction drag and also reach 50 psi minimum renidual compressive stresses Total number of strands provided • 40 at average c,g.s. - 5.00 in, from top of slab Moment analysist Calculated positive moment induced by EDGE LIF1 - 2.21 ft-hips/ft Top compressive stress = 0.213 Iasi Bottom tensile stress = -.OSo ):si Calculated negative moment induced by CENTER LIFT r 5.89 ft-hips/ft Top tensile stress . -.268 ksi Bottom conpresscvo St re.s . 0.416 ksi PAGE PT-1515 �"�-'x• SHEAR STRESSES AND DIFFERENTIAL ax-rt as 'w'x'aa SLAB DEFLECTIOIV INVESTIGATIOr4S it ate it•it+i• BASED ON E011IVALENT MAT SLAM �-*- In the long direction c Allovable shear stress - 1.9x5GR(f'c) = O.O82 ksi Allowable differential deflection at CENTER LIFT=(6xBeta or L)/360= 1.5; in Allowable differential deflection at EDGE LIFT=(6xBeta or U OW= 0.70 in Actual shear stress induced by CENTER LIFT = 0.000 I:sl Expexted differential deflection at CENTER LIFT = 0.65 In Actual shear stress induced by EDGE LIFT = 0.011 Iasi Expected differential deflection at EDGE LIFT - 0.30 In In the short direction 1 Allowable shear stress = l.SxSOR(f'c) = O.OB2 Iasi Allowable differential deflection at CENTER LIFT=(6xBeta or 01360= I.SB in Allowable dilfurential deflection at EDGE LIFT=(6x0eta or WOOD= 0.71 in Actual shear stress induced by CENTER LIFT - 0.011 tsi Expexted differential deflection at CENTER LIFT = 0.51 In Actual shear stress indur»d by EDEE LIFT = 0.010 ksi Expected differential deflection at EDGE LIFT - 0.21 in 'POGT—TENSIONED EQUIVALENT MAT SLAB DESIGN CALCULATIONS PAGE PT-1165 -1#-It-11--IeP/T SLAB DESIGN CRITERIA 1. Structural design of slab is based on recommendations by 'Design and Construction of Post -Tensioned Slabs on Ground' ,1996 Edition, published by the Post -Tensioning 111stitute and 1934 U.B.C. 2. This computer program covers a design procedure for the design of slab -on - ground foundations to resist the effects of expansive soils in accordance with Chapter 1S of the Uniform Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of hearing walls constructed of masonry,wuod or steel studs, and with or without masonry veneer. ##i{#1HI###60{#41a#a#Ilk#HtN#ttfi kttltHH1N#f Hr.#it1 H t#f#!###H##H#i#t# Project (lame $ CAPRI CREEK APTS. (BLDG. D D 0 D) Project Location 1 PETALUMA Project Number : 2OG63 Design date 1 7-5-99 Mo. of Stories 1 2 PROVIDED SOILS DESIGN 114FORMATIO4: Soil Report By 1 GIGLM Soil Report (lumber : 2300.1.13 Soil Report Date 1 12-12-95 H#!f fH! I1*11" 1!144{1M4!f #llN iflf l t!!1 ft {1!H H11 H!{!L1 HiIN!!i H!#1Y1f1 EXPANSIVE SOIL DESIGN PARAMETERS: IV* HtUl1H#r#111HI.N HfH#11 t111t#N f11f#{#Ii1111H 1f1 Mf NfNf}11M ft 10# ATTER➢ERG LIMITI PI (Plasticity Index)= NOT GIVE1I El (Expansion Index)- UOT GIVRI Edge moisture variation distance$ Em (Center Lift Condition)= 5 It Em ( Edon Lift ConditiuN= 5 It Estimated differential movementl Ym (Center Lift Condition)- 2 in Ym ( Edge Lift Condition)= .5 in Allowable soil bearing pressure r 1000 psf Slab-subOrade friction coefficient - .75 Soil modulus of plasticity Es (assumed if not provided) = 1000 psi lilfr#ft urtffrflfir#!1!#!!{leflntfff##f ulfllrf.t.tl.flflul#ttltt#!#11{1tt t -wI CONCRETE_ DESIGN DATA -u--M-+{- Concrete 20 days strength f'c - 3000 psi Concrete elastic modulus E 57xSDR(f'c) - 3122 tsi Concrete creep modulus Et = 0.5E = LEM Ssi FOUMDATION SIZEI Foundation plan aeumetry = 120 1t Ribbed slah thickness = 5 inches Equivalent mat slab thicl:. (w/ deep Slab surface area 1 5100 sq.ft. long x 42.5 It wide perimeter stiff. beans) - 10 inches PAGE PT-116 STIFFENING BEAM SIZES (RIBBED SLAB SYSTEM): In the long direction: Exterior Beamst 2 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams) 6 beams @ 12.00 in. wide x 14.00 in. deep (Intl. slab) (Average beam spacing - 6.1 It.) In the short direction: Exterior Beams: 2 beams (R 12.00 in. aids x 14.00 in. deep (Intl. slab) Interim- Beamss19 beams 0 12.00 in. vide x 14.00 in. deep (incl. slab) (Average beam spatinD = 6.0 ft.) at-w--rF P/T STRAND DESIGN DATA 4� 7-wiro 112 in. dia. low -relaxation strands conforming to ASTM-41S Tendon strength Fpu = 270 ksi Cross -sectional area Aps 0.153 sq.in Modulus of elasticity • Eps 28,500,000 psi Maximum Jacking force (to overcome friction) - D.BFpu x Aps = 33 laps Maximum anchor force (to account for seating loss) = 0.7Fpu x Aps 28.9 kips Maximum effective force (to account for 15 ksL prestress losses) = 0.645Fpu x A - 26.G Ups In the long directions(Equivalent mat slab system) 19 provided slab strands at c.g.s. 5.00 in. from top of slab 0 provided beam strands at c.g.s. = 0.00 in. from top of slab l Average strand spacing - 2.3 ft. o.c.) In the short directions (Equivalent mat Blab systan) 40 provided slab strands at c.p.s. - 5.00 in. from top of slab 0 provided beaa strands at c.q.s. x 0.00 in. from top of slab (Average strand spacing = 2.5 It. o.c.) TOTAL STBAfID GUA)1T11Y - 4454.0 LF 2330.3 LDS at�.M. RIBBED SLAB SECTION PROPERTIES -µ +V In the long directions Cross -sectional area • 3414.0 in'2 Moment of inertia - 42766.3 in^4 Yt (c.g.c.) 4.3 in Yb (c.q.c.) 9.7 in Section modulus, St • 1011.9 in^3 Section ncduluu, Sb 4336.0 in^3 Beta distance (rolative stiffness Lengths) • (Er x 1/Es ,15/12 = 7.5 It In the short directions Cross -sectional area • 9469.0 in"2 Moment of inertia - 114020.n in^4 Yt (t.g.e.) 4.2 in Yb (c.g.c.) 9.8 in Section modulus, St 17499.9 in'3 Section modulus, Sb 116813.7 in^3 Beta distance (relative stiffness lengths) • (Ec . 1/Es) 25/12 9.6 it PAGE PT-ttG EFOUIVAL1=1x1T" SLAB SECTION PROPEF<TIES In the long direction: Equivalent mat slab thick. (w/ deep perimeter stiff. beams: - 10.0 inches Parameter stiffening beam depth = 12.0 inches Cross -sectional area = 5148.0 in^2 Moment of Inertia 44227.9 In14 Yt (c.g.c.) = 5.1 in Yb (c.g.c.) 4.9 in Saction modulus, St = 8747.7 in-3 Section modulus, Sb - 0945.7 in'-3 Beta distance (relative stiffness lengths) _ (Ec x I/Es)% 25/12 = 7.5 it In the short directions Equivalent mat slab thick. (w/ deep perimeter stiff. boams) = 10.0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area = 14449.0 in-:! Moment of inertia 12173B.3 in-4 Yt (c.g.c.) - 5.0 in Yb (c.g.c.) = 5.0 in Section modulus, St = 24251.0 in^3 Section modulus, Sb 24445.1 in-3 Beta distance (relative stiffness lengths) x (Ec x I/Es)^.25/12 = 9.6 It dF 4F -IF DESIGN LOADINGS 4F iF iF UNIFOC)1 LOADS W/D USING CODE ALLOWED LIVE LOAD REDUCTION (psf) DL 11 Roof 24 16 2nd Floor 20 40 Exterior 0.in weight (In the long dir.) 250 pit Exterior skin weight (In the short dir.: 250 plf Long Direction Short Direction (Exterior) (Interior) TRIBUTARY WID1145 - FT: (Exterior) (Interior) Roof 0.00 0.00 10.00 0.00 3rd Floor 0.00 O.00 0.00 0.00 2n1 Floor 0.00 0.00 :3.00 19.00 TOTAL PERM LOADINGS (Including beam self -weight) - PLF DL only 425 175 1106 S^G GL ♦ LL 425 175 1914 1246 NUM0ER OF DEAMS: 2 6 2 19 14EIG11TED AVERAGES - DL+LL ULF) Average of all exterior and Interior beams = 754 plf Average of all exterior beans. only = 633 pli Average of interior beams only = 7.11 pif Use slab uerimeter loading Is = 1150 plf (for flexure and shear design only) PAGE PT-(46 f R11filffl4Hf4NlfH if i['IYHYlH f4f Hif Oil Rf lFif Hlflllf Yf 1fYffi lilf Rflf Yii RESULTS OF EQUIVALENT MAT SLAB ANALYEISc ffflff4a*lf#ff**if ifif if IMfllHHflflH if HfHLNfff4f Nf.f Yfiffl lH H 11,444 4r-IfSOIL BEARINTB STREESSES INVESTIGATIOIM9---•it (The average bearing stresses below are conservatively based on loads carried by rectangular beams coupled with 2xN effective slab width) DL ONLY = 33a psf DL + LL = 492 psi Soil pressure safety factor - 2.0 FLEXURAL S;YRESSCS INVESTIGATIONS-re+r-rF ar-ir-it BASED ON EOUIVALF-NT MAT SLArS+t--w•+r Tensile stresses ore considefed negative in sign conventions Allowable tensile stress - 6r5GR(frc) _ -,329 Iasi Modulus of rupture = 7.5xSGR(1rc) _ -.411 Iasi A l 1 wL, . ecmpressivo stress - 0.45xtic 1, 1:sI In the long direction i Prestress summary! Average compressive ctreso at edge of building - 0.039 Lsi Average compressive stress at distance Beta from edge of building - 0.03, I:51 Average compressive stress at center of building - 0.0S0 Iasi Minimum number of strands required = 18.93 to Overcome subgrade friction drag and also reach 50 psi minimum residual compressive stresses Total number of strands provided - 13 at average c.g.s. = 5.00 in. from top of slab Moment analysis: Calculated positive moment Induced by EDGE LIF1 2,12 ft-tips/fl Top compressive stress 0.213 Lai Dottom tensile stress = -.031 I'a Calculated negative moment induced by CENTER LIFT 5.64 It-lips/ft Top tensile stress = -.234 l:sl Bottom comprissl" strew = 0.411 ts1 In the short direction prestress sunmaryl Average compressive stress it edge o1 building = 0. 033 Isi tsi Average compressive stfc'� et distance meta from edgy of building = 0.031 rlvc:rage compressive stress at centrr et building = 0.071 Lai Minimum number of strand:; re;wired . G6.41 to overcoce sungrado friction drag and also reach 50 psi niulnum residual compressive stresses Total number of strands proviced = 411 at aver ayz r.g.s. 5.00 In, troy top of slah M;.uent analysis! Calculated pcslti-ve nor.,ent induced by EDGE LIFT 2! ft-laps/ft Top Compressive stress 0.212 Ise Rotten tensile strrs, _ -.051 Lsi Calculated negative n>,i%nt :niuce❑ b, "F.!cT EF. LIrT = 5, 5; !t-lips/ft Top tensile stress = -,270 Iasi Button corpressive stress -- 0.425 lei PAGE PT--A45 SWEAR STRESS]=S AND DIFFERENTIAL +c--M•ep '•><' SLAB DEFLECTION INVESTIGATIONS BASED ON EQUIVALENT MAT SLAB In the long direction t Allowable shear stress = 1.5xSpq({c p 0.002 ksi Allowable differential deflection at CENTER LIFT=(6x0eta or U1360= 1.51 in Allowable differential deflection at EDGE LIFT=(GxData or U/000- 0.60 in Actual shear stress induced by CENTER LIFT - 0.000 Iasi Eapested differential deflection at CENTER LIFT • 0.66 in Actual shear stress induced by EDGE LIFT = 0.011 1a1. Expected differential deflection at EDGE LIFT = 0.31 in In the short direction c Allowable shear ntross - 1.5%SGR(f' c) = 0.002 :,4i Allowable differential deflection at CENTER LIFT-(6=Peta of L /360- 1.42 in Allowable differential deflection at EDGE LIFT=(60ata or L)i800- 0.61 in Actual shear stress induced by CENTER 11FT = 0.010 Lsc Expextod differential deflection at CENTER LIFT = 0.50 in Actual chear stress induced by EDGE LIFT = 0.010 I.si Expected differential deflection at EDGE LIFT = 0.20 in \POET —TENSIONED EQUIVALENT M#!sT SLAB DESIGN CALCULATIONS PAGE PT-m16 of at-+f-riP/T GLAS DES%ON :.RITERIA 9t +f f1lff H{Yf{{1 H f1 HfiY{1{ffYft{fill.:ra114fif {fYfYY1{11f 11HKH.i HYfi Ylf Yf 1. structural design of SIA is bard n recommendations by 'Design and Construction of Post -Tensioned Slabs an Sfound' ,1596 Edition, published ay the Post-Tensionir,g institute and 1994 U.D.C. 2. This ccmputor program covers a design procedure for the design of slab -on - ground foundations to roslst the effects of expansive soils in accordance with Chapter 10 of the Uniform Building Code. Use of this progran shall be limited to buildings three stories or less in height in which gravity loads are transmitted to tl.e foundation primarily by neans of bearing walls constructed of masanry,uor,d or stael studs, and with or without masonry veneer. Yf!•/ifif ilffiff if fYlfYYf YY111f U1HH{1fJMi1Y11111i111r11H Hii:111 iifR H1• Projuct'Jane J CAPR1 CREE AMS, *91.M. D D) Project Location ; PETALUMA Project Number i 20663 Design dato ; 7-0-99 t1o, of Stories . 2 PF.WIDCD SDILS DE➢I GI1 1NFUMMIM: soil Report By GIDLIN Soil Report IJurber 1 2300.1.13 Soil Report Dale 1 12-12-98 1111YY1HLH11111111L L/1 HY111\LYI HILLILI If1 H ILL7IH \LLIY i1L1111 YL 6114LL11• EXPANSIVE SOIL Ori:; IGIV I�ARAMETERS: •. L LL n1u♦.. 1. 1111. I . . i 114 1\.I .IU...\f.I U... L L L L L.... L: L 101 L. u L L L. nILfL ATTERDEF.G LIHM PI (Flasticity lnde.l= 11oT GIVEN El (E,fi=nsion lndet)= NOT 61LILIJ Edge moiAury variation distance; E., (Center Lift Condition)= f1. Ea ( rdue Lift Condition)= 5 ft Estimated differential cucenent; y,m (Center Lift C:,Attion)= 2 in I'm ( Educ Lift Conditicn)= .5 in Allowable soil bearing pressure = 100t, 1)51. slab-subgrade friction coefficient = .75 Sail nodulua of elasticity Cs (assumed if not provided) 1060 psi .............ulu...........L..... eL............... I ........................ + * m CONCRETE DES -,I GN OAT,, -4 t4- - Concrete 29 days strength f•c = 3i]J psi Concrete clastic modulus E = 57LS'Nit1c1 = 3122 i.i. Concratr creep n.�iulus Er = 0.5E . l5rl I51 rOUNDATIDN SIZ Ei roundation plan gec,t!ry = 62.5 ft lo,g \ _.5 ft •: ide Ribben slab thxooess - 5 inchc, Equivalent nat stab thirl. (0 deep perixetar stiff. beans) = io inches Slab iurfue area _-.,,, sq.ft. ST1FFEµ1µG gEJJt SIZES (RIBBED SLAB 5Y9TEryh PAGE PT-yas In the long direction: Exterior Beans: 2 beams C 12.00 in, wide x 14.00 in. deep O nrl, slab) Interior BeL..,t 6 beams 0 12.00 in, vide x 14.00 in. deep (Intl. slab) (Average beam spacing - 6.1 ft.) In the short directions Exterior Bramst 2 beans C 12.00 in. wide x 14.00 in. deep (Intl. slab) Interior Beams. 9 beans 0 12,00 in. wide m 14,00 in. deep (Intl. slab) (Average beam spacing - 6.3 ft.) iF-*• P/T STRAND DESIGN DATA 7-wire 1/2 in. dia. low -relaxation strands conforming to A57M-416 Tendon strength Fpu = 270 Iasi Cross -sectional area = Aps = 0.153 sq.in Modulus of elasticity = Fps = 20,500,600 psi Maximum jacking force (to overcome friction) = O.BFpu x Aps = 33 Lips Maximum anchor force (to account for seating less) = 0.7Fpu x Aps 20.9 I;ips Maximum effective force (to account for 15 I;si prestress IC•Sse5) = 0.645Fpu x A In the long directions(Equivalent mat slap system) - 26.6 kips 17 provided slab strands at c.q.s. = 5.00 in. from top of slab 0 provided beam strands at c.g.s. = 0.00 in. Iron top of slab (Average strand Spacing - 2.6 ft, o.c.) In the short directinni(Equivalent mat slab system) 25 provided slab strands at c.g.c. - 5.00 in. from top of slab 0 provided beam strands at c.g.s. - 0.00 in, from top of slab (Average strand spacing - 2.6 ft. o.cJ TOTAL STPAOO QUANTITY = 2209.0 LF = 1159.7 LDS n)t.w RZDI+ED SI-A C� SECTION Pl;?OPERTIES In It& long direction: Crass -Sectional area = 3414.0 in^2 Moment of iaurtia = 42766.3 in-4 1't rc.g.c.) 4.3 ut yb (c.g.c.i - 9.7 in Section mn;fulus, St 10011.9 an"3 3e.ction mcUulus, 5b • •1395.0 .n`3 B„ta distance OvIAt .ve stiltnes•. lengths) = (Ec a I/Ez )".25/12 = 7.5 ft In the short diroctiont Cross -sectional ere& - 4's?B.0 in"2 r,ament of tnertta - 6c1033.7 )n^4 Yt in Yh tc.g.c.) = i.H in Eoction modulus. Sl 14349.3 in^3 Section modulus, Sh = i116.5 )n'3 Bc`.a distance (relati:c at:ftr.ers lengths) = tEc .. 1/Fc)'.25/I2 a.2 ft PAGE PT-"5 EQUIVALENT SLAB SECTION PROPERTIES -tr.a In the long directions Equivalent mat slab thicL. Perimeter stiffening beam (u/ deep perimeter stiff. beams) = 10.0 depth - 12.0 inches Cross -sectional area = inches 5148,0 in^2 Moment of inertia = 44227.9 in"4 Yt (c,3.c.) 5.1 in Yb (c.g.c.) 4.9 in Section modulus, St - 8747.7 dn^3 Section modulus, Sb = 8945.7 in^3 Bota distance (relative stiffness lengths) _ (Ec x I/E01.25/12 = 7.5 ft In the short directions Equivalent mat slab thi LL. (w/ deep perimeter stiff. beams) = ID.0 Perimeter stiffening beam depth = 12.0 inches Cross -sectional area - inches 7548.0 in02 Moment of inertia = 64233.0 1n^4 Yt Q.g.r.) 5.0 in Yb (c.g.c.) = 5.0 in Section modulus, St - 12749.3 in•3 Section modulus, St, 12945.4 in-5 Deta distance (relative stiffness lengths) _ (Er c I/E .)^.25/12 8.2 tt DESIGN Ll]ADIIVGS it wax UNIFORM LOADS W/O USING CODE ALLOWED LIVE LOAD REDUCTID.'f (pef) DL LL Roof "4 16 :nd Floor 20 40 Exterior :Lin wrig),t (In the long d3r.) _ :50 plf Exterior slin wcyht fln the short dir.) • :50 plf Long Direction Short Direction (Exterior) (Interior) 'Exterior) (interior) TRIDUTARY WIDTHS - FTt Root 0.00 Q.00 10. 06 0.00 3rd Floor 0.OU O,OU 0.00 0.00 2nd Floor 0.00 0.03 13.00 3 P. c,o TOTAL FEAn LOADif13s (including beam self-uPighU - PLF DL onlS 4a 175 INC DL* LL 425 24F NU76ER OF FFA-15i S75 !'314 12af, 6 WEIGHTED AVERACIS - DL-LL (PLr) Average of all e,trricf and intrriof parr, 783 Olt Average of all eatarior beans anlr D53 PI. Average of interior Pears only 73 F, ;4I Usn clan p.+r tr.e ter ioiPing P 1150 Plf ifar I101u,a and she.r design on,y) PAGE PT-V tb Uff/itYf Yfff/fi{ii/Yf {Ii kfYH EIf {f1R fI t U iiflf Mliffi Hf///1UHii/ It1f f fO RESULTS OF EOUIVALEN7 MAT SLATY ANALYSISs 1ff lffffff H lffff Hfi4f{1f{flff iff Hfflfffflf RfRH Hflffitf if ifff if HfNfH/f a1SO11- HEARING STRESSES INVESTIGATIONS+ -+,- (The average bearing stresues below are conservatively based on loads carriaJ by rectangular beams coupled with 2xW effective slab width) gL WLy = 340 pet DL t LL = 502 psf Soil pressure safety factor - 2.0 afaf f{ FLEXURAL STRESSES INVESTIGATIONS of �t tt 4{fF i4 BASED ON EQUIVALENT MA -I' SLAB -aa ii-iF Tensile stresses are considered negative in sign conventions Allowable tensile stress - fifSOR(f,c) _ -,329 t;si Modulus of rupture - 7.5%GaR(irc) . -.-411 Iasi Allowable compressive stress = 0.45%frc = 1.350 ksi In the long direction r Prestress su.mmaryl Average conpresaive stress at edge of building a 0.0an ksi L5i Average compressive stress at distance Data from edge of building t 3.002 Average compressive stress at center of building = 0.062 Iasi Minimum number of strands required - 14,50 to overcome subgrade friction drag and also reach 50 psi mininua residual compressive stresses Total number of strands provided t 17 at Avrrage c.g.s. t 5,00 in. from top of slab Moment analysis) Calculated positive moment induced by DoE LIFT t 2.13 ft•l:ips/ft Top coapresslvo stress 0.203 Lsl bottom tensile .tress = -,042 tsl Calculated negative moment induced try CENTER LIFT = 5.60 ft-i:ips/ft Top tensile stress .2•C I-si bottom compressive stress t 0.39n i.st In the short direction t Prestress summary! Average compressive stress at edge of Wilding t O.005 ELI Ave ge cc.,Prossive stress at distance Data frog edge of bulldiny . 0.00! Lsi Average compressive stress at center of building t 0.071 Psi Minimum number of strands required = 19.03 to cvercore subgrado fi ittien drag and also react. 50 psi roninum residual tompres5lve stresses Total number of strands provided t .5 at aicragu c.g.s. = 5.00 in. from tcp of slab Moment analysis) Calculated na51t)re r.c-ent 1-rr1vted by FDGE LIFT ft-lips/ft Top compressive stress - 0.214 Ssl Fottc.t tensile "tress - -.044 I.El Calculated negative n,aent induced by CENTER LIFT S.PR 1t-t1p5rft Top tensile stress - -,:E2 ts1 DOttem conpre55ive %t-053 = i., 420 151 PAGE PT -ASV 'r+% SHEAR STRESS ES AND DIFFERENTIAL+++r--�- SLAB DEFLECTION INVESTIMATIONS-r-a!-u- '+'-+tar- BASCD ON EQUIVALENT MAT SLAB ar--rr-rF In the long direction s Allowable shear stress - 1.5x60R(f'c) . 0,092 Psi Allowable differential deflection at CENTER LIF7•(6xDeta or L)/3G0= 1.51 in Allowable differential deflection at EDGE LIFT=(G%Bota or 0/1300= 0.60 in Actual shear stress induced by CE141ER LIFT = 0.008 Psi Enpexled differential deflection at CENTER LIFT = 0.57 in Actual shear stress induced by EDGE LIFT 0.010 Psi Expected differential deflection at EDGE LIFT = 0.:4 in In the short direction s Allowable shear stress = I.5x50R(t'c1 . 0.092 Psi Allowable differential deflection at CENTER LIFT•(6xDeta or LME0= 1.42 in Allowable differential deflection at EDGE LIFT-(G%Deta or 0/000a 0.64 in Actual shear stress indured by CEL'TER LIFT = 0.011 tsi Expected differential deflection at CFNIER LIFT = 6,t2 in Actual shear stress induced by EDGE LIFT 0.010 Lsi Expected differential defln.tiori at EDGE LIFT • 0.21 in 'POST —TENSIONED EQUIVALENT MAT SLAB DESIGN CALCULATIONS PAGE PT- 46 +4 -+4PIT SLAB DESIGN CRITERIA a*+4 \\\ifi\■\ilailf f\{iM iiii HfilifiHHHUi1 i{{ifi M Y1{ii i1Y {ff M{YYf•NiM {\{ 1. Structural design of slab is based on recommendations by 'Design and Construction of Post -Tensioned Slabs on Ground/ ,1936 Edition/ published by the Post -Tensioning Institute and 1994 U,D.C. 2. This computer program covers a design pre,ceduro 1nr the design o1 slab -on - ground foundations to resist the effects of expansive soils in accordance. with Chapter 10 of the Uniform Building Code. Use of this program shall be limited to buildings three stories or less in height in which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of masonry,wood or steel studs, and with or without masonry veneer, i41 Hli1H HlJ4KH4111Y1f HIl Nf f{11HY111 f14H {411H 41111114a11YH1N i11111 Project Uame t CAPRI CREEK APTS. (BLDG, E E 7 Project Location i PETALUMA Project Ifuraner : 2OE63 Design date : 7-13-99 Ho. of Stories 1 2 PROVIDED SOILS DESIGN INFOEMATIO111 Soil Report By 1 GIBLIN Soil Report Number : 2300.1.13 Soil Report Date 1 12-12-90 Y4Y6{14H1/10 *14411111116 f 11 f 111111 H 141111/ 1114 1 c 1141Y1H 1 a114 11N 0 41 10 EXPANSIVE SOIL DES IGPI PARAMETERS: 111/11/IYI{IY11..... 1... 111111.../.............. 1111.1111111141/IIIY....... i4 ATTEROERD LIpl T: PI (Plasticity Indexl= NOT GIVEN El (Expansion Index)= 1101 G]VF❑ Edge moisture variation distance: Fm (Center Lift Condition)- 5 1l En ( Edge Lift Condition)- 5 it Estimated differential movement: Ym (Center Lift Ccnditio0 - 2 in Ym ( Edge Lift Condition)= .5 in Allowable soil onaring pressure = 1000 psf Slati-subgrade friction coefficient 4 .75 Soil mOdeluT. Of Olasticity Fs (assumed if not provided) = 1000 psi to.n1.1.11...... 4.... 1n....... ...I ......................................... +4 f1 f1 CONCRI=_"E DES I Gill DATA if Y414 Concrete 29 days strength f'c • 3000 psi Concrete elauttc modulus E 57TSGR4f1ci • 31.2 tsi Concrete creep modulus Ec 0.5E • M61 tst FOUNDATION SIZEi Foundation plan gcoretry • 73.5 it long x 4B it wide Ribbed slab ttdctness . 5 inches Equivalent nat slab tract.. (u/ deep perimeter stiff. tcAma) _ 10 inches Slab surface area - 35-a sq.1t. STIFFE03Nu ➢EAM 91IE9 MINED SLAB 8Y9T EM)s PAGE PT-%16 In the long directions Exterior Beams: 2 beams C 12.00 in, wide x 14.00 in. deep (Intl, slab) Interior Beamst 7 beams 0 12.00 in. wide x 14.00 in, deep (Intl. slab) (Average beam spacing = 6.0 ft.) In the short directions Exterior Beams: 2 beams 6 12.00 In. wide x 14.00 in. deep (Intl. slah) Interior Beams:ll beams 0 12,00 in, wide x 14.00 in. deep (Intl, sIAb1 (Avoroge beam spacing = 6.1 ft.) irar-rr- P/T STRAhID DESTS14 DATA x-ar-n- 7-wire 1/2 in. dia. low -relaxation strands conforming to ASTM-416 Tendon strength Fpu = 270 Lsi Cross -sectional area = Aps = 0.153 sq.in Modulus of elasticity = cps = 2,.9,500,000 psi Maximum jacking force (to overcome friction) - O.SFpu x Aps - 33 kips Maximum anchor force (to account for seating loss) - 0.7Fpu x Aps = 2R.9 kips Maximum effective force (to account for 15 i.si prestress )oscea) = 0.645Fpu x A In the long directions (Equivalent mat slab system) A.6 kips 19 provided slab strands at C.D.s. = 5,00 in. from top of slab 0 provided bean strands at c.g.s. = 0.00 in. from top of slab (Average strand spacing = 2.6 ft. o.c.) In the short directions(Equivalent mat slab system) 30 provided slab strands at c.g.s. - 5.00 in. from top of slab 0 provided beam strands at C.D.s. - 0.00 in. from top of slab (Avurago strand spacing = 2,5 1t. o.c.) TOTAL STRAND QUANTITY = 2934.5 LF = 1540.6 LBS RIRSI=13 St -AD GI-OT XOIV PROPGRT IFS -wrr In the long directions Cross -sectional Arta - 3➢52.0 in' -- Moment of inertia = 40170,7 to'4 Y't (C.g.c.) = 4,3 in Yb Ic. p.[J 9.7 in Section modulus, St = 11290.0 in^3 Section modulus, Sb = 4948.9 in'3 ➢eta distanrn (relative stc(fnesr, lengths) _ (Ec vL'Es)^. 25/12 = 7.9 ft In the short di:oction: Cross-settional area = 6914.0 to^2 Moment of inertia = 70047.2 in'4 Yt ([.D.C.) = 4.2 1n Yb (c.g.c.) 9.B in Section mAulus, St = 16907,0 in'3 Section modules, Sb - 7222 2 in'3 Beta distance (relative stlffress ten,,-.ths) = (Ec x I/£s),..25/12 = 9.5 ft PAGE PT-'►( -K-*-* EQUIVALENT SLAB SECTION PROPERTIES +� In the long directions Equivalent not slab thick. (wl deep perimeter stiff, beams) = 10.0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area - 5003.0 in^2 Moment of inertia = 49729.7 in^4 Yt (c. g. c.I = 5.0 in Yb (c.g.c.l 5.0 in Section modulus, St = 9840.3 in^3 Section modulus, Sb - 10045.6 in^3 PetA distance (relative stiffness lengths) _ (Ec x I/Es)^.25/12 7.0 ft In the short directions Equivalent met slab tidcl:. (w/ deep perimater stiff, beams) - 10.0 inches Perimeter stiffening beam depth - 12.0 inches Cross -sectional area = 8868.0 in^2 Moment of inertia = 75234.6 in^4 Yt (c.g.c.) = 5.0 in Yb (c.D.c.) 5.0 in Section modulus, St - 14949.0 in^3 Section modulus, Sb - 15145.3 in`3 Beta distance (relative stiffness Iengthc) _ (Ec x 1/Es7 ^, 25/12 8.5 ft +m ♦r-w DESIGN L-OADINGSwrr+( UWIFDRM LOADS 14/0 USII.'G CODE ALLOWED LIVE LOAD UOUC710f) (ps f ) DL LL Hoof _I 16 2nd Floor 20 40 E*terior skin weight (In the long dir.) 250 pit Exterior slain weight (In the short d1r.1 = 25rr plf Lcog Direction Short Direction (Exterior) (Interior) (Exterior) (Interior) 1RIBUTARY WIDTHS - TT; Roof 0.00 0.00 21. 00 0.00 3rd Flonr 0.00 0.00 0.00 1).00 and Floor n.00 0.00 13.0) 21. 00 TOTAL REAM LOADIUSS (inclu,ling bean self -weight) - PLF OL only 425 175 1177 S55 DL 4 LL 425 175 2033 1425 NUMDrR or BEAMSI _ 7 _ 11 WEIGHTED AVERAGES - DULL (PLF) iwnrage of all exterior and interior bears. = E5G plf Average of all exterior beams only • e95 p!f Average of interior twar.L only - 609 plf Use slab pen.aeter loading p = Il50 plf (fcr flexure and shsar design only) PAGE PT-sv, f f1M f/f //H if f fill Hi/{H Hf lff HfHlYf i/YifiYpf l t......Yfflf f if flf Y/Hffff RESULTS OF EQUIVALENT MAT SLAB ANALYSIS: iiif ll Fffif YlffYfffl Hf/1f IYf Y11f11fY11fY Nlff ifi N•11ff NfNflf /f Nif HlYlff +f SOIL BEARING STRESSES INVESTIOATIONS+F+i- (The average bearing stresses below are conservatively based on loads carried by rectangular beams coupled with 2xW effective slab width) RL ONLY = 3,11 psi GL + Lt. r 495 psi Soil pressure safety factor • 2.0 FLEXURAL STRESSES INVESTIGATIONS fi +Y of •1*+f+F BASED ON EQUIVALENT MAT SLAB +ifi-fv Tensile Stresses are considered negative in sign conventions Allowable tensile utreus - 6.SGR(f1c) -,329 Lsi hodulus of rupture = 7.56OR(t1c) = -,ill ksi Allowable compressive stress = 0,•1Sxfec = 1.350 Iasi In the lung direction t Prestress sunmaryt Average compressive stress at edge of building = O,07 Iasi 1:61 Average compressive stress at distance Fata from edge of building 0,001 Average compressive strew at center of building = 0. 057 I'll nintrua number of strands required . 17.37 to overcome Subgrade friction drag and also reach 50 psi binimum residual compressive stresses Total number of strands provided = 19 at average c,g.s. = 5.00 in. from lop of slab 110%unl analyntsi Calculated positive nome.c indur?d by EOGC LIFT :,12 fl-lips/it Top compressive stress 1 0.:07 isi Ilntton tensile stress -.Oi3 1,51 C.IIUIIAtod negative moment induced ty CENTER LIFT 5. 59 It-lips/ft Top tenstle %truss -.214 I.st Iloilo.% ccmpresslvc stress • 0. 333 tst In the short direction I Prostress vunm.irvc Averape rco.prussive struss at edgr: of building • 0. 030 1- tst Average conpresstvu stro%s it distance beta Irc.m edge of building • 0.003 Average compressive %%revs at center of building - 0.071 I51 ntniaun nu=bpr of strands rur,utred • -3.1.1 to overcome subgrade friction drag ark also react, B0 PSI Tlnirum residual ccnpressi+t• stresses Total m_nber of strand: provided , 30 at average c.g,s, - 5.00 In. irrra top Of slab Moment analp;isi Calculated Posttive morvnt Induced by FPGE LIfT _._- tt •I ipsNt Top ccc.tprexslve stress 0-16 isi Potion tensile st,p,!. _ p;0 Isl Calculated rta; ativt nzsent Induced b; CENTER LIFT = 5.07 ft-Ilps�ft Top tensile stres!. _ ,2Li lgt Pottcn cos, resstvc SHEAR STRESSES AND DIFFERENTIAL PAGE PT-14 +F SLAB DEFLECTION INVESTMATIONS BASED ON EQUIVALENT MAT SLAB �. In the long direction t Allowable shear stress - 1.5x50R(lrc) = 0,002 Lsi Allowable dif feruntial deflection at CENTER LIFT=16aDeta or 01360= 1.55 in Allowable differential deflection At ME LIFT=((,teeta or UJ000= 0.70 in Actual shear stress induced by CENTER LIFT u 0.000 ,:at Expected differential deflection at CENTER LIFT - 0,50 in Actual shear stress induced by EDGE LIFT 0.010 Iasi Expected differential deflection at ME LIFT - 0.25 in In the short direction t Allowable shear stress = 1.5x50R1 h c] z 0.002 4st Allowable differential deflection at CENTER LIFT-(60eta or U y360- 1.6n in Allowable differential deflection at CDGE LIFT=(6rpota or 01000- 0,72 in Actual shear stress induced by CENTER LIFT u 0,031 Iai Expected differential deflection at CENTER LIFT = 0.52 in Actual shear stress induced by EDGE. LIFT = 0.010 Iasi Expected differential deflection at EDGE LIFT ^ 0,22 in 'POST —TENSIONED EQUIVALENT MAT SLAB DICSIGN CALCULATIONS PAGE PT -;lb '"14'"-P/T $LAD DESIGN CRITERIA {4te-i4 f 0lf laH Hlki1111 Yl HkUHR1l 1{{Ygflfli ................... fat. Yf 1.f1.1H 1{ 1. Structural design of slab is based on recommendations by 'Design and Construction of Post -Tensioned Slabs on Ground' 09% Edition, published by the Post -Tensioning Institute and 1934 U.B.C. 2. This computer ptoDram covers a design procedure for the design of slab -on - ground foundations to resist the effects of expansive soils in accoidante With Chapter IB of the Uniform Building Code. Use of this program shall be limited to buildings three stories or less in height In which gravity loads are transmitted to the foundation primarily by means of bearing walls constructed of mnsonry,wood or steel studs, and With or without masonry veneer. iff{ffYY{1NN11iYi11 MY1H11A144l1HHNMtY1. H11HY111{1.11•Y1ll.H.Y4 M 14 Project Wane : CAPRI CREEK AFTS. (CLUBHOUSE SLOW Project Location { PETALUY,A Project Number : 20663 Design date : 7-FI-93 Wo, of Stories 1 2 PROVIDED SOILS DESIGN 111FORNATIG!4: Soil Report By I GIDLIH Soil Report Nunber t 2300.1.13 Soil Report Date t 12-12-9B •YY4fr.YU YY... 44YY...n.Y. nY.Yt4YY4..... 41,...J.Y.Y..Y.rIA uY.Y............. EY.F'ANSIVE SOIL DESIGN PARAMETERS: Y 4Y. H. u44..H.1Y. 1YH 4Y. H4Y 4.. H...14.Y UM.41.Y441.414J .1Y1YYY4.4..Y1 NYYY ATTERDERG LIMIT: PI (Plasticity Indo0 - 140f GIVEN El (Expansion Tndex). NOT GIVEH EdV 901slure vattation distance: F.m (Center Litt Condition)- 5 ft Fm ( Edge Lift Condition)- S tt Fstinated differential novon2nil Ym (Center Lift Condition). 2 in Ym ( Edge Lift Condition)- .5 in Allowable sail bearing pressure . IWO psi SIAb-subgrade friction coefficient x .75 Soil modulus of elasticity Es 1a55eaed if not providud) . 1000 psi 10.4.4....1...rHn.1u.H.................. a ... A114...... I ............ wwk CONCRETE DESIf3N DA'rA r,, Concrete 2R days strength f'c . 3000 psi Concrete elastic modulus E = 57,FOR(f1c) 312 Lsi Concrete creep oodulus Ec O.SE . 1561 Lsi rWiDATION 517E: Foundation plz.n Dconutry 55.5 it long x 55.5 it "Id, Ribbed slab thickness . 5 inches Equivalent mat slab thict. (v.1 deep perireter stiff. beams.) - 10 inches Slab surface area : 3080 sq.tt. STIFFEN1110 BEAM SIzE5 (RIBBED SLAB SYSTEM), PAGE PT-77 6 In the long dirnctiont Exterior Beamst 2 beams 6 12.00 in. vide x 14,00 in. deep (Inc,, slab) Interior Peams) B beans @ 12,00 in. vide x 14,00 in, deep (Intl. slab) (Average bean spacing = G,2 ft.) In the short direction, Exterior Reamer 2 beams 6 12,00 in. vide x 11.00 in. deep (Intl, slab) Interior Beamst 0 beams E 12.00 in. vide x 14.00 in, deep (Intl. slab) (Average beam spacinp - 6.2 It.) µ ar--µ P/T STRAND DESIGN DATA ao-+F-tc 7-wire 1/2 In. dia. Iov-relaxatlOn strands conforming to ASTM-41G Tendon strength Fpu 270 Iasi Cross -sectional area APE = 0.153 sq.in Modulus of elasticity - Fps 28,500,000 psi Maximum jacking force (to overtone friction) - 0-BFpu x Fps = 33 I:ips Maximum anchor force (to account for seating loss) - 0.7Fpu x Aps - 29.9 kips Maximum, effective force (to account for 15 Lsi prestress losses) = 0.645Fpu x A In the long directions(Equivalent mat slab system) 26.6 Lips 23 provided slab strands at c.g.s. - 5.00 in. from top of slab 0 provided beam strands at c.g.s. . 0.00 in. from top of slab (Average strand spacing = 2.6 ft. o.c.) In the short directiontlEquivalent mat slab system) ^^2 provided slab strands at c.g.s. 1 5.00 in. tram top of slab 0 provided beam strands at c.g.s. = 0.00 in. from top of slab (Average strand spacing = 2.6 it. o. c.) TOTAL STRld(D CUAWITY = 2530.0 IF 1328.3 LO9 - -Xm 17IOrly, D S L A D SECTION PnOPERTI I=S wrr In tha long direction: Cross-soctional area - 4410.0 in" Moment of Inertia . 541117.5 1n'4 Yt (c.g.c.) = 4.2 in Yb (c.g.c.t - 9.8 u, Section modulus, St • 12059.1 in^3 Section mcdclus, Sb = 5537.4 in'3 Peta distance (relative stiflness lengths) _ (Ec x I/Fsl^. 9.0 ft in the short direction Cross -sectional area 4410.0 in" Moment of tncrtir. _ %4187.5 in-4 Yt (c. p. c.) 4.2 in Yb (c.g.c.) = 3.0 in Section modulus, St . 12959.1 in-3 Section modulus, Eb = 5537.4 in'3 Beta distance (relative stillness lengths) . (Ec e VEs1'. CS/12 = 8.0 1t PAGE PT-q3g at-rt at =-0U1k..`-LENT SLAB SECT SON PROPERTZI=S In the long dlrottLoni Equivalent mat slab thick. (ii/ deep perineter stiff. beams) = 10.0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area = 6705.0 in"2 Moment of inertia = 57231.6 in-4 Yt (t.g.c.) - 5.0 in Yb (c. g. c.l - 5.6 in Section modulus, St 11349.9 in"3 Section modulus, Sb = 11545.5 in-3 Beta distance (relative stiffness lengths) _ (Ec x 1/Es)^.25/12 = 9.0 ft In the short direction: Equivalent mat slab thick. (v/ deep perimeter stiff. beams) - 10.0 inches Perimeter stiffening beam depth = 12.0 inches Cross -sectional area 6709.0 in-2 Moment of inertia - 57231.G W4 Yt (c.g.c.) = 5.0-n Yb (c.g.c.) = 5.0 in Section modulus, St = 11349.9 in^3 Section modulus, Sit 115.15.5 in'3 Beta distance (relation stiffness lengtlm) _ (Ec x I/Es)".25/12 = 8.0 ft IN iN{ DESIGN LOADINGS it M. n UNIFORM LOADS t)/O USING CODE ALLDNED LIVE LOAD REDUCTION DL LL "oot 24 16 217d Floor 40 50 Exterior sU n oeiaht tin the )ono dir.) 2bo pi Exterior skin uei g11t tin the short it r.J _ 250 p I f Loup Direction Mort Direction (rxterior) (Interior) (E.tnrlor) (Interior) T PIJIAA'i 111 GT119 - rT: Roof 0.00 0.00 25.00 0.00 3rd rloor n.Oct 0.00 0.00 0.00 2nd ri.or 10. 00 10.001 1V. 00 10.00 TOTAL DE•AM LOADV165 (includlnu binm self-uecghti - PLF OL only 0:0 570 1414 J 7t• UL + LL 1310 1070 2314 1070 1:UADEP OP DEAMSI 2 9 0 WEIGHTED AVEFAGES - DL+LL (PLT) A ver a at, of ..il ettcr for and inter InT hcans 1-13 pit A+erage of all ettr,rior beans only = Ida: fit Average of interior beav5 only = 1lQO plf Use slab perimeter leading p = 1:50 pit tier fle.pre and shear design only) PAGE PT-10 #}**4tf f}iff Ei4ff#f}!#{}{{i}it{1{}{}!;i#*\flRtf ff!}f*liltff ti#if kf Rf{#4t}#}4# R1=SULTS OF EOUIVALShIT MAT SLAB ANALYSIS: }!}i!{f}H4*#4Rtf i\#fR}f Ik##Hf HlfiHlf\f 4ff##H HRf iiY13l H {!RR {#fiMNflf! +f SOIL HEARIIVG STRESSES INVESTIGATIONS+(-+c- (The average bearing stresses balow are conservatively based on loads carried by rectangular beams coupled with :xW effective slab width) BL ONLY = 401 psf UL + LL = 594 psf Soil pressure safety factor = 1.7 FLE)CURAI_ STRESSES INVESTIGATIONS BASED ON EQUIVALENT MAT SLAB Tensile stresses are considered negative in sign conventions Allowable tensile stress = GxSOR(frc) _ -.329 Iasi Modulus of rupture = 7.5xS(IR(f1c) = -,411 Lsi Allowtble compressive stress = 0.45xf'c = 1.350 Iasi In the long dlrecticn Prestress summary: Average compressive stress at edge of building = 0.097 Lsi I:sl Average cor.pressivo stress at distance 14ita from edge of building = 0.091 Average compressive stress at crnter of building = 0.065 Lsi Minimum number of strands ryguired = 10.31 to overcocc subgrade friction drau and also reach 1;0 pr,i ainir.kim residua] tonpr euuive stresses Total number pf strands prcvided = 22 at avyrayo c.g.s. = 5.00 in, from top of slab Moment analysis: Calcuiatc•c FcsitivP momvnt Induced by EDGE LIFT 2,13 ft-I:lps/ft Top compressive sh'nss = 0.2^9 I a I Bottom tenstly struts = -.044 Isi Calculated nc gal u'e awnynt 11Joted by (:EIJTER LIFT 5.61 ft-l.ipn/ft Top tensile strew - ._FI 151 FottOrt, co^pressi'.e 5tren5 1,102 I.;3 In the thort dircctla, t Prustress sunnaryt Average co'sprysrdae stress at rdar- r,4 bonding - 0.097 1.51 Iasi Average cempre5s1:e ,tro55 at distvtoe Peta frc.•, edge of building = Q. 001 Average cenpresr,ire stre,, at tynter of bulldinu 0. 0.35 I s i Minimum number of .ttrande required t I8.31 to evertJae subgradr! friction drag and also react. 5) psi mininun rend vat c.rt pr e•szive stre5:es Total number of strands pros±dcd = .2 at r.oraue c.u.-. _ _.nn in. from top of slab Ronont analysis, Calculated p7sitive axent induced Sy EDGE LIFT - ., 22 It-) illslit Top cerere55iVe StreS: a C.,'14 L.;i ^. tlom tensile stress = -, p:.0 tsi Ca iculatrd negative rCregt ir.;fuced by CENTER I. III = 5.E) ft-lipIM tcp tensile sttess = -.263 L51 Bottoa, co>presstvo stress + 0,419 Lit PAGE PT-3Sg aa-*4- SHEAR STRESSE=S AND DTFFSRENTIAL SLAB DHFLEC'T"ION INVESTICATIOrIS t6-hir- -x--x--:t BASED ON I=—OUIVALE=NT MAT SLAB � In the long direction : Allowable shear stress = I.Sx50R(f'c) = O.OB2 Iasi Allowable differential deflection at CEIITER LIFT=(6xBeta or 01360- 1.60 in Allowable differential deflection at EDGE LIFT=(6xBeta or L)/800= 0.72 in Actual shear stress induced oy CENTER LIFT = 0. JOB Isi Expexted differential deflection at CENTER LIFT = 0.55 in Actual shear stress induced by EDGE LIFT = 0.010 ksl Expected differential deflection at EDGE LIFT = 0.23 In In the short direction : Allowable shear stress = 1.5%SaR(f'c) = 0.082 kst Allowable differential deflection at MITER Li FT=(GxBeta or L)/3E0= 1.G0 in Allowable differential deflection at EUGE LIFT=(6xBeta or 0/800- 0.72 in Actual shear stress induced by CEIITER LIFT = 0.111 Iasi Experted differential deflection at CEIITER LIFT = 0.55 in Actual shear stress induced by EDGE LIFT _ O.110 kst Expected differential doflection at EDGE LIFT = OM In G I E ,..RAt�a srcn r• ect Nnme vJob No. ••u Section No. Submiltnl No. Capri Creek Apartments 8090.05 6175�12 SURCONTRAT OIt" CONTRACTOR CERTIFICATION Nnulc: Etter &Suits 1 hereby certify that 1 hart relieved file nttadred, mod haver crificil fic!d requirements and compliance Irish fine Contract Dnemnenls Address: 5980 Sioneridge Drive Ste. 110 CONTILACTOII: JAL Ilcnher, Inc Pleasanton, Cu. 9458E I'lloue: 925 734 0201 ADDRESS: 3094 Coney Lane $ante lion, Ca. WSW Contact: SIGNED: DKslas DATE: G/16i49 �r Pa fit-. SUR\11'l IAL UESCIIII'TION-Truss Shop Oraaings AUG Rcsnbuliltal' P101 X I yes 1 1 or previous submittal [to. UUILOI SUITMITTAL I,ISTORY DATE t!EC'D r;1Ot1 COSTR COSSTILTAN'f REVIEW DISTIIUtUT10N HATE Cul In tu: I I ❑Iil I 1 Mmilanical I I Structural I1 Dleclrlcal C.mr. I I Landln1re I J Other imp. Date 4.t:_ Flic Date Due:— Dnurr_ _ hctr Ilrc'd: Uthrr _ &"MARKS: CUAISTOCI: JOIINSON Aticurrccis STA1n' C1rvJFLEAI i�Y�r�C lF�i7mn :oa J.M. Iterslleft Inc, UI . p94 Coffey Lane. Santa Run. Ca. 95Il3 �I vt—LI 3 1999 IG py FILE )RULDIf` G NFPn; 1e ,? & IF N TRUSS ,qmmv a division of PACIFIC COAST building products VISIT OUR VIES SITE AT WN'W.ANDERS/ONTRUSS.0 AES OY LENDINEMINr, AND rA➢OUROY J45 SS10 SPARYIiC LAN[ gION, CA 03610 PH Om) 471-1531 FAX (]0]) 971-1930 C'I'• ( �': "1 ^I 7+ 51I"• MRIG7104 20:0 LAST IODISE AVE LATHR➢P, U A5333 rADMCATION SSW AOSLYAU ROAD NO. HIWKAMDS. U ASP 6D ( A ENGINEERING DRAWI! G PACKAGE PROJECT: PLAN: _ APARTMECtTS < ' — ELEVATION: _ ROOF �( SALES REPRESENTATIVE: PATRICK KUdSTLER ENGINEERING TECHNICIAN: RU33EL� EST/dELL0. 1,UILvIIYG l)IV DATE OF PLANS: 4f7/99 DATE OF CALCS: __ 5113199_ WARNING: BUILDING DESIGNER AND FRAMER MUSTT CONSIDER COMPRESS AN^ SETTLEMENT OF FRAMING, MEMBERS AlT ALL GIRDER AND MEnVY 1L.OADED LOCATIONS TO HELP ELIMINATE COSMETIC DRYWALL PROBLEMS. NOTE: ALL LAUM PiN_VC SI'ICll"D 6 ICR 44AZAD CCYPRLSSOV NIP VLYR(RS AYD YD51 PL IYS14111D. TOP CIg4➢5 AAL -=JYID TO 41 IA1I41:1Y PQTRa!%TO Vt P[MI0➢ CR .HAZE➢ LQAfNO. POTTOY C ..N,y TO VL LAILAALLT V1I. MRUS VY Y:V:VLH 0! LaA Al ID'-0' O.C. Wd V,V. LA Tl7 it 0114ARst "an 04 DRAY,VC. N➢lt: ➢1 1CJtiV3, ➢LII[C934 UWUTNAS, tAw 4i- Y11.1ml. A!MJ PSatl Mu C4 OTMIV LA1LAA1 BVIJV,', THAT 3MrAYS 5(OJ R!➢, IS !HE 4!YCVS: h'l/TYq( TNT 1'/OJ[ct MC[ITIc: OR LVC:VILR, NJiE ALL (LOCK IRCS_IS P[OL',5r T.[ WAIL`OQ M ST.::NDACRS AT 10'-C 0C. VAI YVH Im 1,wx NOTE Nt TO VAk❑IDMS IY �UTN[R. WVttS Cvt \T Orp AND VOSTL'[( C➢HTR ai 1H[ ➢YL % IIAA'GAwa uA[11CV ivJSS CA l"I IT VLSI,-, Pa /O4 ANY TT.'SS C_ A (YY[YS1OV VUIIAYU N IAA' M 11 SS 5V E SEALL DATE: WARNING! DO NOT CUT OR ALTER [\G TRUSSES WITHOUT PRIOO WRITT SN APPROVAL FROANDERSM L_���I `i='IIiJ'.%il�l�l'd i11:_;i �•�1T,., .��fq_ ,� �1`C I�A�/Ttij-(!�(:yQl� LOCOti 4P, 1.`7 ELct'- L CONTENTS GENERAL NOTES ...................................................... DRAWING NOTES 1 ...................................................... LAYOUT NOTES .......... 2 3 EXPLANATION OF TRUSS ENGINEERING CALC ................ 4 STANDARD GABLE END TRUSS DETAIL., .............................. 5 4x2 OUTLOOKER NOTCHING FOR GABLE TRUSSES ................. 6 42 OUTLOOKER NOTCHING FOR STRUCTURAL TRUSSES..,„,,,,, 7 OUTRIGGER FRAMING .................................................. 8 8 GABLE STUD BRACE ............ .................... ............... GABLE END WALL BRACE ... ....... _ 10 GABLE STUD "L" BRACE ... ........... .. . 11 TYPICAL WEB BRACE ...... _ ..... _ .............. . ..... ... ..... 12 ALTERNATE WEB BRACE......... _.. .. "_ "' ' 13 DRYWALL TO TRUSS CONFECTION 14 TERMINAL HIP SYSTEM.. .. .............. 15 CALIFORNIA HIP SYSTEM .... 16 STEP UP HIP SYSTEM.... 17 DUTCH HIP SYSTEM (JACKS INTO TOP CHORD) 18 DUTCH HIP SYSTEM (JACKS INTO LEDGER). 19 STANDARD 2x4 SIDE JACK 2_D STANDARD 2x4 END JACK 21 STANDARD 2x6 SIDE JACK 22 STANDARD 2x6 END JACK 23 2x8 HIP RAFTER CALCULASION 24 BLOCKING DETAIL AT HIP RAFTER INTERSECTION 25 PRESSURE BLOCK .. _ 26 HIP BRACE FRAMING 27 STRUTTED VALLEY FRAMING 28 VALLEY FRAMING 2 VALLEY TRUSS 30 CAP TRUSS BRACING SYSTEM 31 ALTERNATE CAP TRUSS BRACING SYSTEM, 32 SHOP APPLIED NON-STRUCTURAL FUR DOVJN 33 FIELD APPLIED NON-STRUCTURAL FUR DOWN 34 3D"x3O" ATTIC ACCESS FRAYING 3 5 TRUSS TO 2x4 TOP PLATE CONNECTION 3 FLOOR TRUSS END DETAILS 37 FLOOR TRUSS 2xG STRONG PACK 38 SPRINKLER MAIN CONNECTION TO TOP CHORD 39 SPRINKLER MWN CONNECTION 10 BOTTOM CHORD .10 M.S.D.S. ON WOOD DUST 41 _43 ICBO LVALUATION REPORT 44_46 CERTIFICATE OF DUALITY 47 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OFTHESE DRAWINGS AND DETAILS TO DE GIVEN TO ERECTING CONTRACTOR, BUILDING DESIGNER, PROPERTY OWNER& LOCAL BUILDING DEPARTMENTS, FAILURETOFOLLGIA COULD CAUSE PROPRTY DAMAGE OR PERSONAL INJURY. GENERAL NOTES 1) Architectural and Engineering details shmyu (u plans and spxiliolion govern over Andersen Truss recommended details. 2) Details in this package ate rccommrndadons only) \that" approval is Acquired from PtojccI Architect and/or Engineer prior to using. 3) These designs have been derived from plans dated . Ilse truss desigrs in this package are for an individual building component and Ices been based an fnfonnation prodded by the elienl. Anderson Truss disalalms any responsibility for d:tnugcs as a result of faulty or mroncct information sp:cirications andror designs fundshad to life Truss Designer by the Client and Alm correctness or 11minry, of this infonuatiull us it Imty mlate In a specific project and accepts no responsibility or eyercises no control milli regard to luudling and iasnualinn of trusses. i) Unless noted admnvise, dimrueions am in feel-incl¢s-sistccnths and leads ate in pounds. S) All dimensions, hiss spans, hearing lonlioru. aud olh t special conditions shall b-, verified by Conuaytor /Fiamcr prior to fabrication. G) The bracing sboen on these dran)ngs arc not ereclimf bracing, *,find bracing, postal bracing or similar placing uhicl+ h pall of the building design and u hich must be considered by the Luilding Designer. Umcing shmsn is for lalc0l support of truss menlbm only to mdu:c bu:l.(itlg legrth. 11100siom mast Arc madc to anchor l:dcral braving al olds on 5,%cificd lc;alions as tcquircd, AJJitiwul bm:in)• of die lncrall struemrc nuy be mquircJ- All bra;inn mquimrilaus tcmparary and penuannn me the cespotsibiliq'of Abe BuilJmg Drngneq Ihnjccf Enginrt, Arehnect. nnd'oA Erection Cnntraetor as Acquired Ig 7P111tIU 91 5111,m4in- Shw). I) Non-slm:nual eomponnns, ic. bathing cables and ezlles tmsses am rim Included in truss package Sono suumulal ctnnpnnmds, is Isip:md dill:h}acts, flip nsL'cfs arc not included in Russ pad igc bud ar. in;InJ:d in Ibis staud.ud aubmillat padag; ofd:„sits (Umuiugs fvr slanJatd'nomstlo;mtal n+alponcnls can ba supplied upon myu:st). tit \\.__11191�C, Do nut tilt nr alter tmsses snlllaul Pant npprmal hill, An,Ict on Muss Euginr_ling bcpunmctll A rcpan keening is lxquircd @r our nn,J1h::;nest ne1Jc In origins( dslgn 7) WARM V; Do nnj uelall btclrnmstum cd lnn:.'s (Comae AndrraunlYuss for PrpaiA Lhaniugl fin \1':\I1NH(: Building ncsignrt k I°tam:*, nni:,. crusidct n•ngncsion aud sclllcmrnl of hatnhig at ah gltdu A beams )naked loaamns (R Ilhbul I1)\\';\Il51Nf: Uaii@116ci.lt;Ial11$md.isihallf'1s11110In;l(1l!v_.IIOMLbotdS.Ct%%tbs !;CC Standard conuc:11021 dna:l sheets V, A 40 11) WA HN IN(;, prim to h+.rlulg floss, !"stem chords should nc1 b: tcstl:unrJ yr pcsmaactuh• au:bmcd in ale In.rnml s 1101 ptcsrrns drilrclicn / %staled nIm cmcvf dtllctctu from adja:ctu trimsscy:cpl at slrnfird IrxIT C Toinls 131 AiTI'Nl- OV Any Irly umh nuoc dun'.:' East p::11 d:llctunn urcJs Elmnec! and Aramdn's I:yilll I1):\1-1'1'SII(1N Andcee+:rl rim lemurn:nls all jvsb n;lpvnmq; Girders to Il: vut'' longer thin otb:t fl.munr 1=0,trs 151 AI I ImNI MN. Teri Luginrcneg In Olit pud.agc a in r.rlata! r, mp!ian:c loth heal huilding uV:S. T'Ism. 3113 sp:::h:aaons h,I Iflis p;oj:ct I a1lutc In oomph oath Iccal haJJlnc c:.1; s..:;�;vol:J plans, sfr.:mrm., anJ mess cngocrti:yt 1,,11; With all uattaluics ANDERSON TRUS ero sec ; te., VS b.:1, CA 956:0 (ear) Ve-106 rU: (iat) 61e-,63a 0 d%,;.:ao of PAp-IC CCAST DRAWING NOTES 1) These trusses have been designed as an individual building component in accordance widr "TPl", "UBC 44", and "MS-94" to be incorporated as part of the building design. Re%icw ofthesc components for conformance to design shall bed: ne by Architect andlor Gngineef and Building Department prior to fahtication. 2) When reviinved for approsal by Building Designer, the design loading sbossn shall be checked to verify that data shun are in agreement nith local building codes, local climatic record for wind or snow loads, Project rpecificaunns or Specific applied loads. 3) All mechanical equipment loads, locations and adequate cluraocc for units shall be verified by Contractor/Pr: incr prior to truss fablie lion. 4) Camber is a nal•structur.!I cnnsider.nion and is the responsibility r,(Truss Fabricator. General prnetiee is to camber for dead load deflection 5) Lumber shall he of the specks and size. and in all respects. equal to or better than the gtadc spucilie;l. GI l•uP chords must he sliv-died or purhns pra,ldcd at spacing shmcn on desiltn. 7) Hultum chnrzls rcgwre Iater,,l hracmg w i0 it spacinit, or Its, n oo ceiliul; is installod. unless nlhemko ncncd &) Anclunage andlor 1,1d ❑eus.`ct nog 'I 11wSes are the re�ponsjbllity oroilters unless shotsn 9) pn noI cat erlo.tJ n+of or ;lnn' busses null sucks of cnustrucllnn rnatellak 1(1) When spnnklers are re;;vu ed. ? I'sl' ,all Ic aJJed to Iup and h'ttom chrid dead Inds Use of sprinklrt attn'hracnt detail •.erli t.e tepnrrd , sec detail sittets 39 & •10 for standatd detail Use of other crnncrtinn details is perrnined tads aPpm'•al of Anlerbnn l russ Sutton eonrtrrtion details and spunkier plan Iles I:pp lcspl ANDERSON TRUSS relo 5:a-..., ro.. ITS: Cd 95C.J (rC7) L7A-tsm ru. (7a")) E7p-1,jj PLC FIC CCAS1 t7TtG 7 -Dr 47 LAYOUT NOTES 1) This layout is provided to she Framer as a convenience to sbmv truss locations mid truss to truss connections. 2) WARNING: Layout is not to be used as structural framing plan. 3) Truss to bearing connections to be designed by Project Engineer or Architect. 4) Truss to truss connection shall be to Simpson Specifications, Catalogs C-PT-97 fi C-97. 5) All mechanical equipment load(s), location(s), and adequate clearances for units shall the verified by contractor prior to fabrication. fi) Shaded mea(s) on la)vus indicate %alley fill of California fill (In• others as noted) 7) Conventional 1allec or California fill to In sinned at Is" o.e. to trusses bclout Truss top chords under fill areas to be adeyuao-ay suppened (Fl%%%ood sheathing or purlins) (by others). R) Critical call heights and span dimemiors shorn on I.I' will ate a convenience to tite Burner. Use of call heights mud span dirrmisinns %%111 enure proper fit mid glancing ofoar •foss system Please ratio,%%%all hciglns and spot duncnnwhs, and nuufy Anderson Truss its soon as possible of any ch mutes ANDERSON TRUSS_ ,'0177 pdta 6— t' lc^< (20) 7 SIF!G DAi! hce) Gle_tr.!c rAaa: (7at) n1^-:bla n d.in'an ei nAd-"IC CO1Si 's C19 S!! Y4M1L I C%. [WI 1 1 L15)L401 1 I:YIL / nrx Yc nmr]m1 urc Iac -�etL )-b.l 1 ,}I-V �x}o-e xt-]-n ax-11-e •n-o.e . _] HI rKYE51G4. MUF: b' 14Li ]ilrC C em (lr !.!= MM]1W rb baw.IRl m'nrsvls Ip )a h tlu ]Nfy wuR Ta � n'I rA'ml bM14 n Im-oo2i.yrlyl; M-PStp PI(LTLY M S.Li I �• W HAAI< �H1Y1 pb pfM Lb4'L:JIM fa1G �` �� xNeYr1-aI-ILY+EV SMW)LT E}t}i LTi'i� @ IIIb.ULYP Lars /' It7T! bi(16 i nt a4L u= LI RJ.S TJ' wq CI MJJ C4 CLr1P YI�FL, i}A') M] ILNT1.1 N]IIN MYU lWG ^Pw2v b VN r.dL.Vl R9t'].l illliy R11 Y ]K [LL'4I 4L C6':yY.Nirn l:l➢. 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H l-U.yl1 q`h. -yG V-IN-y> 1.1-_-ly i-i--iie xy-„G ]-••y) ~� 5~rlw •-b.}rq e.).nl:. ).n-_laq LI Y='la ra'v: NP4- tV:M rY.Yr)fA. [.Y W✓.I Wu (\1 i'1.t_-'tal K 4:Y1] h RM14 V^.V'{lI. 'rr IN-nl .•Nl Mt.l l•1U, Il-.IIIL ]•I'J t, 11•.):1. 1}-Il)l. Li US)] NLvrl )M V IryN vu, .) L.r. I.r.r�u-1✓ ✓e'w•I.lt Nr w V3'� Ir.ry 1✓) rw111 4LLr•V•1 C•" p S�-M•G. p }1/rflT'A. YO ♦.Y 1-l_-u:. V-U.....0. ny P.UC 1})� yp 1-'}.4` 1-]•-fIG w t(,u{] 7 LYfa uL Jl1L�•u'a i-:•-I)1 l•..gly 1-}yvL !-1•-Ilq 1.1•-l1n r.1 lt.`. LI-.vr Uv r.,T.1 w.1 I41 -` tin. IN)M1. .yrR 1-_n1. h-UL 'y.l a1. ]_-I C11. )b)}L 10.rlll )•-1-.] �ilt� cal ANDERSON TRUSS I •a>� ry In r,,.�r, LL`.. D.lbn. CA 91-20 LATL: o- (P0/) 676-1616 iM.. (707) 676-16b a d'ris'L of PAC-CCYST R�l55Ep� aye; L'ee:rt _ 4 T<214Y-'Tl' uric` os rwt I 1 I 1 I ar..uw wrt / nw ,la cv�.v-vY .,wc w.c I�;TE.lif'TRF•rT�'- -•-he l.a-e a-u o a->.•l v-n-e .e.n.e e n 1_f�l )ay ha_Il t-0-q by-1f—I hYt] � T— yy j-eK, el nrromu+4lwrrc K max s[rr a em R,- iC Ee .17 ery <i't I PS Mi [II. aww: l+c•tvu Six rl[OLO OnIL'+nY y SIAI 1 P T; pYr4'iJ9 M1I.:G 6tl 1 j r � . //' !•) O [N'A [f}`ilO lLV'GV K tW4m �r / `.-�qy, 1�-yp lQ eR'YVSrS'J [f1MY 4Q1) Ili IS l 1++'l sa nc rvsl olc}.s e k` -I` / a ct mas }cn MJ rl n � a nYTn s•}cn:. v..•c aI t<,r-rw }y ..r I..YS 4'R'fJ i] ML KH:•.: hLv rNy Ij Y•[ V�V N[YAL :f/:j� IpY (( N]rf\� / V LK lLY3[Il M]:i`.CA CYIL C,.[ }J LAT [.[] ICI4 lLV K>[I[[rf4 WV^d 0.i71C:41LU d'CLY ).'Rl l'l1 ti; Pr! I}�y bCW C'h, 4'p6 n �v:v wrnrY� )gut x-ta.-cY •u r�Y- -..c -n,•, w .,[rvws tY 40•J b:: :L CHJ1:. M] Y:C 11l VA t] LIIVCT} M'p }pyrv-,y iI [va �,5//.J r.� n.e� lue I�r cu i:%�. -ii ii �1 V..•d - wv to ...1 `••'vc lnu. r:vr u> v .l�l ] [ r: }elP.e YY Lr:[J ; L [ [Y \r 1'wr_C -,r nr] 1•vv r;-C-' ., rr -+'+S (.[rcut i-•.•[l).. ).i. hH.[r-i.e �\ -1 MAj LLrYu.^ i,] Tz.m uu \w. Lr� i--}]Lc<L [r.. n. e--ry:..0 .,.. .1 � :•.a:.:i :i: r•.:A::`in a4 nvrt K - rli :.)... _].r:. .. )., �—,l uu.cv e.v-.: ici o �i�itiiv: :-o- •, r-._.rna ne--n!q � \ .Sr] A1. - ]•q'L1rF ••_�..• ,. qrc e1:_v.. s : Lu.lvvlr[ ry uluenl. nn) 3-u-k, v 3 ., .. u=w! �!\-r].nl, G.rr-n[. 1-n_-v.. 1-•o-:l.. r-IC-_Sa \ +) I. I.. ..... .•, !1 .. � Irr r pqv-+• r• •C -rv.r. r •1 - t nt•.-[wt rG1.1 u[o rJ•.^ 11 ' r!1 •r F.• \.• ^ n y ! �+� � 4]J�,'. 4: N [h'�Ihlj1\ �`� x. ` 41 f�l. rri! )1 twrlw.r.'''�• .`-•-•.e, .•]''�^.. I.+r rr. [V'L•:] tw^'Jfi rl-C•,-� r;i\\` ]I 11'M l l3 L-)Y-,a'ti:r11}. M• n..r.•y N4� ta••• L•j !_ n%I � tit.}i }.T [R]` {Il.: [K.t L.±w. � j ),I �.uL y.l l_lvr.y..nc •J_ _ br: -u ��_ f-1--iie'ld_-re:.l-r..nc -1:-1- -�. 11_e.n.nc ol..�: �..;._L.-��..�..�trsd r•aY[Ttl 4'•...nu. {•Ya I!1 � W ] t..13 iJ T_Zt ... f� [wt V[ d'.Y:I�'Jr'\:S Lr�j,..)) rvr:lf }:0. 1.1. 1-••l 1.[•r. 1}..r.l:. 3_r:11. 11-. 1'f. 't.lf`I, � V� L.Y V: }nL In L1t,e till •) 1•.. •y..N. l•_.4 n .w•.li}. I.-• nr.r••.f � iYL.i � CCU C 4^.t:t::4 ..MSt:r4 11 [+•.- Iru pG n;r/1w q Lv,tn W n,a•Il W 3-•r•G q�'Mn•- r.q--u: 1:.-a__r•p br+._n- •y_r•1. ,f �-r _.1•[♦!.yo. ..ru. r)-•}ll. )...:a . _a ANDERSON TP,USS,j : Lr.. (Gp 1)- cCCts, IR;V5 0. 4 C- JeS Trvee true Type M Ply EWfPIL CAB'2 ENO TRUSS ONLT. MOn1I1LU1 1:181E EN DUNES IXAUPIE Gl9lE QIO 1 1 TRUSSES DUST RIVE DESIGN ORAWND. '•' 1-fi Lpn - • •< iTP• . u m .r • .n NY'E5.> FOR NT55!i9 ORtiE WARN NO. va TRUSS IS DmO%TD FOR vmEs )lY IN PLWE,DAD S ONLY, EZ-.U: IDAD ST Z&RO 11 1/2- DRFONG FOR OUT OF PURE DENDiNO CABLE I NI. DUE To W.NO k S'6YC LDA_S IS RECVRED AND 6 TD OE 0,1nNTD OT Ton xmulwc or TD= cNORo mNERz. (,T SEE DaML SHIFTS 6 k T. �ij II I >< M - FOR G a SNOS DIES I I i II �I fl 5-0-0 IN HE4h1. S2 Drux SHELF P, II c CABLE REO'JRTS CDNTNVOUS DOSTCY CHGRD nwe'o SPM CARS. LLIi . I1-0-0 •• PLAITS Al Wi STUDS ME t<I WN 04 Stgu MTl Jr T• is., S14^<G OV ONE ULE IT OOTH EAr. • Lmi S77 ID. I04 TT- 4Orvir r•O w¢.xG 1ToCOLLL SN66D.D0 I l't <l)-S /Hi^'/ �•u.-prlTlS,�f FY'JIO S WP5r'eq<+ef•5nyhuF:.•n•:•Im••.•r.a i`CJ C< OOrld! q 1F jIl l6 •el Rolli] aD =t iei Cln^O ]• I /< be-.) ^ 1• ;n / u <• . em ';n •di In SI'V'UJV ❑ODER SIZE -- ----•— IOP CH0R0 > 1 1 Cr M.IICr_G II'.lf rNOa> ] 1 1 or Ae un!r_p OTHERS > Y . Or S!d-C SIANoAg1 CIO14 .,Wu, 1. 4! P!p!•1 <O Yj0 ....Il S Iv lue• up< m fe I•!, • Md1 •>, Lpu r'-•:ce G-•. • .•• : -R G!;Y 6 thil •la'u ht. I'll eeY: rf N.: IDO tete-. <•. t^<.. I•, t� �.• !.:: ^ <. ••! `.n e,y e! n 16• L-Lee W T:]• Ae IS-R. LEI: -;A ) 2�1 III !n 1:RC�U1 t-fflp IrAT USI I]) S.rnr•• KDTE: THIS Tg1A5 15 I:ES�CNEO TU SUPrDgT ULRnCA. LCA-S AS DETERUINED BY OTHERS AND S'IO'%: ON I..":)i LV-4 rIC4TIC'i OF LCADING. DEFLECIIO'! LIVIATIOt:S, FKAU I<; ULI)�OC''•. RI1:O R�U.CI'IC, OP OTHEP. LpLRAL RHACNI INAT IS ALv'Ay gcc:jAD i5 -.w RES'C':5'3'.LTir' OF THE PROJECT ARCHITECT OR EHG'I:ELR. NOTE: CONNECTION HE1V:£EN T OT70V CHORD OP GABLE EN: 7gU55 A.NO WALL TO BE PROIRDED LTf i'gCECT A[•CI•iECT CR I40TE: PRACINC SHOAN IS FOR 11:ORSOUAL TRL'S5 O1:Ir, CO':SULi OUILDINO ARCHITECT OR ENu NFER FOR TEV-'OR13Y ANC PEFWl:;:!:1 13RACI143 OF ROD' SYSTN. NOTE: ARCIIIIE N{p 1110 FKWN II0,S D iA 5 COPY >1.147 e, —� —I 41iDhN i4 i( 1: Hr FANS COIER\ 015 Al r O.II ISa A 7 )'r1'<4 e_I 5 EON TRUSSES REC U1 Ng EC lq 4 ID O!'A_LS11 rJ .` [L.. GtER r ' � A,g ANDERSON TRUSS MuSsrLl -5:r C'r5 �.JII 'NOW 1.. CA R5670 (707) G:9_!636 qv: (TD;) sT"-IfJ —�i. R \•jI \C''p'`ji:�� . x.�s:-. D1 PADac cDAST R:Y�SED: a?/�•, uLl% . _._'T .._ :!•--- pp Ali: GALE __— THIS DETAIL, APPLIES ONLY TO CONTINUOUSLY SUPPORTED SINGLE PLY COMMON STYLE GABLE END TRUSSES WITH 2 STANDARD HEELS AND MONO STYLE GABLE END TRUSSES WITH 1 STANDARD HEEL THAT REQUIRE NOTCHING OF THE TOP CHORD(S) FOR 4K2 OUTLOOKERS AT 24' O.C. MIN. WRH THE FOLLOWING DESIGN PARAMETERS. A) ALL COMMON STYLE GABLE TRUSSES WITH NO LATERAL LOAD APPLIED. D) ALL COMMON STYLE DRAG TRUSSES WITH UP 10 40001 LATERAL LOAD APPLIED. C) ALL MONO STYLE DRAG TRUSSES WTTH UP TO 20001 LATERAL LOAD APPLIED. 4X2 OUTLOOKERS NOTCH 3 TTZ' - G Ti7 AT 24' TO 32' D.C. DIMENSION TO FIRST /^1 O'JTL00x6i NOTCH MAY J MAX WIDTH 2a4 DF No.l & BLR. TOP CHORD N07 8E LFSS THA`7 / LEI JCIH Of lmftHRNG. I bEib'I CABLE STUDS D 16' O.C. \ /J// I I •' iU0 I:OT REQUIRED UNDER NOTCH CO.7TR:'JOUSLY SUPPORTED GABLE 2.A OF N..1 k BLR. BOTTOM CHOROI THIS DETAIL, APPLIES ONLY 70 CONENOOUSLY SUPPORTED SINGLE PLY COMMON STYLE CA=LE END TRUSSES WTH 7 STN:0440 HEELS AIND I/DN0 Sl'rLE CABLE END TRUSSES Pi 011 1 STASOARD HEEL THAT REOU�RE N07CH�14G OF THE TOP CH090(S) FOR 4.2 OUTLUDKERS AT 74' O.C. MIN. 'AiIH 1H;_ FOLICAY:S DESIGN PARAMETERS. A) ALL COMVG`J STYLE C9AG TRJSEES AITH 4031i AND O.ER LAIERA'_ lG/. APPLIED 13) AL.L MDNO -JYLf. L-L.G IR'JSSLS ?'lii 200111 A';D 0:E= LAIERAL LOAD APPUri). 4.2 OJILOO•QRS NOTCH 3 (T..' - G 117 � Al 24' IC 32' O.C. 0U1LOOxER NUICH NAYS / ��' W07H NOT UE LE65 lt{A'; C LEKCIII IN THE •:JOUS': ;'•LPPCiIED Cd3.E : C:70.'LS'I ED:I nICHT � 1 AtiCERcO',�. U2USS AND',C j I•'� I LF: ANDERSON TRUSS'_ •.�. ,A _. •_., 91lmI 0•:•. G4 0`527 IEh7E pa:) vs-ICTe 4A4. (rc7) c;f'-,c3: c! PA-r-. C04ST I Rnr,c Gil. 2.4 OF N,I & DIN. OR \CABLE STUDS 0 16' O.C. • STUD NUT FEO'J'RED UNDER NCTCH •• 7.4 OF Nc.1 ABLR. ODTTOV CHORD OF 47 THIS DETAIL, APPLIES ONLY TO CLEAR SPAN STRUCTURAL SINGLE FLY COMMON STYLE TRUSSES WITH 2 STANDARD HEELS AND MOND STYLE ENO TRUSSES WITH 1 STANDARD HEEL THAT REQUIRE NOTCHING OF ThE TOP CHORD(S) FOR 4.2 OUTLOOKERS AT 24' O.C. MIN. WITH THE FOLLOWNG DESIGN PARAMETERS. A) ALL COMMON AND MONO STYLE TRUSSES WITH A CLEAR SPAN MOM O'-0' TO 20'-0' DIIAENSID14 TO .6 OF No. 2 WITH ADDITIONAL 2.4 DF No.1 A DIR. DOTTOV CHORD THIS DETAIL, APPLIES ONLY TO CLEAR SPAN STRUCTURAL SINGLE PLY COMMON STYLE TRUSSES WITH 2 STANDARD HEELS AND VONO STYLE TRUSSES WITH 1 STANDARD HEEL. THAT REQUIRE NOTCHING OF THE TOP CHORD(S) FOR 4.2 OUTLOOKERS AT 74' O.C. WIN. WITH T11E FOLLC'FI!IG OSIGN PARAMETERS. A) ALL COVVCN AND MONO STYLE CLEAR 5PA%'-'NG OVER 23--0' OR A TOP CHORD CSI < .5 DOL 2.4 CF No.1 &OAR, OR SINGLE 7.5 OF N.. 2 TOP CHORD 4.2 OSf.CCiERS !:OTC11 3 rf7 - 6117 AT 24' TO J6' O.C. DIVENSION 10 FIRST /1 3 BE !:O1CL1 4Ar i �4�.e,% WIODI NOT NOT 6E LESS THAN C LENGTH OF 0�15HA\G, VA( 0EPTH CLEAR SPAN STRUCTII.HA. 7R"i SS AND ENGINLi..`o GGITRN O'vLR A• ANDERSON TRUSS l4mw f91D Spm'p L., D, ..: CA ,9502C (7V) 579-1635 IAA: (;D;) 175-1133 o d'v'rtn cf PACIFIC CCJST b.%-, ml.::. 7.4 OF NA A MR. BOTTOM CHORD (: 1995 A`/OERSOY !.CRVAN SCNEEL %OTCH-2.D'.PG OF 47 OUTRIGGER FRAMING 2X4 NO.2 D.F.L. OUTRIGGERS :. 24" O.C. TYP. U.N. _42z TRUSSES 0 24' D.C. '[YP. 3-16D END NAILS INTO EACH OUTRIG (TYP.) 2-16D NAILS O CABLE ENI TRUSS TYP. RAFTER TYP. \CONTINUOUSLY SUPPORTED / GABLE END TRUSS (SEE CABLE 3-16D NAILS END DETAIL SHEET 5. 24• _ 2: 1 r BARGE RAFTER NOTE:. A1AX LOADING = 16JJ P.S.F. LL, 4 P.S.F. DL IN THE 0 1s�5 ANDLRsou NCR404 SCHEEL �7171 E: CUT.RIGGE R -11AI S I f -, N 2 � ANDERSON TRUSS Cmn, Ca 9E'.20 f CAT E: 6-7.7_96 C. 'rJF a dbiCon al FApr1C COAST RLlI;SED: �� GAB —DI NAG S71EFT GABLE STUD BRACE NOTE: GABLE STUD BRACE IS REQUIRED AT: A) 72" O.C. SPACING AT NON—STRUCTURAL GABLES WITH STUD HEIGHTS 72" AND LONGER. 8) 48" O.C. SPACING AT STRUCTURAL GABLES WITH FILL STUD HEIGHTS 48" AND LONGER. ed @ 3' U.C. C6) 16d�� 2X4 BRACE @ 6'-0' D.C. TO BLOCKING AT (1) A35 ROOF SHTG. CLIP 2X6 ___/ 11 TRUSS ` CONTINUOUS 116d @ 6' O.C. 2X4 CONTINUOUS BACKING NAIL WITH 166 e 6' O.C. NOTE: OUTRIGGER OSIITTED FOR CLLRITY, SEE DETAIL THE PiA]S CO',cRV ClcR A\OERSONI1 7R55 AYO l ANDERSON TRUSS 5510 ^ml-; le-e D.ugJG 905Z0 (707) 675-1605 rA (707) 575-160- a cW&TOn Cl PAC�FIC COAST ROOF SHEATHING 2X4 BLOCK ) 16 2X4 CONTINUOUS ACROSS TRUSS. (3) 160 PER GABLE STUD 72" D.C. MAX. C NDN- STR, GABLES. 40' D.C. MAX. C STRUCT GABLES ALE END 1RUSS 16d C 6' U,C. �•� GABLE END WALL PER PLAN F 6,7.L 8 FOR INSI"TIDN. kl 9-16d 2X4 FLAT OUT RIGGER. SEE DETML SHEETS 6. 7 & 6 FOR INSTALATION. —� - ROOF SHEATHING 6 d 0 6" O.C. 6 d A 4' O.C. EDGE HALING 3-16d 2X4 BLOCK ---�-1_� 2X6 \ -0" D.C. I 0 6'. ALONG PLA O.0 TOP PLATE 16d C _ DCLIP / I — 6' D.C. BOT!1 FACES CUNT. 2X4 / 1 MIN. 2.6 N0.2 D.F. CONTINUOUS FMHI,' INTERIJR PARTITION'S MTH 6-16d NAILS- 10 PARTITION'S AT Ll CH [ND. ENC:IN:EF.NG 0 "'ALS] CCm n'�lG 0 15-5 R':_OPER A':i;'_'RSOS� TR:_S K.-) sn.M ANDERSON TRUSS O.o^, ft 95'27 (707) 6:6-16:6 F a (:c:) 6a-+631 a d!rl on & FAC;p)c: CBAST GABLE STUD UD NvLuv BRACE NOTE: GABLE STUD "L" BRACE IS REQUIRED AT: A) 16" O.C. SPACING AT NON—STRUCTURAL GABLES WITH STUD HEIGHTS 60" AND LONGER. 8) 16" O.C. SPACING AT STRUCTURAL GABLES WITH TRUSS HEIGHTS 46" AND LONGER. �/ — VERTICAL STUD IN TRUSS 1---RUDF ram— 16d C 4' O.C. / SECTION "A" "A" 2X4 DF Std. ---�I "L" BRACE �_� 1- FULL HEIGHT. TRUSS „A" 2X4 CONTINUDUS BACKING NAIL WITH lord C 6' U.C. IN 111E ANDERSON TRUSS 8810 Sr.'r" re D "01. CA 31620 (737) 678-1606 FA.: (707) 679-1600 o dl.:stcn al PAC41C COAST SHEATHING 2x4 FLAT OUTRIGGER. SEE DETAIL SHEETS 6. 7 & 8 FOR INSLATATION I6d C 4' D.C. "A„ ABLE END TRUSS I66 C 6' D.C. GABLE END WALL PER PLAN A\7CRS0!! r THIS IS A RECOMMENDED OETNL ONLYI SYRITTEN APPROVAL IS REQUIRED FROM THE PROJECT S ARCHITECT AND/OR ENGINEER PRIOR TO USING. y ■ : PICAL WEB BRACE 2X6'L' BRACE SEE DETAIL 'A' TRUSSES P..E 24. OTYP, SEE FOR ENDS OF IX4 (TYP.) IX4 (MIN.) LATERAL BRACE AS PER BRAVING WITH A 2-00 NAILS PER WEB TYP. ERACINC CALLED OUT ON INDMCUAL TRUSS ENGiNEERINC. SEE DETNL WEB BRACE SHEET 4 FOR LOCATION OF THIS INFORMATION. Al CONTINU=US IX4, INSTALL 2XG 'L' BRACE TO TRUSS WEB, PULL LENGitt NAIL TO WCB WITH IGd 2 4' CIE CONNECT 1%4 TO 2%6 WITH (6) ➢d TRUSS VEB AT %?ND L'P IX4 2z6 'L' BRACE G) ad IX4 TD'%G (MIN) CU•!L BRACE I /t--1%4 _J 1 —:Gd 2 19Russ 4 CONT. BRA;.- I(A Bo I%t Ea 70 2%6 / V� 2K6 'L' ?RACC✓n BRACE DE i AIL "A" NOTE: ARCHRECTURAL AND E%: i,i rER',-. 0.7&Ls COPYRIG•iT Q l955 A•;OER50!f IN THE P--NDE OD'7AIL 0'•E4 A`:pCRSO!i�r iIRUC A1:D KORt�t`) S,C1!rrL TRUSS',' i Rl155'S RECOL41Er;D(1 DETA'l'>, STRUCTU4U. Jr._,TLE_ TYPICAL Y:LR,- ANDERSON TRUSS CAI D•: n, a ess:o CITE: S-ZD-99 ➢➢. \4,r rOv- rF J (sT) 6T6-Iws 10q Om) 676-1633 mod? Cf o1 P ACIDIC COAST RR'SEC: ULYYN ti J-.q :•:: �:I� _ FILE NAVE: K'-?RACE.DM1'C SHEET 17. OF 47 THIS IS A RECOMMENDED DETAIL ONLY! WRITTEN APPROVAL 15 REQUIRED FROM THE PROJECT S ARCHrFECT AND/OP, ENGINEER PRIOR TO USING. p� B�\ ALTERNATE WEB ..'SCE TYPICANT—BRACE TYPICAL L-9RACE I B" BRACING REOUIREMENTS AS CALLED OUT ON TRUSS ENGINEERING SE_ DETAIL SHEET 4 FOR LOCATION OF INFORMATION THIS DETAIL IS TO BE USED AS AN ALT. FOR tx4 CONTINUOUS LATERAL BRACE, OR WHEN ONLY ONE TRUSS REQUIRES BRACING WITH OUT A SIMILAR CONFIGURATION TRUSS NEXT TO IT. 2x4 No. 2 D.F.L. T—BRACE WITH 10d NAILS B 6" O.C. /j 2X4 NO. 2 D.F.L. BRACE /A'IIH tOd ':AILS F B' O.C. 2x WEB MEMBER (2x6 MAX) 4 TYPICAL T-WEB ©RACE DETAIL "A" 2x4 No. 2 D.F.L. L-9RACE \'. t4CB (2 X B MRY.) WITH 10d NAILS Ca 6" O.C. r NOTE : BRACE MUST BE 90% OF THE THE 2x WE6 MEMBER 2x6 !,!AY. LENGTH OF WEB. _ATYPICAL L-V,EB BRACE DETAIL "B" NOTE ARCIIREC1URtw AVO CN�^.IRCEfl'tiC STRHU0S11G'N'S INRETCHOUAICNOEO DETA'19. 'LT0.'LS TO R ANOERSOV RUSSVAND NORVAV yHEEL SiRUCTURALE PLANS GOVERN C.E T1!:9EER •CO'YR4 r, TITLE: A'_iE'n_4TF nEB 9RACE NDERSON TRUSS 110 See'+`620 ; LT-. �� t1�-•^Tri 1,, !Gz T "%VW (07) 6769105 TAX! Oa7) 6T6_:6!; a dV,'cn c! FACIfIC COAST e �'acp ;ro:.ctx C'AiE E-20-98 RE'.95E0: T�S-EET13 NAME: O� _ 47rllE THIS IS A RECOMMENDED DETAIL ONLYI WRITTEN APPROVAL IS REQUIRED FROM THE PROJECT S ARCHITECT AND/OR ENGINEER TO USING. �QPRIOR DRYWALL OP TRUSS CONNECTION 2-16G POi 9= 2.5 0'.002 MhtEN 1ROSSC] r � 9]itou cr,�as NOTE: ' 20 P.S.F. TOP CHORD r � LIVE LOAD (MAX) TYPICAL. _ pm'AIL 5]:lA 0t➢ 9A7t RRSTJ Drlrx) SC9[Y l4i] TRJSS TOY 00190 I "' �0Y WHEN DEAD LOAD 15 k�in]V6WA m APPLIED TRUSS WILL :srr: As C F:R TO. - REST ON WALL. tcN-9CA9:4^. PAP000'1 WNL TRUSS PERPENDICULAR TO NON —BEARING WALL DETAIL ].l tEli fi WXl i935 0^.^0u CwaO ``UT) Mi)) Ai 1]' 0.0 6109] Or TRUSS MIDI ]-14] AT 6ACR 1CA AT 1]'0C bb IN TCP C41 (Iyp,m) WARNING*..it r VARIATION FROM THESE DETAILS MAY CAUSE DRYWALL CRACK AT �anw. scRw+ ]� rA_R ras--� INTERIOR PAR(ITIONS Dvnx) sI is nao N FA: ra07 �, a✓,a] 16 AC43 YY f9].1 PA91500ti CDl14S .0 AND OTHER LCCATIONS. SIUC A5 0:nU4 :']U —CC.V-9GRa!] PAMI C4 AAll TRUSS PARALLEL TO NON —BEARING WALL DETAIL M, 14-5s 010u c l 1200A'TAN 10 0]TiDu 1r5 C'4 T,a� I CM0a0 0r "MS %IH ]-Ite At rA!1 V-0 (iYPbl) f6i 11 tY,[. (O�:\'rIJ�M�Il �bmlA SCsSx VD [Y t' f: q (i YI'�]/.L) 5'1Ltl IYfp N M .pmA tlP. M r:l �• 1! AJ'.Ei Y.4 1RjY PMR.'.]4 Cl,'.'4] 9u[ a5 0]45 5^U Nam':-OVAA] rIl(rt}G4 a.:l TRUSS PARALLEL TO NON —BEARING WALL DETAIL 110TE• ARCHIIECTURAL AND E4GIVEER!^!G CETgLS CGP;'Slel(T (J 1335 AYCEILSDN 5HCWN IN 4E PLANSG'ERN CYER ACOERSDN TRUSS A4O „DR4A!: SCHEEL 5 fS `j%% / 1" TRUSS'S REC06n'EKOED DETA:;,S SinRUCTURAL EI:GiNEER `�� t JC r T ITLE: DRYWALL TG IRUSS I� ]. 25GI •° ANDERSON TRUSS CON NECTIo: D.t.. LA 95t10S.vlOATL OTO-1535 rkl; (707) 672-I!•B I (i]i) R 55ED: SHEET 14 OF 41 FILE t:Cl!c: S'iT-4R.015'G TERMINAL HIP SYSTEM COMMON TRI TERMINAL HIP CARRIER SIDE JACKS C 02'-0' o.c. (2-0-0 B.C. TOP PLATE END JACKS G 2'-D" O.C. OUTSIDE IN. D.C.-TO 1/2 SPAN OF COMMON TRUSS HIP RAFTER LEDGER DETAILS: TERV NA HP TRUss. VP RAn�V M;TP 3-1 G_ NA'LS PER SAn LN INTO I Uss TVP. 36' LON0 7. OJ'J TO CNS F L[ Of .; %O Post, biH 151 cew.n NAAS C J' P. INTO %191cy tYP. DFL- AS^ S.L. WO )ANDERSON TRUSS �, E610 s:_ 1 1,c on" E1 95570 (7071 673-1636 Pa: (707) 67f-'f3o o dVsbn of PACWIC COAST FOR CONNECTION OF JACK BOTTOM CHORD TO HIP TRUSS AND JACK TOP CHORD TO HIP RAFTER SEE DETAIL SHEET 26, f�TERu,NV. Hr. TI uEs. �fP RATR PTf 3-16! NXS Pf4 54nCR INTO iRuss iY.'. 7.6 S:A3 15 SH: A'H 6CLCM Hp fWm s N!RI A uti'.0 L'u fi 6-:f. COUVON Nk:s Pig uru0fR Of 7Rd55, UA[ PTA:TIO4 4i.sc(.450j o F.L. LD` COPYRIGHT © 1995 TRUSS AND NORVA W", NAVE: iHIP.D'NC Ea 2 ui NOTE: CALIFORNIA HIP SYSTEM C FOR CONNECTION OF JACK 2 OTT AND jACCHOR TO HIP TRUSS HIP RARER SEE DE,r LTO SHEEP 26. © FOR DRACIND OF FLAT TOP RD SEE DETA-L SHFET 27 , KT SHOR;N FOR CaAjfy) cGIURAL IN Sri iHF' v�e��c )ANDERSON TRU; �a� 6910 S:nl-: L, P'.a-, G S`E:0 (7.'I) 67➢-1615 'U: (717) o No°s'sn c! PAC- AVDERSO': SCHEEL 1c STEP UP HIP SYSTEM 2 COMMON TRUSSES 1 STEP UP HIPS CORNER JACKS C V-0' e.t. O 2'-0• o. t. FROM PRIME HIP PRIME HIP CARRIER t. END JACKS OUTSIDE TiHOM IN. CHORD n TO SET / SET SACK DISTANCE OF PRIME Ii1P CARRIER. TOP PLATE R Y CCRNEP. C:ROE NOTE: IQ FOR COX%ECTION OFF JACK SnT10M CHORD 10 HIP TRUSS. ANO CORNER JACK TO CORNER GIRDER, SEE DETAIL SHEET 25. O' FIELO FRAME HIP FILL/R;O-K'i- NOIE: A4CHRECiU4AL AND EN,-J9EE41 lG GET7IS COWnIG'H 1995 ANDERSDN S'O'hN 19 THE PV4S GO% -RN C1'GR ANOERSON 1'nU55 AN0 NOn"114! SCHECL ,TLTL3:1 *\ IRUSS'S RECUM4ENOEO fETA'L5. STRUCTURi E!: :�CR� r; �N r J [,� TITLE__SiLH U'r HIP 5T'STE�I l fN �/ �� �ANDERSON TRUSS 56 C toe::5 �. CBID 5:a•fn- La-e J 0.a,. CA 9552D DATE: 6-20-93 ( ' 01; (7J7) 6T5-15-`5 TAX. (7DT'f 67P-16V(1 TIl c dirfSlan of PACIFIC COAST RR'SED: ��_� Fe';, FILE NAME.. SH P.D'XG SHEET 17 OF t7 DUTCH HIP SYSTEM TUT TOP 0 DUTCH DUTCH H.!P JACKS (TYP) C 2'-0' O.C. OUTSIDE I.N. DOTTOV CHCRD - 10 SET DADK O'SVNCE 0-- O'JTCH CA4nirR. COVVON TRUSSES GADL STUDS ENO CAR,'UER FCR CCXVTCTIOA OF JACK / 3o710V CHCRD 70 H➢ 79U55 A1:D JADK 1C., CHORD 10 H'.P ion PLATE 9A)iER, SOEfA'L S•+f E7 25. HIP CUT V1gy OF JACX INTQ TOP CHORD u1CH ! u.R9 FLAT To. C•+OSo oV DUTCH ,'•AC{ TRUSS �i /({IrCAti9'ER. Y/� L A`:7 EVo'.tiEE3NG CRAILS 1 CDYi::Ilil C) 1995 A':CE95C4 GO.TSV' C.ER A• "SO: 'PUSS A•:D t:DRU4. SCa;:cL i t,I,E• CUTCH li!- SY ANDER50N TRUSS ;!Sb I TO TOP -95 67E-lt!5 w (7C) STII- COAST - DUTCH HIP SYSTEM TOP SIOE JACKS 0 2'-0* ..e. (2-0-0 ➢.C.) TOP PLATE 2t DUTCH NIP JACKS (il P) C. 2'-0" O.C. _ CUTISIDE 1% 00'?L7 CHORD - 10 SLl BACK O'S7ASCE. TRUSSES FOR CCNNECTICv Cr J0.K j P.077010 CHCRD TO HIV TRUSS AND JACK TCP MICRO TO H:V H? RAKERS RARER SEE CLTA:L S4EET .6. CUi'!JIEW OF JACK INiD LEDGER /DUTCH N.c CASR.ER f 7% --DCER /➢ti DUTcr1 iCP 75JSi CAR51:3. CVGS� ':EE.SNC CETA'fS CC%'Y'nl,^.:{T rp 75R5 0': •:R A`.DLR$C4 ;Russ A`:0 `iORVAti i17LE: CUTCH H 0 )ANDERSON TRUSS; (JACKS INTO LEO$ER) 441mr E610 5p^i.-- Lz, CA 95fi20 ,74iC G-i0-93 (101j 6]P.-16!6 tAl (1C7) 6>6-t6l; c tl,`zicn of P; :'7',C cCA$T Ri>55E0: Ellc gf.Vn GH:?2AAb STUDS HIP CARRIER SIDE JAC!(S I I 1 ISfmmm BIDE JACK `RAIL VARIES 2-0-0 5-11-11 O J3 2-D-D 3-n-n 3-11-11 0 J2 4.00-fi-OO ffI N w ( 1-11-11 t7 J1I 3-16d NAILS INTO END. JACK BOTTOM CHORD 2-0-❑ LUMBCR DRsty: G: TOP CHORD 2 x 4 OF Std-G C J1AJ2 TCP CHORD Shee(hev. DOT CHORD 2 Y. 4 OF Na.16B:r-G O J3 2 x 4 07 Btd-O 031 CHORD ^nl,:d eell:nv da1c111 app!;ed cr 1-11-0 on csc(n brcclnd. REACTIONS (:b/s:ee) ".-333/0-3-0, 4, 14/0-1-8. 3.155/0-1-B FORCES (lb) TOP CHORD 1-2-37. 2-3-30 1107 CHORD 2-4.0 NOTES 1) Al p!a!es are uiO plates onleu o:hense i.^.d:ca;ed. 21 Th!a "ss has teen de-9-el tar v 10 D Cs1 btlbm chard !rve lucd nenccecurrert •nth e-y :'.ter fre laada per Table h'a. 16-0. UEC-v4. 3 A plate re4lny rcduc0ah v1 ICE Res Ceen eFtced tar the ,sr Iumaer memten. 4 Fronde mechvnkel echmec[;an (bY athen) Of lmv to barm9 pale et Jc;nt(a) 4, 3. 5 TNs tuff hes heel d •Red ter bath USC-O4 ehd ANSI/Ml 1-1995 Cloth, er;tuw. MAC CASE(5) Slcadard luIR AND EN NEERR:G DET/ PLANS CM1114 OVER 7.NOERS ) ANDERSON TRUS '43m• 5510 5, a•lh, La, Dcae, Ca 95620 (707) 570-1636 FAA: ('07) 675-163o C d;1 i5'an C: PA.^„Pq. COST 'iGHT 0 1955 ANOERSON AND hENP NF SLMEEE 1 J1 3 AXDARD 1 •4 SIDE JACS• Jr. ND. 255 -70-q(3 V--: 3IDE-4JK.D0'O IF SHEET 20 OETAIS )JA-JK (END JACKS I I ( 1 )STANDARD OIP JACK OETAIL VARIES 9-0-0 i--- 19-11-11 O JK 1%-11-I1 U JJi 7 �._ 9-11-11 O jr, S t 7-11-11 O JD ALT. SPLICE F, 5-11-1 t 6 JC 3(_ 11_tl Ci JR 2.4, �11-11{O JA 7-2-0 .7K4= A/AX UNSUAPO.4IED i �- VARIES (T£ lop Clio RD SPA, END JAM. to MP CARRIER CONCECUDN USE SIMPSON U74 MlIGER OR PRESSURE BLOCK SEE DETAIL FR. •• 0!ACONAL WEE! OA/IrTCO O JACK "JA",'JB".'JC". ee 49 lop CR lop Ci0� 10P CIIDN0 2 % 4 OF 514-CN0AA G G 0 iDP CIrOp0 6h..IMd, or 6-0-0 41. purfin 7 % / OF Nq.th 01:-C O JC-JK eprinq. OUT CUOR0 2 % 4 OF r.ld-G 001 C0.1ho WE95 2 % 4 5fud-0 Rpltl erectly appl;ed lD-0-n-n-n REAC11014 (Ib/sq-) 2.416/0-3-6, 0.I9a/0-1-k, 7-1]5/0-1-N. 4•.]/0-1-6, a-.Ia/0.1-A 1-2.37. 7-3•760. ]-4.]0, 4-5• 1, 5-6.67, 6-7-]7 2-9.20] ]-11 -745 NOTCS I) NI plat.. ore N24 plate* UM.'s. oinerw'te ir.gl:clew. 7 Tple trust hat btea onlgeed la, a to It bmlam "aid pre Ica nanconconent •Ill, aq Ili., Ere lagds Pe, Table fie. 15-0. U9C-94. ] A plot- rallnq r-du:COn -1 ID% An been gppr:en for the ;'III lumgtt mtmber*. 4 PrnYdo mechanical cmmectian (ay Move) of buss la bmnnq pals at 7o.nl(e) 4, ]. 5 7lls trust has be-n dosigned for loll, U0: -94 III AF51/IPr 1- 1655 plcDnq n0trio. 1170 CASE(S) 51andard TRUSS 71T1 F l ANDERSON TRUSS _. ( 661O SDWCnq tone D.ran, CA 05620 OA,7 (707) 676-1616 rAt: (707) VA-lftlo . o divltlon of PAPIf16 COAST RCVId t.ul'a:nq Freaecle PE7A'IS I J1-J3 I SIDE JACZ W/ 2.6 TOP CHORD I 1 I i ISTAk0AA0 OIDC JAL?. DUAIL VARIES......- 2-0-0 5- 1-11 O ,IS 2-p-0 3-I1-11 a l�l 7 F— 7-0-0 _.._2- 0-6 ---1 LtuDC0. TOP CHORD D X 6 OT DOT CHORD 2 Y 4 OF 514-0 7- Gd IiWLS INTO END JAC BOTTOM CHORD REACTIONS (ID/Cc a7 2-333/0-3-0, /•1/JO-1-d, 3.155/0 1-e 1 -A•]7, 7-L15 1-HO 7 1 >BDD ] n/p et{ . 343 Ur1 L1: 44 Ip TOP TOP cli: SD.atCrd. DO7 Cnb G hL4O NIq IC ceddhsel eP of I-11-8 en center tn'I tndnq. 4r P•otn er. 1170 Alain cnlau <lna+.fit in Clcnled. Thia iron 1'ce Cnr. dasgnrd la+ a IO9 Cf1 Setlom encrd livC ICad nance•.cun.r.1 .IIA ory etn.r I;.a IOCCf Pet Ta9'D No, 15-91 DO. 04. A Plcla mfinp rsdwllon 0 70% Ms Aran cWl'<d for ID. Cnan lu+.per rrmms,era. Pra.Na m10,01i a1 canrt.c0aa (Cy etaarsT el pets la Dr:r•nq F'All It jail(,) A, 3, 71,1a Irun hif Uaw C..:gn.d Ier D:II DDO-DA and ,vSI/IPI 1-1905 plelmi cnLLrta. 0 CASE(S) Llcn.dcd iANDERSON TRUSS ���, e010 +-•n;n- tan. O'rnn. C1 DS470 (?M) 670-1616 FAJ: (707) 674-I633 a d75!LL•.n D1 PACIFIC COAST n,uinq proem. (c 47 JA-JK I EhO JAD%S RT01 2.6 TOP CHORD I I I 1 I STANDARD END JACK DETAIL ) VARIES f__ 0-0-0 - 19-11-11 O JR 41 15-11-f1 _ O J t 1]-11-11 O J- (; H 11-11-11 6 JF( 0-11-11 n JE 4 h- 7-1)-1l O JDl —1 ALT, SPLJCE 5-11-1� 1 O JC. 5.6E ]-11-11 O !D 2%4•1 1-11-11 O Jh 1 ]Ei= I IlA% UNSUoP Lyi R VARIES rTT TOP CHORD SPAR �1 7 END JACK TO HIP CARRIER CONNECTION USE SI1]PSON U24 HANGER OR PRESSURE OIOCK SEE MAIL SKEET 26. _ e_ R-D E--U—O 7=E3_'1 u. on,, . acu I we ht• Ea In n3A[Ili.-i: EUNDCfl TOP CHORD 2 K 6 Of Na 7-O lop CHORD Oheetned, or 6-0-0 a,e. Pur6n cpocinq. PDT CHORD 2 % 4 Of Sid-Fi DC1 CHORD R¢d ctil:nq d',rectl6 opr.lhd RUCTIONS16Hr. 2•i4 nr 7-D-6 oc. 4lcunq. ( / ) 16/0-]-6, 5-416/0-1-9 FOnCES (le) TOP UIJRn 1-2•]72-7w265, ]-4-]J. 4-5•-51, 5-6.61, 6-7.72 OUT CHORD 2-a 70% 1� NI pIalee ore 6'20 plots onhu of...... Ind{caled 7 Thle Emu hoe been de.lgned fur a Ion pet toltern. [herd I',e laud non:onwtem with chi eanr fire lnpde Per Thole No. 16-0, Ua,:-94, ]) A pule mlinq fedudian of 209 hat been aPFI'ed for the green lumter memNrt. 4 Pmdde In¢hpnlcal cannecllan (0, .11n,l of tn,u le Etc Ynq pldo c1 joint($) 4. 1 6 Thl. true. ha. tern de l"d It, bA'h UaC-D4 Cho A!61/1Pl 1• 1291 _H,g crllena, IOAD CASE(S) St.Hdatd AN) /ANDERSON TRUS �w C510 6odmn2 lone Q,ean, CA 96620 (707) 676-16]6 to; 1707) 67a-lfin a dlrislan of PACIf1C COAST tl'od g F1.4e1111 p.t T .. GENERAL 20 1. t(w 'V PJ . muAn MYi HIP RAFTER 1. i NIP RARER 0 4/12 TO E/12 PRCH tR�'GS[L=il . p G'R .. n c e 1'IQ.T7.iI-f6t1— r— 11-3-D MAX 11-3-12 MAX VAR VARIES 1 12 2x7� 2.12= W5.SPLICE 2- TEM 1tN'ip (( Ip� tY4']4p p.n.6 E[]L In) I, 110 h.d. M:. w. I,l! V.9'LL -p Ll i•Q Sll] ICJt O L% %.,¢]t] .315 wa ouUn. svw 1+1. rcs Mm -no' .J. Kai ]0 I Ge. Lf:/{b] u. 1.-;.r / U art )U ASSUK SPAN C/L OF DEM0415 TO FACE OF D'-0" 51111ACK PRIME H'.P SPAN = D'-0" — (1,75/12) - 7.B542 R = (7.D542)2/2 (16+14) (2/3) = 617# A .1304 Vjl3/EI 19 = (7.8542)2/2 (16-114) = 925E 1 .. 7.8542 N/2 11,1075' 133.29" E 1,f0OD,00D PSI 1 47.3648 if54 A w (.01304) (925) (133.20,1/1,000,000 (47.364D) _ .3769 1/360 u 133.29/360 ._ .3702" OX L AND ENOtNEERIIJC DETAILS 1MUSS Q 1995 ANJDERSON 11 GOVERN DYER ANDERLON AND NCRVAN SCHEEL f14 TITLE.: 2,13 HIP RAF ANDERSON TRLJSS CALCULATION esin 6pgn len. Capn, CA 66t20 DATE: 6-70-98 (707) SIB -16.16 FAY: (10 ]) 67T-IE33 a o,Vis'an of PAc61C COAST REVISED: I p•ca�al _._ _..._ ..._ _. BLOCKING DETAIL AT HIP RAFTER INTERSECTION TOP VIEW 1st COMMON RIDGE LINE TRUSS 2-16d\ IiiP,_RAFTER RIDGE BLOCK �i2-16d LAST HIP � TRUSS ME )ANDERSON TRUE IRMW nn10 Spnl'" Lear (221) cTe-]ens FAA: (]a7( 67e-193o u .t:dann of PACIFIC COAST t"--, y Pmd�. r SIDE VIEW A-16d HIP RAFTER LAST HIP TRUSS 1005 ANDERSON ]RU&N SCHEEL I RARER INTERSECTION I 4 BLOCK .2-16 FIRST CO f,! 6101': THIS IS A BECOME ENDED DETNLL ONLYI WRITTEN APPROVAL IS REQUIRED FROM THE pROJECI S ARCHITECT AND/OR ENGINEER PRIOR TO USING. SINGLE PLY CARRIER T�WSSI HRESSURE MW__K BCrn JACKS.TBTu TWO' END rW Nm of RP Ukka rFJIT TfP� I-191 IN WTR:CB Borrow OIORo To Barrow 7-16tl IN BOTTOM CHOFO or CND ,NCS, 10 PICSSLRE MOCK. PIa JACK �, \ !p l'S$ JV{ \ n + >P ,yA V'f .r rn !p `\\ . S MULTPLE PLY CARRI44 ER TRUSS l �l(aaSOiAp�CiSfJ9TI�OlhlnlLa (�SyIIIJrpRUnaw GI393 OF li.k — GRr1 EA )) 7-IEa TT?.LAt 10ICwi5I9 Ta,56 oµnB5-Ik" OI ho"Ou CO^'i� K \ of tW3 .CK TO F�R"SUN! BIBLK ITT•.Vt. `p F,.o JY+ `/ \ \'� pp 1L1 IN P.3 JACK kOTTOw MOND IB Wi1Cu L"Ohn ar S.oL .:R:K kip CIVRTA / .ism Y.Y. NOTE: ARCHITECTUFlAI. AND ENGINEERING DETAILS COPYRIGHT © 1995 AAOERSON 6HOA'N IN THE PINTS GOViRN OVER kiOCRSON TRUSS AND t:OfU1AN SCHCEL TRUSS'S RECpUNENOEO (MAILS _ STRUCTURAL ENGINEER i � f C• TITLE: PRESSURE BLOCK yh0. ^p ANDERSON TRUSS 1 f ��. BBIB Sppri:n9 Lwm D:raq CA 95-20 DATE: 6-20-98 -0��41rCiU91• par) 678-I636 FAN: (!Br) o7e-107a '�i�Y , Lit n 1111 divlrlan of PACIFIC COAST RENSED: Lid nR pro:rt1 FILE NAME:PR—BLOCK.DWG SHEE:1. 26 OF •17 HIP BRACE FRAMING HIP JACKS C 244' Q.C. TYP (2) 16d MIN 2X4 BRACING PER TRUSS C 244 O.C. (3) 16d NAILS PER RAFTER (TYP.) (2) 16d NAILS PER TRUSS -arm � t _• '� -�_ V .. (3) 16d NAILS PER RAF PRIME HIP (TYPJ /r.� r %/ !� h /1� 1' USSP PRIME HIP GIRDER TRUSS HIP TRUSSES TYP. INSTALL THIS BRACING PRIOR 1-0 INSTALLATION OF SHEATHING AND ROOFING MATERIAL. A DEesON SCHEEl 1 rANDERSON TRUSS (731)(7W) a esbm 476-1e3e fer; (M) e7e_101 a Wvls;on of PACinc COAST QilGop p.pG:L STRUTTED VALLEY FRAMING in n m c, u.�. 1nr71 24'-0^ 10 40'-0' MAX. �--- GEARING WALL GB GIRDER 1RU55 NOTE—,SHCA711 (IOOf; TRIISSCS U_f{l1CR lnl l.�ji(t_ �I RIOCC REAV ROGf SHCAT1h N0 2s4 VALLEY . ROOF SHEATHING t.s P:ATC x 7.4 vAuet RAFTER :'1 rtI-241v" I I(YrI� 2v4 S NAILS CROSS SECTION AT 'A' pr• .1`5 5(f I,ng AT •fl• NLMIL"WrW NiU LNUiNI-Mlia DUAIL5 COPTRIGHT 0 1095 ANOCRSOH IN THE PLANS O01cRN OVER ANDERSOH TRUSS AAO NORVAH SCHEEL ANDERSON TRUSS aelo Lnorc,y Lur. (707) LA BILJL (AC: (7a7) L75-I670 a division of PANIC COAST tali,; TITLE: STRUTTCO VALLEY FRAArIN SOANS_CROIA 24'-00' T�0' r lea k \� s GATE: 6-20-98 Ral.SEO: -- YA Uffff t AMING_j)_R'TAA_L II I AWHANONLARGESTLAR ESTEY IDGE BOARD ZVALLnRAFTER STRUT RIDGE 00WN LS 4'-0" o.c. �l (10VAL*-E4"RMMAAX RAFTERS.-, 1`.� // � �Y LARGEST VALLLEY RAFTER REAR'NC WALL OR GIRDER TRUSS 24'-0" ----- mhX SPAN NOTE; FOR CONVENTIONAL VALLEY FILL OVER 24-0-0 USE STRUTTED VALLEY FILL, (SEE DETAIL SHEET 2B.) OR VALLEY TRUSSES. (SEE DETAIL SHEET 30) PoDOE BOARD VALLEY RAFTER REVEL RAFTER TO VAILLi' PAD -�\ ,_ MATCH ROOF SLOPE ANO )ANDERSON TRU; IBM 5=lmg Lz" CA 45575 (W) E7E-IE)E av: (707) E78-IE.15 o diY!Sion of P.4:Plc COAST tia.y rmj.rtl ID95 ATTACNUCNf 011A15 r0R VALLEY TRUSS TO Poor MU SS ran C014NEGr1ON To TRUSS, SCE DCTAIL 0' ON 'C' TOE hQL MTH H VALLEY V7-160 RAILS6' WOCE TRUSS NeEC TLLXj/^TRUSS W17 2-10a'A FETAL 'd• CHORD VALLEY TRU55 DIY_�1�1. i1LT. A'l ' clew 1.) PNDNDE LATERAL SUPFORT FOR 1- 4 —(1" Wy0 51 u0 2 (I: TO 12 (1] (11Y� TOP CHDRD WITH SHEATH.';' OD PURIIN W• SPACIIia G11LD OUT 04 ERINEMN. DRAW➢:2. rEaOTH Wi1uJUT D a-T-a•, %ail PRATE. D.) TIUC Drs'i-N CHECKED ran 12a L P.N. WTNO LOAD 77. U'JCC Will NIhO Fas5tT (SCE N.O VW'.ND fOR s'SCS) ,) Darrow chotas mr FLITTED rO9 PIACEUENT Ou CE SPUf.0 `+� 64 FOR Co ECTMUSSES. r,) FOR TRUSS to C Or TRUSS i0 COuuO`: TRUSS. USE OCTAL a' of rz 03 tr Far, 0, 7.1 Ir TOP CHOP] LAIEML ❑9h^.'40 PT O IS l[sS T1Wi sFAT,Na OF SFAV. i-_------_ 10•-0- TO 40'-0' ..--------� W011 STUDS 9 a'-D' Or, 1'Al1LY 1HusSCS (a1• o.A.) lim AWlln-nL 1:1 09ACJ:0 IS RECWnED. 11 LATML PiAUNC S.VLL V l.VLM 'NITi w:N 2-IOa hAi.4. 9.) T.C.A PC. TO PE 2A/ 5TO / STUO CkkIC LUUPER AND MNCCRING DETAIL11 COi'YRICNT Q 199' A40CRSDN ( )ANDERSON TRUE "qmw 6610 E'.Kq I... D',.,. CA 95620 (7S7) 676-IE36 To. (m7) 676-1600 a "lion or PACIFIC COAST 6A'.Sy R'uSsts "CAP TRUSS BRACING SYSTEM PERMANENT LATERAL PIGGY BACK TRUSS (CAP TRUSS) BRACING 0 24" O.C.`\ 2z TOP CHORD SCAB SEE SCAB DETAIL IN CALCS. PERM" NT DIAGONAL SUPPORTING O.CTRUSSES -�- [��y� ' CHORD, L(SEEF INSET)F TOP AND '5, LAI \' LOOKING IP AT BOTT011 OF FIAT TOP OF TDP CHORD Or eHnnn CARRIER TUBSSFS, ■(% �� Cp f, ['� �+ TITLE: CAP TRUSS BRACING �!%.N�ERSON TRUSS SYSTEAI ,� I4 ally Saahcp lc-� l (70) ,e 6- nie Fo; (707) 67e-IE33 20 DAiE:r6-20-DB a a.rsi n ni PAC61C. CwaT REV�S_0: o.:uap Groeen. �. su TOP ALTERNATE CAP TRUSS. -- BRACING SYSTEM W7 TITLE: ALTERNATE GP r )ANDERSON TRUSS _ RRALIyG SYSTEM Bata 5'.0Ay L", ��� �.en, '• lieza GATE: 6-20-98 (7071 6:6 fA{: (R... 67i-la!] - -- a a.v •I PAGtnG caul REVISED: a0 r rvv. yp. %y Piy LNGOffWI.d SU@Y17; PAC ^ MINES E2GUFLE SLISSORs W/NRRlgO APPLIED IN LI{0P 1 1 MICAL EHOP APPLIED MR DOWN Ai7060RTRJ S�ORtlR , 05M CO77 . A, 9c ,. n n. e. n.. I.. r 1• MIT11"111 aY NOTE; FOR 114FORMATION NOT SHOWN, SEE INDIVIDUAL 1RUSS ENGINEERING DRAWING W/FUR—DOWN OAJIn a �yy \'AkuI I'm VMT] �y Lr5 q NOTE: BRACE TRUSS BOTTOIA CHORD ABOVE /"II FUR —DOWN AT 10'-0" O.C„ OR AS ` REgUIP,ED BY TRUSS ENGINEERING, ]./0 VMRS)T7' a -tea 20= 1F 7 `lie "LPl VMI�17 Y !t•'`F. Inv ] IC _n P 6 1 ry..YP,2 ryq l(u:Trl . 16-0-0 �{ NOTE: MEMBERS IN FUR DOWN BOTTOM CHORD ARE NOT A STRUCTURAL PART OF THE TRUSS, FUR DOWN MAY BE CUT IN FIELD TO FIT FIELD CONDITIONS. REPLACE VEPNCALS AT 40" c.c. MAX. NAIL V,'/d-16d COIAM, AT EACH END OF VERTICAL, . i 1w 7-�a�8j.76.Z-TII-T-Zj -- LOVING Sml) rPACIHa ��- 2-0-0 CSI OLT, (in) (m;) I/Ceil PLATES CR? TM. La PIPIe1 mne"e 1,75 IC 0.16 1'en(LLjI -0.70 11 I'M U20 186/145 ILOE H.a Wm6ee l+crtcu 125 6- a2] 14n(R)-05111-17 at" ROLL. 00 ReR siren Inc. Yi5 b[1 076 neq(il) a]6 a n/P [COL 70 Ccl. UBC/ICRO ue l•^q1n J u etu . 15o nd-m: 151 a LUUBER L'MC:eO TOP Ci1011 1 Y / ar Nc.11R1r-a IOP Cn0R0 :e.eR�U .1 3-0-1 pn cnbr p.n;n .p•-cinq. a07 c1IORO ] Y 4 Cr N0.I A IIII-a G0I E'la Ra a.;,] 7¢eq dredy cppR2 cr I0-0-0 INUS 2 2 1 PF 51e-G ., m.ler eraunq. OTII[RS 2 It 1 Or SIE-G RMIJONS (Ip/.L.) 2-1208/0-3-6, 9-Intip-,1-A FORCES JI0) TOP GI055U 1-2+id, 2-]-36/5, 3-1--3329. /-5--2395. 5-c--2795. L-7--J.129, 7-6+-]6/5, a-6-16 03T CHORD 7-12-]]25, 11-12-0e1e, 10-11.251R. 0-10-3325 W[OS 5-11.1070. 3-12.-253, E-12-417. 1-11--E77, 4.11. -E)], C-•0-e q, 7-10--76a Na1Es 1j Al PT9111 ve w?O plat" "1". aleenl. I'dwe]. 2 1Ei11411 J`da Cn1 d149114 It' d IDA TO Wt;c [lord 1,' 1-:9 eencc,e.•n•1 -V Crq pear In. kae. p.r led[ R.. 1E-D, UUC-94. 31 A TIM. Wi,q neuctf.n .1 tat ye, E"n a.pi.. 1., V. 5•"n Lrre.r mrcr. .- / Oa nnq M { nl(.) 2, a tenaua Par.a le q•.n a.... ,.q l.t6i/1� 1- .:: e . m q.P- icmwb. P_ Gr.S e"�5.er rs Nr c 61 . otu:.. TWOt to,% a, h s) in�1 1.m. no. N", ae; yn.e m. Emn uue-61 and IJ191/Ip1 1-1695 pang vR,na. 1IL10 CASC(sl 1) R,ralor, lumtu Inrreo... 1,75, R.I. trsrle.e.l.iE Unbrm ! (PII) `o!e t 600. ]-1--e.].0, 1- Y n: 1-2•- nn. ]-]-_ 5--6a0, s-s--cD D. c-7--e30, 7-15--r.D, a -a --coo, 11-17--7a.0, 1a-1TWO hl, m.1.2250 2) LIMum Wmo- Inw1"a+1.15, PI011 Inv""-1.75 DOIIPrm lddda (FI) Hrt: 1-7--760, ]-]--JD n. 3•1--76 a, 4-5--]e D, 5-L--7e 0. 11-7--2e. D, 7-e--7n 6, In-n--la D, n-10--400 11pTE: �MCHIIECTI1Rnl ANO ENGWEERiNG DETAILS COPYRIGHT 0 1095 ANDERSON � SHOYII IN i1/E PU!'S GOVERN OVER ANDERSON TRUSS A;0 NORUAN SCHCE L TRI155 .. RECOwAE:pEO OCTAILS. STRUCTURAL ENGINEER IL1lll1 /A TITLF:SHD? APPLIED NON— ANDERSON TRUSS STRUCTURAI. ruR-DDNN r "/4L{��iii777111!!! o. 25. \I^' IT,P'At _ P 610 spvrnq L.,. CA 400 DATE: R-:D-9B (Dl.or, 707) B?16]5 FAY: (707) E76-16]] 0 d'nialnn of PACIFIC COAST REVISED: t��anq po].n1 FILE NAVESHOPFUR.OiYGI Si E7AUPLC I SCISSORS W/fURn!NO APPLIED IN n= I 1 I I I11PICu FIELD "PLIED CUR OOKN NOTE; FOR INFORMATION NOT SHOWN, SEE INDIVIDUAL TRUSS ENGINEERING DRAWING W/FUR-DOWN 0.[Arlwa V,pTf beµ VrAHR �VH' NOTE; BRACE TRUSS BOTTOM CHORD ABOVE 41Sn BY TRUSS ENGINEERING. A/9 b10 M4RR(IT e 2.4c 4-a-a 4rtc t7 CP7pti:F6 VN 7-d•a 3•/r TLR IHa \\�, ht OWFtL Rf9 lM1':M lt•t•p �_-�_�� -- r NOTF•; FOR FIELD APPLIED FUR DOWN BOTTO%4 CHORD USE 2x4 STO 6' DTR D.F. MINIMUM, 20'-0" VAX LENGTH, NO SPLICE. FOR FIELD APPLIED VERTICALS USE 2t4 STD d: DTR D.F., NAIL WITH 3-1Ed COIAdON NAILS AT EACH CND OF VERTICAL ( VERTICALS 0 48- D.C. MA)e.) C IC 043 6^ 0.73 kp ➢.76 CR.P 1e6/14e IL'U➢ER eR4:iNG TOP ciina 7 V 4 Or lio,ILVO-G 1Oa CHORD S... 1"d pr 3-0-1 en ecnter POT CHORD 2 V 4 Or Lu.1A01,-C LOT CHORD 0^ym u::np daw" cpp'..d o- 10-D-0 WTpS 7 Y 4 Or SIYG v c.nl' baclr.y. OIHERS 7 6 4 Or Sla-G REACTIONS (it/.:I.) 0-170A/0.3.0, 6.12OA/L-l-6 TORUS Pk) 151' CH➢ ➢ 1-7.19. 7-3--3645, 3-4.-]377. 4-5.-7375. 5-6•-7365, 6-T.-3377, 7-11 -3645, 5-6.10 DOT CHORD 7-i]•3075, 11-17.7A1e. 10-11.7AIe, e-1➢•]77! RTOS 5-11 •te79, ]-1]--7G0, 4-17-417. 4-11--C77, 6-II--G77, C-10-417, 7.1G--760 NOBS 1� ui pllrbr Pr 47J plvbr u.. a .V'.'.. ] IN, I'll. h.. Peen duCoea Icr a 100 pp cctime [Hard he Ipv! r.-n:or.cunlcl ✓tn anp eH4. I'�re Ivc;l per Iec'a In. 16-n, Up0-91. 3� A plea Ial'n (I eaJCT9n It 73% 7c1 -11, ppp"r! f' 11, 9•vn In,k,r m.asn, / pro0np of la.nt(r) 7, a mnaarn pere'a I. pen lc-r a'+p A\5'/1PI 1-1915 enyn 1; Qml Icrmaa. V;11'0 Lq'Cer 0.,!d c'dC 4vml' 0 NerinC r,ufeu 5) IN. 41a1 Au L'n d.l!pnra Icr lain L4:-61 c,a A,Syp., 1-Ip95 plml^q naeda. IOAO WE(G) 1) erNar; Lu*3nr Ivnsc•1.75. No. Ir;ruu.1.73 Un�lortn liadt (p!1 T',H(]1 _7.-600. 11 --600, ]-1--Cp0,O, G-7•-t]-0, 7-e.-6]0, p-9.-630, 7-t7.-]O 0, ]p ➢, 1p-11.-]0.0, 9-10. -700 7) V➢C: lamb' In'r'r-175, Pat• rcnul•L!5 Vneonn lane (pa) VnH: 1-7•-73.0, 3-3•-7e0, 3-4--7t ➢, 4-'.-7e O, 5-5--71L0, e-7.-7e0, 7-e•-7e.0. 11-9--7C.0. 1-17--41,0, 11-17.-40.0, IG-It.-4J 0, e-10--40➢ ARCHITECTURAL IN THE Pu:= TITLE: FIELD APPLIED NON- I I IIl' Z C.) ANDERSON TRUSS STRUCTURAL FOR-00'1:N ,, [r,. F-zit ID,. 5pA1II,0 0 S✓ Gaon, 71 V5675 DATE: S-:D-BB \✓✓ QIFLn� IT O 67e-1S36 EAL: (]OC 676-IElJ V// G q Vitlpp of PACIFIC .lm' RV95E0: �B7 U) 301111tx3ti" AT'TIC ACCESS FRAMING AND f, ANDERSON TRUSS N010 Yau'," lane Dunn• CA 09670 (707) 076-1676 FM (7137) 679-'.620 n 0tr1610n ct PACIFIC COAST L�'+np p•elu:U 1. TRUSS TI SPACING a 24" D.C, TRUSS T2 SPACING a 27" O.C. TRUSS 13 SPACING - 27' O.C. TRUSS T4 SPACING . 21" O.C. 2. DESIGN TRUSS LOCATED AT 12 FOR 27' O.C. SPACING, DESIGN ALI, OT:!FR TRUSS AT 24' O.C. 3. FRAYE OPENING WITH 2.4 IAINIVUTA FRAIA!NG LUMBER. 14 JL '10 TRUSS WITH MINIMUM 3-16d NAILS. 4. L'EI?iFY RUOF AND CEILING SHEATHING FOR 32' O.C. SPACING. A'.D FR±A .„ NAVE: NOT BY SIMPSON i \6 'NIN r�1 Simpson Strong -Tie STC LIFT. COFI14ECT WITH S TO TRUSS, AND S-Od TAP PLA`IE. - PLATE PER PL.A4 HM ANCHOR P f" DC. MIN. 10 OF BLD:YING 11 SHEAT!@IG H1 HURRICANE TIE ARCHIlEC111RAL AND ENGINEERIRC DETALS CDPYRICHT 1895 ANDERSON IN THE PINS GOVERN WEN A•;DERSDN TRUSS AND�I;DRWI.N SCHEEI. t\•+(�7% fl ANDERSON TRUS �► AVD S'.0n g tn•r Uam+, CA t]6)3 (707) $70-1E005 !AL: (707) 676-16D0 D dVS�Cn of PACIFIC COAST e�.zm,; ;marta DOUBLE TOP CHORD ?SHEAR PLY SUB -FLOOR FLOOR TRUSS SUB-FLOOR �•,•, ..,. � ,..., 1 x T' TJI BLOCK c BEAIJ TOd o 31 O.C. (450 PLF MAX SHEAR) /SHEAR PLY FLOOR TRUSS STANDARD TOP CHORDIG © TRUSS �� �SNEAR PLY SUB -FLOOR SUB -FLOOR 2x CONT. ......._.�,....._._...� _._............. RIBBON FLOOR TRUSS (yYP) 1. CR0—IAl.1 OR L.S.L. BLOCK 2x LEOCER -� SIMPSON A35CLIP \PONY WALL TRUSS W/ STUDS Q 1,6" O.C. SHEAR PLY FLOOR TRUSS STANDARD POLY WALL INTERIOR SHEAR WALL L_ NOTE: ARCHITECIURAL AND ENGMEERMG DETAILS COPYRlG4+.T QJ' T995 A!10ERSON /; y l6 SHOWN IN 171E PLANS GOVERN OVER A!UEfl50N TflU65 RID NO"n4AN S:HEEL iRUSS'S RECODUENOED DETARS. STRUCTURAL ENGINEER TITLE: FLOOR END TRUSS a • iq � ANDERSON TRUSS GETAILS �� enm s A r� Lo DATE: 6-20-9B fi�T�F'CIla •��� (707) 67E P11S]6 fAl: E707) 67C-16JC �A�ei S1LTy� a dlvi¢�on of PAMC COAST t04,; p.odvct. FILE IWAE: FLOOR.OWG SHEET 37 OF 4i I FLOOR TRUSS 2x6 STRO Gq CR ATTACH 2x6 STONG TOP CHORD MUST BE BACK TO VERTICAL ©RACED WITH C014TINUOLIS WEB WITH 3—\ ) PLYWOOD SHEATHING 2x6 STRONG BACK AT 2x6 STRONG BACK/ 14E FACE WITH 20 1 2'-0" ON EITHER SIDE OF SPLICE WITH ) 6d NAILS AT 3" O.C. NOTE: STRONGBACKS ARE NOT PART OF THE LATERAL FORCE RESISTING SYSTEM. () ANDERSON TRUS �� Oslo s mu.; Lcna D:.m CA 95520 (701) 675-1W6 FAX (107) 67l-1600 a dtvistcn of PACIFIC CJASi b0dnq mlueb SPRINKLER. MAIN CONNECTION TO TOP CHORD 2a4 TRUSS TOP CHORD SCAB fi' SCAB. WffIII" t TOd SPRINKLER !LAIN PERPENDICULAR TO TRUSS; NNLS O O.C, SCAB PANEL WITH A 2zG SCAB AND NA WITH 10d NAILS 06" O.C. VAX. ATTACH PIPE TO SPRINKLER VAIN N3T TO EKCEEO JSO Pl�NUN O DS LIU SPRINKLER AWN 2.6 PIIRUN WITH '-1 Gd `- ,TRUSS WITH 2.4 COVVON NAILS IN EACH VERTICAL OF TRUSS. 70P CHORD TICAL TRUSS SPRINKLER MAIN PARALLEL TO TRUSS: ' ATTACH 7.G PURLIN TO VERTICAL TRUSS MEMSER PERPENDICULAR TO TRUSS WITH MINIMUIA 3-160 NAILS, ATTACH PIPE HANGER TO 2.G PURLIN. VAIN BLTWEEN TRUSSES SNSPRINg.Vl MAIN OT TOrm�EACEEO Or�O PO�UNOe S ANDERSON TRUSS TITLE: SPRINKLER LAIN CON- -NECTION TO TOP CHORD o. 2557 toe-x 6010 Spercaq Lc�e `wr 07.0n, CA 95670 DATE: 6-20-90 M l dj��1YTN (707)676-1676 ro: (707) 676-163ya o 044on of PACUTC COAST REVISED: ��FT LLL N1, —I b0diO P,...... 8B10 SPARLING LN. DIXON, CA 95620 (707) 678-1636 FAX (707) 678-1630 WOOD DUST CAUTIONI SAWING, SANDING OR MACHINING WOOD PRODUCTS CAN PRODUCE WOOD DUST WHICH CAN CAUSE A FLAMMABLE OR EXPLOSIVE HAZARD. WOOD DUST MAY CAUSE LUNG, UPPER RESPIRATORY TRACT, EYE AND SKIN IRRITATION, SOME WOOD SPECIES MAY CAUSE DERMATITIS AND/OR RESPIRATORY ALLERGIC EFFECTS. • Avoid dust contact will) ignition source. • Swoop or vacuum dust for recovery or disposal. • Avoid prolonged or repeated breathing of wood dust in air. • Avoid dust contact with eyes and skin. • FIRST AID: If inhaled, remove to trash air. In case of contact, flush eyes and skin with water. If Irritation persists, call a physician, _Notes: 1_Preventative measures and first aid Instructions are not required on labels, but may be added voluntarily. 2. Labels must be legible and prominently displayed. There are no specific requirements for size, color, or any specified text. 3. This label is designed to address the requirements of Ilia OSHA Hazard Communication Standard with respect to wood dust. You may want to consult other sources such as the American National Standards Institute for general guidance on the preparation of warnings. IMPORTANT: The Information and data contained horoin are believed to be accurate and have boon compiled from sources believed to be reliable, It Is offered for your consideration, Investigation and verification. AF & PA snakes no warranty of any kind, express or implied, concerning the accuracy or compioleness of the information and data hsrein. AF & PA will not be liable for claims relating to any party's use of or reliance on Information and data are Inaccurate, incomplete or otherwise misleading. SlIFF.T 41 nc 0 I SPRINKLER MAIN D . CE(� ED 31 POW MAIN OLTWF.EN TRUSSES SPRINKLER PIPE RUNNING PARALLEL TO TRUSSES. ATTACH 2x/ BLOCK PERPENDICULAR TO TRUSSES 0 1G'-0' C.C. MAX. AND FASTEN WIN 3-T6d 4AIIS AT EACH ENO. BLOCK MUST 9E WITHIN 12' OF A PANEL POINT OF TRUSS, SPRINKLER MAIN NOT TO EMCEED 350 PnLjN SPRINKLER PIPE 1 2.4 BOTTOM CHORD (7YP) 2.6 SCAN TO BOTTOM CHORD EVERY W-O', MOM PANEL POINT TO PANEL POINT. PANEL POINT (TYMr) -- 11T SPRINKLER PIPE RUNNING PERPENDICULAR TO TRUSSES, SCAB BOTTOM CHORD or mss Wml 2.6 FROM PANEL POINT TO PANEL P0141. FASTEN SGA3 NTH T6d NAILS C 6' O.C., ANO 3-116d NAILS TITLE: SPRINKLER AGAIN CON- OANDERSON TRUSS -NECTION TO BOTTOM CHORD �IF salo sc,.6q Lo.. o,.CN CA P5c2o (707) 67A-T636 TO: (707) 6Ta-m6 o diviei0n of PACIFIC COAST OATS• 6-70-95 REVISED: MATERIAL SAFETY DATA SHEET WOOD DUST ANDERSON TRUSS 8810 SPARLING LN. DIXON, CA 95620 (707) 676.1636 FAX (707) 670.1030 TRADE NAME: Wood Dust SYNONYMS: None CAS. NO.: None DESCRIPTION: Panicles generated by any manual or mechanical culling or abrasion process performed on vrnod, PHYSICAL DATA Boiling Point Not Applicable Specific Gra•Jtf Variable Mere,donl un wood and mosmrr contort) Vapor Density Not Applicable % Volatile of Volume Not Applicable Melting Point Not Applicable Vapor Pressure Not Applicable Solubility in HIO I % by cat.) Insoluble Evaporation Rate ( Butyl Acetate - 1) Not Applicable pH Not Applicable Appearance & Odor Light to dark colored grmular solid Odorless FIRE A EXPLOSION DATA Flash Point Not Applicable Auto Ignition temperature Variable I 1 rr'u:'r xpa . too' r / Explosive Limits in At 40 grams fill ( LEL ) Extinguishing Media Water, CO, Sand Special Fitt) Fighting Procedures Wel down with crater Ylel do.n Aoad d,d to red,ce the 110 hood of rpndon ar dsr, 'Jl-n Cl duff hta R.e air. Ilerora Cu•ned m r at dust la et):, a«..1m 1••e N mbnpunned. Unusual Fire & Explosion Hazard Strong to severe explosion hated. Inwood duti'4'oW'cCnta;!uoC ynlon lCu:u ) HEALTH EFFECTS DATA Exposure Limit ACGtH TLVO. TWA -5.0 mglm' STEL (15 min I. I mgrmt OSHA PEL -S 10 mgfm' Skin & Eye- Contact Eye Irritation & Fdierglc Contact Dorrllalitis (Wood d:u Ca, n,w ero xre.lca. 1'.rcx, "C*1 cl w1 V dc,: un NcI con:au derm,lal b,erna reo Ingestion Not Applicable Skin Absorption Uzi G.nown to occur Inhalat,on May Cause: n.W lnreu, 441'01 S cCf!„•.,ce U ;..,v wnera7. S srteta,p Icuf b S pCtonped mVs h.m.9E bNn rtt�"IH Chronic Effects hlay Cause. Cemutts o,ero4•. ,tl,« (2:ane cor.9 mar uufe ref, +.'ory ,ee.•v,'u:aM'or lrr:a!vn Rolz.�e!e.pef ve lc wIodd.At has teen has ben rrw.^.el h ,vre cSrme, b Ce gfa✓ted a'.n mac,! raver Vlo?!C,onnd la!elau u•: r•.oprn P!IkN„H;n. AG0111 on 051IN GiIFCT h7 r1F 67 MATERIAL SAFETY DATA SHEET CONTINUED... REACTIVE DATA Conditions CDnbibuling to Instability Stable 1 under normal wndnlom ) Incompatibility Avoid contact with: e.Wuing agents, drylna ocs S name. product rely lgnde at temperatures In axorsa or 4W F. Hazardous Decompositinn Products Thermal-oxldalivo degradation of wood produces: bma9on a mac times if gaset, Including CO, aldehydes aid Inorganic acgs. Conditions contributing to Polymerization Not Applicable PRECAUTIONS 3 SAFE HANDLING Eye Contact Avoid Skin contact Avoid: repealed or probnged eordact with akin. Cale lul bathing S clean Clotho ale lrod-Wed o%er of polula. Inhalation Avoid: repealed or plotongad Ini ing of wond duct in pb. Uxidizing Agents L Drying Oils Avoid Contact - Open Flame Avoid GENERALLY APPLICABLE CONTROL MEASURES Ventilation Frovide: ade]uatti general S locl e.hamj venhbt,on la mainbin heaehfd won Ing conadrons. Safety Equipment Provide E Wear goggcfog!ascef YrerccequnmenlsunaugbvmL applered do&'f,n maybe needed @penypnq upon duel mndibem EMERGENCY 6 FIRST AID PROCEDURES Eyes Flush with water to remove duht pad2!el If uOulon epnnls. gel mediral anent", Skin Get medical advice It a a%h or pediment prhatan or delmalk] o:CJr, and belme Winning to wed, ii.%VW deft it prelent Inhalation Remove to fresh air L get medr_]I td., e d re's $I" emat on. 4Yrme raughmj. breathed d.Ccc".nt actin, belorn lelurmeg la non wnelo waW duff Is preteot, Ingestion Not Applicable SPILL I LEAK CJ.EAN•UP PROCEDURES Recovery or disposal Clcan Up, of \]Cal\'m 1p,'1 iC11lCp�rry al d l('44a1 iYO.i Clea!,nq lift .CnJ p CCrdd vnt FrolWt 9nW van::a'r;r. ahtre list eavft.n]m]y eC:ul. Pal:! IKCVJIi! wY,U full In a CC^IT,nH Ire p•frrtl d's?efal IhIP63 TAfJT. The Informallon and data herein are believed to be a curale and have been complied from soirees believed to be reliable. It is altered for your consideration, investigation and verification. There is no warranty of any kind, express of implied, cencemiog the accuracy or comp!elaness of the m1cimatnn and data herein SIIFFT 69 OF 10 re\,^�,�r' ICBO Evaluation Service, Inc. fy .( 53GO WORKMAN MILL ROAD . VIHITTIER, CALIFORr4lA 9D601.2299 A•subsidiarycorporation of the International Conference of Building Officials EVALUATION REPORT Copyd9ht o 109T ICOD Evalusilen Service, Inc. FII)ng Category: FASTENERS --Stool Gussal Plates (OGG) MITEK TRUSS CONNECTOR PLATES POST OFFICE 13OX 7369 ST. LOUIS, MISSOURI 63177 1.0 SUBJECT MTak Truss Connector Plates. 2.0 DESCRIPTION 2.1 General; hfadols fd•27, f.t 1120, IJ40, L1 II 18, M-15, M ll M ht•20 HS and 1.111 20 HS ere metal connector plates for wood trusses. The plates are manufactured Iq various lengths, vrAlhs, and IhicMa5scs or Sagas, and have integral teeth that are de- signed to laterally transmit load bet4euh buss wood mom. bore. Plans and calculations must be subrn4lod to the budding official for the trusses using metal connector plates described In this tape". 21 Materials Each slot has a 0.31 Each loath is formed lion at Ins bass, and 'point. Sao Figure 31 2.2.2 Models M-10 61.10 and klodui M I creating 3 for It 2D Connector Plates. Model oil its manufactured from mini - It (D.91 mm)l AS761 A 653 Grade Ih a m;nimum )'ield strength of 41 alvanizalien coaling The plates as (25 rum) modules of teolh fight angles la the fact at the par• i four slots, 0.45 inch (11.4 rum) I each module having of adjacent doll tiro A,net 0cchaa, Lan. 1025 inch (6.4 rum). i' loath at each end, V-shaped class sec. sly 22 degrees to its II 10 Connector Plates! Model as are manufactured from min. as Inch (1.21 mm)l A S TM A 653 r shad with a minimum yield I and a G CO gaivanlzaticn coal. In widths of 1 10 12 Inches (25.4 10 M Inches (51 to 500 rum), In . The leelh are loaned by punch• it long and 0,125 inch 13.2 rum) in each slot. Each module has 0.01241cam pet square me;me- Ih a s)mrnctncal V-shaped Cross 1 appro+imately 22 degrees to its lately -fa inch i9 S mm) on, See ER•4922 Reissuad November 1, 1997 2.2.3 Modals M-15 and M 1116 Connector Plates: Model M•16 and Modal fit II 10 plates Oro manufactured from mini. mum No. 10-gage-thick loO58 inch 11.47 mm)l ASTf.1 A 653 Gordo 43. sdudutal.qualhy stud with a G 00 galvanization coaling. Slots 0.54 Inch (13.7 mm) in Ianoth are aunchnd is maganally cut, thereby forming a sharp point. The teeth are addaionally shaped Into n tAsed concave term, lacing the slot cuout area. Teeth are 0.16 inch (4.1 mm) wide and 3.37 Inch (9.4 rum) long, and there are 4.8 loath per square Inch (0.0074 Wolin par square mill.malcr) Of plate area. Plates ate available In 1-Inch (25.4 mm) width Increments, up to 12 inch. es (305 rum), and Icnrath&l.o in 1114dnch 13la mm) mullip!es. See Figure 3 for delal!s. 2.2.4 Modets 1.1.20115 and M 112011S Connector Plates; Model 1.1.20 HS and Model M If 20 115 plates an manulaclurod from minimum No. 20-gaga (OA360!net%(0.91 mm)l, ASTM A 653 Type II Grade 60, high•strenglh low. alloy (HSLA) steal with A G 60 galvanization coating. Ro• posting 314-inch•by-Wni:4 (10 mm by 25.4 mm) modules of tenth are stamped out and formed at right angles to the lace of Iha parent metal. Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 Inch (72 min) wide, labdcaled by punching too Irvin eul of cacti slot area and resulting in each module having cis loath- Each module b separated by a 0.25-m:h-wida (6.4 rum) slip el unpunished sleet. The Ions• vmce eenlel Imes of adjacenl stall ate staggered 0.15 inch (3.0 nim) in the longludinal direction, Lonolludnel center 0.33-mch ieng 10+ rum) tnmh at each oral. Erth tooth is addl- 1 onally, shaped. rwis!Ing an applehimse 22 degrees to Its point. See Figure 3 to details. Model 1.1 II 20 HS plates are Identical to M-20 H5 pates. 2.3 Allowable Leads: Tables 1 through 3 provide allowable lateral loads, tension loads, shear loads, and reduction factors for the metal pinto connectors. These values ere board on the NaOonat Design Standard for ?.total Flats Connected flood Truss Conslmc• lion, A1)5UTPI 1.1995, A copy of the ANSUTPI 1.1935 stand. old must to so, plied to the building department when rills is requested by the building official. 2.3.1 Lateral Reslsoncec Each metal cermector plate must be designed to Irans!et the required load withcul oneeding the akwabie load per squat inch of plate contact area, based on species; the oricntahiin of the teeth relative to the Icad: and toe it tell" of load relative to grain Design for let - oral resistance must bo in a=rdame anlh 5eetion 11.2.1 of A?iSLITP1 1.1995. Table I shows alas ablo lateral bads for Ilia metal connecto plalrs. E+atuaeee g7em r11CFU &.+tstien Sn+ire, 1•.r. err arvrJ te4ry re frr.ifr I+Jrr-.non 1, CW t A !ICAO..nf:GNb rld, qrn •Ai h tb ryoi 1a,2E.d.rrlav,reromnatt1,rr+ima,fa nt,nnn.+r an,A"'r. a.A'Ai,r a err al en r+lanr... wrrtrnnu• daritn/r, rut ",'A,,:,lj'a ""n. TAa,trrn 4 tor,durq flair, ri1,le trFlbnrrAn4aldata ut n ,a 1,,A r yrlrr.t. TA,/Can C.al.air+Sin ia, rat. tit A+Ir.l e,jf ha ndn.drh, rrir nwa,.,A'Itdlrr dye, hot dr,c nrIfauu:optltyt1,rid..+L+dy,nhnt,rgarn,n. Th... a t,. tin.- 7 th War) r.. hm"3'r,." fnc, epos er fnrCrd,.t a ,p "ff+l+("v.:h a',u' e, IA,,,Od er a ra aq nK.rt......d k, Hnrfen. TAu am ht•:a Ind. dn, t m I, tin rinmt n. nrrtA.nu SJ.ry. SHEET 44 OF 47 2.3.2 Tension Ifnsinlonco; Each metal connector plate must be designed for full capacity, based on the on Iron of the metal eonneclol plate relative to [he direction of load. Design for tension must be accordance with Section 11.2.2 of A SUTPI 1.1995. Table 2 shows allowable tension loads for the metal connector ppWas. Additionally, the net sec. tion of the metal connector plaloa for tension joints must be designed using the allowable tensile stress at the metal, ad• justed by the metal connector plate lensile effectiveness m- Iios &flown In Table 2. 2.3.3 Shoot neslslaneel Each metal eannactor plate must be designed for shoat capacity, based on the orientation at :he plain relative to all possible lines of &treat. Design for shear must be in accordance with Section 11.1.3 of AIISVTPI 1.1995. Tnblo 3 shows allowable ncoar loads for the metal connector plains. Additionally, the net cation of ilia mural connector Floras for heal joinls and other jelNo Inva!nng &hear roust be designed using Ino atlowntlo shear values for the metal eonecrur plates, adjusted by the &hear tosistancu effectiveness relics shown in Table 3, 2.3.4 Moral plate Reductions: Several allowaVo load ra- duclion factors lot the r,etal plates, when they are applica7e, must be considered cumulatively, In the design of metal con. nector pintos used In labricalcd wood buoaas- 1, Allowable lateral tacislance values for the rectal Cannes. lot plates must to reduced 1S percens when the ptales ale stalled on the narrow face of hue% lumber members. 2. Allowable lateral tes:slonce values must be reduced by 20 percent when the me'zr connector plains eta installed In lumber having e. mcUwc content greater than 10 put. coal at Ilia time of truss Iabricallon. 3. Allowable lateral rnsistanco values for metal =nnecte, plates Instal;ud at Ilia ecel joint o! fabica;ed vice I busses must be reduced by ilia huel.lo;nl m ducbcn 14Cor, Vil, as follows: IIn ,= O.B — O.CE(l2to nO — 2 0) ahora: O.es S III, s O.GS 0 = Anufa tchlccn lire., of action of Ilia lop and I ccom chords Lhown in Figure 4. This heel joint tel ion Intent dons not apply to &end 6on-, with top chord •laves greater than 12:12. 2.3.5 Combined Shear and Tenslon: Each metal comma• for plate must be designed tar combined shone and tension % capacity, board on trio crienialion at the metal Cori pl&IO rclidne to the d.rections of load erg. Design for ccmbi�hrd shear and lunsicn must 10 in deco: darts with Section 11.2.4 of AtISVfPI 1.1995. 2.3.6 Combined Flexure and Axial Loading: Metal can• nector plates designed lot a+ial farces only arc pentiti as r,Piicna In Iho IOP anJ bcnem chord when lho splices era lo. Calad within 121nchcs (305 nun) of file enlcula-ed print of zero moment Design of metal connector plains located at Wines in Ilia lop and bohum chord that arc not located w::n:n 12 Inches (305 mml of Iho calculated point of zero mamcrl most include cambirsd:Iemre and aalal stmstcs. 2..4 Truss Dezlgn: Plans and calculations must ha suhmi:ed b, wa bu Id rq c9r- Clol Tor (hit trusses us ng rectal ccono %I Pit-rs dtsa�.ed 6 this report. The truss design must sho.c cc:: o.ance Win the coda and accepted rnglncedng prinoploc, A/lcnab!a leads let the metal connector ptales may be increased for tlureLon at load in accordance wth Si 2304,3,4 at the =de. Cal. eulatiens must tpccdf the de3Cctcn ratio Or file maximum deflection for live and total P. ad, par each truss design dwn- Ing, the loaening m.ii in'ercupa• should be Spot" ec ty lhu design cng:neer. FR•4922 1. Truss span, spacing, and slope at depth, 2. Dimensioned location of truss joints. 3. Modol, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. S. Required boating widths at truss supports. 6. TOP and b1adCm c1,md livu and dead loads, concentrated loads and their locations, and controlling wind or earth. qua;<a roads. 7. Design calculations conforming to A14SVTPI 1.1095 and any adjustmenls to lumber and metal connector plate of. lowable values for condition-, of use. 2.5 Truss Fabrlcatlon: Plate connectors shall be instated by an approved Truss label. color who has an approved quality assurance plegmm Cover. ing the wood Truss manufacturing and Inspection process, In accordance with Sections 2343.7 and 2343,8 0l the code and Section 4 of ANSIfTPI 1.1995. National Standard for Moral Plate Connected %'load Tress c:: buction. Iho allowable loads recognized In this tepod are lot plains that tiro pressed into wood buss members using hydraulm•platun embedment presses, multiple (offer presses that use partial embedment followed by full embedment totals, or=mbinmions at partial Omtonment roller presses and hydroulic-plalen prosses that feed Ituuas into a stationary finish tailor prase. 2.G Identification; The M:Tekeonncdcrs are IucnMcd by a blue sifipn altemal• ing with Ulc name' :!(Tut.' and an imprint of file plate name embocsod into the surface of the plate. (For example, the f.'• IG PI41e L cmbOssed'1.1.1G') 3.0 E%'IDENCE SUBMITTED Tea data in u:ca:d.n:n ,in tLtti:nal Design Slondmd 101 Metal Plato Connected Wood Truss Construction, ArlSirml 1.1995. a,0 ritailN05 That file I. -lick truss connector plate% for wood busses daueribed in Dill report comply with the 1994 Unllorn, building Code'•, subject to the fallowing candillans: 4.1 Plans and calculMlons are submitted to the build. Ing official let she buster, using metal connector plates described In this report, 4.2 The metal conneclor plates r.re designed to franc. Ice the required loads using the design formulae In AIISVTPI 1.19gS. A copy of Ilia A14SVTPI 1.1095 standard must be supplied to the building depart. ment when this Is requeMcd by the Willing official. 43 Tim allowable lands for the mobil connector plates comply with This evaluation report. 4.4 Motor connector plates are not permltted to be to. Bali where knots occur In connected wood Iru%s members. 41.5 Metal connector plates are lnslalled In Falls on op. posite laces of truss members. 4.6 Trusses using metal connector plaits described In :his report mrd be lubricated by a truss fabricator approved by the building official, in accordance with Sections 2311.6 and 7343.8 of Inc code. 4.7 Allowable foods shown In Iho lables in this report may be incrrased for duration of load in accord• once with Section 2304.3.4 of the code. 4.9 Allowable toads Shawn In the tables In this report Oft not applleable for motel connector Plains em. bedded In lumber boated with fire-reslsdvo eheml. Cali. FIIEET 45 OF 47 ER•4922 1690'A000MMICI190 Supplement: Tills (open I. unatlected by thn supplement, Thle report to subject to r"xaminntlon In two years. TABLE I —ALLOWABLE LATERAL ACSISTANCE VALUES rule Yoo[L luueCP ar[CI[a Hee:neeN.YLry o:N[enermr uP.w /.np [o1eVal NuneI LY a�rulnm' +E CC e:m..uan.a r, nn. Irw,e<Tn N,n mm alpia.<uYd uu) �Ilt ' Sowhem Yellen pine OSS IP] IW OouLlat fu•luch 0.50 _ ..�I 1 19 _lie 190 M•20.0 1120 fit. fir 0.r3 i'.5 193 119 145 spm[[.pine•flr • 0.42 —l1D7 tat 141 111 5cu0:em Ytllew One 0,55 197 111 159 151 Bought N•luch 0.50 I]o 149 157 147 fA•1l utd hf ll ll Ihnn.fu 041 151 10 Ill l<I s 042 --- 1.0 131 134 lot Sa—, tm Sellow Tint 015 _ 17t 176 _Itl 172 it Null. Otduch 0.50 1]5 121 117 126 1146 ann T11116 litm-fu erg 119 W 102 91 SpmmTlne•0/ 042 127 17 75 to ScuN:m ]tllnw Tine 055 111 141 131 l60 [kv[Ic, nr•Iuth O30 I63 I<5 173 N7 M-70f1sand1111 lolls Item lir 041 117 III Pl IN SCNct•Dlnnflt OJ'-- IaS Io{ I0t I05 I'nr 51: Iltfro'h3 v 6.191.P.. is. RLme I for a dncdrd.n of PhIn aHW W.I. SSftul ton."acr Thiet = Inn910 in p31n an errnthL rim of Imn mxr..!•r. TABLE 2—ALLCVIABLE I EtIS10N VALUI' ° AIIO TEIISION EFFICIg ti CY IIATIUSI r4l[uW[t re[ ct¢n or [cac oral nits [sn cTmTo.mn m r✓n ^ne.,�O M1^Un taT I LeJNIn,![rtlL i,q P,'Jo Its. vm'.`ennrP•e ueol _ M•2pand M1170 1121i IQ _ 012 OP] M•Il end 6111p 1401 11]0__..I 037 0.41 61.15 and 611116 ID! 107--..— 061 021 hI•]011S anJ 111170115 —J —_ It51 —_(�_ IM) 1 OR 041 Pot 51L 1114irch v O.I77 tllmm. ISe: Flt�ellora dnedptien of Chn edenwion. 311.<Impfi oI pluc rdm to Ne dmerllco eI N: IaaTiLLdiail ui3 cl1FL aw N. N T'✓: 11[ m wti(` 1h: P c::eeLb .eR tc.Latd GudnL CICt f0duticn. 3Tntilia.lit leaden lash an bueeon bul neW Ihcl.tun of00161.0Ncic :2MJIn;nf: the:-�:J.It ul11 pr<tun<. ,.nq<:ualY. TABLE ]—AC: CYIA01 E SNEA n YALI'_'s ANB sl!EAn CFFLIEN..'i nATIOS tote -: u,:w crrut! ` JL,- sae. m. S+.0 taut— u<'m [nw la/torn.,[/Pm. 600nd PIit 200 w1 I O61 ]9 01 0rl 03 FU1 .it, a1111! 017 M•16 and M It 16 INI Iltl la :: IOff Du I 6,7 07r 061 0]I 0.53 04 OSS t•1.70113WM11 lolls 761 1015 IISI 777 6'-1 5)7 Crl 061 06] OAS u3 1 0.3V Por Sb I I:Litth • 01]3 Nlm. I ltm ilb. ebtt t4ulc,lr TtWtd Cn b]K1Itt:aINrt[rC.'Itraa)61.aN1+:-_aCrr)In:et:flt 1027. IY 11116 Tt(C llttl ....... fCLIetiJ. euFFT L6 nF 67 5107 0 OF 47 HIB-91 Summary Sheet COMMENTARY and RECOMM NDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES U his alUlll:wnr;h!OIyk71na1r.Wi (uNCLtV¢I L74p!ILroGicLL[cLe:'UC,PFntw. MO:IOLOLL'!rLLOa(MI10C(adIVG'G4gli1le4T'de. VIt'Ud'.L:ve-ij.3%, .ri::o1D'.1 h!e:umPlulddlxrcvme(ednL•edau::e:loraph;LL'v n.:Jnnro!L'. l:lv rnitmel mualdid rciso Ilmwrru nhah deam0 of sAlcty as arones%at mat any cdm, structural material TPI dous not inlued IheSu rtcomme!Jabom In to nlerpldnd a1 iu('Crror 10 the prole't Archh of is or Engineer's Oevp specacalron for nannwil msla'Imq and hmc+ip worA trusses fora padi ular•oof or floor. Theseiocnmecndmunsare baled upon the colhcam enror unce of tearing Is:hneat pen0^.nel in tire wood CAUTION: Ttiabulldor,bulldlnpcontmctor,llcenoed contractor,creclororemctloneonlraclorls advisod to ohlaln and read Ilia antiro bookiat "Conmontary and Recommendations for Handling, htatalting 3 Meting III Plate Connected Wood Tyusaes, I IKI- L 01" from the Truss Plato Institute, ",,,aa„".u... .............. whore lalluro to follow Instructions or head wam- Ing will mocl IIP..Qly result In sellouts personal in;ury nr dsatli or damaao to simetures. WARNING: A WARNING describes a condition wlmrolallum to followlnslmctions could result In earlobe pononal Injury or damago to slructures. "d il� TRUSS PLATE INSTITUTE 589 D'Nnoliia Dr.. sulk 200 madison. Wisconsin 51719 (COB) B90 9900 Iru51 e.dumr'y. but mu51, due to am nature of Iuanonubilu3 nranhcd. be 4'esur!e7a5a4•dnlu inn v.0 claew:!ed Cd;/n.Pfusynennnsla'er thus, IUe TIU+L PLr!C In5l.lalt•, Pic l lwoM.Ir u scla,uhr v, hy:Nhs li,h.r for d.mli ps orom0 hrm ale use, arpirabon or rrl,anco an I!m recomnwnd:drons Phil 1rma!enc114.lo VIIntrybe ld no Oelynen, m:!oIiI ar,domrR Cop,rghl O Ly lru,.s Pan Ills! Me, ba AV n0".Is mse,nud lhd doelnnPm or any pan thnleal masl half !e 111Wucld m nny bon w amct li"Non Pnnusl�o,i of the p'.f.0a'2r Pun!ed in re llmkd Slates of Anohca CAUTION: Alltamporory bracing should be no less than 214 grade marked lumbar. All connoctlono should be made with minimum of 2.16d rails. All buses. assumed 2' on•aunter or lisp. All multi -ply busses should be connected logather In accor- dance with design drawings prior to installation, TRUSS STORAGE_, CAUTION: Trusses should nolbo unloaded on rough terrain or un• oven surfaces which could cause damage to one truss. �lll�, I B•aa• B�ao� �- CAU710N: Trusses stored horizontally should bu suppoAod on b{xkMng to preventexcesslvs lateral LondinQ and lessan mafslura gain. , CAUTION: Trusses stored vanlwll should be CAUTION prevent t II y P toppling or tipp;ng. II���� 1 A. WARNING:ad should be ebandingexercised - hsgins. Caro should be exercised In banding ra' In l ending be. muval to svnld shlRing of Individual Iru ism. t�� I w DANGER: Do not stole bundles suntil unless Iilll!`=...A=-1�...tr..roparlybracad.Donolbraakbandsunliluundlns are placed In a stable pfacad in a stable horizontalpositlon. . WARNING: Do not lift bundted trusses by the bantls. Do not uBe damaged Misses. DANGER: Walking on trusses which are lying flat Is extremely dangerous and sh,,nid be strictly prohibited. Frame 1 l OP chonU TOP CHORD DIAGONAL DRACE IdININULI LATERAL DRACE SPACING JOBS) GPFN PITCH SPACIIIGIL051 Iq IruRRe{) SP, 1 4PF tlr up la 24' ]1? a• 17 12 Ovm 24'•i2' 3112 Oa, +2'•5+' aq2 4' 4 i Met 54' Soo4feIRlelyd Ioleaiuna an inem D[.•DDua14{Fir-La¢h SP- Gnwhcin Pine H'•Ilemdi, off. GprucmPme.Fir Dlagonat u14C' also required on end verlicels, Iry Irnrl Kr Wy.•[PIM J I�Pnrrnil Inn w�nrWVl J ` InW nnJrr[ JI[ .rl.•Jnlwl L L1011D_ TRHSS 1 Tz GeV' VJARNIWG; FA!luro to tollmv the& u tocoolrnendallona could rouull In .'sevow personal Injalp or damage to buaar-s or 6utldtD;)a, A al breces at lesal i INSTALLATION TOLERANCE now LewDl —......_._ 1 L_.. 1 r 1!i IIIAL! II rq U D Ulna -' V2ecn2' :1I:. u 1 4 3 11nIR Ir I. IDh ij i LZDJ or Y N+Y�mIIm i1 •••_� Plume Naplaronlent I + i 1 W 1' I(.t floc Jn.l FI i ,i50,J OUr-OF PLUPAB IIJSTAt LA tIGtI IOLERAIICL. OUT OF OU 14L INSTALLATION TOLERANCES. f� DANCER: Under no elrcumGTsnues shoo".tl %V4i1NING? Do nut cul busses. coralsOrmloadsbtanY dc&:!iptlGn Unpiaced onunbtsccdtruusca. Frame 6 WABNiNN•Ila I Trutt guns Ins, Ihnn 30', tpmader Ion In In 4.Uln alt ._ 1f 1n 611yaalength_ l ulhan a, equal W Go' Epfadcr nAl caGlalhchalpk, or :WARNING:DonN PlNha4t%Wtru•RWA prfahat tban 30' by the plank,.; MECHANICAL INSTALLATION Ug the1' 1, wp "O . 4Y 'Jose&en lu the hma lo] ,bold •r llh A closed Imp attachment uGllgnp mAlr,igla wcn as tllnpa, clmina, c4ble"nlY tnapping. Too to Hc. d autl lent 1 p,,, to [ulY in, nclph1Y11rel,uu.Cahlmeat 1,.Wabt set In pmpt, I aH1ia 1 pe, Ine Lu Id np - AAmon". II p,Io qra J. alit the bnma dl the Ynl I It. Gnat nt the ❑uaa A'.,,u,,], IWV,,4d .,.a Icnpr. TAq line r Y vIn=1 .�� r•-Tw In ar pin ,atYlf V. 1 44nOIt.pill \\ Leu then of Yqu.1 h 4O' ~. t t Ine GIID ;BbacU tple du Pal ' _ lo" - _— vpp minlaltlV ' 1 to I e40.1e, plh n earn lhm Ga' I r 0vonpnacU 1,4 I .�LelipMl 1 1 I � slim imalc'1 �. i t l l a l np0 lag Lin /I C."11.11mn6ll 1 Ito Line CAUTION: Tempatary bracng shown in Ihls Luminary M)ec;t Is hdoquule for Ilia Insinliatlon M Attuuseil With simlllir ennilguradons. Concull a ragieitred prcfeovional anglundr If a dittoront bracing aunpooment Is dockod, Thu englnper may detlgn brazing in aoco,dance, whh Tel'o necommonded De1'gn Specification for Tdmporary Otaculg of Metal Plato Cannealed Wood . Trusses, =V-0a, and In Ltlple cect'c delemalno that* wldor ep4cing Is pdtcible. . GROUND BRACING:BUILOING INTERIOR IMY rat lia bpglu 6raau.. • wn141q.: n..,,w,a pbrJ ••t q.w tl.f,• tIJ [tw t rv:,4 •y,.. a..f 4•w GROUND BRACING: BUILDING EXTER19 1 I, 1 111^J.. n.�r L.aww bw I 'I j 1 ��.ff � 1.' ,Ira 4•r•il ql •w• fur.•. IIp J4.,lwll. n. •In•a. r. v..•.:..0 e.t�. r4t�•fYll CAU11ON: Ground broclno requlrad for all Incltllaiforin. A I Frame 2 Top CHORD TOP CHORD OIACONAMACE MINIMUM IATEPAL GRACE EPA CIUO (o0tl SPAII oEPTII SPACIN JILOtI s Iruuotl 9P14r tP(.Mr 0 32' nn• _ e' 14 In OM n2'•4n' 4T' 4' A J O... ee'. en' 1 48, 1 Over Go- ISee elenkuw4 P:detslcntl enninen OF•oauDI.,Hr'Lalch LP.6GnhetOPlue OF•Hemilr SPF•Spruce Piav Fir 2z412r<6 PARALLEL cnaRD muss joy[ea:.11n11'[ `In•YI y.,K[J. w.[r' Irygeuw rd u.:J[v 41«Ylw,r nne Ywi NJ:mp G.I vtl MJuy na.AJN M..q o uw mwa.w w nw Iry n.wa. rd. r.dv unwa p In[ I+Jra ul yw I�p YwaJ Cammuam -- TCP Chcld Pequbc4 _ , 10, 0, emetwl, ., Ar"hment -, -'1 oo•or �_ �t Blenfer '. rAli film Ll .' .� •_' TJ W� � _ Iner M tipped �. 0%HAll lfrt. - ' •: Im a'..rn.sl nd 9u14aY.10 eve ete1j, truceet mutt 4w tuhllnds 6 mugfie4 PuemoJen f� p CbfiI on wdlcAi both ends al the vast vyttem. 'i• thes In lun ihP euppnn. `^ WARNING:FLllInjor or larnaoronommod orwnooulproaulllri A ocl'cro personal ln�ury o(Hemnge to lmn4on of duldingn, 4r2 PARALLEL CHORD THUSS .TOP CEDE101 I.y.Y,.'.IY..1 •w 44w'n M,+N 1_—rJ1• ..... I,1 •a. a.... w,... teJ c�l:,,,�,::.:, ' F18ac brpny � . ��"'aYcatt4a; End C'.q leJ�a d...F etsc,Orl . slap t,41. 01. U. UV •: alnl on 1 the tolVot wa Frame 5 V. rI115R.n {thtYw lam 1'ma.1 1 d InrG r L' n, t 1 a U uto c.:y L'oe Cc u° '/�y `� tf I auPrmr 4pA1{ MINIMUM PITCH 70p CHORD LATERALDRACE 11PACIROI4114) Top CHORD DIADONALDRACE SPACIHn ID04) Y ...... u mas �•Iz e• zo Is D.n ].'•AB' iqe 6' 1a 7 over 4p -40 V t S' 4 DYc140' Sr4��lep Nelpd prPlnalDpal UOalneCl w Wa. r.rvGnlGll ,- y4iwICp Fmp tiF• tem fir GPF-spmta pAwflf v4 Clm,i .otn TOP Cn Id ` `'Alt laleral braces WOW U, -- lopped at least 2 nrg440 e --' \ `.Irwsseo, �t t l: Y•6 ID.o.+e.mae rl el wa. -'- IwlN.uy IUIM �nMN r M I ..mwann.l.a�w rro.u� _.��:..._..,. • PITCHEV 7HUSS �WAH�A'ra fiilmelotn)iowth000raeommandMlcnscouldteaultln .�_aevera persoicl Inluly'or tla:nape To trotses of bulldlnyTa; g�;^�� FTamD 3 ,x '-7 qor prpitel � .._.NI BOTTOM CNOnB• BOTTOM CHORD DIAGONAL BRACE 1.11HII.IUM LATERAL BRACE SPACIN0 IOBSI SPAR POCII SPACINO(LBS) IY buunl in2 IS• }2a -2f5 Ovn 92'•iB' q'12 Ia' to 1 ovm ae••w' ia2 ,s• a q Brpt ae' BCp AIpOlilamtl pralpll lonpl on Inpn •y t, f r ��� Br• {{Iau2lip T6 Iarah GP. ppuClaln Pirs .✓ fir- 11pm•Fif GPF•pPrucnPincFY v i i �`ti` ��r „ �;r//✓i` All lateral bracts ' • - - lapped at least 2 9oltom eirord diagonal bracingfc caled At each end Of the UuIlding and at came spaclog as top chord diagnnnl bracing, — ���'•� Bott01,1 CHPBD BLAME r could A a�r�fa pet+anal lRgutp bt dlm+pa la Irpuet, or buildings, � � Cross bracing repeated 'p , at cacti end of the `•, •�,. '\ '�\ building and at 20• Intervals. 1p. .• fj_, l i T • y.• Permanent rnnlinuouu ' lateral bracing `~YOr- ✓`� as f.peclfied by the`,` -45 buss engineering, WEB L1EAIBER PLANE I I �•`' Frame 4 1 •�� A rr •+ ,L-lTL !MIGHT KEY** ,rx:'L a RA/F Wku. JTRU55 'Dlk()N ,,�,... ETTERI CAPRI UTATA WASIMd7YVCLRMMMULZAIM iRM11E1.11lQCIr101VLR mev+arulelsL¢rtuamm.oe ERAMRtATJL4M� AIA'1aR!!S". ft@1PdYYlSNr901vCALIPI3LIB own rnr�ucunrreti I � i� i� lrri 1. I� d i N C NOTE' TIC$ LAYOUT H MOYMMTDTO THE VRANW AN A CohyY ILNLTt TO SHOW TRIPM LOCITION AND TT.VW 70 TRUMR CO.NNLCr1OM ORI.Y. A lY ILL4=9 TORE UIUMN OHLY.Tila LA)'OOT IN ROr TO RR I41m .M A ETIlDMI IAL MAHLYOTLL'L In Ell -�a ' ETTER ICAPRI UMTH (0 ft) •*PLATE MOUT AEY*• I .q L4AKC, mni- nits wfwr amin uic) It, TIM IA %UU Al AT imMLNCC to MK)A nit.w, I 7" n"I"I"EMIMIN ()%It. All M~I 11.11.1r. 71114 L11l'(711MIT MiXtZMASA List .WibW - ----- ETTER I CAPRI UMTS �wlizc�ivxau+�alcn:.va A:IIIIitlAYl ..�dIM?9� I mvuwy v. IMMA L rAgWADAL SGHT KEY** V,�Vf VLAiI li-q-A �M fJR [tl�...R � 1✓.CA'V.1��J�r �I..Jti� - _._... ETTERICAPRI U14IT0 m IwNrltu 7 out nwwN ONLY. 110 At@iMaYYLAWILUeW LV(Xtr IN NOT TO YC uam a A HQZW"2 xaA9 w t F%VG MAL M4LUNO rLA.-. IsMQU n 0 m a: c� „ n cl **PLhPZ HEIGHT HHY*• Uvr s+n.ev'+..v u.oer ETTE;Zl CAPRI UIdTC .rSA AC MILMIW IlO flu:Y TIMIS AYATIM'CtIIYIU M YTo IW RUM MNWWM.0 ONLY, ALI twmcm To xx hawif tYLY.AL4 M:YICYYTMIT YIM ITIMM.Y.i111Y rMUMIY LmA tm nAm A Lf11M(17MAL YYANINq li.AtL C) I I v' I 1% vl 11 1 d 11 l U In OYPLA,TZ IR:IGRT KEYA' .� :I 11 •RPI.><TE flEIGflT REY*Y .0 n �y v I• I �i�lan.a 4n LITER I CAM UMT D No Text nom7mIdY00rilInovm To M"AMGIA!AMNVXNm 70 8wWT%IMLo6\nQmA TRM70 TINE LONRBCTIOM OXLY. ALL HAIM:YYI Tf LAT00r 931 [lRUMMA �1 ++PI.TTE HEZG$T REY++ �y 4 k{ i � !s •'� ram! � � i . - 0 i NotaY: ETTER) CAPRI UNIT E r) r J a n :a 044 •aa WARNING: THIS TRUSS 15 ANALYSED FOR IN -PLANE LOADS ONLY. LATERAL BRACING FOR CUT Or FLANS BENDING DUE TO WIND 4 SIESWC LOADS IS 7a017z- 4.A_ REQUIRED AND 15 TO BE DESIGNED BY MHERS. i J]= (lA- .7 0 �LOADINU 4,01 apACINU S00 �.-__ 1'CLL 16.0 An•r lnnrn• 125 TCI 005 nE)l pnl 11 1 IL I^ u =- TLOI 1OA lumLrr lnn.•.e 123 I 9'.11.111 I• r I'D (loll CCIL 0.0 Pop Gb...lnn YES DC 004 - e. 1 M.p 100114U l : Y.U11L1 0.0D 1 UCOI 10.0 Gnd• VflE.JCl10 MwIPO] lot LC 0 on -Il S0 ��. Lr lC ll fA'n ldal. 16J W.y1.1: 104b TOP CIim10 2A4OFIIa.1L0rr-0 noncom --- nut f.IW11V i A d pF N..1n Ob-0 TOP CII00fl FLrnb.d nr t.o.o vn omin pb in ta•eln0. Oill[I\.q 2 I d UE J1nJ.n IW T CII0110 N.p,d arin9 d 1.01 .111 a a.a.p .n om.r le.rbp. n(AC"Otlp Ifbnu.l 2• Id]Rp n-0. 11. 92:26.6-0, x]• 1101:4A�0. 2J.4J :f 4a. 2G.1: fd: c.•id1. :A.119QT OL,:). ]9 • I t -0 O' 31. 119r20.aa. J0. 10u1 `t�.o. J2. 210�.n.E.,i. JO • tlL::ny.0. ]2. 12C 2Fap, ]G. t 1g124 4A. L1u llorl 2.2J1ard...• 11 )'2&U-0. ]J• \v`0', GBp l r00CCS lbl • r:rl l.•. C.•. Only S TOP LNflnO �.2U4]12.121q..01'2p E�1ii11�fiq.•d2.!fRFo•A.YJ8�.US-.i�2I.0211.0. 5 1.p•4S, ..U3]'913,p101J0.0. J,00..1dJ1p.. 11-0990...If2J09].IJI.IfJioJn..9•Jp.i p1. q.m •,10i�2UUi. 22n. •1]00.tn0. . 2I:nUT CIOOO , 2]9•p N7113 2L.23.0 ,:37C,]1-j-D10]1 .412023941JU19'fl544,4 .4J1.. 1p.D, 6a3J9•-0i.0W 17l 91, Vi:ry ..9D.IYI')•JA tl.)p• E.]. L]9 s.1J0, 9I. 104: +.9J NUlC9 it rrb.1.. rd•w r. rn.[pr ro Pr• rm n.rrr To."" JI AT pl ]I ,.r u• MxC n un unMo mlorw.o ..emeul o...o w. LJ R•y yob•. ern•..... mdmn.d dl nbd'd. ..•uwvw !seem word b•uml. 91 q[W..bJr rp•[N .I L10 nn .rnrrr FI I[r ,.do npe•.dN sod. ... ma-i 'S1.nJxA n.A4 ll tlm vuu M. b..n do... nler.tU.a 1•1 bmr.m u,. n.r T.bl. Mo. 10. n. ulc94FIT .ode 'e.d nr+r[vvnnn.n wdb . v.6., eo lew. 01 A N rrrm•r^ y rmuci•;n cl 20'1 L.• b..r •.nnir.i for m• . r u b..n n:jmd I r ben, UM.14 • t ANSIji3 1,11S, m ..,b••r. 1993 rinnp an..,. IOnU CA'J[191 pme•:d t a 21 -1C 4 704.0 is 10.0 ........ NVAILN196it ..... Add044 THIS TRUSS IS ONLY DESIGNED MR. HVAC LOADS IN ATnC AR 7.001Z LX4 ItF-%l SX5 211. 1 -- 415= - 1.5- - 3xs� 214 q A-64 2 4-s4 !.74 544 3.7-0 4.04 i LtADPAI 1r,P 5VAC111c; 204 C, I UER i ILLL 0.MO.. 7CUL � 0 .25 ED 0.30 V ... 11 ) .0 NO W-11 IlLAItS GAIP 0 1 1 09 D-11 .1999 1420 IRDII49 115 PC 0.51 V.0,R) -0.9 D.11 '99D ME D 0 Pill 5.11. Ill. yru Wn 0,37 ULliOU Due I Ili. Bum 100 C.q, Urf ICDO NOUN. lit M It Mn lid oil , 3CO Wiiihv 104 le 11 WAUR MIACING UP CHUND 2 A 4 of H.L0 Bul OWBO AM, 2 x 4 OF )jo.1XHtvn 'Up "'ll"n S' ""'lld .1 3-6 6 U WL?e 2 X A Of POT POM ALIA l,.Z.1 do.t,11, 101, .. ...... Lnur St ACONM Cgpul 2. 1211111 3-0, 7. 1211,0.34 'LlUCLS Ol,l - tlr.l L..d Cn. Olti, TOP CINAD 14' 'Or 21..2023. 34 -27,10. 4 173S. S-0 - -Z740, 6-7. -.1123, 7.1. 10 HOT COORO 2-Q !M;7. 11 12 - 1961, 11-13 - 2739. 13 'A - V39. ID44- MS. 9,10. Im, 7-9 11,07 WEBS 342 117. 11.4 . 117 4.11. 400. 540. 4110, J-11. 1209, 0-10. 1.09 NOTES 11 501h All unq le W VI-i-d -1 Ill' tllll.l,i [hold. 13 7 0 1,L- 1.11 -0. -,.-Ulli I wtl ....... ...... ...... lo,.dIll C-liVil -1 �111-ltllikl 1. d.1.1.1.4 1. lh. l,.JJ.tt, Lill, 1 31 I4.vrdr .ertvm d,.,.e, to nnunl .. 41 All pbu. m MID 11-1-. ..61. mbrw.0 1,t2ll.d, 51 Ill. 11.% h,, b... d ...... d for . 10 a .I U,.1d i,pl l.11,JD. iii U. UPC 94, 6 A lik.l. I'll wd9rU.n -1201 h-- 11.1 .1l,l.d 1., 11, 1..., 1,1,. 711),1- uu.r N-. bill, 11, b.!N UPC 14 red 101111111 in P05 1.040C15[l51 -0a-0 ]a•/1 Od-0 Oa-0 10.1d 16.412 19.10a 22.114 IOa-0 2s•10a ]e•11 ]•1.2 ]ad 8.34 lad ] 13 ]-0.14 04-0 ""ee'4 NVAIMING...•... THIS TRUSS IS GNLV as. 2.411 4,oWIGNE➢ FOR HVAC 2,4 II T.DDrTT r s 6 ?LOADS IN AMC AREAI 214., 15 ` ] 710c 14 1J 15 16 12 1�n o 11 Jx/v 311= 7a1v Jx7_ ]xs= 9.9.12 1044 74a]id 9.9.12 PI'1 ODiPTp IIrV1 j7DL�D;p_-p 11jZd:IfS_p_G2L)(T:0311;0 )]l.,O p-0;D-D-01j'----------- --� -- _ LOADINO N II 9PACIN0 1 Oa TELL IDO r . 1.25 C91 IC -^ .- _-- 01IP L.IuI OI Tf.OI 19.D Lumb. In m 1.20 0.14 DC 0.4 V.i LL1 -010012-13 >909 M-10 10911d0 V-01M ! 9CLL I 9.PSOu. 0¢1r YC9 1 RCM Will 0.21 -0.2112-13 Ylpp 11.DIT11 0,09 9 100 C.d. NpC.1WU IMur61 N. b1 LC LL Mn I�d.11••190 YldpAl: 119 A, TON CAD 2%4 OI PnACPJO . LOT CDOiD 2%4 U00 U TOTP CI09D AA..In.d w 42. 2%4Ur V,,d.0 00CNOAD nigh, uQ.p dn•r11P .+LW rlo_,'O n �u.trr 6r•<.•.p. nWCOS "ACTIONS IWbll.l :• 12JOID J 0. 9.12JM1n7 l-D ropas MI • r].1 End C... OM, iDP CRPLIb "2' To' 2"''2030. 34 -"OJ5, 4-5- '1997. 5 9 • • 1997. 9.7..1997, 1 a; 1"5, 0 9.'2030. 9.10 • ID WEtlS1101102.14. Illas. A�1.15J9,1J.tne.1997.15 in.1997. 12b19-on-, 11.11•1b\9, 9.11•IOD6 111106. 54J• 363. 0.12•�]9]. 3.14•-191. 4.1J• 999. 7.11.991r, 0.1 1••191 ! NOTES 11 21 Exn.1.0pl AC Ih.N1 bPbc.J rn tb bellom eFud. 10.]-0'rem'rh rntl..uppwtW .I Two pnlnu. 1.9-0 •naa1. n .Oebbrv, .p•dd .enm e14nh1 npvn.d le mnnntl mnnnn•1.n Iudb1. Doan el o n.<unnlq b d.NiuW Ie IA• beid:rp n.dgner; ]41I PAr9nvWudm.eeAm120d el.. n,•Yn1nl P.. rm.mhn51 . A..n 4mpa.1 Ier .1 w.D rn11111 aInptllrennalmnydp10 . 9n m.r:ken, wnb •nrMIr'" alrhb le1DI A p.t.reI % M. h.on 9-D. UDC 91.71 TAb 1u'Mtlnpnd I.r AeIA IIICL34 o.d ANSIT11.19P., fbmp Horn•. LOAD CA81S1 Snnd..d A2 Imp .044 AA-14 8•84 ---_ 174-0 17-tOd i -21.11.2 6.6-0 .4.10.0 04-0 Ad•14 A.1-2 4.74 4•T-0 —!-------"+ A-1-2 44-14 0441 '"'••"• WARNING ....... 4lsm TUB TRUSS IS ONLY ]!4_ 4.sc A DESIGNED FOIL IIVAC 7.p9�z •"---- s L INATTIC AREAL \LOADS 11 12 13 10 o 340= ]tn=. 1psc '--.-- 3-9-07 17d4 26d-0 YOAORI01CCrll SPAC.IIIO lls C91 vDtrL.w .10 P.al 909 RATES Of OP YELMIL Ino Lt.r.•Invo.. 1.25 1u 0.23 V.nllll -J.10 41 a90V M:0 180140 )COL 10.0 A.,Ltfrr.b.,S".n.rr.•. 1.29 00 OJ] ! V.mal •0.I210.11 'm OCII 0.0 O.tt 9umriner Y[! wA 0.19 IIv1011 0.05 B . OCOL `10_-0 eed• _— Unf.1cou _�_ M.nlvl i 1.1 (C LL I,IIe Ild.n • 35o n W.yhl; 121 A TLIP CIIDnD 2%d D)14d.1L01nC TOP CIbOU lbulud vl i-0-]en .udn pW Ln quoin OOTf. 011O 2A40GNn,1160114) LOT CIICDU D;L,do-)bp dur.:1G.VIiW .r IGO.p en +m.r 1•a.bp. WLUs 294 DI3,.d.O nEAC11GN9®Leal 2-123a'pd.0. 0-123e.V oa TOAC99 Col • )Yn Lvad Gu llnk )OPCf."ID 1I•ID.2]••2001.]d.•17]0.LA..1451.5n..149].AJ.4T]0.)A-.Ipn1, tl.4-Ip OIITC110!ID 2.11•W, .1.12•1L05. 12• t]. 1 EA0, 10.1]--105.21. 71001 1, VIi00 A•11.5]7.04p.5D.]41._IP), 54L�:01. 54p•QOt. )•t0•-26) - NDIIII • i 100% AC uv;'e.111.1-d en Ix. bmlem tAwd. I3-10 n.n• btl and..ugerlyd n iWe rn.•u. t-d-0 n.. f IPrap..•�,v+nL•re.r..p.HY.ern.alvnbllM,nnPUnPovn mnunvabdLadbl.Ilrayn ul wvmrnrnnlgadrbpruJblFr Wlam)del inw. II Ina rll..A.W �44L11I NI p1aHu112 d0•.'.. 1...v.laMnlr )d.VVa b.fitn !•np4d fe .wr.aPit •bLgryertpnmdemPdtle nvrd to bad *,It, Ili. ..d. Pit fWN Ne tG R. L'DC-04.A CI•. d101, F., t.,. •MI W r.r Mr pr.n l � 105r m•nb•L. 71 TAn umh . b M.w d•uPnMI- Pith ..AAN-Win L1/99 pbtep r,d arvr. ' L LIAO CA9101 51ol.rd T I -01-04.0-0 e•1d 8-0-12 159-0 21.11d 28 ]18-0 11d0-0 144 4-0-0 4-1.6 3.N-0 ]dJ 04S 4-6-44 0 5.1d OS-0 41s 11 IVARMNG! THSTRU55 IS ANALYS611 FOR IN-PLWNE LOADS ONLY. LATERAL 6 BRACING FOR OUT OF PLANE RENDLING DUE TO WIND 14 SIMMIC LOADS IS 7.0117- i1•I.� REQUIRED AND IS 7'O OE DESIGNED BY 1 sic, ]z!: Sa /r OTHERS. 915c 9 Lam':%" I ���•�` J'' 14 AIDDID= to rTi 11 5z5_ ez12_ 5Al2= 5.0= 2,00112' 4.4 : I-0-0 _�-_e•IJ_ _72-0.17 17.1d 11_94 20J-0 ]111J 344 5-0 12 444 44U N _ all":r11(yl �2.0 1Td9 I-jU.al q :J9 Tit0�7.L` 044l]27.a LOAtl1NO1C !P :'IUO 200 TCLL d,0 1 I I. r 1.25 D[fL IN Pr11 1drll MATES Ofull TO I 0.00 7CDL 10.0 Ly bvl a 1.25 OCLL 0.0 o'hnq dmr YES V HILLI 007 14 , 909 L120 iNwiM1O GC O41 Vu.iTLl -0R113.14 >009 C BCOL :0.0 Ced• DQOdL'BO NB 0.60 Ilorgill 0.11 9 111CCLLIA.1'drll. 3" m. LVMOCN Wright: 221 Al BOACINO_._..__._._.�__..,______ ` TON f',IIOAO 2 A 4 Di' N.,1BB1PO O1115UT PO 2A4or Of 7ONCIIDOb Sxortud or J•10- .4A.Ob'U WLB9 2 4 4 ON Bmd,O •[>.•pP BUT CIIO0b IUpld.u4lp en.e0r1 p1.d.l tOd+rnax•p. O on nrm•r -0 C•1 VI: OTIIEBS 2B4OF awd-O a."en..nl«M.ex�p: 1L12. IICAMION514:an1 2. 1400,d.B, 9. 1404p.Y0 7OIICL3 UP! • fi.1 Le.d Co. Unl7 Doi C lone bt i ••,t � J.4J00, ] 4..1945. 4 5+•1906. 56. -090A. 4 7 • 1019. TA• 4202. 0 9 Wi93 a.15.40].1C4.T. J711.30.11. JF& 11ry1J�195a�04]�07. 0.14. 1171,14-10.�ISA, 1 Nb7C5 1/1 NI pl.tn «• K12011qu unl... mx«..a• �.dlenrd. 2Rtl Won u. L4 M20 ym....m.r.�•. Indanra. 1 JI D•A'4 4Nd• I...1 - I d, " mm.r. d1 M,"...... h" 1. M.a. l$o Mrt0 •31.nd Vd l"d. dbrbA• BI A 6 t bu M•n d•l k,w, % . 10 0 od Nu Nnrn ex«4 0.• Ie.d nmm�.yen+1 +••th mr •vm• Ir• 01A"6 rompndn,dl,W.0•1 An bun.np{rd l.r a. pornlynbv mrmbrn. i )i th4. •• br brro dnWn W le• Imx U0O p4 and AN019TI 1.1045 p41ni a3rn.. 1 1.07.0 "SUM 5lpdod + ._24. 9.10.5 +1001. 12-14+44, 7.13.39 5 16. 750, 4-15.4. 3.15..J12. 3.17 • 61 l..ar p., l.bl. 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Q292, DO - -222A. 9.10. 5 1101 C1101O 2.17. 19G 0, 19-17+1990. 15-10. 1747. 14.15. 1491. 13. I A. IO35. A102. 0, 9. 11 . 1901. 12- iL d4, hq.l0 I WEBS 6•15.AG3.7.14..07S.0.11•.359,11.13.1054,R43.67,6.14.1171,44 S 17 92 G•ia t. S. I S. M. A. 15. 92. Y 19.•500, NOTES 11 All Pl....... M20 Sbl.. 4nbn .mean.• Indluad. IZt ible V... b'. born d..iD,w I., . 10 0 p.16.rtmn N.ad I.. $.W eeec.n.un.n1 nm .•.. my P.. led, Per pbG. U., 104, UdC 94. SI A Pel, „Ilmp adu,- el 304 /u, tun 6,114 le, 11, 9r„n Nn1,11 n.m6.r.. M41 Me k1v 1140 bun det,9nrd l.r bom VBCAA erd ANSI,I% I-1995 P6brp amen. IOAO CASEISI Slmd.rd �L 440 4;1-02.114 7-04 10.11.12 144.0 20.114 25.241 20. 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DIM, FOR es-?- LBS UPLIFT FOR THIS 10-0101on 1.;.xe,7J-.15cs. 3s..,an0,.v,•.t4u0, sa-:0at.9a. i1ui1L11Tl�iP}� d. 2nn•-nn VOTCIIOCOL,•1]Ot. i•, e.tz.,7 . .10a1••0.P-S0-1SUd, VIt99 l•itl. 1190, 3g 5..139, 54J•17R, ).14.33 1..i44. 1 tl9 ,t.t:`2.rq l"o- •199, ta4:• tt9A, Lt2-941 9.13. JU, DI6 ••,30F, 110TT5 11 All PI.1.r o. M20 M.... pd.n n11.r..n. bd,cn W. 21 M'DW.•n.2...a.1 -4... Al....... x.d'r:nrd. 31 t1.W..o. •pri•a, ,+a-- aNUY. JI Pn.IV...rp c..e ro Ana. o• 54•L. •S 1 Lnd Over 51 TM. nun bu ur.6n drt•pnid 1pr . 10.0 Cd 6•nra rM1Nd Io bid Ruin+ewr.a n•rn rm p.nsr ILA In.d. P. T.N. ND. 16.0, VOF91. M ADI.N e11b1 n..g,dn.n m..e.nanj 71 N.YF4 it i..tfifl ,nIs s nAI WC04.u.4 ii..lnA '.d n W.1m6i 9r.4•1n15lI"I M 1-1n 3IS rlu•run-Ij-N,f,lut m-a. ID, Alhl-I .1 11.,i A, lu Ninl to 6i..�..p P4r. r.n•,4. .1 rnr,rl Nldrvi 5d2 h IrDIJI .1 9. Lan dmpnM Ier f+mn U0O94 me AF9uit11�:995 pl.lnp i'•n.ra, tPl l.A.d uulil J. 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Or.6: t0.11.1Q8.0, 8f0.16Q.0 CO URAO COAw 4590 -0 e 2- __ oJJ 19.10 I s{ Ia0.0 Ba4 0 sop- {YARNING: TIES TRUSS IS ANALYZED FOR INPLANELOADS ONLY. LATERAL 35g 15 TO 17 BRACING FOR WE OF PLANE BE4DINO To- \ 10 3.ea DUE TO WIND k SEISMIC LOADS IS 19 REQUIRED AND IS TO BE DFSIOt7ED BY loom, � .1 20 OTILERS 7ek I�\ 7% J j I 24 l I II \ 25 7 2r�U 'd-'J I I I I I I 15\I 2II2\129 L�1�� n 1 S1 4,12, 60 55 54 53 52 51 51 455M 47 46 451413 42 41 40 39 38 37 3C 35 34 33 ]2 4.12¢ 5.5= IOAp.VO Ip.11 WAl]NO ]-0-0 I OEIi I'nl M.I We0 MAT" DRIP ttL 1U.0 qn•r lneu.•r 0.05 IC 0.05 WWII) W. - np MAhiz1PE/1tU TCot 1P.0 Wrnbn lnr..m 1.25 UC 0.04 Vml1t1 0.0.1 1 .099 PCLL 0.0 n1P a.... bu 70 1V0 0.10 W II I PCDt 10.0 _. Cade IIpLAC00 11A.•vlal lot tcV L1'n lktll. J60 1V.17hl: 307b 1 UV01R OAAi]N0 TOP C11011U 2X 4 OF N..169e.O lot- OIOIN Sh--lh•4.r E-0-0r„.•m-t pw94.pads), POT f31ORD 1 X 4 OF Ne,iLpu-0 001 ORIRD Ililb .r2;n0 di...[LPP4d a 6-0-0.n wnw b.e69. OTICRA 2 IA; OF ltd-0 WTOL I flan n'M, 1944, 1041. 1942, 1743. 1347, Ld1:3 %4 O751d, RpM:Z A4OF ]1d 14411, 1640 RUACT10N5fft jo.I 44+69/]OL0.30.1]I/]64-0,3•1])lJ04-0.]2.21]Q9L-0,3J•JpA34-0.3i.115fJ040,$-11PI]440, 3P+ i l E!]9L0. ]I. 117OE-0-0, ]P-117IJ0L0, 19 •• 11]IJp J-0. 40+ 11 ]06<-0, tl.1101]0-0-0. 41-12013PL-O, A4. 14..• OD. lll6-.d ��n 11=2 ID'w c� .711f]Gc-0, bl• t2sn6.eL THIS TRUSS IS DESIGNED TO TRANS FORMS Lbl - TV., 11 W 6.a Do, 4560 LEIS FROM THE T.C. TO THE I TOM C110RO1-2-10.241-31.04.W4-S.J0, S 0.40,97-.40, 7n.40. ft, 40.9.10.-00, 1011•J].It•1].47. 121]-40, i]-14 2445-{{00., ]164J]eS .• {40t., ]116 1,4])a .- 1J1t1,. 21F7. POT L10NU W42]P--JJ9l,, YET 4Z0".4801,.12P9J190 -- 4401, 3100J201..410 ., . ..b2.5•0,b1-52-0-WS4-0.495-0.400 .6. 21P-10.1 •• dl, 21J1. 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W.. h.. bur 01-1-W 1-. b nh MC P4.W A11111Tq 1.1995 p61+9 nh-, IOAU GaClyi 91ne.m 9-0 2 ]6.10-0 s-0-0s-tA2 13-9.11 isJa , 2]-9.1D 2941 ]].6a ,3"40 5-0-004-12 4a•9 44-3 5-6.10 sa•10 4 -12 ]aL Safi C4-9 ala 9 1X4 sassIVATRSSLSALYSD A FOR IN-FLELOADS ONLY. LATERAL 7.007 URACING FOR OLITOFPL4NE CE\DDG'L4.I _ 6X5, 4// 1i ;�\ ]asp DUE TO WIND 64 SIESMIC LOADS I IS // REQL•IRED AND 15 TO 0E DESIGNED 13Y 9aR_ 16 lg 3a1n: 3x4�'='--'.i3�I-''" 4a10= 20 3.4= 14 13 2X4�1 Safi= 12 ta10¢ ]. DO; 17 24y 2441 3i12= Lip 2.1u 6X12� 2X/,I 2X1;1 5.39A.2 13.9-11 19341 23.9-1D 29.2-4 334-0 3n-0a� 5a41 4.2.10 4.1.9 s•T.13 44-2 54-IA 4a41 140 __--- LOA0111D IP.1) Fla..SPACO boa I Cal TCLL 16.0 An.. In.r.... -______-___-�._-_�_ __-___ _-_�---J---J OCTL Inl Ilvl Will PLATES GRIP 1.25 TCOL ID.0 Lumbn finer.... 1.SS I TC O." tlC O.W 1 V'Mul -0.]9 14 >111 IA20 1961149 I Yrnlil) RC1L 0.0 ry.p 9un.inn YLS tlCOI A. C.d. VRGIOAU Wtl 0.)9 •0.99 14 >4BR I Henvtl 023 10 m. 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IM.fI 000 W.ahc ISO LUMBER MACWO TOP CRD 2X4 F N..IABV•U SOT CHORD 2 X 4 TOP WORD Sh..Ih.da,bl041m.•mar purOn ....Pt ..4 WEBS 2 %4 OF $1.14wd-0 •E.NPY H•1S 2 X 4 OF $1". 7,112 X 4 OF Std-O HOT WORD Npd edb9 eu.n17."%ad .t 1D4-0.n ermn bneh9, SLIOEiI A1012 X 6 OF N.2 S2.12 E...,,: 004 on..m.bump: 17.1R„ RFACTIONS 161du1 1/• 144410J-9.9.1]H9a•]d FORCES ILI • First Lo.d Gu Onto 7OPC11ORD 1.1.2B,SJ..137d,N.•1601,40••1E01.56••17p],87••2220.7A..I4d2.l P.-1W]t, P-10••9, 340••1400 DOT CHORD 17.10-0,IS17.110A,141S•1105.11.12.0. 9.11. 1341. 14.15. 1900. 13.14.21Fa WE" 12.13•41,7.13.-1BS.3A7.407.3.10.363,5.19.1207.6.15"SOS.944. 1T 9. 1.14.401./43• 770, 4d6r297, j 5.10 • 124. 2.17. 1209. 9•1 t • JOe. 11.13. 1301 NOTES 11 A9 p.tn at, AI20 pi.... urdm erA.rwb. Inek.tW. 21 ThO lwtl hot b.m d..V,W let . 10.0 pot brlwn Was d Its lead nen P.npVpo.l m h m1 ed�r W. load. qr T•bl. No, 16$. 11C-91. ]I A plot. .tin, r.d.nbn of 208 h.. bom ..plod I.11M q•oan h.mbt. mrmbon. 41 a. amp.1 1.ed. 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A-1• 2FAOF Ld-0, 2•lg2%S OF Sld-0 rminR ROT C10N0OTHERRlyy n:np d,ty .pp6W or t0-0-0 en ernlrr b.cFO, , 2x SLIOM 1%4 OF 91 OF1 SLIOEII Rgb1 21C 8 OF N.2I 2.12 [rc.pl. 8-0-0membr sunny: 1]•15,. REACTIONS IRr W rl 1n. 144410d. A, B • 1]SSn]-3.q FORCES MI • tin L..i C... Only TOPC.r011D/-2.28,20••1274.34-1001,4-5.•iF01,51••110].U4.4210,]a.dut.B9.-tq]1,910.-q,2-0P••14C0 DOTQIOnb 1]•10.0,164].11]i.15-08.1]US.11.1:.0. 8•11.1]41..4.15�tOq]. 1]•u 4160 WC09 12.1]•41, T•1]n.155. ]•1]•-6q1. 3.16.303. 5.15. 1267, 615• SOS. 6.14.175. 1.1.4•.201, I 9.19. 125, 1.1]• i20n, 8 :1 • SOq, 1L1] •• U91 I NOTES 11 An d.l,. m Mf0 plm. unlru mnmm� Indcmd. 21 Th".gva n.w dn•pnW I.,. 10.a"I b...... Mnd br LW nm<rnrwunl .nn .•J eten Pn Ip.d. P.T.Ab No. INf, HSCPA, ]IA nr unn Wu.esn.110% bu bw r,jW toner Or.w luml.r n.rmb•n. 4brninp .urlierOl lq umM.n P.u6K b Orm r.W u Vn0 4NSI7M 1.1 P95 rrgN m Oren rrrmvb. Pu1Jp dru0nn .h..W..r11] <n., .1 `51 Th. nun Au Arrn dnlynW I., bnln URO.94..y A101T11.1BB5 PM1tny vn.nr. I LUAU CASE191 Lr,....d i i MCI% 161 - Fbpt lv.d C.0 Omr OP CHORD 1.2.2e,1a •-1274, Sd..18O1. 45.4001, 5A a •1751. DOT CHORD t7.1 b.0. 16.17• 11,4, 15-16. 1065. 11.12. 0, 9.11. I3 WE09 1b17.41. T•1]..154. 117 •.AF]. ]dfi • ] W. F.15. 116 , 546.12fi, 24]•1:OB. 911 NOB. 11.11•V91 CAPPA )C40 (COLLECTOR LOAD0420D ]144 S-0-0 -".044-2 5-9.11 1111 16.9.10 2dL1 , 2e-6-0 10.5.0 14-0 1-0-0 44.2 40.9 433 1x9115.4.10 4A40 4.1 •,2 1.11-0 1.14 t.oslir WARNING: TIM FOR MPLANT LO.1 1 , . 1�,�/� `III ���• a BRACING FOR OU7 I� Tfan 111��1 Il;+A DUE TO WEIND u IJSS `F EQUiHEO AND IS sdsoi 7.1 it OVA I� I�II�S� IT to eas_ a 119:4a' 1.00177 OxS� 12.12� 1iA_31A-0 s-0-0 �4.e.2 8.9-11 1434 to-945 24-2-0 2e-0.0 10J4 5-0-0 4-e-2 444 5-7.13 44.2 54144 4.14 1.11.0 LOADING "I (I SOACIHO 2-0-0 CSI MEE 11.1 11.0 Vd•R 1 MATES OBI, -- TCDL 10.0 Wmbu tmm�. .25 j.15 I BC C.-St7 t•uNiLl -0.07 iJ 14 >999 .120 1001148 O.0 O.p turn lnu UO ` W0 0,41 1 11en1711 0.13 0 n1• SCLL BCOL t0,0 C.d. UBC.ICBO 1st LC LL Mn Vd.O . 160 WyM: 029 T TOY CHORD 2 A 4 DF NL16Bu•O TOP CNOgD Slu.th.d er 73.1C m umn purin .p.Nrq, nc.Pt wd SOT CHORD 2%4 OF BldAOu•O va5c+b, W[5S D 1$ 2 X 41pd 0 •E.p2.1 OOT CIIOBD OI}T1 <einO dr.<tlF rl•p 5.1.1 5-0A pn nnl•r buirp. OIDERS 2'x Pf9tOa�eA.lne2xs0Fstaa vaB9 THIS(-IIiUSSiS�tDESIGNEDTGTRNNSFER SEMI% Right 2 2 B OF Hat 2.2az ��••'�.. p REACTIONS A,iw.1 15.144 "0. 9.1055:0.3A <��"J LGS F;0M THE T.C. TO THE G.C. Mu U.1h9•-58614.d.n. 41 PROVIDE ANCHORAGE AT JOINT q M.. m.r 10. 172511p.4 n.. a. 9.::e70r.e rn. m FOR L3S UPLIFT FOR THIS. Al. a �{AITfaI{.G6'LYe11.ulB•A...l4co 1. 1 5 -' 50 .B 0. 10.14.216 0 ]. 6d4• �OS,O.14175. 7.14.401. B4].Ile, 446••I07, NOTES 11 AO d•b..r• 020 10•1n ud••. 4rhnw.•:re;<n.e. 111 ACd.t.• 2.4 M.0 uW.I..th..-.. W;I... A, 01 O.N..tud. II.W 11-0.0 III At Fm uvds upeb! f1 wnd, r.• ALY•1 -91.med Oeblr End D.r O• 911614 tm<. ha b... dw9nW br . 10.0 ul b.nem der61.• bM nnnc.ncu.nnt nob nr ahn liu It.d• .. T.N. 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'A- IS • 3515. 114A. -65B 9 d14 I t'll• •110.Z. 1.11 . •140.0 ( 41 Unr d•Ibl.d'. lumber lenuu+ 1.11, 11d.1•u•ru. 1,11 mu ,— y9. fY 1 Y�� TTF�Q • CA9A1 1,pa0 COl(ECTOR 1 1 DRAG LOADg4250 FIICOHTF663:DI1IS75SZd36Dt: �.BJ2 i7un�iH�SB I��a n �..n... c. on .y LOAD CME151 Onflerm Lar1. 191f7 V.O: 1.2+J6.0. 2J+•11].l. ]d..11].7. 45+•11 ].7,17.1E+15.0. 16.17+15.0. 15•tE+ 15.0. 11.12+.20.0. 9.11+ :0.0. 1b15+•55.4, 10.50.3 Ners:2J+•Ia0.0.5<+-2S0.p,4$..2do.0.1]•18+S6b.0.16.1]+560.0,15.16.560.0,5.6.-2a0.0. 6.7+-2aD.C, ]•8;•.240.0. B•9+.t1-12 1415, 9-11 ,t0-14+66B.0 0,.4: n-tx. tap.p, 6.11-tao.o V—`j 11.1 vxt YP• ----- I ly PY QI-CLiE'E7�AP COPBI C50 HIP 1 IT 1 T.11DER401Ii'BUsS:llm. IFDW22A"BSS2D17£05"�-"E'67SiJu'n �1836 novsm•., na .n rY \ 7:-6iS7'TggII-RTiI 2E-0 35.10.0 -0A-0 1944 OA-0t$-0 1l-7-0 15-7-0 2.5-004-0 WARNING: TH S TMM M ANALYSED ' FOR N-PLA),,T. LOAFLS CNLY. 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Mr+nt w•!n PeMb9. 21 Aa p•L..m IA]]Wr4r -11 tIA«.n•• ..I.d 31 as ebnn «, Sal M20 vmr.• ......a ndlo•Ird. 41 O.N. r•4gn• .rn•mu 1-A Lamm .bm4 51 Q.N..4. r•PwW J1. 4, WT.I 81 f> •roar r•imrtl r. nn{, n, 4:bI -mrM«d D.bb Fne D•r.I• ]Ib rrt..16b JVCitAl br•IOA PrI h•vr,rMnnM4M wleenelgnl Ml•+. rwn!urlgrL u. q.. teB urCw 41 s. .h..—+rr.n1,1 b1hr«r 9A.eIANSI ru 1.9&1«mrmrro+. nl ttnr vv.. n.. ,..n d..n•a •. • eab uec.nA ...I nrrl m 1.19r1 t and «,.•.. LOAD CW 11 11✓avd J.b I... -1. 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LOAD F1q 6151 St-d.rd old. ra.o.lod .t fwn ow.. 1.4 1 .P•rl. .r1 ...... cot" le.l41. O.." of e.nme:knitl k bkpm! le eh. W 4N bW non..nnurt.mw h.nY.Mu Do. I.W. in TWl. If.. 1PB, UBC-94. lumbnM , 1993 Pl.1n, .tnt ra Nn.. 7eb I... ruot ... Cam CB HIP 7Z sJu�n4A • ncu.nre<, A.. en..,-A70E0RT007 Il 1" 4.04 5-8-0 11.9E . 14.9-0 21.3-0 24E-10 27-10-0 . 32E-0 356.076-10-0 0E4 4-0-0 444 3-1E 2.11.10 7-0-0 2.11-:0 3-1E 44-0 4-04 OE-0 ........ wAxND:c....... 1 ]x8= 7IIis TROSS LS OIVZY 3x4_ 2.4n 2xA1$ 3x4= SIB_ DESIGNED FOR HVAC 7.00!Tr 4 S B 7 B 9 LOADS IN ATTIC AREA! r 3x3 \' 12 � 4x10c 20 19 10 17 21 22 16 15 4 4xl 13 lo 13 4t10= 2.411 3a4= 5.5= ]x1= 711= SAS v 3a4= 2x111 444 _ 1.9.12 _ 11.9E 14.9.0 21_9.0 24d•10 , 27E•4 . 32EE _ 368A , 44-0 4.1 12 2.11.10 2.11.10 7-0-0 2.11-ID 2.11.10 4.9.12 4-0-0 ._.r ��1rv_r-_Lesi>Ta,_'i4snzas-�d�1pasaer-0ntr_:as:1__1=1s'arsar-gZT�pa_�azrrl LOADING 4,01 SPACING 2iC91 ' OEM foul 11.d I!d.1t PLATES ORIp -, iCIL ID.0 plot.. Innuu 1.25 TC 0.51 V.nitll -0.1110.1J >990 i 11-0 1BPI1d0 TCOL 10.O _l�mbq loco... 1.25 UC 0,54 I V.NITII •O2p"'" >6p9 BCLL 0.0 q.P Su..•Inn YFS W. 0.]1 H.OITLI 0.11 11 No BCOI 10.0 Cod. UpOdC00 I `IA.t0.l 1.1 LC LL--LU.0. ]6D W+bM: ipaO LUMBER BRACING TOP CHORD 2 x a OF 11,10.011.0 TOPCHORO Sh... h•t.r 3-JE M.minperin .p.aht BET.:HOn03 x J OF Stud-Ou-D GOT CHORD hilld..I., Aioetly.,of"' 104-0on unUtb.rnp, WEBS 2X40F4 OFS WEDGE 1tl1:2 %4 OF Stud. Right: 2x40F Stud IIE4CilON3 lb;.b.1 2. 165110J6, 11.• te5110•lE 700 PCHORD HORD • 1-2.Lo2-3 - -2068 •J••2p6y8 ,]-0+•2512.15..3510.5E.-SW0.8J• 26B,7Ae•Ss,p�8•IStO.•10•Illl-IZ-10 :BOa. BUT CH011O 2.20.2C91.10.20.2391.1040.•2110,17.16.2509,17-21.28,16.21.22.2948.16•52.2846. 11.16- 2509. 14.15.21 to. 13.14.2391. 1140. 2301 WE".19.3ae,944.240.6.16.4n:1,6•lT••x21,7-18•d21,B•15•.-biO.adB.1Bp,S•:7.671, 946.871. 9.15•T69. ]QO•p5, ]ae • u1. 1 O•u. e5. 10f 4..]n NOBS 115" AC Und f.od PI ... d nn It. b.H.,r, oh.d, 19J4 h•m loll md, .wpwud .1 u.. P•nl.. 1." oA.l. 21 E.upt ...h.. b.lew....dd emn.c0mld o.u..d Ip .up..rl p.n:mv.bd l..dl'L Dotdn of ttnn.<lienl.l 1. d.4i.bJ to 1h. buxdn0 d.dpnoo: 31 Ple.ld. ud.w.l. dl.ion. 1. At .... t -.br pA..,. 41 AB phln .r. yA.p p1.1.. unlu. mb.rwr[. Indo,.11d. - 'I Thu eon h•. b.m d.oyno,d I., . 10 G allb..l.m chord b. food n.ne.nemr•ne -h my lb.,p.. hold• p., TobN No. 164, UpC-94. 01 A plot. tau q rodu.0.n of 20% has broil ,gpL.d lot .ho Orom Wnn.< m.mb.o. 71 Udr 11... hot b..n d.lgn.d I., both U%C.94 on1 ANSIOf1 1.1935 utu-, drv..:.. iLOAD C.ASEISI Stmdotd rls� FFs 4rcr G•EOE CAPRI 1C9 aJ-0 sa•14 10-0-0 14-0-0 1 1 21-9-0 25.10.0 30•11.2 16.6-0 18.19-0 04-0 54-14 5.1.2 4.4 7-0-0 4.1.0 5.1-2 54-14 04-0 ........ WARNING.... SF9= THIS TRUSS IS ONLY 2X4 it 2i4;1 SF6= DESIGNED FOR HYAC 7.00FIT 45 6 7 LOADS LY ATTIC ARE41 ]u% r/ I.IV\ 1. h-'\ a �o 10 ,s 14 17 10 13 2F411 SFS= 1F4= ]It= e s]s= z:tn 54.14 f044 1 14.94 21-9-0 2s•1,•12 10... 5-644 4414 42.12 74-0 4.2.12 4-114 34-14 LOADING to Olt.. D I C51 OFR Inl Il.0 Well i MAUS GRIP TCLL 18.0 Pleuelnnuu 1.79 TO 0411 V.nILLI -OLB 13.14 1999 M20 10604R 1COL 10.0 Rep St,Lumbef ..1'.o 1.25 RC 0.49 Venllll 4.CU 1J44 P999 0CD 0.0 N.p9lrm lnrt Y[4 1VR O.IP I1.111.1 0.10 9 W. OCDL 10.0 I Ced. UpC.1CR0 i IM.vlel 1-1 IC LL Lit, N.R . 360 Wegln: lei % LUMBER TOP C110110 2 X 4OF 9RACM0 H..0 TOP CI40RD 9hvtbd or J-6J en emnr Ourin fp.ein], SOT fJ10RO 2 X 4 OF No,I&CI,.i461n0 LOT CHORD Rli•d v]ng dirpep7 rrpiK or 10-0.O on emin 6vew WED IX4 OF 41OFS•E.7.13 9 L. X A OF Sld.R h,: 2%d OFSIdXI ,1 WEDGE l.lO2%4 OF 91d. RgM:2 X4DF 6K REACTIONS IbAbel 2.184110d 0,9.1691NdA FOIICLe IAI • C.a lnd Gu Onry TOP CHORD 1.2. to- 2•]••2825.]S.•2J59,15••2317.54.-2317,67--2]17, 7-0--2369. 69••2925. 940. 10 ROT CIIORD 2.19.2J4.1. 15.16.2347. 1415. 1955. 14.17. 2317, t746.2317. 1J•18. 2317, 12.11. 1955. 1,-01. i]4]. 9.11. 2J4J WE" a.19.120.7.12.120.].16.1J1.5-14.400,64]•d00,p-t1.131,1.15.457. m14. 662. 1.13. 692. 6-12. 157 NOTES 11 [.t.yl a .hnnn b.1.w. •a•nY rmnrennnlO r auu.dlle mvpet l.n aen...nnK ..dill. n."..I �. mmb.U. i. dr'tlu.d 1. the buid,e, del, 11 Pr.vld. •d.w+u dunq. le pn..nl41 AU w.br p.MF9, hevmIs Indicated. 51 Thl.l0un hr bles SO- on dnlvnW I.r.r 10 0 p•I be".m there i.. b.4 n . ......... "h - 61 A VN,. nllni rKucn.n r1 20%he. be.n .p.i.d I., rbe 9,.M L ., m.mbnf. "Y .thn Yv L.dt pn TAb N.. 1B-0. U9C-0.. 71 Ill. m., h.. be. dn•v..d I.r bath U6Pi4 end AN11I1111.1995 pimn9 nduu. LOAD CAAEI]I 51e1e,d CAPM 1 31-10.0 S-0-0 •to-0 43.2 83.11 17-]-0 L•9.10 244.4 283-0 .313-0, 23-0 13-0 43-2 441-9 4-SS 43611 53-10 $4.10 4.1.12 7-0-0 0.44 7.00j77 2a411 Sa9� ]x5p /j 5.3, 1e s95= u 15 +t4: 12 n say=' 2x41, ].00 jTr 2adu 5a8= 6.5; Sa-0 4d-2 83.11 14-73 18.9.10 ..2.8 2834 ]` 1=-0t 540 44-2 43.0 5.7.13 44s sJ.0 43.5- 7-04 nrtB:'o�aB:7:o1-re-a:lraanlnrz:P-cam,------ - LOADING Ip.II SPACIRU 2." C51 I DEFT. III II.1 I:401 I MATES GRIP 1 TCLL t6.0 Pow,Ne.». L25 TO U."Yowl LI 3.09 14 >999 1420 1801148 TCD: 18.0 Lsn b.rinuuu 1.25 PC OAS VmITT) -0.2] 13•14 >91e PCLL 0.0 P.P Dtru. Inn YES j WD 0.64 N...1711 0.15 9 nb BGDL 10.0 Coda UBc3000 14ILCLLMsnI,4s11.30U Wt;Uhr. IB28L Lumam PNACINO TOP CIRHID 2 F 4 OF 11,168u-O TOP CI52PD Shs.th.d.136.10an wmpwbn.P.r... ...... and WE MICRO + E 410P0 2R 4 OOF N.,1f8R-0 u.W.Je, OF 9md 0 •Bup1' BOT p106D P1yb..Flty ditloy app4W .r 100.0 an panty b..snp, S-16 2 S 4 OF aid-O. 2.1% 1 a A OF 91d41 E...": Biw m.w,tw bbelnp; 1]40,. PEACIIONTID4li.1 iP•14451041-8.9+140M.34, PoPCCf IDI • Fort l.M Gv OnN TOP OUT OM9011.3.26,2.1..1•1]. 1175. 15-19. IAAU. 1•11.12 0,9.-11 +109.MIS 2..2T1Al2.13.14 .e239-01WEDS 12.13.4.7.13.-1.J-17.719. 3.19-3119-s-I5+1359.•844.172. 9•14. J. ]e9i4. ,S0•1110•+4 57. 92.•i1tl1•.1•314.42102071, 6.13 . 444. 1.15.•297. U-10 • 1 01.2.17 ! • 1351 Notts 11 AM Pleb. at* M20 ploto. units. .th U.It. a,dkst W. 21 Thb Mal has b.an d.al9n.d to, . 100 P.1 b.tt0^ Mwd Its 12W .anvon.wt..t -t,h a.T.thw 144 Iv.d. Pat Tablo No. IS 0. LTC54. 31 A 01n. I.Rtg..du.tb. of 20% has bun 4111W t.1 th. 9-.an f-bot m lboa. 41 Pwb O IeI1 -119 .vmdN. 1...Lal b 1'....No u4+p ANSI" 1-1995..,1. I. gun fatmub. 5W din d.0 1 borm0. ffa.., 9 9n.t .h.v vnfY..Pw",of 51 T51s Ruts has Man du+4+.d fat both N5G94 ant! 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MDT CHOW 2 x 4 DC N..ILOua RUt CIIOAU PyW a.[wp duadr •pp1.d •r 1C0-0 •n emb, bu'np IV145 zx 4 Dr 51ud-0 4...... 6e•e1: 241 x 9 DE 11.10 6-0-0.n er.nn Lnrin3; 19d0.. O TNEfl3 . A 4 Df SIudO REAMMUS Ibl.4.1 3-1d26roJ e. 11-1R6.OJ0 FORUM M • tbn L..d Cn. Only 'OP MIDAD 1.2.5,24••2761,34.•3241.45--3012,54•d991.4.7.•3681,7�4..297e.e9.-2)1].Sd O-4[O1, 10.11.3M4 1.11.5 ROT CHORD 243-23L4. 19v0.0. 15.16. 3070, 14.15. 2407. 1344.2192. I1-13-2.61. 17-16, 2E,e4, IR.11. 269P, 10.10-•11, 440-•115 WER] 5-17.244,014-199.A16--l17.4.17..194.543.1423.9.14..IU.7.14. 1055. 1043• Q35. 947--2'J7. 3.70-4M 19 20. 2413. 344.463, 7.15-•1011, a 15. 112. NOTICE, 11 A.,W. .d...,. b.ny. Ip M.rvl rnn p.Vn9 21 AS pt.w r. 420 0.,.. uMu..1b...r. nyuLe. 31 O.bl. 11W. 11.1.d .114Z w.rlr al cn n.d....... d 1. -.J.... LA.L1 •61wrd O.64In4 Ona• SI Th:a nmr 5u N.1 d•v.nN 14• . 10 0.a1 Yen.n loud F• Ytl nw.n.nnnm wnf .n. a�n b. l.•d. err L!b Ib. 1{-0. ❑'r.." 01 A M.,. ntw.,N+nNn el 20\ Ma MM •roiM lu S...on I,.gln wr•p•n. 11 T\n In- Iv. b.M dlp " 4, b.I. VIC-P4 W ANSI TII 1.1915 p4,, porn. LOAD CASCIS) 31 rn.N CAPRI IE3a IHIP -0�•02�0 _ 15-0-0 _ 04-0 13-0-1 73d41 24.0 040 NAR'NDIGI T-rP5TRU553ANALYM FOR 1l:-I-LANE LOADS ONLY. LATERAL aR;,CING FOR OUT OF PLANE BENDING DUE TO WIND k SIESS11C LOADS 15 7.00,174;4= REQUIRED AND 15 TO BE DMGN7ED SY 0THEP5. 1a6= SO= l6-0.0 rr: nlJk rv��zva_-aaa:o:]r12a-o-aa:a:o:71;p_e.o_�_:_ul LOAD010it'll I BPACINa 2,04 I CSI TOLL 0 11.u41nnu.. 1.25 TC C.06 TCPL I I a IuM6w lnaro.. 1,36 BC O.Oq ACIL D.0 R.. auu. 11. YES 1 LVC 0.0] BCOL /0.0 Ced. UAC.1C60 j lot. ill LUMBER TOP CHORD 2 E 4 DF Ib.1SBlra DOT CHORD 2 A 4 OF lIn.lAelr0 a T11FRA 2 A 4 OF 91ud 0 316 = 13-0-0 DEFL Ilnl I I IMnI %ATE9 DRIP V.WLLI n. ,m1 1A.0 1861140 V.nlTLI 0,00 1 SBOB IIn10T11 0.04 it. III LC I.I.Mn Wall . 360 W.12aa 120 0, ■Mnn.i el a-0-0 m gmin Furan 1P.cin9. Rya coop uwlm .p.IM.r 60.09n..mn b•;b0, PEACRON114.w.1]9.•JB]000,24.14213p-0-0,IM1•2111]J-0-0,27.0]l]00-0.20.11 .0OA-0. 20. 11690-00, 30. 118p0 31 •117130-00, 120130O0, 43 • 11fi,]00O3. 1I7f3D0-0, . 117/30p 0. 34. 1101504. 36-1213" 0, 44. 2111]000. 46. §3,30OO, Mi. u Han 2{• . 4242.1/01]000. 41 • {17ag0-00 22aa.d 4w 11. 24. 131WW u.. It. 44-.g16W w.• 11 M I1nYD7a • 7911ud.... 21 13u aqa 35. 1021b•41.,- 21. 46-211164 1w• 11, 46. 93 Data all II. 4f • 125 Goad cat. 11. 43. 11611a ai cw. 11, 42. I Btro.d .w. 11.4 i • 1 T]P.w en. 11 FORCES INI. rail Iliad Cw. anti TOP CDORD 1{ 1a•A 36. Ba, 34• 9, 4-B••9. M1 8••B, 6.7• 9, 7-1-0. 0.4..9, 9q0. A, 10.11 • •V. It•11• a, 12.1.1. 0, 1]96• P, I IA•.B, 16.17 •.9, 17.19. a, 19d9--0, 19 20--2. 20•Z1 ••9. 21•22..a 22'23• 0, 23-2 4. O 0. 24.25. 10 OUT CIMAD L14.O.q6-1Bw0.41-15.0.4]i3.0.<3-L].p,ai-1].p,Ao.a{.0.]900.0. ]9•lB-0. ]7 ]B•0, ]037.0. ]539. Q, 34•]D• 0, ]304.0, SI43]• 0, ]l.]3.0. 29.. • 0, ]9J0.0, 7 6-310 , 1, 11.3 . 01. IS-3 24226.0 WFBa 232/••1A.22A•14,31.2M1.g4. I62D•9G.lY]-B41"4�]L0-01.10.20-. 16•]5.-9-42, 12.37. 1]15.61. ]da • •Nl, 4.1M1. •74. Ri4 • N, H] • N, 7.42 • 41. N1 • �91. Y<0. �01. 10�]6. �11, 11•]a.O2, ILI7 • 59 NOTT9 I1 %.rich 10.N1M ,Oaw19. 11 prwmt wa..r pn4n6. mm. 2611 AS pl.l..nn.M...p1M ., All•. 4]1anwwZ.4 MO.niul.ntrw' ".,.a ,4Da. 4.namvli4 b..'"a1am.,a, .I 1--0a.nlr,0F..laa.w..0 foT.1 •a atti . mi- fM714m, mat, tat ,10 0 ab,1mmai4t. 1,, •mPatim,N.,.1o mn.nm.uo•.nmA an. iW.. .2o%A 9I A.M. Milp u 6•m ..'sew I., M•9'.m amA.. Ian'36. me0mie4w.1 .. a. . l won fry.aau In• b•d. noon. ma'. uy1M. 1,anMr.'.' 754 aWO 101 Tait nuw 6u 11•n da.pnaa tw non VqC 94 .M ANSIq% 1,1964 F41n9 wn.n.. LOAD CAIEI31 1:.nd.rd > 4,024.14 2.1.2 4.2.10 3-0.14 4,10= 7,00[IT 3xs= ]X4it 33fG 4___- 6 - d__. I 30.4-0 te.sa ilne r_ zsa.q�z7a.z.��yyodd-0..�tta��yy��,� 7-0-0 2-7.14 4.2.10 ..kl]., 1YA1ll'131'1a"••• Tft6 TRUSS IS ONLY DESIGNED FOR 11VAC 441 LOADS IN ATTIC AREA 70" 10 1s 17 21 31 16 16 14 13 SA= 244,1 314= Ste= 3.5 : 3.$= SIG= 314o W11 3-e-14 A-0•121-10-I0_r 11-54 1e-54 31-16 25-3.4 27a-7 30-04) 24.14 2-2.14 4-0.14 2-6.14 7.0.0 2.7.14 4 14 77.14 --ta.14--r PI.0 01 ..FTi_IX,Vj�i'7 ir1'J-07: -rpl'jC0T9:0_7-01jf'O TSSSdj'j110-T•7;id,;I1fi0T12;0771j�j180_ST1S2Aj- LOADINQ Will I IPACINO 3.0-0 ml PLR Earl aw 1•dal I FLATES GRIP 1CLL 10.0 PI.I., Inu�u 126 TO 062 V.r11LLl .0.1316.17 >980 I M30 146114U TCQL 16,0 lum6r lnuu.. 1.26 60 0.64 , V.ulIIl-0.4314.17 .621 LOLL 0.0 P.p 6uu. Inu YEs WS 0.36 11onini a.ae 11 W. LCOL 10.0 I 0.4. UtlC1coo IM.Ithl 1q LCLLMn1U.P• 3,a W,gba 135b LUMBER BRACING -�_- -- TOPLNOAO ZX40FNo.ILCu.0 BOP C11000 •b.nMd .r3 pqn .mtr b. LOT C110AO 3X 4 aF N.ALdm0 FAT RIORO All-9..w 2-1-1 ].1 p`r, P.unp. WFPP IXJ OF!„dq dP F . 1, W.110-04 on cmin b..ap. REAC1N1N0IbM1iui 3.1]6b10•]e, 11.1]09O•:Ftl FORCES Ib1 • "o1 L..d fn. OnN TOP CIIOXO 112.1� 10-3 • •3217. 34. Q207, 4 6. g076, 0.4-•3603. B•7.460]. 7 P • -3603, tl-e •.; t 73, 0.10 • •2706, 10 11..nee. POT CHWAO 11 30•1327.1030•111e7.1019-1007,17•10-SB74.1741.3503.21.33-]6a3.i6.33•]601, 161L. ]OOtl, I4.15. 100". 13•14-1567, 11-13. 1007 WEPtl 0IJ.I4, 4-14.104,� 10-17, Y70.9. 4-10. 1210 610•401,5.17.77B.6-17. 407. 7-16.•103, 4•10- 730, 0. 16. 602, 1 -J. IS. 1.73 NOtts 11601b AC wN b.d W..,d .w 1A. b.11.m .b.rd. 16.04 from 16fl ord. .oppwlr4.1 tr. Fdnb. 1.64).pr.. 211... of. d." b.l.p, i,cuol n.rnnl•1.nxi.dl...pp.n..rpmvn.db.dla.Do.,,.0..nnrn.nblMO.bigNMtn, W14✓q 4upnr 31 R.vN..do, .. dr.nn. 1. p.,,ml naa F•"o,g. 41 AC f ,r. Mpn wio 20 .luN.,i ,1Mrbba a.d. II 1Ti. Irxu no, b.rl 4.rpnM b, . 10.0 Pa b.n,m .A.rd So, U W nmun.v,nnl wMl •n, .Inn W. I.N. p., T W 4 No. IS P. Up0A4. 61 A plot. Plun6 lorI n.130%boo b.,m "V1.4 Nr tn. oq.n I•mnr m.mun. 71 Tlno w.. h:• bun 4owpno: for pen, 1M404.nd AN&IRTI 1.1065 Flume u.u.. LOAn CA6L711 0.mbrd pup I1 414-0 3r.r 4.14 94-0 11,54 ii-6.4 23jd 26.5. 0-4-0 34.14 3.� : r �-9.0 _4 z_ 1 ]9da 3C 70 7aa 4,10.0 3.1.2 1-614 p-4d u•o.... WARNING...uu TNLS TRUSS IS ONLY 46i= DESIGNED 9UR HVAC niu 2,4n ue= 7,99nT 4 4 6 7 L0ADS M ATI-ICARGAI 4- � 2A4,- = N t2 to ti a tt Ts.i= e•1.12 11•sd lira 13.24 30-04 4912 4.1 tl 7dd 9d 1T G4-12 rimrlxyl-7;.rrr�Td'p1.[d-6sero�arpose;9rnL7a.an_a�11trD'�aD7a td.Dre�9_a'e_______ MADRID 1PJ1 0PACINO hOd CSI -- O[Il Iwl IMq 1N.,1 T RATF6 Ofl1P i[lL 1S0 q.b,MArq• 139 I TO O.aY V.nllU O9p 1241 1.1 MID 160,14E ICDL 100 lum.v lncun. 125 SC 0.53 I V.nITt1 02912.13 +S3B POLL 00 A pau... Env TES I WP 0.20 tlpnf(11 O.OB 9 nlI OGDI. 100 i Oq. D6C1Gi0 IAH 1 I 1.1 LC I L Mn 14,11. 340 Wr6ph1; 131O LOWER N TOP 2a OF Ne.1LBu•O TOP CHORD 5h..1h.4 a 3.74 an •.nlw p..9, NOT CHORD 29 4 DP N.r1 LOn-O W[PN 744 DF hud4 DOT CHORD A,4 cdnY di„cul •I,so., I", en i• NEAG110NB Im.ya 2•I3P610J0, S. i1v6444 FONCE0141•ibq ludf uDnh lOP CIIOPO 14.10. 24.•7770, ]J. •20f7. 4.5.•1413. b4. 7412, 3472, 7 N..700i, V S. •227E. 0.10.10 NOT CHORD 3 14. 1 B28. 13 14+1763, 13.16.2472, 16.16.2472. 19.16.247I. 11,12. 1760. 5.11.1 C07 WM 414.104,7.11- Ill, 643+i30,SU-424,3.14.•165, 4.13. 117, 7.12. S0l, 8.11.•141 WTEf 11 both AC and Mq pbo.d .n th. WH. ah.d. 11-O4 hem 1.11 .4. wypal•. I Iw. PJ.n,. 1.44 I1 Eu.01 ...h.nn b.l.nr, ro..W vanm.0•nbl,•ue..d 10 rvpPm .... .n.... V L.al.l. Pupn .1 rann.nirM.l 1. dtlq.rvd is ,M 6.41v,S drw, 31 P ..O• N.yw. funK• 1. pw.n1 r..n p•.w'np 41 AB pl.1...n 1130 4.,.. uM... ... 611hM vun h..b..nd•-a-w1n.100 ya b.".an an Ev. Mq n......... I oah.nl m., Yv. 1.q. P., T.6M N.. INA. UNGS4. 61 A W.I. ,nmp paucu.n .1 30Y M pnn .pPYq In m. V.,n 4mbw m.mb.q, it ihi. 4vb hw p,m 4m6nq Iq pqh DhG114 .M ANS14R 1•U16 p4mS .mde. LOAD CAAEISI 41.4.M B %RI IE INIP I1 1 OFRAONlRD6d'dIEdN. DfORN1�9EE23�)E0E 4'07�.n OTfi4 • n uctn•c, nc, on •p S,OTjEE9"pi -04-0 4-0-0� 4 _Ia4D 1144 1434 21J4 2$d.2 3044 ]Sid 0-0 4-0.14 A-1.1 2.94 74.0 1.10-8 44.2 44•1� 9-4-0 see ..sw }YARNING,..'... 4L6= THIS TRUSS IS ONLY 214I Sb4i 4dA_ DESIGNED FOR IIVAC 7.00I'1z- ° 7.:-� LOADS IN ATTIC AREAL 1/ 11 14 17 1A 13 12 11 2140 5a1= 344= 314v Set= 2.411 1 44_14 1.9.12 11.5.8 11.54 21-24 25 S.2 30-0-0 44.14 4.1.14 2.7.12 7-04 7441 48.14 44.14 LCIAOI1O 1p.0 I SPACINO 204 TCIL It plan lnww 1.25 TCUL 19.0 lamb'.Menu. 1.2% ACLL IT.0 0., NNw. Ina YES NMI lam i ewe DOC.iC60 I LOWER TOP CHORD 2RA Of N..LL60.O NOT CIMNO 2 X A OF N..IAOO O WE6N 2R 4 Elf $,.A0 ryEACTNl N1 Iblanl 2 • I]9610J0, 9. 1]LS.4]-0 C31 DER Iml 14.1 Well I RATES OOIP TO 0.43 I V.,11M-0.091]44 1000 M20 100,140 NC 041 V.nIRI .0 22 13 14 a0DD YOU Olt Hmm1 a 67 9 nn I1A.U1.I 1., LC EE Mn I'd." . 360 W.pp10 146 b A 6RAMNO TOP CWRO U wb.d n 4.0.13 so ..I. ptnln .p.., NOT CHORD 1,94 wimp da.nll keeled er Ian 0 so senu b.rcn0. FORCER IN) - Feet Teed Cue Cole TOPCMIAn/3.10.33.4300,)4.41113.45••1909.St. .1600.64.-16DN, 7.6.-ISM. A4..2304. 0.10. 10 An CHOMP 2.10.1110,16,10.1210. 1446.1[O).1447.1009,17.10.1009.1310.1000. 12.13. Md. 11.17.1210, 0.11•1910 W ON 4-16-229,7.U.231.614.452./43.303..T-1h.467.4-14.62N.715,112, 0q7•-3A6,341. 10A, 941• ln5 MITES 11 00 b AC unn MN If cod m the Sense, [pad, IS-" Item Isb mA. wMettM .11ms psnu. 1.64 spml. 71 ... n11 -1 o." Wis.. q.msl [mn.[11n101.R.n.d Is ..pp.n .•nwnu.ltl l..dl.l. 0.", 0[.memmnl.l Is d.l.,.1" 1. Ike kuld., d •wu• m•n.p• 1• W.r.n..I., P.W." 4 AA P'Mw m Mrnu 20 0.l.• p.lok elnu.u.. i,.d. sl TNw I,un p..'um mm d......41., . 10 0 "1 b.m� ud [.. btl nsn:mcvpm w+ln m1 slpm 31. 1..4, p., Tn.4 N., 164. USC 54. 11A .4unn91.dunrn.120% he. Ines .pp•.d In m. 0r..1 Lens" ..mOm. 711Nnu.1 he. been 9.N0nm1 In bm IiNCd. I'd "11I111 1.1195 plun0 un.ru. EOAD CAOEISI Alsn4s,d LOAC, 5120 •04•0 •7414. i�11.1t 93.17 ISA-0 20A.1 260! i2A-0 i2a-0 1.i-0 3.11.1 SA•1 S•41 SJ•1 S•S.1 S-- 04.0 ti9= 11.14 0.44 415a 314= 3.0= 4.4-, 1.0� •24A SJ•it 1144 21.3.2 ^32-04 2.0-0 - /4.14 a- IJ.2 5.3.2 - 5;. 4 1{ ,sr LOADIHO Win ' SPAC1113 lad C11 TCLL 160 rinn In...au "s TO 0A TLCL 130 ( umb•f Cnw.. 1.71 BC C./7 BILL 0.0 R.p SVAu Irlc, IIO WB 0.23 RCDL 106 1 Cw1A UDCACBO LUMBER TOP CHOPO 7 i 4 DP Ho.11311a DOT CHORD 7SA OF IIa%.,-t4 ATBS ] 1{ OF 1. 4 -pc.pf OTHr's 7s4OP S1uMp 7 Y a DEFL Iris 11x1 Vtl.n PIATES GRIP V•nnll 4.13 12•13 ."1 i Ii.70 111011441 V.nrrLI 42512.13 •331 H•:nITLI 0.04 10 ma I So LC LL YIn 60.11 . Ito W.1n1: 31116 TDP CHORD Stra,n.tlwW7mcAmai {ntUln ap.cul0. nc.ptay rylya4. BOO CHORG IIE05 RWq" mo At m1At OitBIN a W lbq of l-0a rm c.nbt W AxmO. 1Non0p1 b17, 6-07, 7.10, LII REACTIC143 I IB.UIO 141210gJJ, 10.1aT09Ja THIS TRUSS IS DESIGNED TO TRANSF YUaa. Upptlli-7Njk+G s:iit lG.Jnlwoc.is Al ,I';,p LDS FROM THE T.C, TO THE 8 w,.Gl.vu•uaQo.nc+..,I,,O.nsTo4aao11 PROVIDE ANCHORAGE AT JOINT 11, FORLEs 1,b1 -first Lo.0 C.I. Only TOPCHORD L7.1,7Jq,l.N•I11i.1.6.•ID7/.5iM01f.04•.11T17.R�•/II, u.1, 7.14•-IO Fr1OnR %1� L8S UPLIFT FOR Tt DOT CHORD 17•H.1114, 17-03.1111, 11.1:.lbEb, 10.11.601. 0.10.476 7.T� f1�T WC..RS 1.U.c5.1.o•1a.411.J/3,5.uK35./.17.Jc3./.T1�17,.hin,76.am-.I37e,iT JYY hhI0hI ONLY ImIrts 11 All Pleb. at. Y70 N,wS Won. ptlmrrnA WS,,M 11 As w Sim. im7.4 a,1 4 i wH.nruA oykal.tl. 1 DIs UMS Amp.CAtl a11d-0tito,A n 1 D111 Utu1 N. bM tlogndloN lC0 Pa14".Aom ye+tl ina b«tnmcwuvnnl+nb an, wtwtlrq batl. pI LC4 Ho. 114, UBC•N 5I A fs.lxq owtlltwl 0170% H41 t wn.rPI4A fw SN Olwn 5cnwf m.mbr.. 1IPlprIts' mrnaneal 1-l-of. oily oN.n. o1 Ina. tooe.ntq ppbb cAP.W4q.UnU.Mvq 71114 U001 Al IQ" 14 tN1 TIT to upoR 411om110. 1`TtlN, w. Pa. t..n owgnd lot wtn URCJ, uy Al13V1fl 1•l/1f ptaong cTAna. 311A.Uw.og1,1 M.{wn monR4U. B.uUrtq O..grNlm.I SNS k43„a r.If, W1 m., uq.d IM M.V.,yMu•. of". not.. Pltl. Inct.u..l,l1 0, s•IOr70 D,1Y37d, 7JH34, 7.1.17.1, tJ.27.1 7081. 9.7.255 3. 7J.7w 3 r•111.0. 1•ID..111.a t1•W.Y30. ID.11•i] P, 3•10.J02, IJ••t7,.1.14.•171.1, I•.•.171.1, TJ•437.dJW/G MJ333 ,NJA 3, YtNit 3. 1.1•J3t 9, N••7500 1, IL17•1l1.0, 10.11.1510, OJ0.1/1.0 1 .0{.p •2-0�, 3.11 •{T^9.5.1! 1fi 0A 20A•1 �T 7fiA_7 72-0-0 ]2{4 1•/•0 3•11.1/ 5./•1 fA•1 414c 7{•1 5•B1—� 5.11.14 04.0 10{A 215c 2[I. 2d= 214v p/., .244 64.14 15_0.0 =,1a.2 52. 3.A, L11 —So.: 54.2 0.1g4 LOAmlla(III) SPJCIIIa 244 TCLL 100 P4l.%Im"t. 1.25 TCOL is O Lum ,1%1.61• 1,25 BCLL 00 Pap 511.W ln[I YES pCOL 1L0 Cotl4 ❑BC.ACO➢ LUMBER 1OPCHOR➢ 21411TIIa.14RU0 BOT CHOR➢ ] 4 J OF )la 1A0Y0 5FE81 7 4 J LP SN00 •Et[rpP I.117 3 4 OP st00 REALTI➢N3 51tItU.1 14.170tIJdd. 1DH47DDJd 0 e CSI OEFL (ln) ILA[) Yo•0 PlA7E3 GF:.r TO 0]7 Y."rLu E.1317.13 -its I L70 U61411 tic V.IIU I 4.7112-15 HIS KL 0IS Ha➢1T4) 004 10 na III LC LL MA te•n. 110 I{ yi0ttl: IT$lD BRACIII'---'— IOPCHCN➢ ShaurJa 611.N on crnl0l p+tm [p.cvq. .•[.µ nx1 •I1KAH. OOf CII➢fl➢ Rpq[rdn20nr_tl[app4W OI 10d4 an [MMI d•cpq, 1 CPW / 44 on c•nyl b•[n 1 WEDS IRaw •I IBN4 PI .17. 2.6 t-02 FORCES ODI• Finl L dC4•. OnryI1 TOPCHOR6 5 i•1. ]J•0, Id••i]l/ 4d••10]/Ad«1011. 1;••1171. TJW7/, ad H. 7•il..I1D BOPo11➢fl➢ 11•IMI111, 17.11.1 N/. 11.17•iJ51. 10-II.W. r•10•.17s WEBS 1•t7H/,J•I1•IW,4.Il•-7f3,s-q`iss,Lli•911J•11••I71. 1.11g74, i.10•.11)1.741••16G0 IF➢TEs 11 Al p1,11.•u•Y7D pHle•1N.•• mr w,j, 0'4""4 2'I1u•11" Intb•n Jnlplwl IJ14100 pal GMI IN. bN•twr gDl.jo 1alf,lF•C14, 1 ApYb I•Wq 1•dlct4l M70Y PF•1+•n applyla ID[yy •nt N•[11+R. 41 TOn mw1 b•1 IMn WM2nW bt Ian VPCd4 •rd At1i1TF1I-Ilbs1.11Df p410p [Inu4 L➢MCA411M SWW"d CATNEONAL 1 2.1.12 344.0 7_1.3 124-e IT-0-0 2_r 1 -14 20.1.12 . 30-104 . 344-0 .1 044 4-014 4.1I.7 4.11.7 US 1 4444 44.14 444 3.1.12 2-14Z 0•4-0 6 � 313.; :T IF... '{I� �••� � 7j �� ill Shs. In i::_-l'a f 3/1p mil Sa` __ L =��:1 �•. t0 Y T:• 21 IC:�' 'LL•L_ " SNv LIo 7a4II--'ed 22 le to 17 17 bric Sol c 3.00 j1Z 214u :.4n 2y0 Ixlc 2n4 7.1.2 1242 17-14 214.14_._2644 _ 34-104 3444 2 {910 r /-11_- )�-!J4 74-11 14-2 4.104 3-0.1a rot. L !i: 121r!!!2.-I 7p ielllLdM q q nLL'4- c e o Snl-t}tanaM-----._- LOADING OAINO IIl10 Tcu YCOL 1N0 Elm on /Ct1 W0 LPACINO 2-04 ml I OEFL I., Pall IN.n it&nl chip Pnn Llq.A.. 1.26 TO 0.32 I 60 M20 100114NLumbu 120 60 061 Y:m"Mt! •1-040 16 .374 NI1.1 IIII 0 Cm. WS a WC.ICeq I., 7C l2 L•n 140 • Jac Wrahtr201 n WAINER I OP CHONC 2 N 4 OF N..ILSI.-0 TOP CIIOOO Sh•.0,.4 or 3.24 an .n,l.. pvan .pr.p.6. NOT CIICN0 2 A 4 OF N.A4 Sn41 LOT CIIONO 11,4 nlnp dur.Cy rppaw at d .0 an [mist drm6. WE6S 1SA OF Alud.0 OTNEA► 2A4 OF SluA 11 WEDGE Ni0nl: 2 A 4 OF Sled NEACRONSI'Nwd 22•iM16M1/040.I0•I4AMX6 i OHMS IGI • f rl l•.d Car Only TOP WIPP0 h] • 1D. JQ • IO4, 34+Q)17. 1 0.4620, b L.416l, 6•] • •2{71, ] 6 • JCAA, B 1 • J460. 640•-2560, 1Cq /. /0 KIMONO SQ7 • •36. 7 L23.916. S021.7011. 030.2112. iM1•lS • 0, I S 76. 2. 1243 • ]II. 1q 12.21 J6. 17.18 • :f51, 14.17 • ]111. 14-16.3065 WAS 292r4A07.1)41.20.B4A•4P. Y11 v3110.4gi•J67.5-10+46],N90. 103/. 7.10•A42.7d1.441. L17.444, 0.12. 421. 12-14.2237, 5-14- S.S. 440.20, 4.20. 476. 16 10. IS6 NOTTS 11 AN pt.Ul uNUd l M20 .. uNro .Ihww. af4a.d. 2l Tbu w0 no, l.n dnq Nbr.1001-1b-11-d,w46o total .rn....wnnl u6h my olnw lnr lard. pot TN4 Mu. 164. UNO. i1. 31 A 190. m.p ..fuplan •1 20%ha. LU..pplyd Ir• %. oruw I,". mote... 41 Thn bwr h.t bra drn6n W la both UNC64 W ANSLTM I.1466 p4•nN wn•n•. IUAO CASH) bn.rr0 ru.• �j�T1P• �lr �tv CTRifCA1NfC.lEEIl7li?f`� CAPRI 02 INT, CAUI[0X Al NOEII60N TRULL ; IXON: CAPrORN[A-b562SOB00-M, r n ••ulr•, c. cn Wn -v10 2.1.12 3440 -04-0 . 7.1.2 12.0-1 11-O.0 214.14 26.1.12 30.10.1 3441-0 044 4.114 4.11.7 4.11.7 it-11 1.9_-r d L1.1 2.1.12 044 6 slss � � aE s]ss s sps, •1 7.00[Tr Is Us= 2 4 3at1o> sip; r o U it 12 s,e_ gas= 3,o0fir 21411 04= 244 tl 2,4 n 2.14 7.1-2 12-0.8- _1744 214_-•14 26-00 311a0-4 34-0.0 2-34 44-10 4a1-7 54.1 34.14 44.2 4-10-4 3.1.12 pr.7�a•.wE.rrl=f4�3e:a:,_iTl_o_�.'ro4�ar71oa:n__._r_�Isoa:6a:�1�T- - 1 LOADINO Ip.11 sp I.,In 704 �, To 03 1 PEEL {i,1 Iba IM•11 I {4ATE9 U'11P TCLL 16.0 N.1.•Inwan• 136 TC 0.]] VuUtll .0.11 16 aBp& ( M20 18611.e TCOL 11.0 lumhar lnwuu 1.25 NL 0,40 Vr01T11 •0301L16 >BU BELL 0,0 Xap 9hu.Inu Y[& WB O.08 lbnlTll 0,21 In a.. tI 6C01. 100 CM. OOCICAO 1n to 11 Mn lid • A•]60 I W.ghl; IBd to LUMSEN XXACINO TOP CIN7A0 3 L 4 OF N..IL61r0 TOP CIIOflp 61n•.h.0 w .l•]7 an unlar pudn .pa,Mp. NOT CNOAp 2 & 4 CF N..1L0: 0 POT CpU DO Illp'd cNwB Oiu0y .ppfiM er 64.0 an canl.r b✓64. WENN 2 & 4 of ll.d-0 OUNAB 4 X 4 Of NIdd.0 REACTION[ INh0.l 20M02p:p•].B. 10. 14]6NJ8 FORMS ILI • To., load C•.. Only TOP C11001) WE9B 1.270..8..412Ob.017... 212J6g,B3•47•7•.iN1•2155,.415p.4.-23]-1B7.•51•1-.149515N,•4.J7B•0-.262."17..7•-B]q+1.p7•7107. •B I9 B•00.3 . ]7].117. 9-.-1N0].6,•274.01tl3..1]0Y.01,1D.15N0T COOKD 2.W001.I17.13ai2063.13,14.0.11.13.0. 1017. 200. 10.17. 2464. 16�1 a. 260Y 2 a.12.••614, 17.15.3I1P. B-05 • E]B, Sq X. 11, 4IB. \64 NOTE& 11 All plait. w M20 plwu uM.n e.nn•nu indi..ud. 31 Thi. Ilan bay pun d..,AM I., . 10.0 ,.1 bnlwn ooaa a•. I'M nancanwannl will any oynar In. load. par Tails lic 164, UNC-04. ]I A pl... ...n4 Vd.•Wn.y.01. M. h,u.&saw I., In. &nary Iwnbw mymYw. 41 Tim, Xpu has Y.w. d.upn,d bl Yo1h UpG 94 and ANBITM 1.1095 p1un2 M.A. WADCABEISI srndwd b ,k .s47 J• ' 4 �� ucTJ �� GAPHI I04 I IN]'. CATHEDRAL I1 I1 AN6EFSdN7FUH0;'{SIXO((,'�AIIFdpHl4—OGHFO,dHQ4— 'T'fflZ :7u� D-TffUH7TTiiT u-- nc. pn •Y Q-T21Zr,3TT8w 2.1.12 ]tia o�� _�'1_? T 12a-8 tia-0 ALH-u 26.1•12 30.104 24-0a 2112 441-0 4.11.7 1.11.1 AAB16E-14 4i•14 4.1_-3,'I-i't 04.0 1 S h5� � 7.40(17 CA 17 It 411= Is 315� IT Sit= 0.D0(,i' 13 12 AUc u 214;t All 2t-d13� 7_1.2 11-0-0 174-0 21s•N 26-0-0 70-10.1 ]laa 2.12 4.040 4.11.7 54.i D— p•10' js.j 440d-t--i X, 7.1 •ti 1_'!!-lr.Da_ep_aanrern-n:]a_rTH:o-re_,eTa, ro-aa a- _ ri � R61 ]74 D_40.7A LOAUIN01ppo1 SPACING DO-0 C!I -- TGIL 1tl.0 pqw Nuww 1.25 lG 0]3 V•nM1lt 0,14 I IS i090 I MAIN PRR iCUL 18.P I lumbN Macaw L2fi BO 0.63 Ym{RI 0.]014g7 '010 iBBlilb BOLL O.P I bP00w. Mu Y[S I WA 071 I1.a1111 0,20 10 SCDL 10.0 CW4 ❑b F 1R00 Ica LC LL M. Vd.F ]00 nl• TOP GIMAD 2X 4 OF N•gi0b,0 lRAC0:0 — AOTCHM 7X WIN$ OPCIIODU4OF lOTCIOOP WEDDE tiSh7wW Mw.•duw0 d]nqw•102Y o•nPFaLmMtN.r plm0fan -0.w•nucnnqn, w.prwt, L•h; 2 A 4 DF Hlud, 9IBhC 2 X 4 OF Stud Gc•nl: ![ACpON6 {o,iuq 2.1Q14018. 10. 1616711J41 TORUS INI • fot L•Nt C..• Only TOP pMND bTC00RP .?17S.. •13bM5b7•.A]74.U•44.•]i19+813.1AT-.b1.1-J4Po.0]]46,dy.1!••766I8•.410J•IA•21,00, 7.14.at]. T•18. 1lB,. 1011•bWE" , .1.17.7A 15.16.2732. IA.14•3/08 0-0b•47 b.B•12•~N11bi4.278.19• 837. 6g7.200, 4./7.•b0 NOTES 21 1tAApn1 lmnb•..D]I A pm rmrp r'dIII•n .4 ZD%nh•w10M0 of EnitcmN hmr• dpy 11. 6hMwnpr m.vmb.r.. n1 ptnr br• b.d• pu Tb. N•. iB-0, UbFiq4. trues Ao [•q 0•rgnN Ip. S•q U2F94 Intl ANSDT111.1466 pl.t., amn•. LOAD 0M[I01 St•ndud I -0#-0 5.11.14 113.15 -- —1{ 17aA 22a.1 21a•2 uaa ]{d.o Oda !•1 t•:!-1 !a• 1 la•1 la.1 �—"�---+ !•Il•11 01A {lA> ]14= 1•1= 341s r— Oa-0{ 17-0a 25a•2 7FC-0 1 ea.2 w•3 1a.t{ 1. :�:p1.r.�. KSCI?sa:1�a55LIre�Qo:,;aL.l4ina:aara)�7;-a_3ra77>.earaaaal- _�-------•--�---_--1 l0ApN01r 15 SPAgNQ 2.0-0� Cal 0{R Inl INq N o iLATIS Unip TML 1H0 PI•M1lnuno 1.2H TC 0,36 V.IUILI -0.1E MIT >666 M20 1041148 TCDL 1B 0 lamb 1 u.. L]4 6C 0.17 I Y1rtIR1 -0.]0 1011 a60A--�_—_-_ -_ --_ Hall 00 R•p 01 11nu Y[H WA O.id Nw11R1 0.06 6 m. PICOT 100 Cw. NtCdCID 111 IC LL Mb1 I'd.il • 360 Wrgnc 1616 LUMHSSI _-- 6RAMN3 IOPCIWP.D 2R4Df N..ILH110 TOPOIICAD GMnh.dv]90 p.n..nly pwin lPlun). HOTCNDND 2 A{ 07 N..14,6-[. DOT MIOND R,]N••1n6 duudy.pptW n1C-0O.n ublo W[H6 ] 1 { UR 4 OF 1 44.6.1• W WS I A....I r•1p1 4-11.4.11 4.112 S d O7 Sida. 6.112 R{D701d0 411SR4Of 61dA RgGT10NS {\hinl 0.1e16i0JH. 3 • lbiP.O1U fOPCEH ILi • Ib1 { W G11 Only TOP CID la•G.2a..Qlib.]-i••]06i.d-4•gi9i. 5a••li6{, 6.7..20Ht,7b1]24,66.4 H01 CIMAWgp 2•I2+1660, 11.13+6.0. 1m11 • t6.11 B1 0., 6,1 W[qF ]-02...1b, {�13•All.tll•�eBH,EgI+IOB6, 6.11•E07.8•0•d]l.l•10w 361 NORF 11 All pinn I., Alp p111U uninl tlhu.br Ir[k n•d. 21 TIA. I.,.r Ill, b..d.WlI W III . 10.0 ql bm✓n .had 111 N.d nms.nlvnrol .ah .ny rur :n. lever pu T.1N Ma, 1H 6, pIf.14. ]I A yyW%I un9 IIiw'n It 20%h., w.n I"I. In. 61On lump.l Trmpm. {I Th11 I... h.. b..n d..pn.d III bnlp 1IAC-14 .nd ANSIrM 1.1015 pl.In] ( WAD CASL111 SI.•d.N MOD. QUEEN 44,-0 /-11.14 ll•1.15 174-0 234•1 2{-0.2 24-0-0 34.4.0 0-44 5-11.14 $4.1 54.1 14.1 54.1 1.11.14 04-0 431= WARNING; THIS TRUSS 15 ANALYSED 1 T-,R IN•PL/.4E LOADS ONLY. LATERAL VILACMG FOR OUT OF PLANE DMD•IG 113c DIJE TO WIND is SIESMIC LOADS 15 REQUIRED AND IS TO DE DESIGNED BY •A 7 'I si 13 ry 9 10 U{v 344= Id_ 3.4c 1_ 14.14 17-04 234.2 34-04 94•14 6.34 ".2 14.14 a..I. Dlr..�.[z.Yl�ra:cTdo:T;7g]D�7ti;e�Al7csD.re;p:�_aian�e_h..•p. ,,lr_p�:a � �aJ-__-_-__- _-_ IIAOIN0' LPACINO tad CAI . DEFL IW.1 1 IH.e _ _ ___ c, PtATEA O01P oll 1GLL TCOI 1E0 ... Mu tA6 lu„G 4 1.75 TC 0]4 I V.OALI dIO Ip•11 >BBB M30 1ed1140 4COL 00 .0 A.p OUm Mu YEI IC .77 WE 044 VU11TLl 03{1011 >BBB N.OI111 0.04 tl W. 4LDL 10 0 GW. U/C,1L{0 1.1IC IL Mn Idol • )10 W.yhi:238 G LUMSEN ENACINO --�- TOPCIIOAO IAA OF N..ieep.0 {0T CIWKP ] T 4 OF N..11611n'0 TOP COME, shwhod:. 3.101 m.mlu pMln.pneta, WEAR IV4 PF 31.d D+E...pi- BOT CHORD Np:41+try .ppW du..nF 31,10-04 un unur to Umr.4, 4-11 2 4 4 Of bd 0. 5.11 2 A 4 Of St"ei WEA.w.l mApl I 1, 1•Ii 11I 1 7 A 4 Of eld-O O111E11{ 3 14 Of 31.4.0 OE ACTION] IWhU.I I • tEtLO J4, 2. 161eN94 f0AC3e 141 • feel l..d Cu. Ono, TOPCIIOAD hi•4.t)n•])26.)-0••IdN.46.•14G. 64.-0464, M7••IOB4.74.4A6.eq.E ROTMAF•IIpMO AII.1910.11.12, 1440.10.11.114d.L10.t100 WE03 3-0L411.447•A1,441.4pB.6g1.1084,4.11. Opp, A•10.471.7.10•]/1 W rIg 11 An PIU..... M20 Nm..M., ch.... INk.ud. 21 Aq P1.1.1 n. 2.4 MIo.W....,hww.. iMIw1.I. 31 O.M. 11.40. EI.M IT 1.44..mlw. 41 1" alas 0-10n4 U ..wd, q. Ml.{ 91Anaord 09.4 End D.M4' fil Thn IN, I: het be. d WO^N I.e. 10.0111 "", .hud E.. Wed .a,.nannl .nM 6n1 .Mn W. l..d. pot T.4N N•. If 8. UPC14. 71Apeel. uup ud.nan.120% h.. h.m."E.4 b. a. P.m L b. mrmNn. 71 Thu IN b. It, 4.wpn" br M41 UK 04 m4 ANMOa IM06 p4.n{ .men.. I toAO CA/Em a.am.rd C 1 IIYIAO LOADA 723 -0.0 ta--0_ 3.11•14 9•5•19 15a4 2C$d 2e•0.2 3244 12.a{I 1-9A ]•11.1{ OA.1 3 /•1 T 44_ 3.9.1 S-4q e•11•14 0-4A 04.0 e {YARNTNG: THE TRUSS IS ANAMZD Sae,; "A' �� - FOR IN-PLAN'L LOALIS ONLY. LITERAL � S[3; BRACING FOR OUT OF PLANE VENT)NG 7.00[IT "� biI I I' I I � DUF. TO WIND It SIESMIC LOADS 15 a REQUIRED AND 15 TO VE DESIGNTD 91Y I h� •h 13-11i S. �� �� 1p� I 14 13 12 11 To 3[{'c 0 314 LIB St1c J14o 213n 7a•0 N•1A 1/-0a 1].73 324Ad —y 9.1.11 YI:-f107YO.7ai'R.GS10Tf1 if�rJs. R•m —__.. _ _ LOA2TNG Ip[R I SPACING ]Aa I CSI -- —OEFL—_Inhikscl la•R —��-� TCLL IK] P44•Innw. J.3! TC OQ I DEFLy J13 1k 1 wo '+ PL.&JE] GRIP TCLL tl0 Lootrl lncn•.• 12! 6G 0.71 V.,t(TLJ A7I 11.11 »33 I Mil LPIN P OL a0 .p sh., Intl Na NO "it Ma111TL1 OW 10 n'J ROLL 10a Code UOCACBO 1 M LC LL Wn Vd. n- 100 WV3tA: 311 It, LUMBER --_v_ ----� TOP CIIORD]1{t:P120I9R0-0 1OP CHORD 5frof+da 3a•1l mcod�prlm.Pac.q,........4 60T CHOyO ] K J lW .W 1tB-E witrc•N. WEPS /IOF {bd-0•E•G.Pp ROT CHORD flgq mjry m'.ay.PPlyd a l3Aa nn nn4, w+cm0, OTIIF.RS JK+LP SDQIdO P. ,, Ida tm cunt., tc•-.eq: 4.10 WEBS IR.n. •, mmpl a•11441 REACP0111 ItuatUl t+•1171gaa, ID.UJS9Ja FORCES IRA •Flyl 1e•,1 C... on11// 100 CMORO 1.14. 23• . 31+•1:It. 44..114. S4.414 /4• SJ 1, t.••l1?. 24.1, 1-1 J.•133 RGT GIgRO I1•N•'"a pq]g01/, fl-17.9/t, ID-11;IT3 1.10•iH WtI9t 1.p•e{,a.11.1J0,a-12ND3,S.13.lG;.L1]•.IILS.11•-151.T•{1•sso. 7.10•.1411, 1.14. 1+ T7 N0T81 1 All pa41111 Y10 dnn u.wu an.rene Mk1IeA, 2 OdtMm000 7.447. utw...A9.%,. AylGmA 1 Ga1J. tlWaapx.d .I NA MIGMb.. J 111y lIW. Pos tr•II Pllgrwl MIA Ica f bMla G1,N0 kt. U•A twt:wmGY.rnl rnh.n/ uM ba L41111 T+Ow IVA 19d, UglM ! A{..I.r,I.gl•dw:tw1 o123%tie l.en•lylrd lr P. ool•.n 11mW, monlJr. 1� It... Pool fyl teen d•1 V, W lot to, . U9-:a aw vis, PI 1.1513 {4.•q "K. pl 71 Wm1 G.M.13. A M. M.n lnoae l Mu14vq delgnU mulnorr..d•b����nW ire .ry GPllaGt ld Cw wo.fN Pw MFoy Vwa. LOAOCASEIII 141Wrtd E.uPI: 11 dNf.— ftlba P.crooe.l 33, F4111rcm...1.11 1.10••260. 1.7•Jt 0, 7J•-I] I, ]+.13 t. law a, Ja�•72.1,{4 Ill. /a�Clt Ia•JGO 0l. t•IO�i: ]. 1.7•J+O. $Ju/J,Ja.••IJ Noy: 3J.41 a. 14--32 4. J-YJ1 a. "G j a. {4•dt J. IY 11 I Cl:N13.14•21 ], 1.1.11.23 0. 1 t-1J•2J 0, .].1I.J3 0, 1•ID.11 0 .044 .t24-0I 341.14 I 9-1-11 1644 20-0_•.,_ 1 3EA__2 32-04 3144 144 3.11.14 11.64 SJq 4a4c "-I S 1.1 T i.11.1t Oda 04.0 n 0 3.4c 3a1= 714= 3.42.i{. 2-0-0 i•Shc 13.OA iJA-] 71AA 40_,i 244 64•14 iJ$ EAQ 11441 LOAM140 (P.n ( 3FACINO IAA CSI I LEFL (inl Y•xl Dd•11 I PIA7C3 GRIP lOLL 19.0 PIbU ID[13ui US TL 0.1T I WnILyy A,1217.IS >619 N27 1"lot 100L Ills unwFimsasa 123 DC O.W V•n(T!7 A.7712.12 .M BCLL DO P.F Sims lncl YES WO Oi3 Har:ITll 003 l0 10a KDl IC0 I W. V'UCACDO ( laI LC LL Um Pool• 360 I W.ym: 1741D I I4 DF Nd.RBPO TDN CNOFp 3MrtMq or /4A memin lwlkl lF•cOp. impRkl 2A4OF I'ti 10Q nKab. 2 A4 OF3wd-0•Em.r4' BOTCHOPD Pleb cal010 o'nc1133PP wa, III AA a1[int� hrsnrp, 2.142X 4 DF Std.a Caup; i-0A On nnul NacmT. 5.10. µE03 1Paw al mbpl �I2, i•li IIEACTIOI''004-111) 14.1227N414, 12.15011JJ FORCES IDl•Fbai In40CW On1117 Jt6,(JrE1T, iJ+1,7da••iW TOPC SV) /•7N.7.4dCoola.170i.4J.J34.lJwN,M1- WTCA000 q•U•10a0.17.1]•t0U, 11.17YTi. 10.11.171. I.1D"t7 WEB] 1-Uw.4tJ.170,417•iO3,3g7•S/ii•I7••111,i•11•-717. 1.11•SiD, 14Da.1143.LN..14t1 MOTES 1 All plot,,u4 U22 poi.\plitil DMuifMbaL]. 7 Dea 111AS nu toad dupnid'of a 10. a P31 M1m,n cndd P:a Iloll [[nculani wenu17 d0u111ya k'ud• P.1 T4PI• N& ILB, UBC44. 3 Apilalalm lad,tf4m 070% M. W. aron•d lw Ta 91.•n holm' m"Wl. t T14aJnui Iw loan drapr.d ro, Wtb UUCJ4 uW Ar131'Pl I.199S poop Cinina LOADLASE(S( SNrwld �Ilat�swi�msll� pl2al�ras a woo—�a�-,I.b-tPt9es 7.1.17 11" IS 11._J•i Lq—_ TIS�•_T —�4Id 04-0 3.10 2 S-1_561 92 1A.1p-0 7.1.12 4.4- N 349= 344= 3a1= 3a4= 219" 2.1.1�2 �eJ•i� 1r-0-0 25.3.2 31AL -0a 1 -----_ LOAOIHE IPIq SPACg10 7-0J CSI OEFL lint 110c1 4d.0 PLATES f.Alp TCLL 10.0 Ybullrrtun 1.]f TO 0.34 Y.dF1 J.111].ti >ff1 M. 11W110 TCw. 11.0 LumG.11rcuu• 1.]5 I NO B4] Y.drTLI-0.7713d4 •9919 mu. C.0 Rao Strati lncr Y2f NH o.11 RaH' O-01 MCOL 10.0 :hN U5CIIOBO LILCLLMhud.11i1000 na Yiapld. 113 lb TOP CHORD 734 OF H.A14114NOT iCP CMORa SMalfwJnSd-7 d1 e.n41 pn11n cpw,: 'wasa 2%4OFIIn.11600 0O-CHOPO IbgqW n,lry dnaclty :l41ud a16-00 p5:B3 2%4 aP lArd-0 WEBS 1Fow.l mqM 5.13,1.13 °nc•nln b4cvq RLACTIwISpdY:q 11.1110rOJd. 15.N129JJ M1OACLS Ilbl-Pinllo•4 C al• OM, TOi CHCTU F]•1,7J•:]1,]J•I1B.4.3•-1715..51•JI1.4T••111,7J•JA.BJ•l17, 9-0C•S BET OIIaRE Mef f413•M7.•140, 14-15.1 13 1 44•iON. 17•i3.4L1, 11.13.1L8. 9.11•Ad7 1/,6q4•Se,S.11•JIE,1.17.541,7.17••114.7.1].J/l/•t1.51S, 1.11•-1731, 3.11•.20/, 1.16.4N1 H3TES 1� All P1a1.4 W. MID p .'I l•.a vwr ". mbabd. 7 ThuU--14.L.ndrapn•dI.t. 140 paitgtum toad br•b.n ntlKylttn14n1 wnE ant dlnl 1,. R dl Pal T.LI. Ha Ila, UDCL04. 1 A plat. 1.14q lwy ln•1 G 24% W. bin arpli IM 01. 1Iu.n S W,r m.mb4n. ! 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TO THE 8.( TOP CNORD 1.2.10.2a.W.34.47.4.b.a5,SS-47. 6.7-a7, 7'S-aT.8-9-47,/•10. 9. DAI.aO. 11.12-14. 124]•-37.1314-.]8, t4•tswap. 1'1.1 /W], 10-17-a], t7.m..]p. 1R L-ai, 1/ao. a7, }oat-aJ. }IJx. aO, 22a]. aT, 2] N-a7. Uali-a7. 7.2-•J-0OT CIpRO 6 .0.a4.0. o?63620.O51-0,49d 7+70. 44 -044A45.-0, 4344-0.4743.0. 4142.0. 4041.0. 3940.0. JSJB • 0, 37-39-0. ]64710, 306b-0. 34,aBo.0, J.4.0, 32,17., 0, ]pax. n WCSI 10M 42,2/a3-•11A.11131-95.21.]4-.54.2"5--102130-.21.2a37-•91.23-38-.00. 22.32-.03. 20.n0..93. 10.41..p2 1A7 .•22,4T4S ..SO,6A6,4-55-ie, 654•p4,B•5].60.7-52•pI, BBI•-Ol, 0.50••B0. 10�p..p], 1218-i], 1]AT--0L 14dp../2, lbAb•30 Non/ 11 p0A AC unh bd Db.M w iM b.Nwn Mwd. 1Y7.7 h.m 1-N wd, wl-•.rtM m t•ro a W b, 1 e-0 T-.t. 71 E.S.p1 . M. 2 pf0w.. m... e0nn". W r.,,4, .• .upp-n e.nc.nwl-d 1-MW O-.qn -1 eum.cdenPl N d-1rp.I.d 1.1. �V9 d-Ypnn, ]I AS N•1n w 2.4 /bte• uNm rAw.d-. hJA-.bd. 41 AS 71.10 m b4 M}0 uN-u .thrwN. IMb-1M. BI 0-N. .n •0ntlww- bmN-, -MN bv,Np, L10-bl•.Iwn.d.. .M -t 10 71 TM1b Y•n h.16 bd-.rynM Irr, . in0 pf Muwn Mad Ir. 4tl n-ne.-rurr.m wNn -ny .Nw Yr. I0-d. Iwr T.M. N., 1i6. uo oao W. BI 4 M-u ft h r e,m dit It W 10 hY. FDO -SHIM Ier the c, r.n Mnbr m.mbcu. /I lM1 ifuu M1x bun dnlM.d la b.1M1 UBGW wd AMlLV! Ftp!15 p4tinp whr4.. LOAD CASCLII Stw,d" of a MOD, QUEEN -0i_6a•14 12.1.17 16-0a 21.10•i 29d-2 28-0-0 ]ed-0 0-1-0 Ba•14 s•10.1 s•10.1 5.10•1 -- 5-10-1 6a•14 0-Ja Its_ ........ \YARNLtiG ......• 6 TIILS TRUSS IS ONLY s.sa DESIGNED FORIIVAC 7.0UITz 4 ;� \\� 6 LOADS IN ATTIC AREA! Lop 12 13 14 11 IC 4X10_ ]XA= lx6= 3x4= 9.2.14 11-0.0 ]6aa V-- 20.9.3 LOADING (fill SPACING 2OA Pdl TCLL too Plu.e lneuw 1.15 iC 8.40 TCUL iR0 Lambrt Iowa.. t3! SO 0.78 DLLL 0.0 RIP 01rn. Intl YES WE 0.49 DCOL t00 O.d. U.OACBG IM4.Al LUMBER ` TOP c11UP.0 2 X 4 OF Mo.tAGinO DOT CINIRG . X 4 OF N.A&M, 0 WERD 2 X40r 6,d4 •Gvp,• 0. 122 X 4 Of$,ud 0, 7.102 X 4 OF DWd-0 NEALTIOMD IIbhUN B•l0i]10.t.B.2�10]tiOJX 'ORCC] Mil • Fiul l.ed (II•• Only TOP CIIOnn 1 OCFL IM iall iM.11 PLAYED GRIP - VmllL) -0.1] D•10 >998 VM:0 1B0f140 ngi4 •0.]9 8.10 >WO HenfRl 0.00 G nl. L, lC ll Mn Vtl.0 - ]Do , W.IpM: 177 M PAACtNO TOPCIMAD ]hu,Md w]d•id en pmin pwpn .NcL,p, BUT CIIORU M10 c.T p db.td, .ppl"., 104.0.n ..our br.vfi9 WEBB t Pwu.1 nW't 4.11, 6.11 DOT CHOICE) 2.12.2250, 1-2 0 • ID -19291 1 . 5,01619 15. 11 • 19147 1-8-- 7 , 0 9.10 WEDD342•.154,4.12.040,4.1I--674,l.11. 1211,232 !•Il+dl1. L•10. L10, 7.10 NOCE0 115011, AC unit k W phc.d an P. be0wn rbwd. 13.7-11r.m l.h.nd. wpw,....w. pa.u. 1.64'.t. 21blew, .ped•1 eennunmbl r•.dr•d b -1p 1 ..rmmpu.d 1.>d1.1. Ue•gn a eenme0enUl I. delep.I.d w Ch. bulge p ]I AB pleln m MI0 N•,••.•nLw euuw;.. udb•,.d. 41 TMI• puu hu bun d.rpnN br . 10.0 p.l b.nem 2�wtl F. lad nenemcuunt wnh mr unw Lv h.d• pn T.bM N.. 1pB. UBG)4. 01 Thb•,rvu 1 nrL.n JrOpn.d for bah U0O9f"AN91rM 1-lernbw In.mb.u. IBII! Plnwp when•. - LOAD CATEISI Dlwd.rd I Jun ,n+ nJ4 fbJ ,FN 1 -}I: }14t: 3.0.1 b}G 6Jd SX5= j } SzIJJ 4.so Fl2 4(4, .Ixlol 6 JSJO a 1 I , 7 'xs. JJ �� ��II ~_ 9 lb 1619 is Z1. la 1 (RY Ia 13 Jxl:- hlo0 J.(qL sxlo� ax10- Jc10a 1.LJ IMn /6t ao-1 1-114 N.Ip 1 LGAV NC(p,) ISPACI\'C 2J TCLL 16.0 Mint ln,fne 1.25 TCUL IAO Lumlrct lnuty. 1:5 11CIJ. 00 R,p SUr--,hut NO IICDL too Gzln II11C1Cl10 I UAb1F.R 1011CII0RD 7Xa OF!to IARuJ, JIM CHORD 2 X J Dr Nn IAllu u WF.RS :XJ OF SNJII DTIIFILS 2XJ DT Stud-n WL'nOT I.R.I XJ OF Sw RG1L'fl0?:41h.ke) 2•If.M o•J•A, II-INR }}.1 CSI TC VDII lint (I.) I VWLL) 4.17 1!46 Idr0 9aq PLATES GRIP Nuo RC Ono VrrM) 4)45 13.16 .9:9 136141 Wit 0,77 Ifni TLI O19 11 n. LI LC LL Min I J,6-.1(A1 I µ_uphP37 Ih IIR.\CING ,---�-- TOPCROVD Shnow.42.10.10rn BOTCH nvta r.,hn.p.dn3. 1 ro k"'41b) • 1`11111+J (b,r Onh TOPCIIORD 14•s.:•1 �•7:J,).a•.:977,Jd•dJ7f.. lfi•-L•!A. 6.7-.27An. 7-A- DOTCHORb 2-I9-Jt9. IA•lo�, 13•N•0.II•IY:J23, I!•16•:!:I, I!^I7N7(zl •A•F.IIS 11.1A•b,J-17-•:,N•13•!S. MI}-M,.i•In..521, .14)•2}),Jq6- Olu) RIOJ loihnJ J,, J3 trl,l.N to 6C4l n, im"t tnui.f I i I I 21A0, 5.9•--.7 m, Y•10••7)+0. 10.11- :7J], I LL•-} •(77.!•i6q A!9,6.16-•S+J. 10.1Y•11.10.1J--07. I7.19-2J36, 1J-I )•HIR� 1 NOTPS � 1) 5011, AC unit huJ ph" m the hxuw <hnJ, l6f�li lnm lzA pr rrn4 l+rJl I 21 Alt N.t.,.,x 1.1,1 unln, I• m1m mNuoo tl,yt 1 pl.,,, .hcvlla inJ,c+uJ J) NI p1.1t1ut 2xJSCUImin.n'We L in.InnN a)IM, +tW,.txnrtIJU,a 1.10 3) 16-+wn Aa+kcn dratoN kv + 10 0 pd hJtnn <krJnr.<on<umm� nN .n3 n,ha h.x kab M U k No Ih�IL 1!IIC� W 61Arlua nunR rNucOm of:O•r lutl,lxn .hxrcJ I:Y IM Ifxm In, nmlm �Q{[S IQ,[ 73 Thi, W u hu hrn Jn,t9N S;,t hvA UIIC-W uu1 A!:SITI I I •I•N) N.:mR arrmb / LO.\n C\.SP(so 6tu,e.,j 2.1.12 •0.4.0 B•0.0 12-&B 15.0-0 21.M 25.6.12 29.10.8 35.0-0 38.4-0 D.4-0 5-10.4 SBA &M 5x533A 7.9-0 0.312 e•1 00-0 0 2.IA2 2x411 .�•2x411 5x5 ,. �j \�\ 77 550 c 7.0O jTT II \ \II \� \ US"/itF�_ Af �� Sx12= ���.�>� 1 17 32X 2x411 2x411 f4 3xfl¢ 13 12 4x5= o 4x10❑ 3.00 jn• 5e5= 2x4 t1 Cxe= 4x411 2.3.8 B-M 13•1O4 21.9.5 255-0 29.104 3640 -3-0 5-M 5.10.4 7.11.2 3.7.10 4.5.8 �-5.�.8 ~ LOADIN000 SPACING 2-0 I C31 DEFL pn Ibel Vlen PLATES UMP TOLL 180 Ptpba lnrnne I.'s TO 09 VM(LLI -01B141S •922 u:0 law" TOM iB0 Lmnb. InDteua 1,25 BC a I yeM1RLI 4145 U.15 +p4 ROLL 00 Rap Sfery Iw YES W9 061 NDN:RLI 0.14 10 na CCDL 100 I Col. _ UOG,C0O i I b1 LC LL Dn I'unn •150 mvy :2U Ib TOP CI4ORD 2 X 4 OF ND.14R041 TOPCHORD SheaNH Df089DnLMtaf OUNn e0eGfx1. DOT CHORD 2 A 4 DF fID.15DV-0 UO.CORD RhU:N+ni arc^tvpCAe0 al t04)O on Dertrrbncnl. V.'E35 2x4pF3m43 OlHER5 2X40F0fp4O WEDGE Rl 2x a OF SM RCAC71GIS 11='reef :•160at)J-S, fO.1W4p3.0 FORCES • Fxst L2H Gu Q'W TOP CHORD 224.5.2 J.2TA5, 5.64-s 80,�:4,115.154A, IlU•Mtp: S. 12.1041L. 9.1•0.g\1b071. 1&0210•.:SD. 10-1L•SDOT CHORD ..11.23,. 16.11•.324.Y149.•. A£B4 41SJ0,445•-02, B�15.1PL0,5.14•:A,).tx�_55, 51M-010, 0.1:•1p7,0.U••]t1, 615•.L•7 NOTES 115om AC fns ba4 D�rH rn 0v LpR,m cbrl, iB-0O hOm kn aM, sKtDM1H et M ppnxa, 18-0 eON. 11 AS D W n 4r< 14:0 pWlry u.W a pLnepnw nlutH. 31Tt-f smsteen4rys`n•4hrAIL3Vslt fltmr mlkaeWee mremxlnM mApt jW bm, DerT..1, 165,UOGW 41 Oltle releq m4 WYgn p1:D4 fua term npD1H Ipl!N bean W!!t nw-ten 51 T"trv•e Nabron4rygW btp UBC,i W ANSVTFI 1•105 VW"v:etu LOAD CAS015) StAn _ CATHEDRAL 11 2•a12 •04�0 1_ &0.0 1]•&B IB.pO '11.9.9 2S•3•IY nqu-e 35.0-0 7G4-0 0.4-0 5.104 STa L]-0 5xG 3-9-0 }� 47.12 &1-G Q4-0 2d-12 G 2t4 It/ 2xn l� �7 SxSc I �. dL,.r (I /✓'�- 1G 5x 12c I 0 N 3x5= 17 702= ]xOc 17 12 5 0 SxG= 7.00jiZ 5xe= W11 12344� 11•0-0 13•tOJ 21•Ha 25.54 29.10.E 73-0-0 2•}0 SBa 5.704 7.11.2 3.7.10 A. G•1a - e1b�RiFI4'TIC,7 4TF2aF=_nFf7F7a, .6'SO7110LG7T.f�p , 174S4Th7 ' LUAOINOIOaR SPACIIIO 2d0 CSI OEFL 1W1 Ibcl Vdet _T PLATES ORip TCIL 160 DWeanueue 123 TC O40Tvm(nj VeNlq -0.151415 . b11 I U:0 tOeild �; TCpI ID0 LVMer lnd+ne 115 8C OSD -0T91415TCIL 00 Pap Stm. Incr YE0 Y!B 075NprsRll 0.14 10 n1 TCOL t00 Cad. UBC1Cw 1CLOLL 41n1'A.d•]SO LWgr4; f96b LUMBER BBACPR4 TOP CHORD x 4 OF IIollmQ TOPCHOFO rEe.Lnw n/7-0.17 pn eeMx SUM ap![ep. TOT CHORD 2 x A of Ilo 14BUQ BOTCHORO Fqk ndnp lvMgnppuM or tOOAan ceNn bn:nw. Elcepl: WEBS 2x4OFsn2a Olden ohm pnUrq. 7-t 7,t&17. �' RBACTIODSHpvaat 17.17LltOJa, m•i50fN-Ja �- FORCES M • Fast Low Call ON/ TOP CHCRD /•3•S, :•7•I26, Vr2395,4-1-244%"a..435,6.7••IdS 7.7a•• I to 7, 64.•1 nd.&IO•-2374, 10.11aS DOT CHORD b11-190, 16.17•.17d, IS•10-2140, 1415.1430, 17.14H751. 12.17.1090, IO.1•.19T7 M33 7.17•.ISIS.41]••IM7•IB•2412,446.-AN.A,15.tl,d.15.1500,614.614.:•14•..55,d• L.150, 0.f:•i27, P-7]•d84,5Is•-722 tiorms 11 SOWAC .. bad plow on 1M ppRpm wy, v'd' kpm 4R•xd,.wDxw at tee pp,ma,1Ld peat. 31T tM "M:0p 4. ury Jai a100u MCaLp. 11 TM Vul. n!f lar.l dnwne0 br f 1C O pU poDPm cope] We bad IwneprcJlMt r?.'I N/ p her Yrf I'll, per Taple U.. IFB, CDC.24 41 A plNf thew rwxSen pl:pt; N. peen app4d Lu iM prron Lmnn m.+npr. +SI7Tv tons Mapen Oa.Knel fer potp MC.AWAI16V7PI 1.1 OJS pIYM cneru. I ! LOAD CASEIS) Stand" �'• INT. CATHEDRAL x-1-1x .0d-0 1 11.0a I 13-34 1 13.04 31.92 25.6-12 �19A-0 37N-0 04.0 3.104 S-9a IJa Sias-94 3.9-0 aa.13 8.14 04.0 7.1.12 WAIININGt THIS TRUSSES ANALYSED ! FOR IN -PLANE LOADS ONLY, LATM%L Wit 7a11I BRACING FOR OUT OF PLANE FENDING Sash 7 Sm: DUC TO WIND & .IEFMIC LOADS IS 7.00 rIT \ ��`/- 9 MHUP D AND IS TO BE DESIGNED BY IPj \ /' / Sx 9�L111 3lSi-%1f / i \T.l 24411 SS12e 3 (� '�� (�� % IsJd 17 SStz. t 7.g=_ v u x,ius.e= St3= 3.00(,r 7'11I SX11= 2SA 11. Ix/II W. II W it 2-34 3A4 1 13.104 'xJd 71.94 23aa 20.10_ �, 38-0.0 6.Sd 1.104 7.114 3.1.10 6a4 3.1d 'PIiltOlfCt1�_Y�'(1_0.7_R.77T.Ij;10!p.7g.T1�A7,'7103TTdy11t]'0=1A�74 _ __ LOANNO IP,n SPACING 2.04 TCLL 10.0 PI,1., Incnn. 1.7! 7CDL 19.0 =nW IneO..a 1.77 C31 TC 6C I 0.t0 O.Se DEFL Ilnl Ilocl VdiO I Yal0.i A.15S tt.1S5 >9S9 Vnl� A.13 -_- PLATES GRIP Pm;oLATES Ib4/MS OCLL 0,0 Rip Sluultkr YE9 Y1R 0.75 it-1! !93 I IIoO(RI 0.11 10 •Ni OCDL 10.0 Code 000BLRO tit LC LL Min Vd,0.0i0 WOW: 710 lb TOP CHORD 3 A 1 DF No.130b-0 pOT L•HORD 7 R 1 OF N.13011A WCCIS 1A401'StwfB OTHERS 7 SA Of SIdA O•EaupT Il•ll 7 31 DF StW , iD-70 3 % t Cf SIudA MACi10NS11lYNtq 1i•f70t.LJa, 10.1COIAIJa SMAlfrtl or ]a.t] 1p embr pnlM,p.drq. Rqp crllina dP.dly aWlbd tll I9aa on c nLt Oncvq, Deep: bad on<mtu bucmp; 7.17,1e•17. 10•t I•S 1CO3 Y•17•t07, 9•p W 31, 9.i3•J77 MOTES 11 50113AC Mlload gacW m bo0bm c ld. 1044 ft m loft.nd. eopipnM I M ,int,. 14.0 Mjt 7 All PNb. w. Sin 'I"..l W'. Wwmlu hnkab0. ] Otd..IW. 1pac,d.1144 on S.nl.r, •Thi. tluaa Poll bon dulynod Icl A 10.0 Pei b wnc ld N. load ft mm Sr.nt with anyo r In• bad, Pr T,bN Na 1".❑ IA, 3 Ill. rilbq reduc11Md70 .IMe bon aOPllod fortestIw•n Armbf m.mb.r.. S ihle Ulna tu, b,.n dngn,d IPl 1plh UIlC.91 u+d Al13NPl 1-IIO! N.tN crdnM. LOADCASEM SUM.,d - 1. INT. CATHEDRAL �0 2.1.12 -014 0.0-0 I 17•e-0 1e-0-0 N•9d 25.8.12 29.104 76Dd 064•0 044 5.104 54-e Add 2-1.12 3i8 ].1d ].PO 4A•12 8.14 04-0 r3411 /• ��� 7A41 to 124 tl S]Sc 17 3ze, j!: 1_ 3 --j7 7asn SAe= 2>� II 7.00 rTr 1412E 2A/11 2A51I xF sa,, eaa 1]40.9 1 21A4 25.34 29.104 ]Bad 2.3.3 Sda s:io.t 7.11.2 — i.r•ID ldd—;— 1.1a Par:Dnaar a.pzalra U•T:S.TJ- rDaaarj n _ LOAOINO IPaR I SPACI'.10 ]dD C31 I DELL INI IladI 0daIt I PLATES GRIP = -- iCLL 11.0 PDtu lncmaa 1,7E TTC 0.]] V•HA1 -0.1214.1S >f59 MI0 Ivill TCDL 1Ba LwnMt Im -.raa 1.25 BC 0AT I VbiRLl 4251td5 >99f BILL Oa Rqr 3lraulncr TES I WD 0.51 II IMOIILI 0.07 1] N> ROL 10,0 Cod. VOGICBO 1>I LC all Vtlell •]CO VW9fe: 219ID LUMBER BRACING TOPCHORD 2A4DFNQ.l&eNI43 TOPCHOnO SMa1hW wA8l on eaMFl purlin.Vyacirq. BUT CHORD 2 A d OF NoARI iZ BOTCHORD nqqp nlllnO dlraeUY applW oreaDManu: lnacblp, WEBS xAIDFSIudd WEBS tR0•+n mrdpl {•la OTHERS ]Aa OFSIud,0 REACTION! pla'W) 17•I:elmJd, 12•te]7AJ2 FORCES ILI•FIt3l Load Ca., Ont9 TOPCHO tl BUT CHORD I1.2.5.7Ja721.]aJ•.17,15a-0••IV,I,lt,as•-1cM•-Wu,lc,a1.]b•)1a••a)7,O2,.i1a2.+1d]iS.1e(!a, I+Gb•132a•, aS-090 9.15.1730.6.14-114.J•17MT.lO aH•J773.51, 0e.d11l.5a {SJ•VM)1),N,5•tYJl2VCB! .1•0 NOTES SI 3016 AC wFl lad plecrb pn Na banom chpld. 1144 It= IaR •nd, +npportH al t«e W Inla, li-0 aryrL 7 ] Ol$0o1 tlOa>lMry)cOWPMalIn iJ4vnacwmtMo. Wrakd. a IDilouaa LV,Wml W2c lI. t0.p paDpl.d fM M. lM. bW rloncwleulanl wliR anY d.Mllln lad•ar Table hr Ila. UBOAa. S Adata Nlbp rWuc1h1d7P4 lua b«napplled lw wa ppt.an AtmDatmxnMla. 6 lhla Dun hu Mm d•alprnA for path (iBrid] atq AlI3VTpl 1.1115 (Aa1 W uN11a. LOAD CASe1S) SUa ald LOAD 0 SCIS .04.0 F2.0.0 94.1a 1 10.1.15 18-0-0 1 11.10.1 ]r•104 34 .0 344.0 14.0 4A.14 5.10.1 5.10.1 AAA_ 5.10.1 B-0•T 0.1•~a 04.0 I �v 5 SAlp 7A4= l.5= NAS= Alas II h24a 74•U 15.0.0 14.04 17.104. 34-04 4 2A.0 7.7.14 9•0•2 8.9.7 1.1.4 5.14 LOADINDIptn SPACIIIO 144 I CTSI DEFL Ilnl llocl Wall PLATES amp i TCLL 19.0 PIM.. Inc,.,.. 1.2S C OQ V.rt70 ILL) A.111]•1! >9B9 Wlowla! TOOL 4 .0 LtmleHnc,.an 1.]5 BC 0.77 Venlry d.71043 >998 BCLL 0.0 Np ll,.ulflCl 110 Wp 0.93 N0rt1TL1 0.03 10 N, BCDL 10.0 Code UDCICOO III LOLL M. WAIT. 340 weight: iBA 10 LUMBER BRACIUO TOPCHORD 2XAD7I4.ASm,,Q TOPCHOnD St»Allaod.1344 or. cent., pWlm.WJW, unW aM NOT CHORD 7 X A CP H0.11Nh Al v.Iot.it. WEBS 1X4DFSWd4-E.NOP OOT CHORD RIe1d GNllnp d11K1194 p,l..d Ol Ad4 As, "I., II 2 u 2 XA OF Sld4 WEB7 I .o .imldat A.13. 5.17. 8.1; 8.11 ] RI .1 Ill Flo ].14 REACTIOt03 �amltu J011B9m44. 10•IBA3A441 Bnr01: 04aj THIS TRUSS IS DESIGNED TO TRANSFER,l j `✓ 1Up111114.1301 bM Gne]L 1D••I101po.d oa.e 1� M.e.e e..eq, tD.wSpe.a e,..3t =/LBS FROM THE. T.C. TO THE B.C. I IOPCHORO 14-f icai4-1211,4-5-49B.54-799,9r..7]t. r4.37].04.5.]•tG..111 PROVIDE ANCHORAGE AT JOINT/O/c-,� NOT CHORD 11•IA.1054. 12.13+985. 11•i1.l8B, 10.11"go. 0.10.<I0 FOR A� /4 D'T_?`A LBS UPLIFT FOR THIS I wens 1.17.a.A.n•17D.A•u.49D,s.u..m.enl.uu.n.an.7.n.InA.]naa�1DF. UN ONLY NOTES 1 SO IO AC and lud W,ced. Me l tfom cold. 18 44 arm tell ertd.tWMn.4.1 $..N.. 144 Ap,t � 7 All Flats. .1. M70 pill.. tnMu atherwlu M.dkAled. ] Cable ttudl lPtced.11 A4 Pttenl.I. I ndA III I IPI [eAn de 118frG 101 A 10 9 Pt1 le lWe, cho,d lire Wed norol%u IAid %iL;.np otMl live load) Mt TtOW lW. 16 a, UOKI 1 5 A 1".. 1.14q Iwluctlm a170% MI Wn Aml W tW tlu own WmNf m.mH,s 4)WARMNa: eaUllyd Mlrq llteapmllq l00uAf.1 lhut YV:N [w,.y tde. I; This 0M.M bAA,,ds.q,,1nn11ryetrnnld Vw.100..tm Pte1.ot"."I..dlnl.rdbp 13011bu1dd1,1 Rnnl to aml 1f011a w11R apm1 I0. tl ThIe if ln. N. ball de.gn.d lot [od, uea4A .rvl Al18UTPl ?•1885 ptel9q enHrA. I 91 L0adGU1.11,Ah+IOa.n modified. NWld,gd.aan.tmwirow. beds l0 onf7<futdv7 el. catlMfd A. 4AaM.d w.ol8tn frw+. LOAD DAlEI31 SWdud Een W: 11 Us.,d.10toAA: Lump, Me,.na.1.71. Flat. Imlona.1.31 0. 9.10.40A. 1d.49.0. 14.91.4. 34ee 1.4. dt.40.2, SnOA-210. t4Wi 0, IJ>•11: A, 74• ISO Rid, 1.7.489 3. 74 -ITIS 104 1.IVA. IA3.1tTA I IDRAO Lo4W 725 -044 •3-0-0. !-0.14 10.1.15 16-0-0 21.10.1 27.10.6 3444 34-ry4.0 1a-0 IJ•U S•10.1 5.10.1 Ix1_ S•10-1 4-0.7 0.1a 0-r-0 0.44 5 WARNING: THIS TRUSS 15 ANALYSED FOR N•PLANE LOAM ONLY. LITERAL BRACING FOR OUT OF PLANE DMING DUE TO wli ID !. SIESh1IC LOADS IS REQUIRED AM1J 15 TO BE DESIGNED BY OTHERS. i la5� 4 11 17 11 1101 10 ]aAc 3A 513= AaS= 3151I 31511 .tad 7.2.14 19-0-0 24•9.3 27.104, 34-0-0 2-0-0 7.2.14 4.9.2 e•9.2 3.1.4 6•1 a LOAD1110 Josh I SPACING 244 I CSI I Out. Ilm (lacl Nb0 I PLATES DRIP TCLL 90 plot". Iml, 115 TD 047 VrpILL11 -0,1512.13 >911 hill) i1e11+e ICOL 19.a I I. mbllntuu. 1.15 RO 07T VU11TL) -0031?.13 "It 1 CLL 0.0 1 Rot, SI»..Ina IID WR 0.90 No JTLI 0,03 10 No BCDL talc Code VOC"C90 I hILO LLMI" Won - 390 WrIpM: 3511111 'CPCHORD 22 l DP Na.13111L TCP CHORD SMattrd of 5.1.1 on unm pugln.poatq. uwpl.M ;OT CHORD 2 x A OF Ha.laDpd xupcAM. ,EBS I A DP SNd11 •Eaapt' '•1+2 a AOF W4 OOTCHORD RlaW telling df,Ktft q.plbd of 944 on conbl bnrsm3. WEos 1THER3 7aADFSWG 1Row.lmldpl +•12, 1142 1EACT1ON3 pb10a1 ,+•11e9aJA, 10•t0A1gOa THIS TRUSS IS DESIGNED TO TRA, r PCHOIPD bli�i:e,2, C).eA• Only 7:5 L8S FROM THE T.C. TO THE OLoal c,+raa33.3i.•1tl.5.2•a2t.7a•r:,eis,2•:+•a2, lot CHORD 13•14•1014,12a3a/45. 11AC.351, 40•11-410. 3.100A90 falls 1.11•a,1.1]•116,41:+Jp0,5.12•ad3,t42.1tl.id/..12V,7-11.11)t, 3.14.111:, 7.10••1231 Jolts If Sllp ACidolb.d All Flaplltaon., Eopnn�clala.l9-0-0Ilvn Nn aM, amMtlp.1 Iwu pnnn., 16-0ep"ilplot.. as WO d.bt l.al Ino0o,amltvnr "led. . II All latln an m,.d 4 unlau atbtnlu Mkabd. I O Wo This s boons •f llq on,afar. 51 THb bm. nu Iran da.gnaa lol a 10.o pit paean enlod p•a bn nwraoneuunl nnh ally dbt IN 4ndr bn Lab Ha. 1141. VOC41. i ApMIr I.Ittg nauctlm d30x lva lwnaDpll.d fd Mr9r1l MnWl mlonp.n.. t Tpb pu•.luo blot J twa foe pots UM44 and Atoll 11.1515 Waleg clrnu. 5 LAW curlrl ].+Itao bean rtwaalol. EtpgbO angMt mwt I., Irw bad. IQ r.l it Lut an7 u. Co.' act Im Inn ,.mart wr d into hunt. N•41JA 2J•42.7. 3. 43.2. 14.45 024499. 31 I 1mr.CATIIEDRAL 11 11 •111-X SLJ fit" 190.0 1}10.13 to e-1 J"A JHA` i--i--- 014.0 944 SINI i-}O 5d0•12 }9-11 4d-01 0.1.11 S 16 IS It to all= 3,12= 11311 3.00I3 31411 3t13= 1110� Sllua 1� !L" 10114 IT-1.a 21.1.6 2944 )WI11 _1 Sot 5.1•I3 4L1 6l11 }IIJ 63.11 LO' ' "' a Ips0 Sir,\CINO 2•tw CSI I OEFL Ilnl Onc1 vain_ 1'LATC.S CHIP TCLL 160 PUlrt lntrtat 1.25 TC U.;J I VirilLL) AA7 1:•IJ >W) M:0 IH6O44 I TCDL VIVO Lumbrr lnrreate L:5 DC 069 i I Ytrt(fL) AAG 1'43 1922 OCLL 11.0 Rep Mrns[tire No H•D 11.76 ❑nr11TL) 0.19 X Na HCDI, 1n.o Code UIICgCDO ht LCLLMIn Udrn+3U7 welOhl: IX71h _ LUMBER BRACING , Toil CHORD 2 X J OF'in .I&HIr•C Top C11O1t t Sintthea or.1.10.10 on tanker I n lln spacing HOT CHORD 2 X.1 OF N..IA.Ha1C HOT C11OHD Rigid Wiling dlrnll) applhd or IAIA tin -nm WF.IIs 284 DFSIu,,G hratfng. AEACi'IONS Ilbhlrel 1• I LOUblal, X• {ROIm-J-M FORCES DtO • Fhat luml Cant Ord)' TOPCIIORD 1:•5,2J^-T::d,J-1�`J';7,•1-.�••IJ`(ya.1.�LJM, (.•;•-2671,7A•.:L62, X.1.5 HOT CHORD 7J6+:J7S, ISd W0, dal I•U, K•UI•:3IJ, 1:•IY:1111. 13•i �•27aa L.tJKJ, 7.1:•�5.74a.-Itv„ N•EHS I4•I5+10,J•14•4,11-ti•SX.6.1:+)b,3•Irr.t+l,}14•2$7,1.13-17%.3•IYIMIX, 1 14-16•:456, IO•l2•2342 NOTES Wall, AC Won lnulOrl"den the hottnm thurlt. IN-11l train tell and rlppntlea dt•o[-Intl, l•ta.ptrt. ' 11 All plates are SI:0 plain uNrn nlherlahe finik-led JI T" trust hat barn dnignea (at a In n plf 1.ottom drvtd lilt load nnnrnnnlrrrol laid' an)-IMr lit, [nail, Vier Table No. It:D, Unc-94. Jf .\ pldr uding radunlln of :0r: hat Men tppned Nr Nr grrtn lum)vr memhat. 51 Thlt INn hill hnn dtognad for bath UDC-M and AVSIRi'1 1.1"5 plating criteria. j LOAII C,1SE(S) Sunilod I 1PRI IF60 IHIP 1 1 'iOGi(70177flU5i DI701I; CA�J+•67l.OaTPi•G1T19991Rfd1(L3a2UiT1ry2.Tu�1j�T{pS.75:if1977'Trip1- ]64.0 •0 -02-54 16-0-0 234-0 36.004 0.4-02.0-9 17I4 is" 2.0.004.0 1.00p 726= ]10_ SC6- Y 0 ]eaa pt;t.-on.:1.�:-g:ca�oaa117_oza_pzi}77rzaa�r_�t,_�p:Baaoa:7__ LOAOIHO Ipp1R SPACING 2-0a CSI _ OEFL (in) 0Oc) VA.O PATES GRIP TCLL 100 pMlu lna.uA 125 TCOL ISO Ltmbllneum 1.16 TC 0,03 y.n(Lyy NI N4 M]O iB01T4B 00 net, SO.,.In., YES no 0.04 b R02 Veit O.Oo 1 999 Hon(TL) OW WeBCLL 10.0 C. UBCOCUO r:1 ]60cool.b Ib LUMBER BRAC07O TOPCHORD 3A 4 OF Namntra TOPCHORp SM.INda0a0 atcmNr purlh.n:drq. BOTCHOR07X40Fi%I8Bn.G BOTCHORD H1gd c.iling dh«try 1pplbtl OrB-0a pncmin M¢Iry. OTHERS 2S4OFSId4] REACTIONS OHaaal 7.142DS-0-0, 42•-0Dia-0, W713A1-0-0, ]t •0Y]0-0a. ]2.12L78-0a.1]H 1S10-0a_ ]4.119]eaa. ]6.1IYAd.:, A. la. HOO 2.210nad CA'. 11, 20.171"d C.A. 11, S4..13ibad C... I) III Up1042aQ(lO4d uu 21 'ORCES Ilbl top CHORD BOT CHORD NE03 MITES 1 PIn1dA W.amt4 dakuga m Fn.nt WAIVI tCAh , t All Pl.lu An. M20 Nnn little.,O. fAinnu. WAAba. All p141.6 at. 2.4 M20 -mm.. pVMMtI. Adk.t.E, 1 Debi. l.aala. C"Is ar. Coital dend Mating. Debt@ sittl..web 4t lda On<m1e1. 0 nil' bm1 It.. twn uuynAa 11r a 10 0 W wtanMv Cd IN. 1o.✓ " d rwr:cvmmrxtl , _ry attest an. ICAO, CA, Tab4 Ma. 16.6. UBCd1. T AW f. w imn I".I. a 2041u. 10 .. Appi41 la T. given MmMA rnamMr.. SI Prnrld. m.m..nr.Al C,,nne,,Cn ICY Ornlq U trm. to b.2Vq pMh un4 W al •nUUMNAVq 1 lb apIM Af pml 42. 51 This Ifit" he%twn dc110n.d Io1 It O UDCd4Ind A14SVTPI 1.1915 rut v adaM. LOAD CASEISI StaMud •0, I 4•e"0 o-7-1s 14-e-1 21-e.t 1aaJ 31I-0 00.0.0 3e�-0 0.d-0 4•e-0 4.11.1e 4.104 7-00 4.10.2 4.11.14 44-0 OiJ ......•. WARNING ....... THIS TRUSS 15 ONLY Ox10_ DESIGNED FOR 11VAC 7.00 (TZ !x!= 2x411 2x40 519= LOADS IN ATTIC AREA! 2X4It Us= 7xe= axe= $.e_ 2.411 4.9-12 9.7-11e 14-0.1 214.1 20.4.3 31.2.1 x 36-0-0 4.2.12 4.104 4.10.3 7-0-0 ZIOJ 4.10.7. Z9- 2 ~ LOADIHn(,.I SPACWG 244 CSI CEFL pnl Ono) VE.II PLATES GRIP TCLL 1F.0 Pltlu lneleau 1.23 TC 0.03 VSnILLI d.24 Il•14 >))) M20 1Seltlu TCOL 1e.0 L=W, lncuxv 1.33 BC 0.73 Ven(il) d.1417.14 >54] BCLL 0.0 R.p SII.a Inet YES vm 9.59 Nu41A 0.17 9 NS BCOL 10,0 Cock, UBCOCOO (M.UUI 131LC LL Min V0.0. 10 I WSi0M: 151 it LUMBER BRAC11I0 TOP CHORD IX 4 OF H.Allot41 TOPCHORD ShuVaf of At•lmnnlu pull;n epKlrq. BOT CNOR02X lbF Ne.11Bb-0 BOTCHORD RI0xlulllpB0llectly 3ppINJ 0l fOdd on unWl CUeuq. WEDS 2X4bFSW041 MOOR Ldt:2 X4 OF%W0, R1211V2 X 4 OF SW0 REAC710144 (lb41U.) 2.1104AJ2, 1.1601gJE FORCES 1W • Fll.l Lmd C... Only TOPCHORD 1.7.10,]J•Jp1,]+•d93F,4d•+blS,Si•-tllO,Sd•+378, 2AW)N.IJ�IiT ], )•10•;0 GOTCHORD 2. MI09.10.1c4719 l4.1!•4010, t)•1<W )e, 13.1)•IMe. t1•tI•]lU. )•11•JlC9 WEBS l•U•120,1•It•120,4IS•+lG,f•1a+u,3n2.+24,r•tt•an,2.t9.tea0, 4•tA•i0n. r•12.10H, e.1:•tla6 nmconcun.nl-,In ,n, Olnv In. Iwtl3 p.t T4oH Hn 1". UOC-14. ..1 M.mwi3, Fulling clll. w LOADCASEIS) SUn0uo n 1 Iou Ypp ��P CAPRI FHIP 1 1 - uN I Rub Fab '19192TWrjn . •,n up Aay (T07U7:09'1759 ap• AiF-0 2i•G•1!-0O a+ 1t.1144. 254-3 391T•!_I 32.04 :aa.e 9e4404.0 444 2.0-0 3.10-3 7d0-0 3.10-2 3.11.1A• 2-0-0 A•O,d 04-0 TIN•" WARNING•• •• S TRUSS IS ONLY OFA= DESIGNED FOR 11VAC axe- 7•p0(7Z , 353= QA II Will US= LOADS IN ATTIC AREAL 2XIo -- 5 7 e 9 n 9 \ K' 12 YatOo to tt m n tp is to 15 Apib_ :SAc Us= 015= US= S50= 024- F e.9.12 _I_1G.i43 14.6.1 .`1.6.1 �:5-IJ :].:.t In-0-C e.9.11 2.1oJ 3•10.3 ,•0-0 3404 3.10.2 9.9.12 Lol_ er_m�rucZz-v1, r_11aa17,—.d,�.rr.7aav2aFtrp:2u,o�ayry_:Gaa�_zal,�aiG_•agllicm�z.7�x1;�,r9moa TCLL (pp,0 SPACING 2.00 25 CSI DEFL nn 1bel Va.n PLATES DRIP TCLL 11.0 L.Io lncUau 1.]7 TC 0.62 V.nILL) 8.1�19.11 >999 M20 i9FItA5 TCDL 19.0 Lwnba lncruu td3 DC 0.52 V•n(S) 4.4715.16 >e11 BELL 0.0 1 R.P31, so R., YES I 1V0 0.35 H-11R) 0.17 11 IV, Not. 10A Cod. us"coo (Mahn) t ISILCU.MMIld.0•3e0 WMOht: 1701b LUMBER BRACING TOP CHORD 2X A OF LLT.1110bd TOPCHORD Slwath•d pr7843 a1embl pudivp¢bq. not CHORD I X A OP IIe.1antla DOTCHCRO Rigid ced0l, dhactltappllW or 1:48 w C.M.10raehq. W157 2X4CFSIudU WCBIE L•n:2X4OFCIwLRIph1:2XADFSWd RFACTIOHS(ItdaU.) 2.16LNJ8, 11.7129NJ8 FORCES (IL) • NMI load Cm CrOy TOPCHORD 1.2.10.N•J}91,7J•J397,A.!.J070,1tW5e), 5.7•-ISCI,78WSS7,IJ•J02), .M 1,1,210.11.:1.2mt•12.10 BCTCHDRC 2•IIa7)10, 17Jeq]17, t0.17•10U, 410. 75q, ilJ8.,"q 13J0•)113 1A•13.7p21, 15•u•]310. 11•I1RI11 WEBS A.11430,1.tY•T.2.5•R>-760,6da•J10,7.16•J11J•tn...77;Ag7.1/)A,S•1[•Te1J•13•B0Y, 5•IA+1141, 2.19••175. 10.1)••178 NOTE! 1 Nib AC wilt bad poc•dmW. bpnpp entom,fIJ-0 IIOrn Ion ort rup0onod a1 fw, MINN 18-0aRRL I bvpl as aho L•abw,9PKIAI CoRiloCnonla)IU)ull.dtd•upwn ccRca,twad lo.dl.l. 0ogn of eom•Ctbrya(1•d•Iq•tpd to lM building dnlpnr. 3 Pmrlda 9dpwb dukta0a to p>nld wMrl ppnlYq. A All pab9 Ma M70 W91u .nkf9pMrwl.w lndkal•d. 5 Dd9 1111611 hos boon d..ipmd Ion 10 0 Pf 1 bottom enad C.• Iwd 1`or¢rnCm1M1 wnh anY Wwr IHr kW 9 pr TaUH NO :IF, VBC81. A Apl.to IoOrq Ro�snon of 10% h.9 ba•n appits, for tlu 11I!.. Wmbol mrmb•n. 7 This trw1 ha• bon J•alprwd Iat Iwo VOCBa Ind JUJ3VTP11.1935 purq Ctlt.Oa. LOAOCA3EI5) SlaNald � E Em m-mi a },n�raDc1�"T fS �� CI GIIkOF 06— • t u YPe CCtY 7I TE7fLAPiG L'i✓E APN F➢ HIP �) �I gi -MiDER JII,nSMi - SOIi7RO3ri-, DfRC7ItA30611f'-- 34TFe61ura—iTlP:e eT'NGI'1TD7:1':'?�OTI .0;1-0 4.0.14 1.1.0 it-/•i 21•B_t114-1 ".0 4.6.14 4.1.2 S•10.1 74-0 - 1.045 4.1.2 4_ - 4 04-11 •ouar• WARNING••••••• Sal= THIS TRUSS IS ONLY 2011 Zx411 0i6= DFSIGNEOFORIIVAC 7.v01.1T d S o 7 LOADS IN ATHC AREAI r fall 4110= 19 11 J14 17 11 13 12 11 4xlhc 2x411 S13c US= US= Sal= 2011 _4.6-14 6.2.12 144.1 21.9.1 77.24 31.5.2 36.0.0 4•C.14 4.244 5.34 ~-- 7-0a r 5.1T j-t-4.S.14 4.1.14 ~ IIt.�rRarL�lP:amD.aa�nroaapaa}�T:ps_coast;!_aa_n_e,:ap.�12:o�,na�__p,�,a_aaI_——_-__="� LOADING loan SFACING 1a-0 I CSI DEFL Ib Ikc Vdnl PLATES aniP TOLL 14.0 Pleln tncu.an 1.75 ' TC O.M VeIIILLLI1 -0.1�12.1� a999 Ia70 1➢➢f14B TCDL 16.0 LImIMf I clena 1,25 BC O.SO KnITLI 4.13t].I4 a939 BCLL 0.0 R4P Slua, Inc, YES I 10O 07! HoaI111 0.11 0 Na OCDL 1010 Coda UBCRCBO (Maltl•1 ISILCLLBIn Vdrn•31➢ I Weight: 1651b LUMBER — BRACIHO ' TOP CHORD 314 CF I In.1191,4 TOPCHORO SMetMl 01 ]di on nnlat pullingP•ckq. NOT CHORD 2 S 40P H. IABU4 BOTCHORO Bpld Ailing dhrcftyaWll•dw10-0-0ontar bucltp. WEBS 214 DP SNda cen WEDGE Len: 2 A 4 D1' s lud, RI2Mt 234 OF 3 lid REACTIONS Ilb'11Ie) 2.11flNai,➢Hc79NJd FORCES %. Pitat Load Coe Ally TOPCHONRO L2+10,2ar•]Bg2,]•t•dc50,4-!•4TTJ,li•-2TI1.6•T•.7773,TA•.745T,Id•-2107, 340H0 BOTCHORp 1•IHIAt, 11.15+7)]B, N•IS•]074, 141T•7TT3. 17.10.7T7J. 1]•II.2771. II•11q Cll. tl.t7•)1:0, e•11.,gul WEBS 411•'AO,T41•]i0,1•13V 11,b16.9l,4.1af76,f•14aJal,6.1)r4a1, T.t]g29, ➢.13•alt, 1.11.99 NOTES tl SOIb AC lmlt b s, Mond m Nr badnn chord, f."W how HA Cull •ucounw e1 o.v Inrtte, Design l coh 7 lsespl n enowl Mlaw, a Vclel [Amwtbn;q lequbrd o awwrl e,axrMwed bM116 pnlgn of tdn•ctioN,II 11 delpeled loft LulNir,g tleabrwr. 1 Irw Mr a]pwb Neleugr b PrrrrM wort pundlrryy. 4 All Ideas•1. Mlo Malta ude.. o iti IMbsIW. 9 This Buss has lwan dolgnW In, A10.0 Pat tolbn cnortllM bed Mrcmcunenl wdh•nymMrllr9loada p•r Lbb Na_16.0, a9aa4. e A Pall 111" ledlellan o170% his loan sUPIIM In Te ootaew lambs m«nb+u, 7 TId1 Vuu hat ban dubrwd lol bnR, VBCJ4 and Mist 1.11l3 P411n➢ enbu•. LOADCASE151 ]bM•rd I 0. 4" fuuJlr,1 rAt; 10�'T �� Oi �11p1 444 63.14 12.1.15 15.6a 04-0 6-S.ti 5-ID-1—�'—' 6.70------L 2Y'i-I 16a_. -0^m{;a 1 5.10.1 3-ID-1 63-14 0-:4 545: WARNING: THIS TRDSS IS ANALYSED ]a) /'f• ;, FOR IN•PLANE LOADS ONLY. LATERAL \ Sill .� MACING K)R OVi OF ?"NE DLNDRdG DUE TO WIND & SIES111C LOADS 15 7.P0T1' I I REQUIRED.ViD 15 TO UE DESIGNED III I Iill °" Ia4= S.1_ 1.4 .. .�.___4c2•�4 1S-04 - 23.93 394A _ 1 x 14 1.53 —' 1.1 2 —• 2.2.14 -. P400mal.-I;vT Ft:PnFa�o�roTauga}_[co7acaal_tr. LCAM-tl�-�tpc77nosac--- TCLL lO iPaR SPACING Sdd CSI 4nl 11.1 1d.0 PLATES GRIP TCLL 140 PiaL{IP.r LL.. 115 1C GA] V.n(LL) dt810.11 a:Is M20 11N1I1 TOOL /10 Llanh.Y lncGu. 121 BC 0. 2 VMITLI 3J110- 1 f77 OCLL 0.0 I R."Shot. Inct YES Ku CIS IIuuITLI Pm] 1 BOOL tPe I con.— vocn000 LI LC LL Ym M.0. 30 V.yiprre I]414 TOP C11OR0 2 %I OF NP 11B0-0 BOTChOR0 I 1 a OF I (dTOP CHOhn ]RMggancaudl13.64 lein.ir1olY aPPol...,4 Plata, olar ttaOLPd.CPInNt, Oi XStAa WTCh➢R➢ OTHERS 4DFJJrntn Macnq. V1EB3 iRox almgpt a-11,4.11 REA➢1WRS (119N1.1 1.116U]da. I•ILLI03d FORCESIIM-Fn.tt IC... , ,Ohl.,TGPC0R01 - ,.1q.d,..1•;a +;{17.[1.-22tti1. 1.1.5GOT CM➢RBb344.711) ,L•3K NE9] 4.10•:58. 7.10.3tS WTE3 115P0 AC uMt M.e d.cM m en ta.nfm Chn4, 1144 Dom I.n aat, .npt.Hl W at two iumt., 14 0 Awl 1� RII plaNl ar. 42i Puua V11ou aths".. aysala'1 All Pbba u. 2.1 u7P ut4.a Grr•MIa .lecalM. 1 f'tt H:autttllJd Mcmbt. ]I Tivs itm,innL 1pt tvm OnynM 1oi a 14 0 its' " wn ❑tom "" aan Masmcvrtanl rvrh mY mtit'n. • 4.au. P.r LL'b N:. 14-0, UBC.9I, LIA PaU NIIMa rMiCta/1 n17P•4 ML t h.,,,w to Wporn A:mea1 m.m.4.u. 71 Tlea IIUu ha. M•n a. gh" for 4tan UB..-a1 afq f.Yl:'CR 1.1l93 Plnuq CnLtu. LOADCASE(S) June,,: i CAPRI CATHEDRAL 9+U s>•13 IIa.IS M". 31" lsJ.l1 na.0 5.7.1I >.M1y 310 T. -•-. )Sly ilfiil Jl. 16U 4}17 4>JS}y y" 4Yi 314 314 StiUv t'119 W I THIS 7RIJS4 LATERAL lrJ. R MPLA L . OlYLY. LATERAL t1N4 hl� 1qc. VERACING -DR OUT OF D9 14 1N.` O11E TO tV DUE TO 1VLNO& SIESMIC LOA IC LgAOS IS is 11J-: lN'•% I, PC= AND R'QLTRI r1NC6TO PH DIptglr•Eb by 15 O LIE ]qU% ]4JG IIr� 4!U I3 � II `! 11I0o- OTH'CF.i, IS ft6: .r_r=ter_—$6!__tt:`' 1.:: �. R •7 n :J 15 31 JtIU_ e :U IY IUI== 6aH� 1.IxT 1` 41N=: Jtli= I _ y _I] 13.>.I1 Ir:S o 11A I _ 1fl.n fllateORi�lif\V T 1cA 4aI1 R•R Jxu-0:;u �J 1N1J•S•l: �m i nll'h1 ii I i ♦ya ---r —. _._. 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I4•I9 Air, Sllh M14% ilclL 00 Rq M..ln.t NO I WII GIn i 1mlll1 115 10 3n UCIL IIIO Gd_<IAIClglO IFtnrsxl _ 41 I4t I.0 Il IJm I Jal - 11A Wryht ::3 I6 UMBER URSCI51: --_----^------- TDPCHORD :\4Dr:4W)I': GL'f):rN• ,W.Cilopl) SLmhoJ �n:d4l nn.a.ln Pudin tryast 4•I 1: 84 IF Nn 1a 0;.i POT CIIDI'D RGd R,.1.44ur<w .; PSafis ltt141.n <nnn luaun4 E,.<ll. ROT CHORD : 3:4II No 1•YIu+) a •Eu"l• c., 1„ ur4u tru , 247: Y J OF ZAWF C A 6-17: Xl i)r m.jfl WETS !R..w umdry ea! 143 2 \ 4 IF SIUJ{3 wills : 314 M S1,041 Wrlxil: LdtI Y•4Of- Su. Riiht: 84 OF iud I IIGRCI IOS4Ih ui•3 :•11YSi1-I.1, 10.1131t1-].1 ITIIICI]41UI • Fuu l.:u! C-a•<Onh loP CIIORI Id•Id„]-U:fl, 34-.l051 4.5-:DI, 50-M 10-N A 7.1•--M. 5 A-uht u.lb--111:, I M 4 W lIDT CIIOP31 :d V•:l0. 10 :O-:5::. _h,Iti3::. Iba •]!::. 11-IY•4n, 1:•11-1!v. li.l ]•: Rl:, Ih•I I-1'n MIt •507. IM4•61, 1.14• �•h. N43-11:L, 11-0M1•:1:0 V'CUS 5•I1•-11h, 5•In•-::7, r-I1•-1un 1.15-:; !:, !•IS•1c7, 0.11.1::..-1:--1'!, 1:4 4•:1;;, 1>I I•:f 01, 4.1`.-IN. 7.19-.477 \OPTS II501h AC ut04W P6:<u m IAf 6nmm a.1 M:5 In1 c1i'.t1•'am q o-u Lvmt I •4 q n :1 Eslrpa.iran ts:.w, ilssW:orrJ.nwtllnryuLlanuyan um;muRt<J Lu1 ti Imn:d.m.ana+r.n1. II.'<Iriv4 L LU h1V,nt J<utnn � UI PiaU1 u<ACO pwc. ear.. •ahmtu udauW ➢FF$Ip A �411Au 1nnl+fJaer.JmtrJ.lM1. 4IGa Pq h:.^.:m.}:'•d:n<lul e:<_.M,�.r.ei nilD anR w:.n iv LYlib Talh •:, ' ' I O vlc.a4 .�.yyRL�� ✓ rr 131d N•u11 h-1 4:a4 M:T. ha11`¢n <. 4 4s LM UM: artl.:r mrzhn 'J pv.1�' J t; t113u 1rvv hu ls<nJr.�tTM-1 ur ane l'flC:''J ua R71 l-IYd ur. � «•/�'! Z I.Mil CZSFIS) So-- J i l u l I II I L 1AT11 E�1 W. 11 :c1f1,WI 9,1,10.nI... 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R•IR: X3 OF swi.i 'dT1fs li:n+tl ns5p bli 9-1): X3 GT tW.G wins IN GT 1hj.0 OTllrlts •):J OT SFW41 aTaxtr. Lfn :X+nr,u. �,:::X 1ut ;n'J ItRICT10::y0r mA 1 :-11 X I u}.p. I0.1 ❑' Od.p T01Ic" Ial • 1Snf LnN Cow Onl. T0C1101IU 1.110,:d••]I:AJ-I-.)0!0,).S..;t;1.5+,•:v:!,t-}«:LS,Lc-.10".1, 6+-.1.1gL 9•Ilf•dl!J.16I1.10 110 TCII0pI1 :•11 •:)I1. Ip;l•:5::,;14::!::. 1'•::.•:!::, In•17--):. II*I: •:/)J. I!-Ie-.ICI, bI5H1:1, p.13-17.Ibla-)c9:, I: 11•:Y::- wTlli hlT-.5II.5-{!•4:n.e.Nw::,'•U-:101,I.IJ--uJ,aq-In:.9d:•15 A. I!•I'•:Il'. ••It•1'J. 1•IX-.an T 11 l'CS I)5011, AC unu l•uJpl,,'Nmu.o h+rn rh:rJ v.I - I: 1n.n iql .I I. 211. es fAu,.n hL,., 9 sd unnnseey AI rrymM fa n� . n uv.:muuN le+u s 1 Ckusn nl :,anrro:n A bA ! All "W J In %1:L) tJ111 Jrvpnrr )1NI ptarn uc SC 115nn I:n!nf r•uhcnlvc ,a.iom.1 J) Tna L mss F s hra Jnsr,N Im . If.01•.1 h r-n sAud Ir.r 1..,.1 m n;,ert: -"I x:tn r11 W,11 :nr i,r:. prr Td In `L If«n. MIL-W 51 A fJu rmn) redo;Lea u1:0•, has to . 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N.phl:X J OF MW Rf-1C1111S.YIL we l :•1115 f--).(, bl-I J)7 0l ( \, ]aS j1A0, 1.1 tZ ll 6CIO= Il i[JC 1.+ ilUc 6.M1= 5mI`, :W li PC£I. ❑ni II:91 14e11 j MATES GRID leery LLl + o 1T•IF -9W 51:0 IiS1JF V. gTti -1.15 17.11 •4:1 L11e I0'115 IIntGTLI D:I ID nJ I.0 LC I.I. Fhn l Jcll•hA N'r,lht :Al lb 711G1('I\G TOPCIION❑ ShatAdwt•IaRim unnr p,,A rry,n, IIOT CHORD Ryd rchcl Jur.Ll gp,,j,l lnaa ml nmw hmn(. 1:¢apr '.:l.l r.¢antav b+:mp tVL16 ICne unu.0 h•N PIIIIC41Jl6P I:nl L.J Cua tMl Il1P C146R1:13-1D, :•1•-I I.M W10, Jd- I:I,5n-4'45,1•]%:J:),7-J--1071,1-u•-tial. 9.lrr--1}fy In -II -ID PDT CHORD, :•IFutMann. 10.J1-:5::, low -NA lal7•,4..ir.7:-:uJ.lSdn--171.t.17-b?I1-IJ•17. IJ•IJ••IIN:, i:-Il-:9::, 1445.1123 IS7.Its Iq]•.IJL 1•I94:fl.--1::,7.Mol,.10414 aJ•1n:.MC-•511.1!.IT-:Lr1, J.lF•Ini.. 111-4:7 SOTL'Y p SCIb AC unrt kd p'.a.d.•n tAr M<t..n rival. u.l.l: Ism kP m1, ! .1 f:aup.r J-.n ld., ,pawl <sanntxn. r I rKnuN t. mry•m rrn<mvua:J (..a,:{a [fe.gn r.I r.meacru r i u M1ckFatd lathe 6x{S:nI Jn:Fnn j 11 All p41n an M:0 rtu-a aelrn oQ.RMI V mb:nnf �Jl K WU hw tasn JrrgvJ:w alJll paf h.e:.n 4cJ Lw 4+dua.a:nrtcat wrn u.:rzi.a :n.4•u:rK7aNr'd. dL'lll'•uJ 11 A FLu nun( Ioia:n.aQC+. 4.v ler:.min: Ln t}< [nrn Icnen nam!nn h) 11m rims !m 6rm .'n';.^.nf L-r l.nh f -OC 4 "1 RAITPI LI va1 p'mc( opm. Lu.Sb CFSgq S",,j % a' G3 CATHEDRAL 3411 -010 _ tblJ I2-7-11 W" 1LLf.0 kill 3j:L Jh40 �I•l Od b40 1L11 LI-0 7-MI 3�7 4 11-11 717.13 4St 4A11 j0 616= ]1SG 214 J lb to 13 u11.- 11 /0 10 16 I! 415> 13 Jill❑ 616= 4114= 21411 SNIT !N0= 61]1= 3,11(ti` 2140 Sall IM. a 16.3.4 2211 13 Ib R 11-411 J4464 41+ � 47,11 � LUII li-1 44R 04d J<I � 43U 4aR LOADING Join SPACING S-(1-n t-sl j DEVIL un) pncl Imen FLAT-s rRIr TOLL 14.0 plain Inneue LLS 1'C n.71 Prnll.l.) •N./3 IS >Y'Yl I 3Cb IN6rIJX TCIH, IX.11 Lumb,t Increase 1.8 RC 11.7. I \brI(FLI 41.b7 IS s733 RCLL IL0 Rep Sbnc laser NO %VI1 R"It llon(TLl 11.1: IN N+ DCDL 10.0 Cade 1111C.1W0 I lman[1 i In LC I.L)Rn OJrn• Jbu I weight: 2371h LUMIICR ---'--- RIUCLNO RUN.,—�---- TOP ORU:X4ISllpd2 ROT CHORD /X4 pF Nn.ISUcr•G •Ct(rpt' TOPCIIOHD ShelubHor M.I:nn(enter Pullin coating. ROT CHORD 6•IN: X Rigid telling dlrcNl)' algdid at 641-0 an renter 4 It Slud.G,&131 X 4 DF' SIuJ•G brulbp WEIIS : i-4 OF Slud-G WEps I Rnn RI MOP, 644 011MIS 1 X 4 OF Slud-r WEDGE Left:: X J DF Sold, Rlghl:: X4 OF'Stud REACTIONS (Ihhue) 10•IN74'0-341,:•I4770.14 FORCES Illd • Vint La•d Cole Onl) TOP CIIORII 1:•l0,:.Y44nX, J-1••JJI3. J-S�:B:J, 54r 2 NI,fi — 47I1,7- 31JI..WI,196, 1.10•-JJ'w, 1n•I I•Io pO T CHORD `-0I•:h'n, :0•!14'lU. IN-NI-24. IL•IX�1. 1116.11, 10.1:•:b73. IX.i'1a31, al!m)03, X-13.0, 13-14.3133, 12-I3.1914, 17•Iel" Li)II, 14.17-1 60 1TE114.N•1II<Iso'3.1'1•I:r,(.14N11,7.14.2174.414•473,'bl3-172,4i:••Su,ll ;(I•LSi1, 441.101, 3.:IN7, if l:•11:, 4-:f1N,02 snits I) MR, AC unit Iotd Plated an Iha Sallnm d rd,'3.1•I: (rani 1[II clot ngrprrinl.1 Inn punn, 14-0 upun. :1 All Plaln art )C0 Plan Wilt alherwue Indlra(nl 3)'i1JI Iron has Ann dfflMd fora 10.0 list tmttom chard Iu r load m:: oncurrtnc • uh snl' other In r Iat JA Per Table No 14p,MC•n4 4) A Pllle ralfng rrJr<Ilan of We hat been applied far it., green lumbn memhrre SI 1Lil Inm hat been dlo wd Inr both L'OC-'41 and A.NSVITI I•L'ro5 pitting rturns. LOAD CASEISI Siptul nl Mr. CATIIL'OHAI, 3-LIi A40 4T.13 13•T.I3 16W JUYJI 311 JYdl J41611 61G 0.10 11•I TJ10 ]A.I3 -��„ 7tI1 = LSY "ofO.LL 6 so FIT J15 21J•> Its" n hl/� 19—�-roi1n_ I7 • Not Ic lri 21 20 11 IN IS JIS' `13 4112a GIG= 4114= 11411 2,411 W4J.INI q7 2" b !4•IS 171.17 ILJu 731a SIIAfl+IS_ 1JY-Y Jltd 5.1.13 tAL.— J{J Lta O-LY 52.11 T-4YIi T--L.f.� ~ TCI.L Ii (P1R SPACING 2I.ZS Csl TCL4 IL.1I PIrml lncrnlr 1.25 TC OEFL Onl IInc1 Well PLATES CHIP a^ TC01. INp Lumber lncrm, 1.27 fIC p.'G Ven l.l.) -0,2Y is ".19 Wo INGIIJN \'rrtFFLI .11SG IS NSJ HCLL On RrP otit lncr VO %,if n79 IICUL IQO�[nde_—IIUC9CR0 tN1a1111) Ilan(TLI 0.22 to nla In LC I.I.Min VdrR•.ffi) Welpllt: 239 It, TOP CRORH : R J HF No 1S❑b•G Top Irl IORD slaahrd 'It 2-9.10 HOT CIlol1l1 2SJOFy 1.1 - P m ,ntrr puffin sup.anq HOT CI IORO Ritid mlln:daml)' rpt.tled l.-IM. 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IP-n, i.,Dc.94 41 A Pl+u ram,, redumm11 e7:d•', nu hnn.ppll,d l,t th, elrcn lumlXr m,nhctl. 51 Tin. truaLa, bon d... :rnd:nr Mtn CRC.9!.r.d A.N VOJTI 1.1"0. pl.,me,❑nn. LOAD CASLISI Snndml - +sw: n'cp IN 1{5•Y hlfih Inlu riy Inc. WW NUY 1: 3b11 •IIIIrA 1.1] 1: �.I] ILM •wva T__"�1i.11 llbn JI4hJ Yid ]lW ]ir al.0 ]a n SNSi J{S: 7 6.50r \\ LedC \ •�� /�i ` i{LQ T T��NL� �•` fill rl T II :0 19 Ifi 15 J*L= IZ i.5-- 5c6= 41:=:0 11 Ixi ll ScL= 5N1:= L\10- 1qL :U .I :{i 1 -144 yr r•:.r f:.q ^ srlt T tYl—I IAn0ISQ,,0 i %1'ACIKf1 .14w) I CSI ItF.i'L lird IIn1 flod ---_-- rc11. 16a Phm, m'mm 125 TC 017 1 DrIL.l -fim 11 Ijol I PI.{7 Eti will. Will. INJ lunlw lun.a 1.:5 Ifi' pv: fd=" R!•lit UCLL 0o I RT Amu m" !10 N71 a 1 VrrYTl.l .11I I! -]yl Ih 1011"Cul. 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TO THE FIX. Mo. l pbg12 �22) PROVIDE ANCHORAGE AT JOINT ?_ �. 12 b 4 co.41. 7•-001116M ou. 31 M.. 14.n 12-]oily.. d ou. 31.2-25750od..r. 41 FOR AS 00-In` LEIS UPLIFT FOR THIS FORMS ILI • Fool to" G.. On10 lop C11010 1.2-10, N••7596, ]4.a49>, 4 ti•-.]p5]. CONDITION ONLY Ff .-JIg1, 501 UIORU J-]I. 7262.2021-2297. H JO--s, IOgY• O. Ib-0f.a, Sa..1404. 7-R..t a56, 6a-•ta61. Lt0-445. ta11-10 laa7. 460, 15.19-44, 0-10.43p, 543• ,95. 13. U-1249, 174p.1716. 14-01.17)9 WCPB 520--: 3.5-16.-92,5,14.0sA,7.14-1072.11-14-3SA.0.13.t902.p92-•1516.In 4.2N-41Y 1213-.574. 20.1R70.4,]1.1)0.>21.20. 1b97-120, un6 6" P14.44 o the B.nwn •hoed. 0.1.12 6•m loll .nd, .0 W rt W .l t•r. p.lm.. 1, 0 aywt 0 M70 p.tu uJn. athm•.w Nr:et W. z2.4 M70-4...rbr.Iw Mlnvd r oyad .114 a-..nbt. • boo 44e doob•r. IN . 10.a pot sml.m .Ard Ira Wool nm,.nn Foal .om ont orhr LT. LW. 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IMP, I0.12.100.0 a fYa fruit lypr y 9 ER-CdPRTMEK APIS—'--� �CAPRI II ICAL NIP 1 I I1-A_Iv_'UF-R50 TRUSSRIFCI;V; C,EETFfIRti [TTf57'O�JLIIT-. _r e-1ffITi9'[TiTFI En'ut r!, nF fin . q:A35'l4Tl-page -u-+a uw 01Ls land 24-3.7 )noa )ca+l a n{n ur0 slca &l7 c�7 Y:as cna a+0 Bi12CE TCI CR^.FSl 6T t,'O.C. VIR%% ri-FIATlSEEOElASI5i11EnEK�TSFiil,TtiEU },I1.sSU6N1 6.lar= W= laal,.� 214 11 „}= I 7 .1. i} LL t�l�.r TI^• \ � Jr •14 4a16� ❑ 12 If 10 41116a hall a,la= vM-$%16= 4114= :,a'.1 }.Sl IIa-a 14n11 I 1431 in 411 ]64,0 1 SSJ Ll.l 63.1 6J.1 4J4 }t) rn1._GRrart�.l_Fl:_rasa:msrL•_C_n�n.�ra��rn+n,-- -, T:n:Gt:: J_t;f11v:o _snnn�per��ss!nt__n_ra LOADING (r,f) SPACING :•n0 CSI j DEFL ling (lnr) 1/d0 j PLATES GRIP TCLL 160 Platt, lnurae LM j IC 0.'14 YrnlLLI .1135 1: ,-W) 11:n IX6/1411 TCDL M Lumber Increase 1.25 RC n.7X VwITL) +L% I: 1445 ' MI6 IWIIIS RCLL 110 II,p SIT ell In,r NO N'II 0.40 Ilnn(TLl OJN N nh 1 DCDL 10.n Code UOC:ICTIO ! 1,1 I-C I.I. Min 11,10-MA Wright;:n:It, LUS111E11--^---- _ BRACING —� TOP CIIORD^ S, DF:,0IIF.1WE•Earpl- TOPCTIORD Shra,Lnlr: l-,.--:on uul:r.4tOn"'Inw J-7:S6DP Nnl•G, L7:S M1IIF SF(. HOl'CIIORII cstlmg dilenh applln�nf lnn.11 un ccnlrr ROTCHORD : S 6 DF \SG br.,,Irtarir.: \YETIS •S,DF S9FN •Gorr,• ]•IJ:SJDF NnIARIrvG WEDGE I.ell '=\, OF Sid. Right:•= S 4 DF Sid REACTIONS01,41W 11-30 5 3-4,:•30651F3•F FORCES 11h) - FmI Load Caw Ont) TOPCIIORD 1•:•7,:)•.SYM,!•ISw"on,,-IS�171A,,+Sw,vl,%••'rvNl,6-b••-M'x7, 7•IL•-4': M, 7-M••5'Iv7, 5+1.7 IIOT CIIOUT) :44•51:11. IJ•ladllrv, l:•I7•NY35, 11•C•4TXT. IU.II•<3aY. V111^51:0 WEBS 3•IJ-::7,J•IJ•JNnl,a-13'�IJ7^,J•1:•12t9,c1:wN,1.l:^IJUX, 6-I1-•I7J7, 7.11-]N:a, T•In42J 1 NOTkS II701h AC mug Inul rlaud nn 1hr bmmm cMnl, IYaM rmm tr0 en�4 ,ur0muJ a1 two pgno. N•a ,p.n. :I sonnet rn,hewn trlun, d in the runnntgn lts rnrnnJ to ulrrnrt mnontnlul lualhl Ur uga of cnnaele aaHpAmrl is d o,dlnlher, ml ng do p-rd. ()) Pro,We% Are W dningr In rR, rnl w.Ir r pending 5) Th Plan are SI:n rWo , d fa ah0 0 ur Ind,, med Sla.d.pn.k-I, NnJnf¢uA(nr, IOOrJ l.umm eNrtdlire load nnnrnnluncnl withun urhrrthe STIO Inad. err Td�lr �+. Irgl, L•RC-M ' Jnu, Mig, h.g leJurlinnnl:ut: hnhVIIC- ltrI. lurlhrgncn h,rnrrmrmhnc. yOS ,µ!� 71TMr tnm has hrcn JnlgneJ for h�nA CIIC-9J asJ .1NSLTPI I.1'05 rlmmg mien.. '', NI Lnad c>crl,l L:1w mmhNd Dmlding Jni�nu mmt rr. mw lash In nn/l,ha thrr arc / /K„ /1 ,metre for the intended we nl Od, true. LOAD CASLISI i 11 Nr a6r. Lumh.r Innnw•L:}, Ptar Inaln,wl. `3 ( 1\ J• , L'mO,rm Leah lrl0 `fit fuclus YrrJ: 1-_n-hx U. :-J-gA .J.lb�l]I n. 1.I'.w-1]L0. b5•-Ul.o. s!+ 1]10. n.1(•�I]Ln. J/F c 7•I6^-171.0,TA•-,.Xn,V'1v.40,:-0a'd45,1J-1<>•-.V 5, 12-I3-745, 15. Ilwll•-JN S, Y•Itr�]h5 CAM FIISU.C'1'gLr3S,'QTXQN; CiLlFURM1R�SC:Ift4fi5'"T .t a I4T�99T, .-nut nra, nc a ..{• 3619Y9"P.�e:' 1. OAP CASES) C9ncantmM Lnada Qb) Vrrt: 3-3407� 313 :) [IBC: Lt Iwr lnrrr.j�1.25, I'latt Inrnne�l.13 Cnif.m Load. (PIU 11•4-3XO, 2-3+360, 3.15a-R7.I, J•ISM-G21,J•5�59.i,N•-694,64(1-49q.7.16.169.4,74-360,&9a36,0,:•I4+59.5, 1 S.S, II•I.•-763,10.11iSti.S, M.1o..30.3 Cunrrtintrd lAadt (lb) Vntt:3 -1947-194 I t u CNN C'21z'Lx Ana : Vit)c,, MTC PF,@ CA W17 10W C_0A1VafM77P #Ve(vAe&,41& aPAC reom 5LOCXjAiL1 -ry Topt IN Per44J" A -it, s onour, /60.9 • V:iis _11,41PAA5 (p 10 JBY VAI-C 47*09Y hk4gf_ jw0e ON '4/"4 4k,& OP CA L-e-s. 9 9 72 t x - Z31 7 ui�Fj r -le.5 3 —, c 1 7 7 1 E 3 6,CID ChtJF- pr GALLS. (,eC;v0 ="Zrj 4& 6 Z U 0 1 L3 6,:-) e. V7) it SIMP , IA -)7- ? Z 4-raAP.1 ARE OK 7D JSC(A0 dfaqrLy AROVAJD C.LjOyirusF_ FOR 1.4c I -, Y , AD A Av n5 r.) c rt44M I Q 17 PLAd i1vsE -',imP4P^J A4-12 AT XYTO/Ziarz 040 0"AJS 1/0, Al , 5--e PF -rAIL F.115 IVp- —'Yp, l0J-VML.LAT7DA./, " 15) -ADZ? jjorE: TD zwYajg, ,,;ALL zcdyjDOLF :5.Y.4LL_ BC Ajp4�jrdt> w rdr 4' 7111C .-I i --./":;-//I Fil-E COPY the Phillips Croup Phona:uismi-3371 Fax: 9WIS92.5981 FAX: fL% �!Q �7 7 L / Q 3J J DATE: z.1._1.1 TIME: . II 30 FACES: I + COVER TO; %'y1u-,1 P..S 6170ap ATTENTION: 3,/ZI C m the Phillips Group C'_Ril /i�� A Sf,vm,al6e7mea-ig Ftm 2�� ^' SHEET NO, CF �S 10704 Placor lane, Sutle a T�'?Ld 41,4 CA BY_ DATE r? /.a Saoramanlo, CA 96627 e�fi-,}•,��/jc"L'S JOB NO..�_ 916/361-0871•, 1 11'•.<, .na4i'. � n O ('(`� ' �uJ TILL r FAO (JF �•�OF�AOI� 72-05 3�%R" Mlbc, = l.D r"Y� WSot.gtf,:,,J = ts;iaF -/ 'Sr_ri99 L �' L,Y/' PA✓l� = G: $'P— b.5 % �F rO 1a,%rn, CiP� =c7 � RE 'V'-jv AD -'AUG 2 B 1994 (?a /11f ;L 00� FILE C(')'PY tho Phillips Group A 6WCu1el Enpinutlnp Firm 1OOO4 placer Lane, Sufln O Savamonlo, CA 05827 o-ellg?w? (Ca,.Tj V1Ili -� 80i11PN C Lotoxfi .JA 1.3xr.0 = zz.0 7z,:c S-7'SMr� SHEET NO. 2 OF 35- BY— DATE JOB NO. n the Phillips Group ASf o ural ftinardnp FYm 10304 Placer Lam, SUAa H Sacramanlo, CA 95037 910/381.3871 IU 9�r� U/uir A VA +151' C 5 SHEET NO. 5 OF 35 BY_ DATE JOB NO. Warr_°5(�.'v�5� ;;l`i �=fin s9Oa3 c do's. i•jLF c'= �G•1r19='�•9Y:r- �n�yrMMA f:'=• GRJ Cttarii �Ot?ryfiJ,l (R4.1ilC G-a/ ti JSi /l' /n5zS z :x l:.1: L"k/riC: rJi lc3o•Z ,r l/Gi,"J.ch � r�;:f jy'': 51. �'��L. C a �l il.:.O r� b� � 9 6 Un the Phillips Group A Slnx7urol EngInaein0 Fhn taa04 Placer Lam, Sub B SaCramanlr, CA 95927 Di iT h VrInLII-- -RiST �GZ N W I �N DtS ��%- Ig' �Q�� 399,�>y4 •�s 3gs�•4 �orz lo' ?�(1`14' �oI��IQa 35 Za92,� SHEET NO. OF 35 BY— DATE Joe NO. A 0 bntr,-A Cowe2 52 WRccs: VBEhre _ J97G t1352•Co�ZgSG•c# V14«S To ?-ebrs% = 2-3�o f->r GSS r MY, 3624 U� �z12.-1a s"353/ r Sv y5c CryT.Y u l6 440.E SHEETNO.? OF 35 BYE- DATE JOB NO. hi>�3ic(= P�S•G r_l� l %%7•Ce? /01 =GZa�j = 4(n153o.�3%58 1415870 1/12=C�-5�L/.�15• o+-Zr..s�l.lt�tivxr�� xS�Z= 51?SG-�/.! (: 5lmf�u flr%?_� Ea�a.Z) SNe>iv2 ?mars i5ru ) C rr B CA U.uir A F,eayr U�A�.L vc �F1,�L.Ci %r7`Z-3,co -1 /52� f• �. 3 = ;X�oco. S 'f V v - 5233,-3/, = s3 s.9 Ai, ;,VSc 46, w�cdE?.yl�o.c. SHEET NO. v OF �S BYE- DATE JOB NO. on LLlL„=CGr�y.c, c18 +'1�3.5}lofZ2lro c`l)xz' = Z�josrn �`1� =�i?.zsti(�) StZo.S..l•lU)+la.c�Sa�Z.Uz;`� = ZIcZ�K.85=ZQ7c�"� Tcu�a�=tZl,c-iv�Ltr7oiJ2.; =71W , y✓ cnym vnmr rrm 16304 Plaoot Lana, SuAo B Saanmonlo, CA SS827 M1361.3671 Utilr A WM-1- V= Z711 • a + 3124 = �szi •� jb-('a-JJ =19•-1 (oil /Z.6,1 - ugc-- NDBR WY— Foy; °n'�IG.gr'iJQ,�'1��c�L•S/\� gc�l3iQ��.r GHM NO. OF FS ©r_ OAT2 JOG NU. DsAt� c ssr v - � 4. 6 7 `)l%O bCs r/t %. U 4v5' _N cvx ttl sl1 c on"' 2187.U,:t�t59�.�xig:y2,vrY.-r rlt�z 16�ISr.�.o%.> Ku,cc,�• rt�=slflo.:o•. b 10304 Placer Ona, Suhe 0 Sacramarem. CA 95627 9161361.3B71 �u d r ��tt.t�its- 41s,�s �iB llil ioF�vr tui----1Efta�lL SHEET 140. $ OF 35' BY— DATE JOB NO. C1 ei GF3 v2 , 253 .I� ,,ss M. i ,13: 1VC fin; Jl.rfr F 1i h�=�>=• f�'u'UI✓, a %/ebi�.y-�.-.f /L � c;./4<�.:SK^.fi $ = Git��66 .i h Br}g0 saa74.z— the phllilps Group A Str ,lure/ Ec0%eoodrg Rm 10304 Placer Lane, Sutle t1 Sacramento. CA 95B27 Uu n- b ��Q N �• t•1 N a,s,- ��• �l�o, sso SHEET NO. 9 OF 55 BY_OATE JOB NO. 1hoPhillips Group SHEETNO. JO OF A Sfruaural Engm.rrg Firm BY— DATE 10304 Placer Lane, Suna B JUB NU, Saaramenlo, CA 95827 Uurr S 'CAR- Lugar. �= 24573t rZSssi - &V-# i vWtw 8�c1&�lSb&'*-302.9 vtz = o9v, 4 *' v = 4afp -4/g : socp /, sE " yctR�1e Z royc. ./Sz, + 3LS/� �Zo.S..(./c.� KF��? = t'oltcz5 c•SS° 1i1S3/ ia+ba=(59rV'4o-%7rSit) =1.c=9. IZP v=ucZ•of)ISS.Z= 5SO )J,ptt_S c,Sf3,58`?LsY VLwJL'—I¢ K7.0S>L19<15r,- ✓$N Vrcr = 5Cv 4Wef `� �. J G L(r/%U E 2 JI �'�/r tJ c✓ 33 � Cam.\ 7f ,C.S4 Gam` G. � r�0_L�. i 1/8iisp� in5�`�1T o+to.Snxl.lCi> ✓% _ Z ;.$S-$S%/.1jr.l the Phillips Group SHEETNO. J� OF SS A Sftwv al Erylnartlng F6m By_ GATE 10004 Placor Lano, Soho a JOB NO. Sacramonlo, CA 95027 bA/IT— 8 SIVc, WRLr_ ; v: .71�—Uo � Z33`j./ = (411,10 "U= �o`il9•�%� � �10 � `.. USC �rrT=D>< W�iS�QCrro.c. olm: �SEso>�• l8 t Z3?9•/.t /o = /o S $3I �-J 5%y ° / 19,E #./� y✓ ^ 1191Saz.5 "! .:N� Tvr'�ou (OJT-- r-- r r/ v.. ic^G;riT'/✓:` J3� i/r UJ[� �' It ltiIR_= r£, .cJSD>4 !c?�Z 5T}r-,,o�a;�7� l✓cr'Qw't`./ •rl�}/A:/ — LfG�:-�Gv -,'',C.rCGO)/'rr.G" � 5�0�•i :. 0SA" NaS.4} kr�Qi�oST tho Phlll A Sfmx wa B SHEET NO. %y OF �5 BYE —DATE JOB NO. — 144G L?i.7 453q If u— �_ili E f'4'oR h � _Ill_—� . I u�x Id•L I 1 a g I 1 P�I If C cz,' >:Or .15�$� 411.$ Sl}O.s C2r-oDr2 S45N 259E S S Sli ��'L'T" 14�F.=.TJ. IJ �SByIIr(, L'':.:•aL'�tiwl,5� AIp L'in�C Udl r$' �.;�.2 'Fle;Ur,Y= •�`;5�5 �,.�I,iS��Z.4!.,3': ?o,5t�1G� Vlacor U,rrr C D50iI-20 nak./ SI+EZ fJ0 1�_ OF SS_ By— DATE JOB N0. r 11$ 1-,;F,zal-5- 1 1 -L-0 I &C,'z.z to j b,5W,6 �3D5,0(, I -331 13004•f Z la, --oa the Phillips Group A Shu_fu.• l Enginean,'p Fi m ' 10104 Placer Lam, SuRe B Sacramento, CA O5827 Um tr C- ,Perr2 \sufrt • •, V— 3ZOZ54 /lr1'9.4- = ToZ2# W,tu S - T-(> SHEET ND. _!_ OF 35 BY_ DATE JOB NO. 'U : 51(oZ.Z/, = S•'I'Zi•4�-,/i _. V5� 511G1� lU%Zllo�. 1�1 C'/1^tom- �32v2•�><IE-;(n19.¢>zlo-I-^y�o,2x9��y_ zsll�¢�-' ��rt= lB.�(��t•7''.�Zu���l•S-Fzo.S,�•1.1��,<�Sjz= �fy;c4.Z�"' / 5 1+�- �.� = l�s>,IU.s'(I5•s••to•s,l.(a� = lo�l.z=.�.ss=9ro�' M�fs/i v_I /7.x Pr V = 2ay;•Z-ZcBG +lot- wel....=l8l.ISp =CltS Vim. = azg,?& # 57��i _�L��.0 (r4"�i: 7'�.)" �4'rl'G',:•lrn`c. �71 a. !z 1 Cx1 Sl cn1=(41(SJ v-�9LI. (s�:Zo 51 cw•g=. I�1�� u-,-I : �•7,.;n�``F•(.S+1o•5>•i.J(.) _ AIZ r t.SS= 13£0'•. 1. SUMe 0 SE827 014 G SHEET Na. OF ma's BY_ DATE JOB NO. L1 -, 7,536 lr sz a 7`h/ Mrc- �IS'��!•Sr1.�.SX(.Il�i f rg /S>> ��' �l�Qyox SS' l7�'s %uNon/: ((-Ir v¢-9iGL.s-3/�.,=-73`rv,•1 Stu. t4qu-s V= 4¢z�.o+ors.s+s��+z�9�.s=47a:•3t?4.s=s/�7� UvJ/fl� • (f'l. fix/ 7u'K�$p - //.'l r Of"3c,� = 4 1QG.yx !�+ S /Silo _ l(jr sis•e' rAf`= rst�s�f3oZ/Z IZIrScu f� C,°us- IDs,275 . %QJy/AJ-G11,8`/�•f -1�3,z7s�/zyy = Smr# •. use Sin,o,,,_ui L;r2- era . �,> �4cr�r L'JR w •, y- 513o.S��S"9�S = En25� "J the Phillips Group A HlNclura/ fthoonn2 R" 10304 Placer Lane, SUAe B Sacramenlo, CA 95827 UN rr e M2= /SY.15of'3.33Z/y' jD�aai.l =(iLlr 33?-!(noc��=l3 = G/o5.2# P D /off 09 I OLIO lu/ SHFETNO. /& OF SS BY —GATE JOB NO. tho Phllilps Group A St,u ural Enpinaadng Fwm 10304 Placar lane, Suite II Sacramento• CA 93827 UN(rp �3r<z.c �'—�} ( 4 JI, Iii �11 aq t �op•.xp SHEET No. �T OF 5? BY— DATE JOB NO. NM OC 9 t Tt�^Or �Ut/�l!'"�F]_��Ifa ��"��(r �j.Sr ♦�if:M�j�.:l. ._.>l/.:fi,�:. •1':r�-:- iVG6✓, (.�,.(C�C��'!'`:,..D:�.1.1(. *)S?�.��c•'_`4� . - oS/i✓9.�� NLr/J�l � the Phillips Croup A SIruclur1/ Enginaonng Finn 10304 Placer Lane, Suite B Sacramento. CA 95827 UUIr'D rt�a2 I /a 31,741.1 312�4`Il•o `4 ,355tc e b7 1 6zz4 um1 SHM NO.[b OF 3S BY— Dare JOB NO. the Phllllps Group SHEET NO. �2 OF 35 A Sfw�v.l Englnoonnl Pom BY_ DATE 10304 Placer lane, Sulte B JOB IJD. Sacramento. CA 95827 V' IbsS•r/f, 4353.3i YW4,-' '!Q' 9• �3�18+Ira - 357•iW 47664 v � ¢�x. = s�4-•¢'�i.. �5E � fGDt w r&/�. z�'1�.1. m M I$ t lq�s.sx/�� = 6(P)Lv 3#-' �l2"-C3c, f2 �Z°' xl•li:�, t !$/Z (Iti.sa)+ /6A 5J) 9332j�, 510?� / j�ct-tY �4gLt_', V — 3os�r1 �!'��. ±FO.V f I�'7C .S — ��O f' lj�'/•� � il'�S�l •f VW4"L"1-5x/9tl x•ir' OF, 5 �o ��% S ' cS�1S•r%, l .', U`.� }�ScD.L If"sond o711- l $ i /- 70 7.5 r IL�')) 2 SZj 3 Zl 1 g5= Z�'y , (331coa b"••Z1,r(o) -ZZI= 13,737 the Phillips Group A6trudwal):'nyfneanny inn 10304 Placer Lana, Suile SaWalnaMC. CA 95827 UN l --•D SHEET NO, 70 OF �S BY — DATE JOB NO. !bp- zj-,4 = z•s�ac�/Z(ig•sDtu�.sxl.i�) = t�¢�c� X•�:, less Give Wnc�L V_ It44i3� ¢��+Zs�9l•�=S�i�3fZ898S=8572� �flmP�,v� av Wi4G�S u �J = 1iv4w' Z3•te� <�8><lS�x.l4 = g`� /07 447•5*i, 5L < <. I (77r^ _ l4• 7812s7B•.�-�o d ?Zs�LtL+4� &wa f B,; - llo h�L=�lL�<lS�t ZvSf/it<t 1 S) <ll�l% = G1 33Z. 7�C �3 z LCUca wAl,L- V = 41ZZ4 LM.7 = 741� iho Phillips Group A SrNCurat Enp:naa ft Fam 109W Placer Lane. Suee 8 Sacramento, CA 95827 ONa,e SHEET ND. 21 OF 35 EY_ DATE J09 NO. r • i i(',Fae .�501«) °u' b f a t=�c,:,'Z. 1a0-1 'Vi id fl7•32i7� ��:.IQ>;;r%IcvG.s., fDl)C✓'�r5'� �L,>L•St the Phllllps Group A!;I�vral Eng'moeriny Firm 10304 Platar Lana. Su11e B SaCramenlo. CA 95827 UNIT e SHEET NO. Zi OF3 BY_ DATE �s' ¢l,�l0 1-111, ,c�1 lzb� to-lz 10, ,36149us-�Qlgrrs 33 3S8[o 1►o4,94s 8 ourr c SHEET NO. C i or 35 BY_ DATE JOB NO. 8�0 t��=i3s�7,o•5x�.lJ+ �><15.5�15.�tS_�>`�%y,: ?1�1`j��";c.�s>ZZtgn��'' -P.csrw),r = (f?, 3?4- -a-?, /?.s ' 3?— 4 :.y `✓ 5- Stey'Psatit ft*—,,I- 02 iqT!/G. v= (dy2•cPrZR4 )•3 = 914i•9r 'r*mer Srptr W s%-L- 1�= /alsl"I-}l.Gv.c:^.;:,'i•1�r�ZS=ia1`%2f ��llZ1=l°?'i,?,# r 2' %/�'a�1•3/� s ' fs3rr.4��� .: �L� ��'cr,. w��'2'�• c . G; ht = �0�)5.2�7:�•=:%/2.lJ �J '' !s'j,7J�.Cr t' � 1��� =• �Sx!�7jr 1� 5�.1 irr t t1.s� � lt<.s� - y-z r(��S �4L�` the Phillla5 GTottP A StrJ�ura/ Enpboannp Fum 70304 Placer LaDC, SuN.a B S a c ra inarl0, CA 95627 9161361.3671 vAtr 2EA-0- w4uu SHEET NO. 4� OF 35 BY— DATE JOB NO. -U y(>,S3i•9 = 3�r�.3�(t -r.y5G' 3g'G9,-. wlbr� Ua� . cm l �'�g4i•lt !�f /S10 Flo l 7crpr q�� 8�,$.r� = 41123�i /!'� %IyL=�IS�spt 41.S�L>;Zvsx�{(,�-/o',c/5s),CB%Z� 3a�lc�o •;..ss= TL-�bto.0 = CAZ, 38--2(,,to(lr7� : 7.5' = 20ZZ'� :. ota- sr"1y50AJ 1f7)5 } V= 3'4z4ltx`G s= Sb33•5 yr Jt!�'4-3l=.�%•i!it USL!-C.x Vl/DCl"o•C — Dhl = iJ}Li ist (�9L.S> /j144, o J x s!Jn, 7,;tr,5�� r 6<11,.��;s;•-��1,�:�i = 37r�.s'�'�.sS=3zzl '�-•.I.ra� = r..f'ltl!t..S-:i�?.1>12.5= .��0`t the PhIIIIps Group A gf u .ml Enyinocnny Fmn 10304 Plalcr lane, Su&a B p�L'7�J �2. Hai-TxY�AJj N'4 'EL-caS ftlR #D5<�u�tiJS TK•YQ $�' o�n/d�g1'lc�T W lrt WkSyaz- Tu=ZL1,4*4�Iv = Hju-5# uE• SHEETNO. 26- OF 35 BYE_ DATE JOB NO. _ :.vim syll� 11�•3 w7TH lU,iS✓,�2 'U�,i'xy $'.�al,.� To= sites �,4 z- �Q,�ti9 '''•• v5� "'�''�l;a. tjrr,� w.fs/�-� DrS� 8 '�,,.,,, IruloA i 1{75A r� [ h i SNLRr ( I� ;•�(.i31� .S.ND?It lr�E' %Iy- :�-.i ) :. (.Lh> L':.��0= •'�' C �'i-tit = 21C r 1— �v3� L.�i Jai A/C.L^ ^- a No Text t4 0 Philllp9 pinGrovvnup F ASn .'. 6r, am 10004 Plater Lane, Su6a B Sac nemonlu, CA 95B27 SH'cEf N0. Z'2 OF g5 BY_ DATE _ JOB NO. i T 7Z�L&C)A-/ ,SLR lb" SL446 UUI77-t % JGDD.us ZlfIIoC. E-Xt. 'P2cWW&;1�7'�S ZwO 59790, 1 = �4-4ro -- Mo;;�!- ZQ"''1o7X(, - goo"3 lCP//z' Zvoc jM ¢ JI LL01-od W,5 %Y vG 17 F-LYT5 B9 anJ C-r � aTlliE �eespzes5 0/= Sv ?5c: ft-L.LOWRR�LC �'�'c55Ej I•lt��sL m4;= 9bo(,o5t.:o> Jl}flkll _ll,��klli�r Ma . 4CDCMZ5-- the Phillips Group A Srroqural FrtpMarnna Firm 10004 Placer Laos, SUMO S Sacremareo, CA 9227 M/Ix t&U(gv-) = 2S.S jillm7 j = 2�•si ?- l900 1, MA>` i xymgr�2 Lrtic LDS �. (-OJ 'L L4j:7— GvA.tcq SIIZETN0. rF?S �I by— DATE JOB No. _ Ao = �I�zls'j �I o=1 C- Ci.YaE Llrl" (Itome--,k4r L tw (-, 16 pv9 C.��'lu /o�S) G �•Z (zs.s�.�ws �iu�l.at lns Pllllllps Group A 81ngm,1 £np'mr...nq Fite 10304 Placer Lana, Sues S m#�L ra,,-IvI = 41' (o VJrg77a = Z9LQ ?- )s4+ Ce�4rerz lam ml>mEur! GC,Q(-1 Mr SSZ iYl�-..SSZ (� CS�I.23�ty> M5= i 58a 5/6la1 EA?L 4r'1_ f ICIMC, 47- Mj- 1L/ CCLL ` J MEUNn, .QFis- Fly— DA79 Zia No. I)JInoo-rFs 'Ya- !101 -a'N5 /1T2E LG'�s 11aMJ I�LGO"-IIrfi�L . AFRm 1 D304 Placa, Lore, $o4o B /f�DT.i�1J]j/dL T»LEZ-r'7frJ. I�knvE S�f-�u�Js tx�.lEu�r1. 5HKINO. 30 OF 35 BY__ DATE JOB IVO. 3.q- = , toSQ „ CCENf�2 !.IFT 64,�. 2 ((or_3.4z.:)�8no- ' doh CE'Dc�E UF'� �o:�C2�415),7us(Z�I.os�t1S4�) �S"ilz�w 3�(l� �L2i4 11 n -if . 7") Ao I = 0�k- 51/,-@i2 to4rer LlFr' ;c vim` I/1133`(45)•I(' �2)'¢Stlo�.2 CIS�s)s�(2).0Q(,5)�� Uf= �r�(C41.$)'°��Li'�li►�>�? �lg�l�'fi4 �z�"�(s��'� 423lr-r 1h►Phllllp►Group SHEETUD. 9/ or A Slw rel Enginaednp Firm By_DATE 10304 Placer Lana, Suile 0 .inn Nn �.grEY�iZ (Co.•rT) ET..raE LiFr 1 _ !, o 9 , 4,9- r YC= I, ZSPP 1 S �i L tc Gf�i�cle, bTrZE!27SeF-n, "To Lahr-P,&)7e/ Lj Ph,ailTla^zS Sa r the Phillips Group A f1woral fopinwiq rem . 10104 Placer Lane, Sune 9 Saaamamo, C1, 96627 916l361.3671 SHEET N0. 3 y OF 35 BY,_— OA7E JOB 110. UAJIT- E (L1o�a� TeoJer,r S//tl3 Arrae4 wr41 W �� = iz�(�So��,irr+r��)= 4zll Vlr. (Iy,Sor4o�) = �)1 loc y 1 R 3oc�r4��� /booF V ., FiJjr2raJf� �Y12L35�2Gs5 %r2� o.lc. �2 9r-c_ v�rr7� rbN' 7�Srrv.f p'aZcG- - 41,5.,i'%lrz�>•,n�2 .nS(Z;��.lc� r"rIVVN) � Zoao —r 1��•yNZ K,rs }) il C / CE ./l- � T�11��=r;.zt34S=Zor�s�V uk CA GM 'FTy 5 ��7 /}2c1} = g��Z000 = ¢•!23 7-P = Sk&# f�` 2�xly/y,c IL,4al,oca,rl3�,o _�,o�l.¢* l jn=28ch1/�Lno� I- Sllu l�o Fl_ 2.31-+-lu5h 1�5332.33- 3 1z4 Lr-`4 use ZLQ�� EHEETNO. 33 Of-S BY_ DATE JOO NO. �...r. 0 a GA Tk;T To 5op,"2- s lg1 , !_97FTzk"-Y • UDC !I � i,GP y in'-V 'f- r-'-1 SHEET No. 3-Y— or 33 Of— DATE JOB NO, C 4 z5lnvr7�oo ,OIL Lt. .2t3aaLr" ! the Phillips Group • A CnvYu�W Erp(nenrinp fim 10704 Placer Lane, suEe 8 .ecramemo, cA 0san r.2- hp� _150� Q*} 4mn 12i"o#"I Stir sMEET No..15'_ or 3� 0Y—DUE Joo NO 6 = 22 •Sr ' &�} >`IS,IL� l S�lo�`'� 490 � 53 L%rA� I � _ C U) -J IT n i . IWL(Z�P c.�9 tom>.� /LC!9•'� fly i / 4�ZPa J ,( �iGl� �i2 � l9U►� ¢4-toct r GIBLIN SQ. oPiICE Box e172 ASSOCIATES 5AN TA R03A. CA P5406 tEPH ONE (707) 529•307D CONSUOING FAC 51 Id ILE 17 a 7) 52B•2037 GEOTECHNICAL `Ili+il- r' ,;.:. A ENGINEERS January 29, 1999 Job No. 2300,1,13 Capri Creek Associates, LLC 49 Geary. Street san Francisco, CA 94100 Attention: Mark Mullin Gentlemen; I'uGU7 WII? 5 ---— 11REUP9 7 o��i 5/y` IrA11H 7 / DIV Report �' Soil Engineering Consultation and Review of Plans Capri creek Apartments Petaluma, California Thiu report presents the +'eaulitn of our soil engineering consultation and review of plans tot the proposed Capri Crack Apartments in Petaluma, California. We performed a coil investigation for the project, and the results were aubmttted in our report datr.,I April R, 1998, Recomnandationn for foundation support includea criteria for sprund footings bottannd on firm, natural soil or properly compacted fill, He understand that it Is desired to unn pant-tannionod slab foundations for thn i proposed improvements, He provided aopplemental recommendations for pone-tannionod slab dcoign criteria in a report dat;,d I December 12, 1999, Plana preppred by The Phillips nroup am dated ,7111y 31, 1990 and indicate that the apartnents will be two-utory, wood -franc structures with concrete slab-on^grads floors. Foundation plans for the haildingG indicate 10-inch-thick pout-1.ensicned nlah foundations with a 2-inch thickened edge. Reinforcing consists of a dauhlu Pat of 11o, 4 barn at contara varying iron 10 to 24 Inches, each direction, tiaeud on our knowledge of LIM subsurface conditions, we believe that the foundation system as planned would be suitable for the proposed residential aonatruettan. Panitivn nurracn drainage or at least 114-inch per rout extending at least 4 lent out should be provided away from all foundations. The ground surface around the perimeter of the structures should be eloped co An to pravidn positive lateral FILE COPY Vd :01,'.71 IJIYJIJ e519l cc" fa Irlf I . . Capri Creek Associates, LLC January 29, 1999 Page Two GIBLIN CONSULTING CE01ECHNICAL E N G I N E E R S drainage. The roofs Should be provided with glitters, and the downspouts should discharge onto paved areas or splash blocks draining at least 30 inches away from foundations. AS stated in our supplemental report, special moisture conditioning measures should be psrforned to cause preswelling of the expannivn clays, Based on our plan review and previous work at the site, we believe that the materials and methods indicated on the Plana arc in general conformance with our rnconmcndat ions. We reconmand that the moisturn conditioning be observed by the soil engineer to verity that expansive clays are sufficiently pra-rwolled prior to placing slab forms and reinforcing and to modify our recoz*andations, if warranted. US trust this provides the information needed at this tine. If you have questions or wish to diccuno thin in more detail, please do not hesitate to contact us. Yours very truly, CCIIB^LL U- �ASSOCIATES Apale Padf Civil P.nginonr Ito. 42818 is .« Jnrn A. Cihlin Cantechnical Engineer 110. Caplan Submitted: 1 ec1 2 Comstock. Johnson, Architects 10304 Placer Lane, Suite A Sacramento, CA 95827 :.t69f I11"1319 co,9l GG, En Wr GIBLIN. P 0 S T OFFICE a0x 6172 ASSOCIATES SANFA CRpf,ar7TP,; q aoe TELEPHONE (707) 528•a 07B —"— FACSIt iV�![;?i CONSULTING 4.Z._' ) zo•25a7 GEOTECHNICAL ENGIN'EERS Es'•r'u"`'' Report 1! SUN tyL'11�1) ^.• 1 Sail Investigation culls+, Proposed Cnpri Creel; Apartments Petaiuma, California 99006 1. Prepared for Th_ Paul Sack Properties 11, Inc. 49 Geary Street San Pr,wcisco, CA 94108 I1p GIIILIN ASSOCIATES Consulting Gcotechnical Engineers JJ la:ale rya s9uo pale Hadf Ciril I:njnccr • tio. 42818 \Br CAN' Jere A 1.311111n � S (icotrchnical Cnginecr • J7o, J39 Nj. CE3U F .. r.7ai1 si`��. r ► Job No. 2128.2.1 psi"! rECW y April 8, 1995 Ct,L1I FILE Copy GIBLIN ASSOCIRTBS CONSULTING OGC ENIN E E R S 11MIXODDOTSOII This report presents the results of our soil investigation for your proposed development in Petaluma, California. The site is located north of Sonoma ilountai.n Parkway within the north portion of the existing Gatti Nursery, fie understand that the approximately 4,96-acre site would be developed for construction of lZ apartment buildings, Cdnstruction would consist of one- and/ot two-story, wood-frama structures with concrete slab -on - grade floors. lie anticipate that the development would be served u by asphalt -Paved driveways and parking areas. Foundation and floor loads arc not known, but are expeci:ed to be r,ornal for the type of construction proposed, we also understand that final pad elevations have not boon determined. Therefore, the extent of -i cuts and fills to develop level building pads is not ):nown. During our discussion with Mr. Les Daronian of Paron!an Associates, Lnndscape Architects, he indicated that the adjacent i proposed stroot grador, would, in general, determine the pad elevations on the alto, an It is possible that the majority of , old fill materials in a level pad in tha center and routhwect 7 portions could he hnulsd,otf -site, I The object of our investigation, as out"ined in our proposal dated February is, 1998, was to review selected, putlished, geologic information in our files, explore subsurface conditions, measure depth to groundwater, where encountered, and obtain _ 1 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL E N G I N E E I2 S samples for visual classification and perform lahoratory testing to determine physical properties of the soils nampind, Wo then performed engipeering analyses to develop conclusions and recommendations concerning; 1.1 Proximity of the alto to active fcults, 2. Site preparation and grading, 31 Foundation support and design criteria, 4. Duality and compaction criteria for asphalt - paved driveways and parking areas. 5. Support of concreta slab -on -grade floors. G. Soil engineering drainage. 7, supplrcental Soil engineering services. WORK PERFORMED We reviewed selected, puhlichad, geologic and gootechnical information in our files including; 11 The "Geolcgic Map of the Santa Rosa Quadranglo, California," by D. L, Wagner and E, a. Mortugno, California Division of Minot, and Grolcgy, 19R2. 21 The "Geology for planning in Sonoma County'- naps, Special Report 120, California Division of Mines and Geology, 12lao, 3. Thn Cotati and patalura River Quadrangle Sheets of the Alquist-Priolc EarthquaXa Foult Zone nape, California Division of Mines ant Geology, 19a3, 41 Report, "Geologic -seismic liazards Evaluacion and roil inveatigation - Hillcrest. Rospit.l, ilotalur..a, California," by Harding -Lawson Asaaciatea, December 27, 1976, - 2 - GIBLIN ASSOCIMES CONSULTING GEOTECHNICAL ENGINEERS S. Report, '(soil Investigation, Proposed Residential Development, Gatti Property, Sonoma Mountain Parkway, P(AAIuna, California," by Giblin Associates, Job Ile. 495,25,1, dated December 5, 1996. 6. Fl000 InsAranca Rate limp (FIRM), Sonoma county Pnnel No 060375 00708, dated April 21, 1991, Federal Frorgency Management Agency (FEMA), 7. "Map:; Showing faults with Quaternary uisplacement, Northeastern San Francisco Bay Region, California," !v E. T. Melley and D. G. Nerd, 11,S, Goclogical Survey, 1977, on March 11, 1990, we were at the site to observe conditions oxponed and explore subsurface conditions to tho extent of four teat borings at the approxir..itte locations indicated on Platu 1. Thn borings were drilled to depths ranging from about 9 to 30 feet with truck-nnunted, auger equipment. Our engirsor lociitei t11a boringu, obuervad the drilling, logged the conditions encountered and rbtained samples for visual classiflcation and laboratory testing. Relatively undii:turbad samples were obtained with a 2,5-inch O nnide-diameter) nplit-spoon sampler driven with A 260-pound drop hanmar. I'ho stroi:o during driving wan aL•out 30 inchrn. The blows required to dri'le the sampler were recorded And converted tc tquivalrnt btandard Penetration blow counts for corrolation with empirical data. Logs of thn boringu showing soil classifications, sample depths and converted blow counts are preaantnd on Plate— 2 through S. The roils are mlaasified in - 3 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS accordance with the Unified Soil Classification System explained on Plato 6. Selected samples were testa9 in our laboratory to determine moisture content, dry density and classification (percent passing 110. 200 sieve, percent free swell and Atterberg Limits) and strength characteristics. The test results are shown on the logs with the strength data shown in the manner described by the hey to Tent Data, Plate 6. Detailed results of the Atterberg Limits tests are presented an Plates 7 and S. The boring locations shown on Plate 1 were determined by visually estinatina from existing surface features. The locations should be considered no more accurate than implied by thu mathodt used to establish the data. Ele•:ations shown an the boring logo were interpolated from topographic lines shown on a Site rl.a❑ prepared by Uaronian Associotes. At the completion of the exploration, all the holes were baccfilled with the soil cuttings. SURFACE AND 6U➢SURr-CE CONDITIONS The sits is an open field that elopes gently downward to the southwest. Topographic lines on the Site Plan indicate a difference in elevation across thq parcel of about 9 feet-. Fi11• varying in thickness from about 1 to ➢ feet have been placed on the eastern half to create a nearly level surface. The CIBLIN FiSSOCIATES CONSULTING GEOTECHNICAL ENGINEERS relatively level area is bounded on the northwest and southwest by a descending slope up to about G to 7 feet high and inclined at about two to three horizontal to one vertical (2:1 to 7:1). The slope height decreases to the northeast and southeast. Also, two parallel rows of trees are present in the northwest- and southwest areas, just beyond tl:e too of the slope. The ground surface at and beyond the toe of the slope was very wet, with many areas of standing water. This area was not accessible to dr.Uling equipment at the time of our exploration. The borings and laboratory tests iZdicata that the area explored is underlain by discontinuous layers of sandy clay, clayey sand and sandy gravel to the naxir.•un depth explored. Three cf the borings encountered old fill materials that consist Of a mixture or noft to medium stiff sandy clay of high expanuion potential and louse to medium dense clayey sand. Such clayey soils tend to undergo high strength and volume changes with seasonal changes in moisture content. The fill materials were about 7 to B fact thick, •.:here explored. 7ho underlying natural soils consist of highly expansive sandy clay that 's nediun stiff • to stiff and wet to,saturated. Deeper soils encounterud consist of hard sandy clay and very dense silty sand and sandy gravel. Groundwater was encountered in one of the borings at a depth of about 17 i•cet. The boring was left open for several hours and the depth to groundwater rose to about 14 feet, our experience 5 CIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS indicates that such subsurface water conditions very seasonally and can rice and fall several feet annually. Thu geologic maps reviewed did not indicate the presence of active faults at the site. The closest fault area generally considered active is the Rodgers Creel: fault zone, located approximately ], miles to the northeast. The referenced report by Harding -Lawson Associates suggests that the Tolay Fault may be located about 3,000 feet to till southwest aiong the existing freeway, They state that their invostigaticn indicates that there has not been any movement un the Tuley Fault for at least two to three million years and that the area is not located within a presently designated Alquist-Priolo Earthquake Fault Zone. The FIR11 maps reviewed indicate that the site is located within Zune X, an area that is outside a designated 500-year flood zone. CONCLUSIONS Based on the results cc our field explorr,tion, laboratory testing and engini-f.ring analysis, wr, conclude that, from a roil enginaering Standpoint, the site can be used for the proposed residential development, The cost significant coil engineering factor: that must be considered during design and construction art. the presence of 1) expansive clayey fill materials and; 2) - 6 - GIBLI r ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS weak, upper, natural clayey soils that have a high expansion potential, The old fill raterials encountered in three of the borings contain a mix rf clayey sand and expensive sandy clay soi.ls. During our diuucssion with Mr. Richard Gatti, present owner, he stated that the fills were placed about seven years ago. During fill placement, the materials received some compactive effort. However, we found no evidence that the materinls were placed and compacted under soil engineering observation and testing nervicen. Our experience indicates that such fills could undergo variable amounts of total and differential settlement. Therefore, we judge that the old fill, where encountered in planned improvement areas, should be completely removed and replaced as properly compacted soil. Thu weak upper, natural soils will be subject to considerable strength loss and settlement when saturated under the anticipated loading conditions. where rvaporation is inhibited by footingn, slabs or fill, eventu-1 saturation of the underlying soils is likely. Therefore, we conclude that the weak upper, natural soils are not. suitable for fill, foundation or slab support in their present condition. within building areas, it will be necessary to upgrade the natural roils by cor..paction. Also, to help distribute fccting leads and reduce the risYc of excessive acttlements, it will be necessary to provide a MM GZBLYN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS compacted fill pad of uniform thickness below the bottom of footings. Expansive soils can undergo significant strength and volume changes with snasonal variations in moisture content and can heave and distress lightly loaded footings, slabs and pavements. To offset the detrimental affects of future shrink and swell in tha expansive soils, it will be necessary to initially moisture condition the soils to a high moisture content to cause proswnlling and then cover the materials with a moisture confining blanket of imparted, nonexoansive fill. Therefore, we believe that future heaving of expansive soils and resultant distress to structures and ❑labs can be satisfuctorily mitigatnd by underlying floor slabs in living areas with a nonexpannive fill blanket at least 30 inches thick. Where detached garages are propose::, slabs could be placed directly on properly prepared natural soil or compacted fill materials, provided the slabs are allowed to "float" (i.a. structurally separated from foundations), and the risk of future heave and/or settlernnt and resultant distress would be acceptable. Provided the site is preparad as subsequently recoricended, foundation support for the buildings can be obtained from spread footings bottomed at relatively shallow depths in the recommended fill blanket. Concrete slab -on -grade floors can be used in living areas and can be supported directly on the properly �:1C GIBLIN ASSOCIXTES CONSULTING GEOTECHNICAL ENGINEERS compacted nonexpansive fill pad with a granular capillary moisture break. We understand that shallow spread footings and slab -on -grade floors in living areas is your preferred foundation and floor system for the project. Therefore, the remainder of this rsoort addresses that type of construction. As an alternative, post -tensioned slabs co^ld be used for foundation support. We can provide specific reconne ndat ions, if desired. With the post -tensioned slab alternative, it would not be necessary to underlie footings and slabs with a blanket of imported nonexpansive fill as discussed above. For foundations designed and installed as recommended, we Judge that total settlements will be small, about 112-inch. Post -construction differential scttlements should be nbout one-half this nsiount. Tha geologic naps reviewed did not indicate the presence of Fictive faults at or near- the site. However, as is the case in the entire tonon, County area, the site is subjr.ct to snvere ground shaking during earthquakes, it .rill be imcausary to design and construct the project in strict accrrdance with current otandards for earthquake -resistant construction. . - 9 - GIBLIN ASSOCIXTES CONSULTING GEOTECHNICAL E N G I N E E R S HEMMENDATIONS Site GLuliDg Surface vegetation and grasses should be removed, and the areas to be graded then should be stripped of the upper soils containing root growth or organic matter. y:o anticipate that the required depth of stripping will average about 7 inches. Dosi.gnated trees should be removed and the roots excavated. The strippings should be removed from the site or stockpiled for rouse as topsoil in landscaped areas. Walls, saptic tanks and other voids encountered or gnnorated should be removed and filled with compacted aril, compacted granular material or concrete, an required by the appropriate regulatory agency or determined in the field by the soil engineer. After stripping, excavation should be performed as necessary. Within the planned improvement areas, old fill materinln should be excavated for their entire depth. In general, our borings indicate that the thickness of such materials varies up to approximately 7 to a feet, where evplored. Localized deeper excavation may be needed to.rer..ovo deeper deposits of old fill., where encountered. The surfaces exposed by stripping and/or overexcavation should be scarified to a depth of at least G inches, moisture conditioned to at least 4 percentage points above optima - 10 - GIBLIN CONSULTING GEOTECHNICAL ENGINEERS moisture and to close any shrinkage cracks for their full depth. The soils then should be compacted to at least Bi percent relative compaction.1 Approved, on -site and/or imported nonexpanaive fill material then should be placed in loose layers B inches or less in thickness, moisture conditioned to or near Optimum (at least 4 percentage points above optimum for on -site clayey soils) and compacted to at least 90 percent. Only approved iMPortad, nonexpansive fill should be used within the upper 70 inches in building envelopes (building areas and extending to at least 5 feet beyond and 3 feet beyond adjacent walkways). Fill material should be free of organic matter and rocks or hard fragments .larger than 4 inches in diameter. Generally, we expect that the majority of on -site soils will be suitable for rouse as fill below the recommended blanket of imported nanexpansive fill. Imported fill materials should also be nonexpansive and have a Plasticity Index of 11 or less. The material proposed for use as nonexpansive fill should be tested and approved by the soil engineer prior to importation to the site. As an alternative, the use of lime -treated on -site soils I Relative ecrpaetien roftca to the in -place dry density of fill axpres•ed no a percentage of max Lmum dry density of the aame material datarot ad in accordance vita the AS:x n 1559-91 laboratory ccmpactior. toot pre<edura. Optim.,um moisture centart refers :o the mointuro content at maxirum dry density. GIBLIN .4SSOC_ IATES CONSULTING GEOTGCHNICAL as a portion of the recommended imported nonexpansiva fill Goa could E R S be considered. Our experianco indicates that weak, unpar soils and low- lying areas can tend to trap significant amounts of winter rainfall and hold the moisture well into the spring or early summer. Therefore, depending on when site grading is performed, the upper, natural coils could be saturated, requiring additional spreading, moisture conditioning and/or everexcavation to Properly complete tPa building padn. The need for overexcnvation Of any saturated surface soils should be determined by the soil ' i enginaor during grading. 1� r :1.nished clopen should be trimmed to expos,_ firm materials and should be no steeper than 2:1. slopes over 1 Tent high 1 should be planted with fast-growing, deep-rooted ground cover to help reduce elusion. F. auRdati_n suenort spread footings can be used to support the proposed strucblras and should be underlain by at least 12 inches of Properly compacted imported nonaxpannivn fill. Spread footings should l:n at least 12 inches wide, and bottomed at least 12 inched below the lowest adjacent, compacted pad grade. Spread footings can be designed to impose dead plus code live load and total design load (including wind or saismic forces) bearing - 12 - GIBLXN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS pressures of 21000 and 3,000 poun7c per square foot (psi) respectively. Perimeter and bearing wall foundations should be continuous. Where footings are underlain by loos than 12 inches of properly compacted soil, bearing pressures should be reduced by one-fourth and footings should be at leant 30 inches deep a-w< bottomed on firm underlying natural soils. Resistance to lateral leads can be ob::ained from a combination of passive soil pressure and soil friction. We recommend the following criteria for design: Passive Equivalent Fluid Pressure = 300 pounds per cubic foot (pcf) equivalent fluid, neglect upper 1 foot unless confined by slab or pavement Coefficient of Friction (concrete on soil) 0.30 ;�n,+�-on-Grade Provided the site is prepared as recommended above, slab -on -grade floors in living areas will be underlain by at least 30 inches of properly compacted, imported, nonoxpansive till. In addition, slabs should be underlain with a capillary jI moisture breO; consisting of at least 4 inches of free -draining I gravel or crushed rack. Crushed rock should be used where slabs are subject to vehicular loading. The slab rock should, in f general, be 1/4-inch by 3/4-inch in size. Prier to placing ❑lab !` rock, the subgrade soils should be thoroughly moisture �bs' GIBLIN ASSOCIATES r CONSULTING GEOTECHNICAL E 14 G I N E E R S conditioned and provide a smooth, firm and uniform surface. Where at least 30 inches of approved nonexpansive fill is used, J slabs in living areas can be structurally tied to the footings. .Subgradesoils in proposed detached garages should be moisture conditioned so as to provid. a uniform moisture content at least 4 percentage points above optimum to a depth of at least 12 inches below planned soil subgrade elevation. Where loss, than 30 inches of approves nonexpansive fill or on -site soils are used, slab,, outside_ of living areas should be structurally separated from foundations. Positive low -friction separations, such as felt paper or mastic, should be used. Moisture vapor will condense an the underside of slabs. Where moisture migration through slabs is detrimental, a moisture vapor barrier should be provided over the slab rock. Whorc a plastic rumbrane is used, the membrane should be overlain with at least 2 inches of clean, moist sand to help provide puncture Protection and aid in curing. The slabs should be at least 4 inches thick and be reinforced with at least welded wire mash to reduce cracking. Actual slab thickness and reinforcing should be determined by the atruetural engineer based on anticipated use and performance. Slab -on -grade subgrade should he smooth, firm and uniform and not be allowed to dry prior to concrete placement. - 14 - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL Flaxi le vementa E N G I N E E R S Based on the Caltrans Design Procedure 3o1-C, astir ated traffic indexer, (TI) and an assumed a subgrade A -value of 5, we recommend the following pavement sections be used for driveway and parking areas: _ cl• c5sn_IJ.D.,iLs:1 Area Alternative T.I. Asphalt Class 2 Aggregate Concrete Aggregate Subbase** Surfacing Base' Truck Driveway A 5.0 3 10.0 and Service Area B 5.0 3 6.0 6.0 Automobile and A 4.0 211 B.0 Pickup Truck. 11 4.0 2ts 4.0 5.0 Driveways Automobile A 3.5 2h 7.0 -- Parking Areas B 3.5 2h 4.0 4.0 • A -value - 78 min ix:um •• A-valuo - 40 nllilnan The Above pavement sections would be cuita:jle for auto and light truck: traffic. Heavy truck, loading could reduce the useful life of such pavement sectionn, C3Una premature distress and increase raintenance. should heavy truck: traffic be anticipated, we should he consulted to provide additional specific racommandnti oils. Also, we ruco-,.-end that thickoned pavarent sections or concrete slabs be used at dumpster lift points. Future tutting and drying of the on -site expansive soils Along pavement edges can occur. PAve-pant maintenance, aspocially GIBLIN ASSCCIATFs CONSULTING GEOTECHNICAL ENGINEERS repair of edge cracking, should be anticipated. Increased pavement performance and reduced future maintenance can be accomplished by underlaying the paved areas with at least 12 inches of approved on-sito ur imported, nonexpansive fill. The fill, if used, should extend at least 7 feet beyond pavement edges, where attainable. Conventional curb and sidewalk and/or landscaping with an automatic sprinkler system can also provide some benefit in reducing future maintenance. The flexible pavement materials should conform to the quality requirements of the State of California, Caltrans standard Specifications, current edition, and the rcgairaments of the City of Petaluma. Prior to subgrade preparation, all underground utilities in the paved areas should be installed and proporly backfilled. uubgrade soils then should be uniformly moisture conditioned to above optimum (ot least 4 percentage points above optimum for on -site expansive clayey soils) asd Compacted to at least 95 percent relative compaction (91 percent for expansive clayey soils). The subgradu should be rinishcd so as to provide a firm and unyielding surface. The subbase and/or aggregate base • materials should be placed in thin lifts, ccmpacted to at least 95 percent and should also fora a firm and unyielding surface. 1r i GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS Sgil Engineering Drainage Pending water would be detrimental to foundations. Therefore, it is important that the areas adjacent to the buildings be graded to drain away from foundations. We recommend that positive surface drainage, consisting of at least 1/4-inch par foot extending at least 4 feet away from the building, should be provided around the building. The roofs should be provided with gutters, and the downspouts should discharge onto paved arens or splash blocks draining at least 3o inches away from foundations. Where irrigated landscape areas abut the buildings, excess water can be trapped in soil layers along the edge, increasing the risk of potential heave of the floor slab, lie believe that the installation of the compacted fill pad that extends to at least 5 fact beyond the building perimeter should provide an nf.fective barrier to the infiltration of excess waters from landscape areas. Any cold joints below grade in the perimeter foundations should be wa.terprcofed on the exterior side in core manner. Professional landscaping should maintuin good positive flew of surface water away from and around the buildings. It should be recognized that fences, walks, patio slabs, lawns, plantars, etc., can impede water flow and promote surface soil saturation - 17 - GIBLIN ASSOCIATES CONSULTING GEOTE.CHNICAL ENGINEERS and seepage into underfloor areas. Water should be intercepted above slopes and diverted into drainage facilities. Sunolemental. Services. We should review final grading and foundation plans for conformance with the intent of our recommendations. During site grading and foundation installation, the soil engineer should provide On -mite observation and testing services se that the actualconditions encountered can be observed and our recommendations nodified, if warranted. Field and laboratory tests should ke performed to ascertain that the specified moisture contents and degree of compaction are being attained. Foundation forms and reinforcing should he checked by the Building Departmont. LIMITATTONS We have performed the investigation and prepared this report in accordance with generally a-cepted standards of the soil engineering profession. No warranty, either e%presr. cr implied, is given. Subsurface conAlticns are eenplex and may differ frog those indicated by surface features o, encountered at test Loring locations. Therefore, variations in suhnurfaco conditions not indicated on the lens could be encountered. - IP - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS If the project is revised or if conditions different ,from those described in this report are encountered during construction, we should be notified immediately so that we can take timely action to modify our reconmendations, if warrant,:.i. We can not accept responsibility for items we are not notified to check, nor for us❑ or interpretation by others of the information contained heroin. Supplomontal services, as recommended herein, are performed on an as -requested basis. Such services are in addition to this soil investigation and are charged for on an hourly basis in accordance with our Standard Schedule of Charges. Site conditions and standards of practice change. Therefore, we should be notified to •:pdato this report if construction is not performad within 24 rontho. - 19 - GIBLIN F(OSOCIATES CONSULTING GFOTF.CHNICAL ENGINEERS LIST OF PLATES Plate I Test Boring Location Plan and Site Location Ha_D Plates 2 through 5 Logs of Test Borings 1 through 4 Plate b Soil Clarsification Chart and Key to Test Data Plato 7 and a Plasticity Index; Test Results DISTRIBUTION Copies submitted: 7 Paul Sack Properties, Inc. 49 Ccary Street San Francisco, CA 941.OS Attention: Hr. "furl: tlullen 2 city of Petaluma Planning Department P.J. Box 61 Petaluma, CA 94953 Attention: Elizaheth Dunn �pGcn Ld �_�_� �r4 •i M Lon OF 9DRINr 1 Laboratory Test Results a — o er 'a ° n = u = n E rr `u Equlptttent _ fi' FLIGHT AUGER of Remarks r7 �tg 6D Q On Elevation _,¢$5_ pate 3-11.98 G A -DR ROWII CLAYEY SAND 1SCI, loose to medium dens a, and DARK DROWN SANDY CLAN Parcant Passing No, 200 6 (CHI, soft to medium stiff, vial Sieve a 47.9 fi LL m 61 PL a 20 r PI=31 Pecent Fee Swell - 65 UCIP) < 17DO GRAY=DLACK SANDY CLAY (CH) Percent Ftee Swell ¢ 80 5 �. medium stiff, wct UC o 12DO 17 21,6 102 60` becomes still to ver,. still 4500+ 50+ SO r DROWN S ANDY CLA\(CL) held, dry to w4t 101 I ' 1) ifR01Y1J SILTY SAry dense, ND ISL11 t-� veee, moist. pravcl to 3144nch, 1 1 I Wert, trace of clay IND free water encountered) _ 701 I ASSOCIATES I N C O S U L T I N G GIOTECHNICAL E "! G 1 14 E E H S D'"r` • n:.r._L'rf� I —1-��''°-- __- y.Qs�.2P^(tit: 1 PLATE CAPRI CREEr; APARTMENTS PE :LI;MA, rALIT081.., cc.,,ar.f 0 w,vuarabd Itan. of MZA2 R C LOG OF BORING 2 _ �uvn11 0 n t hm.0 rlbr draln�•0 o or E Equipment R' •HT A •FR FLI Laboratory Test Results or Remarks 4 -a <U ` eo $ i7 Elevation f.3.2 Gate &11.98 611X OF OROWIJ 'LAY SANG I C�no•e tc medium dense and GRAY-UROWN SANDY CLAY (CH), medium still,Vwel 1 Percent Free Swell - 70 r! Free Swell — 75 7 7 i Free Swell .. on 22 5I - ODO 7" GR:.Y -LACK SANDY CLAY IC111 Ir�/ very• -01, :vet io saunaled 0 RRDWN SANDY CLAY ICLI r.. 'i herd, mm:1 UCIPI •• 45DU♦ 50, 12-�,. I ; 7 1c; i iei0:'RJ SANDY GRA:'EL IGLU ' ,q � t'wJt vnrj Ceni<, ialVlAtn �, vdth Irn Ce of [Ind 50, 11.7 127 M� i p� G I B L I li l-- --A(NS: Job Nr._,1,p 1=' �'S?'t:G1°—'--I FLA7E ASSOCIATES CAPR.I CHEEK APARIMENT, CONSULTING 0,1i,'---'�—'''-- L TALUr.l:.,C%41fOLit:;A GEOTECNtlICALI lF E tJ GIN E E R S A."rr Ca".rba'• r.........„ Gam c:.- Labolatory Test Results a Remarks UCIP1 0 1S00 z3 29 cent Free Swe!1 - 00 UC n 1140 UC(PI o 4400 o`u ` 0 0o w :5ca — u �u 10 13 19.7 102 16 19.3 108 5 0 + 7.9 122 10 50+ w! l.'.!0 I00 dF 00RMC9 Equipment 0, FLIGHT A CiFfl GRAY -BLACK SANDY CLAY stiff, wet becomes very stiff, gravel to 1/2-inch OROLYN SILTY SANO (SIAI very dense, moist, with trace of ciay VnOYRJ SANDY CLAN' (CL) hind. moist to wei INa free wider r.,courdereol I ILA it I !att Na: I �,ZCSZf__1_ ' re i1S_ _ ._ _2 'JCi_J I PLATE ASSOCIATES i C:•PRI Cneel; AFARiLtFNiS Ootc: _i,xt i'c TAL L? C O tJ S U L 7 1 N G •--- - -�-- . C:.uFCraa:, GEOTECHNICAL / 2 ENGIUEERS %•P. r: _I,t___--- I Q• BORING 6 e� y E Equipment _ 6• FLI(H7 AUGER TESL Results c <v na �, Ec Elevetl;ln 82.1 Will - 3.11.9-4 Percent Free Swell - 70 Flce Swell 0 00 u 1 wet GRAY•DLACI: SANDY CLAY Will wet lu talureted 1-1 1 1 0:e Iree wav:r Enccunidedi 16 ASSOCIATES' — _— — CAi'iii CHEEK APAOiI: LNTS CONSULT 1 N G I Dale: ----"-��'=`�-- PETALUMA. CALIFORNIA GEOTECNFJICAL � !i AJ G 1 14 E E Ji S UNIFIED SOIL CLASSIFICATION SYSTEM ' MA108 DIVISIONS _ iYPICAI NAMES S 6 GRAVEL CLEA14 GTIAVEL IATti LESS THAT, G_ ji LSELL Gn-DED Wr,'rSL. CnAVEL'SIIO MIXTURT g lCnf 7M49 HALF Cf 5:: FNES GP '"SJ;t Ey]RlY GOAD'rD G+A-iEL G°.LCiL �Ar;D N!kNnE Q CCARS£/RA9➢tN N� u IS LA;GEn TN,.li Na A WEvf .IZE GRAVEL WITH 1., Sur ce:v::. GaLr:L SAr; I u'.CiWf DS lT z; OVER I2-11, FINE. ��— Qu GC �;� C:Af Ef Gi:EE;.G3:5TL-A;DC{AY CeATVnt �S u� SAND CLEAN SAND WITH LE:S 1t3At; SW .''. V; . G•l::S0Sv.0.G'vA'fELIYSA+:O fwn 7 aa: Q •d'JaE (flaJI HALT Of S!i FINE: $(( :<Va•p GR:.0E0 SA i0. Gn LLLY SA•.0, Q ccl"IAE IAAOOG!5 V� IS WALLEA 11J11 SAND WITH 51,1 , I -'tir S� :. G'I:VEL La.O pLT c:STL't,E OVER 12'1L FMCS $Q �If •'-"ir ittO. GK.: EI fA•.011AY P.t1U;5 1.1L ( I "•: v':G"f 4.AJ:V LGhp.:S!:0f Cn t:ArET bLt F SILT AND CLAY LGaUL•ED'IL �i LrvJ'01+o1 IE:STNy•D •:� • - :iaZ p••7 r. f.A S41(;L:, ILCAr:I A', I' G } GL I Mil I I sltrLUr C't^.:: z� 1 1 SLLE• 1.1 SILT AND CLAY WCH / � r_CLIIG epI?• _ ._.n..,r .f.. �:9 ,�� f... :L,1�:•,o5r{nisi'.!. .. C.Tr CUI ,:AJIA iON �� - : c, r .r 5•L., up to •r ..r. r.A,ncq. r• �r HIGHLY ORGANIC SOILS pt L= ,•r-:-• ; ,,, , _ •.,. „ KEY TO TEST DATA +— b rL .-IJIf1 iq A'af't';:B IILS C,if:'i i"�,'<•:•:.•[.J els -.^ •r....- T B L� N JGt> t:: =t:.=-, �_�<< S F,�',T �t, CHI�TIT AND PLAT[ mI ASSGTL•.•It11 ES GS I YEY 10 TEST DA7_ , G1OIECHNI Dale: •li•SS �.l L CRf:E'3: A?AY,TLt'r. �;T5 ---_..�—_..._�__.. j i'ci A1.L'�fA•CA!.1FC:Y.`:1.1 No Text GIBLIN I OFFICE Box 6172 ASSOCIATES IpHONE (]07) 52 tl•]07a n�ucn. •.ur 5 ANTA A05A. CA i56 06 FAC SIM It (707) 52 S•2537 FAX TRANSI UTrAL To: JAS Hershey Construction FAX No; (707) 5469112 Attention: Dave Subject Capri Creek Apartments Our Job No: 2300.1.13 Transmitted is Ihc. follawing: As requested, copict of our reports dated Dr_cmba 12, 199H and January 29, 1999. No. of Pages (including transmittal sheet): 6 If ynu We questions, please do not hesitate to call. ! Ttlank you, i GIHLLN ASSOCIATES Nancy 5's�tidg( a[att 4ndnction Date: June 3, 1999 may P 051 OrE10E 601( 6172 ASSOCIATES 5A 141A P05 A. CA 95406 1 E LE PH ONE (7 07 ) 626-3076 COIJSULT I IJG F A C 51 M I L F (707) 623.2 A 3 7 GEOTECHNICAL E 14 G 1 14 E E R S fiCC~ FEB PUJl4R;v _ ., Soil ImCricatinn Prn)>JuA Capralarm, calf rni nmcn!s Petaluma, L'alifomia 1 1'trpamd for The Pael Saa: 11ro,enics it, Inc. 9) U'.J G - 49 Gcary $tto9 San Prxncisca, CA 94)G3 FEB 1 913D BY 61111.IN ASSOCIAT S Comulting Gmic.Lni:al latgincrrs ll:!c to :lfont Civil Er•Finrcr - No. 42619 •� r v. _ ♦Gco:ccbnical laiginrrrir,cer Nil. 33? p L• [F. Ji7 job ):o. 112S 2.1 April e, 1996 �LE VUf'a C: ', n " 9. I I i A .D A.a 4 .liW ASSOCIATES CONSULi1NG GEOTECH141CAL ENGINEERS INTRODUCTION This report presents the remelts of our coil investigation for your proposed development in Petaluma, California. The site in located north of Sonoma Mountain Pathway within the north portion of the existing Gatti Nursery. We undcr.aiard that the approximately 4,9e-acre site would be developed for construction of 32 apartment Ixlildings. Construction would canalst of one - and/or tun-utozy, wood-Lrame atructurec with concrete crab -on - grade floors. We anticipeto that the developr+ant would be served by auphnitrpaved driveways and purling areas. Foundation a:,d Floor loads arc net known, but are expected to be normal for the type of conutrurtlon proponed. 4a also underutond that final rad aleVationn l:nvc not boon deterninrd. Thorofare, the• ontent of cuts and fills. to develcf. level building pad:: is not 1mown. During our diucunoian with Mr. Les Daranian of Daronla: Arsociat:en, I.indncape 1,rchiterts, he indicated that the adjacent proponed st-rest grades would, in general, datorr.ine the pad olevntfons on the sitc, and it in ponr.ible that the rajorlty of old fill raterin.ln in a level pad in the center and southwest: portions could be haulad off -site. 'fho objoct of our investigation, an outlined in our proposal Anted February 19, 1590, wao to rovicw selected, rubliohed, gaaloglr. information in our filed, explore sunrurfaco condltlom:, ceacure depth to groundwater, wnere encountered, and cbtain - I - GIBLIN ASSOCIlk,TES =- -------- CONSULTING GEOTECHNICAL E.IJGINEE RS samples far visual classification and perform laboratory tenting to determine physical proportion of thn soils sampled, He then Performed engineering analyses to develop conclusions and recommendations concerning: 1, Pro>:imity of thu site to active f:ullts. 2. site preparation and grading. 1. foundation support and design criteria. 4. Quality and compaction criteria for asphalt - paved drivoaayn and parking areau, S, Support of concrete slab -on -grade floors. 6, soil vnglnecring drainage. 7. Supplernnt,l roil engineering uervices, WORK PERrorulro Na rnvievnd selected, publinhod, geologic and gcotechnlcnl information in our file❑ Including: 1. The ^Geologic map of Lhr. sent, Rona Quadrangle, Ca li l ernl A,, - by b. L. Fagnur and r. J. aortuyno, Califn-nin Uivir Ion of miner. and Gnnlogy, 1982. 2. The "Gcolegy for Planning in Sonora C3untyl' caps, Special 110Port 120, Cnl:icrni, Divirion of Mines And Geology, 1980. 1. Tile Cotnt.i And N''LAIUra Hi Ver Quadrangle Shocts of Lho h1quist-Priolo Earthquake.. Fault zone raps, California Division of Pines r.nd oonlogy, 1987. 4, Report, "Geologic-SCIOric Ilazards Evaluation and Soil l nveuxigAi ion - Ilillcrnst Iloapital. Petalur_a, California," by Harding-LnWi;nn Asroclaten, U.ccab_r 27, 1976. ASSOCI 1.1 ES C014SULTING GEOTECHNICAL E N G I N E E R 5 5. Report, "snail Imo:^t lgation, Proposed Rccidcntial Developront, rattl. Property, Sonona Mountain Par);way, Petaluma, California," by riblin Associates, job No. 495.25.1, dated Decanter 5, 1996. 6. ilood Insurance Hate Map (FIRM), Sonona County Panel Ilo 060375 0970D, dated April 21, 1992, Federal I:nvrgcncy lManagcnent Agency (FF1IA). 7. "Maps Showing Faults with Quaternary Displactnunt, ❑orthenutern San Francisco Day Region, Califor,Ja." 1•y G. J. Ileiley and D. G. Hord, U.S. Geological Svrvcy, 1977. On 1•'arch 11, 1990, we were at the nito to obrerve conditions exposed and explore subsurface conditions to the extentof four teat borings at tho epprox.inate locat.tonc ]ndlcnted on Plate 1. The borings were drilled to depths ranging from about 9 to 7S feet with true):-nountGa, adgeC Our eng.rw, r lct-%ted the borings, ob:.crved the driiliny, luagud the conditinns encountornd and obtained ser.ples for visual clar.sificatirm and laboratory Ceating. Relutively undisturbed nnrplerr were obtained with a :.ti-lnah (ln:;ids•.-.line et erj split -apron narp]tr driven vit.h a 7uil-pound drop harr.or. '1'11e ctrn);r curing drlvinj vm. about J0 inahen. The blown roquirecl to drive tho r.anpler wore recorded and converted to cquiva lent Standard Po.:ctrnticn blow counts for correlation with urpirical data. 1..1. e:: tLv bo: ing+'• chuwln? soil clnuclf isat!unn, .:arpU: depth❑ ar:r1 converted blow cocnts are pmtrnted on Plate:: thrvulh 5. The coils are :la:-rll.tcu in 3 - ASSOCIATES CONSULTING GE01EC14NICAL EN GINEERS accordance with the Unified Soil Classification Dynton explained on plate 6. Selected ranples were tented in our laboratory to deterninc moisture Content, dry donsity led clarsificatico (percent passing No. 200 sieve, poreent free swell and httcrberg Limits) and strength charucteristicn. The test results ere shown on the logs with the strength data rhown in th.e canner der.cri Ucd by the 1;ey to Test Data, plate G. Detailed results of the htttrberg Limits tertn are presented un Pluto:: 7 end '. Thu boring locations rhuwn an Plato 1 worn dvtornincd by visually vstirnting lrum uril,ting surface frat.urer.. The locations should he considered no rare accurate than inplird lry the cethcds used to entaUlie:❑ the datn, Movationn Chown on the baring logs were interpulated frcr topographic lines :shown on a Site Plan prrpsrrd by ❑nfonian Lsreclairn. ht the corplul'ion of the v,:ploiation, all the hobs worn hockfillyd with the soil n URf1.CK AND SUlSUp.T7.CD CC-NDITIONS the nit• is -1 ores: :'fold that :. qw5 geta'.y drwnucrd to the n outhvr.a. , , ,ralaac Ik,n Pn the Sits•. Plhn indicate n dlfrrtonct, in elevation rtrmu: the lareri of .:Loan 9 Not. 111 W varying i.. Lnicl.r.cNn Eros;. nkul 1 a r rotahavr r^en pincrd vn the ' llvtern hall to c:entr a hoary: lvv& rdrfam. 1he 4-A .1j. i�b L;.A Z A i ASSO_CIA_.'I_B_S CONSULTING GEOTECNNICAL E N G I N E E R S relatively level area is bounded on the northwest and southwest by a descanding Mops up to about 6 to 7 feet high anti inclined at about two to three horftontal to one vertical pi to 3:1). The slope height decrcaces to the nertheart and southeast. Also, two parallel rown of trecr, are present In the northwest and nouthweut arrau, just beyond the too el the slope. The groun:f ourfacu at and beyond the too of the slope was very wit, with nany areas of ntanding water. this area was not necon+;lblo to drilling cguipnenL at the tine of our exploration. The borings and laboratory taste indicate that the area explored in undorlain by discontinucos layar:: of sandy Clay, clayey sand and randy gravul to the roxlaua depth vxplm ed. Three of the boring: encountered old fill nater is L•: t.h.tt connint or a nlxtulL. of soft tc rcd!uc. cd,iff ::7ttds c`++y rf :rich o::pa nr:ion potential and leosc to c.cd Tun dent'.0 clayey nand. "nth claycry roils tend to undergo high strength An') vol Ure. cbann! with :'aa^onal thane,^a: In roint.uro content. The !ill ratarino! v:rn ahnut ? to n lcvt thloi., where er.plured. Vie underlying nwturnl roils copyist of highly clay that in rcdiur r.tifl t.o stift avri uct tc sabrrat ed. bcr,per :;Wile cncountoll•.:1 ccm:irt of ha:'d r�.mndy clay and vary dcr,.e silty nand and !:randy yrnvcl. G1'eou:P:atutwar. rncountcred : � cue of the borings at a drpt.ti of shout 17 fact. ']hr bo:-Inf vac' 1;-It then fcr revcrnl itmiru and the depth to e7nutcivatct' rc::c to ecru: 1, fret. Uur rn:pori tact JL!l'1�8 ASSOCIATES CONSULTING GEOTC C1-1NICAL E N G I N E E R S Indicates that ouch subsurface water conditions very seauonally and can rice and fall nevarai feet annually. The geologic naps reviewed did not indicate the presence of active faults at the rite. The closest fault area amorally considet'ed active in the Rodgers Creel: fault ::one, located approximately 71, nilen to the northeast. The referenced report by Iiarding-Lawson Associates nuggo!:tr, that the Toley Fault nay he located abuut 3,000 feet to the southwest alone the existing trenway. They -tate that their investigation indteaten that there han not been any movement on the 'Belay Fault for, at lca!:t two to three million years and that thu area ]a not. located within n presently dealanatcd Al9uiut-11rinlo Earthgasl:e Fault: Lone. 'file FIRM r.apr. ruvi�,wea indicate Lnat tie, rite is located within Zeno X, an nrea that iu out:olde a dea:ignated 500-year flood zone. coacoaB101113 1!ased on the resists of our field exploration, loboratcry testing and unainearir.g analvrin, uc ecnclude that. U'oc a soil engineering standpoint, Uio site can 1,•e urea for the proposed renidentin! devclupnent. Zhu rant significant _oil enyin'•nring focturn thatrunt he con!,idcrud durinn do::iqn and conntructlon are the presence of 11 expanl:ivc. clayey fill ratm'lal:: and; :) GIBLA ASSOC ULTFS CONSULTING GEOTECIiNICAL ENGINEERS weal:, upper, natural clayey soils that have a high expansion potential. The old fill materials encountered in three of the boringr. contain a nix of clayey cano and expansive sandy clay roils. During our discussion with Mr. Richard Gatti, present owner, ho stated that the fills were placed about seven years ago. During fill placement, the materials received cone conpactive effort. Iiawnver, we found no evidencu that thn r..aterinlr, were placed and compacted under soil engineering observation and testing servicen. Out' experience itldltltte❑ that such fills could undergo variablo nnountn of totnl nod differential nettlonont. Therefore, we judge that. the old fill, where encountered in planned improvement areas, -should Le completely removed and rnplaced as properly conpacted roil. Thu s+enk upper, natural rails will he ::ubjact to con!0derabl!! atrungth lcsr and netticro nt when shturdted under the anticipated loading conditions. where evnpornticn In inhibited by footings, :;into or fill, eventual nnturation of the undurlying soils Is likely. •lnerefore, we conclude that the weal: upper, natural G011L; are not sultable for fill, foundation or slab support In their present condition. within building arr.os, It will tc necersary to upgrodr the natural ::oils Ly coc.pnction. Also, to help foot.inv lead, and reduro the rirl: of excessive ::ut[ler--eats, it will I:c Da ceornry to prp•:ide a GIBLIN ASSOCIKTES CONSULTING GEOTECHNICAL ENGINEERS compacted Pill pad of uniform thickness below the bottom of footingn. Expansive roils can undergo significant: strength and volume changes with seasonal variations in moisture content and can heuva And dintrasu lightly loaded footings, slabs and pavements. To offsat the detrimental effects of future nhrink and ❑well in the expansive soils, it will to necessary to initially moisture condition the voile 1:0 high roisturn content to catjsc preawalling and then cover the naterials with a moisture confining blanket of inparted, nonsxpanslve fill. 'therefore, wa believe that future heaving of expansive r.oiln and resultant dlotresn to structures slid filet; car be rntiafactorily nitigat'.ed by underlying floor slabs in living areas with a nonexpansive fill blarAut at least 00 inches thick.. {!here detached garages are proposed, slabs could be planed directly on properly prfpnrnd natural soil or compacted till r.eteriale., provld0:1 the vinbs are num.'s to ".. n:;!" (I-'!- r•tructutally se.parhted fron foundations), rind taw risk of future heave and/or seMeMent AM resultant distress would he nccoptnble. rrovidod the ::its is prepared as subsequently reca-rended, fcunrintinu support for t,.e building!: can ve obtained frnn spread foot logs ie"tor:ed At rclatively shallow depths In the recorr_endne, fill blanket. Cnncreto slab -on -grads 1-loom can he ur:ed in living areas and can be supportud directly on the properly C�IBLI ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS conpacted nomvpannive fill pad with a granular capillary noicturc brenk. He understand that shallow npread footings and slnb-on-grade floors in living areas is your preferred foundation and floor systen for the project. Therefore, the remainder of this report addresses that type of construction. As an alternative, post- tonsIreed nlabn could bo used for fcundutlon support. No can provide specific reconscndat ions, if desired. 111th the post -tensioned slab alternative, It would not be necessary to underlie footings and slabs with a blanket of Jnportod nonexpnnr.Jve fill no dineunsed above. For foundations danigned and installed an recommended, we judge that total settlurentr. will be small, about 112-111ch. Poet -construction differentia] settle.lents should be about one-hnlf thin amount. The geologic raps rcvicved did rat indicate the pretence of actJvn faultv at or near the cite. However, as In the casee in the ant. i I Smr:rn Caunty a en, the s-i Le in :;abject to severe ground shn?Anc during earthquakes. It will be nucesr.ary la du;cirfn end enivtrect the project In strict accrrdance with currrnt stnndat'd+ for onrtl:y un?.c-resistant construction. GIBLIN ASSOCIA:rES CONSULTING GEOIECHNICAL ENGINEERS RECOIUMNI)hTIONS RitmAnahtm Surface vegetation and grasses should be removed, And the areas to be graded then should be stripped of the upper soils containinu root growth or organic natter. We Anticipate that the requited depth of stripping will average nbout ] inches. ➢er.ignatrd tree: should be renoved find the roots oxc%vated. The atrippingc should be renoved from the rite or stockpiler) for reuoL an topsoil In landscnpad areas. Nulls, soptic tantn And other voids nncountere:l or generated should bo rr..o:'e;l and filled with tonpnctrtl soil, conpneted granular material or concrcto, on requirrd Try the Approprlhte regulatory agency or deterr_inod In the field by the soil unoinear. After stripping, u:caentlan should hi, perrorred as fiecr I' it y. Nl thin the pl n fir, od Inpr w.",-: eht. Ar„u:, old f111 natrrlals should 1> c:en•;,tcd Wr their entlry Oq•th. In general, our boring;: indicnte that the thictnem of such rsterinln varirs u; tr pproa. irato ly ? to e frat, whsIv o>:p l orr if. i.c,:al1:..G drPror or.cm atica r:y Ian ner.isd to ru"Ve WTI,! ds.posits of old fill, uOrn onccunl-PI- d. The r.urfncas er:pcsO b_ ntripping and(or Overoxcivntlefl sttuuld to ..._.:Wra to a dcpt.h of at Inapt b In_!rn, ......turn eunJlticnpd to at. Isast. 4 r:Vvntaac paint•: alcove cpt.i:r. •.gym GIBLIN ASSOCIATES_ CONSULTING GEOTECNNICAL ENGINEERS i nnistura and to close any shrinkage crael:s for their full depth. The soils than should be compacted to at least 87 percent relative eonpaction.t Approved, on -site and/or imported nonaxpansive fill natoriai then should to placed in loose layers f1 inches or lens in thidsess, r..oiuture conditioned to or near optimum (at leant 4 percentage pulW above optir.•un for on -site clayey soils) and compacted to nt leant 90 percent. only approved imparted, nonexpansive fill should be used within the upper so inches in building envelopes tbuilding areas and extending to at ]oast 5 feet beyond and 1 foat beyond ndjncunt walkways). Fill material should be free of organic rattov and rwcla err hold fragments larger than . inches ill dinneter. Generally, we expect that the najority of on -site coils will be suitable for "Ouse as fill below the rcconr,ended blm3:et of lcport�d nonexpansive fill. Ir.portea fill ratcrtaln should also be nonmpansive and ham a Plasticity Indox cf 11 or Sere. '!he r.atr_rinl proposed for use as non"Msivr Lill should he tented and approved by the roil vlrlinvvr prior to lrportation to the ❑Its. hn an nitornatl Ve, the use nj" Ilne-treated on -cite soil:: t MAN. v; xj..-e Lc- n:!ora to the tc-p:n:o dry e.vaedti" of fill MrYt•anl`J n- n jlTcrn!A'i l• eI rA�:r:'c:-. er. •:'daj e. tLC un-r r,,tclt.I artorr.lntd Su nrrct :arsn with -hr IlS:N r. 1SS;•'?I ln:c: story caopr:tiun tnnt p:'ce..Jucr. ep`. tr yr rvleu:rn n:rn` r�•!cn <:. t:. . I-- a� GIBLYN' ASSOCIATES CONSULT114G GEOTECHNICAL L'NGINEERS as a portion of the recommended imported nonoxpansive fill could be con•%idered. our experience indicates that weal:, upper soils and low- ) lying areas can Lend to trap significant nnvunts of winter - rainfall and hold the noisture well into the spring or early i ouraner. Therefore, depending on When rite grading is perforned, the upper, natural coils could be saturated, requiring additional spl•cadi ig, huicture conditl.gning and/or overexcavntion to properly coaplote the building pads. The need for overercavat:ion of any saturated surface coils should he determined by the roil engineer during grading. N nishod slopes chovld be trir..ned to expose firn naterialn and +throld bo no ctroper Ll,an 2:3. Slopes over ) feet high should bp. planted with fact-Urowing, deep-rooted ground cover to help reduce erosion. Spread fcotingv, can Le used to rapport tl:e propused st.rur.turac and should he undorlaln by at least 12 !oche.^. of properly conpMrl irpor Led naneryanSice fill. sprVA funtinur. should be at leant 12 inchen wide, and Cottoned at leant 12 inches 'below the le'acnt ad)acent, corpactea pad grade. Spread footings can be dvnigncd to Irprso dead plus code live lend and total design load (including wind or ceisr.ic forces) bearing GTBLIN ASSOCINTBS CONSULTING GE01FC[IN ICAL E 14 G IN E E R S pressures of 2,000 And 3,000 pounds per square foot (psf) respectively. Perimeter and hearing wall foundations should be continuous. Where footingo are underlain by less than 12 .inches i of properly compacted soil, bearing pressures should be reducud by one-fourth And footings should be at leant 7o inches deep And bottomed on fire underlying natural soils. i j Resistance to lateral loado can be obtained frun a c=ld nation of pacslve roil pressure and soil friction. We roconmend the following criterl❑ for design: 1'n5s!,ve Equivalent: Fluid Pressure R 300 po\mds per cubic loot (pcf) equivalent fluid, neglect upper 1. foot unless confined by ulab or pnvc.:ont Coefflclunt of 'Friction (concrctc on roil) 0.30 Provided thla site is prepnrrd ns teccracnded Mole, ulnb-on-grndc floors in living o. 1'vl;' wS 11 he under).^.ir; by a'. lenrt 10 inches of properly eoapnctcd, Irported, ncncxpnnsivo fill. In Addition. :;labs rhnuld Le underlain with a caplllnry c.ointuru brc❑l; consi3tin9 of at lelst 4 Inches of from-dz'air.ln,i gravel or crushed sad;. CrurhPd rocl; should be used where slabs are cubjeet to vehicular leading. The slab rocI,. should, in gu nrnl, be b' 1/4-inch 7 i 1 /. I /:-inch in size. Prior to placing r]ab rock, Lhu, rubgrade roils should be thoroughly r.oisturc - 13 - ASSOCIILTES CONSULTING GEOTECNNICAL E 14 G I N E E R S conditioned and provide a smooth, firm and uniform surface. Where at least 00 inches of approved nonexpanslva rill is used, Blabs in living arena can be structurally tied to the footings. 3ubgrade soils in prepared detached garages should be moisture conditioned so as to provide a uniform moisture content at least 4 percwrtago points above optlnum to a depth of at lenct 12 inches below planned soil rubgrade elevation. Where less than 10 inches Of approved noncxpannive fill or on• -vita ;:oils are used, r.labs outside of living areas should be structurally separated from foundations. Positive low -friction reparations, ruck as felt paper or ramie, should be used. llnicture vapor will condense on the underside of slabs. Tahoe mointture r11gratloo tlu',git slabs is det:rinantnl, a nolsturo vapor barrier should be l:rovided ovrr the slab rocl.. where a plastic rer.brane It, used, the rerbrane should be UYCrlai❑ with at It -alit 2 Ibchan of clean, roist cnnd to Ilalp provida punetura protection and alit In cerin'r. 'The Slabs ahculd I,e at least .1 inches chic): and be reinforced with At lcar.t vcld..d wire ne_:h to reduce crn_'r, -7 i.0 tun; mint: thi cl:n�. �,e and rc inlorcing Should be dctcr:anod by thr structural engineer based on anticlpated use anal perforr.ince. Slab -an -grade subgradc should be er..00th, 1_rn end unllorr.. and not Ile allowed to dry prior to concrete placar.r-nL. CONSULTING GEOTE.CNNICAL ENGINEERS Eiaxible pavementp Based on the Caltrans Design Procedure 301-G, estinated traffic indexes (TI) and an aonuned a subgrade R-value of 5, uo recommend the following pavement sections be used for driveway and parking areas: Area Alternative T.I. Asphalt Class 2 Aggregate Concrete Aggregate Sublmsai- Surfacing Base* Tr Uc): 01'ivew'ay A - 5.0 3 -' 10.0 and Servicc Area B 5.0 3 5.0 6.0 Automobile and A 4.0 2% 0.0 -- 1110:up True): 11 4.0 2' 4.0 5.0 Dr ivewaya Autonobi In h 3.5 1`1 7.0 -- Parking Arens h 2.5 2x 4.0 4.0 A-cn1�n • IF, a a1n.m P.•value - 40 r_lnlrur.. The ntove pavLnent r.ections would be suitable for Auto and I lght trnr It t. ruff ic. Ilecvy true): landing could ro.iuce th.• awful life of r.uch pavenert traction::, cause l+rcrature z!lstrc:s and increase maintenance. Should teary trucl: traffic to anticipated, we should be. r.omiulted to provide additional sperific rveommandutions. Also, vc recommend that thickened pavecrnt. srctions of concrete slnto to Used at. ducpnter lift Pointe:. I'uturn vetting and drying of the or. -rite aspansivo noi.ls nlong paverent edges ran ec-cur. i'avemcomt raintenunae, arpucially GTBUN' ASSOCIKTES C014SUL711JG GE01ECHNICAL E N G I N E E R S repair of edge cracking, should be anticipated. Increacud pavement: parfornance and reduced future maintenance can be accomplished by underlaying the paved nrean with at leart 12 incltec of npprovad on -site or Imported, nonerpan:ive fill, The fill, if used, chould extend at least 7 feet beyond pavenent ednas, where attainable. Conventional curb and siduvallt and/or landscaping with an automatic sprin%lca, system can also providu none benefit In reducing future maintenance. The fl,.l:lblc pavement matrt'ialn should conform to the quality requirccento of the State of Ct 11fornia, Caltranr, Str,ndafd Snout f i:at. Ions, cuvrp.nt editicn, and the requirenrntu of the City or Petaluma. Prior to r.utrlrsdo preparation, nil underground utilities in the paved mean should br installed and properly buckfilled. Subgradc ::oils then should be uniforAy roint:ure conditioned to nbovc optlt:'un loot. ]cunt ; percentage points above optirum for on r>rpan:ivo clnroy hail' :1•_..,-n ,••" to At ley:t p', percent relnt.ivv ccepicrivn 1"7 perrer.t for espanr.ive. elnyry Win). P nu grade uh.uld In, f iniA�wd no an to provide t: I rrd and unyluldin9 surface, thee r. lost nnAlpr a9livgatr bass,. naterialg should tm pinu'd in thin lilts, cnnpactcd to at least 35 percent an.i should also torn a firr and unyielding rurlace. - 16 - t't.SSi.CIA`i ES CONSULTING GEOTECHNICAL E 14 G I N E E R 5 Soil agincering Drainage Pending water would be detrirental to foundations. Therefore, it is important that the areas adjacent to the buildings be graded to drain away from foundations. lla recommend that positive aurfaee drainage, consisting of at least 1/4-inch par foot e>arnding At least 4 feet away from the building, should be provided around the building. The roofs should to provided with gutters, and the downspouts should discharge onto paved areas or splash blocks draining at leant ]s inches away from Foundations. Where irrigated landscape areas abut the buildings, excess water can be trapped in coil layers along the edge, incroar,ing the rich, of potontinl heave of the floor slab. We balleve that the inntallation of the co -pasted fill pad that extends to at. least: 5 feet beyond the building perimeter should provide An effective barrier to the infiltration of exccr•I: waters iron landreape arena. Any cold -joints below grade in thr l+oriretm- foundations, should be waterproofed on the exterior aide- in so�o manner. rrofesnional .landscaping should raintaln good positive flow of Surface -.rater Away from and .iround the buildings. It should be recognired that fences, walks, ratio slabs, lawns, planters, etc., CA-1 impede water flu: and prcrot^_ surface sell naturatiun - 17 - GIBLIIv ASSOMIXTES CONSULTING GEOTECHNICAL E N G I N E E R S and seepage into underfloor areas. Water should be intercepted above slopes and diverted into drainage facilities. Sunolementnl Services We should review final grading and foundation plans for conformance with the intent of our recommendations. During site grading and foundation installation, the soil engineer should provide on -site observation and testing services so that the actual conditions encountered can be observed and our recommendations modified, if warranted, field and laboratory tests should be performed to ascertain that the specified moisture contents and degree of compaction are being attained. Foundation forms and reinforcing should be chccl:ed by the Building Department. LIMITATIONS We have performed the i.:.estigation and prepared this report in ar-cord,.nce uftit v,•nrrally accepted standards of the soil enginr-oring prefe!;,ion, Pi warranty, either exprm:s or Jnplled, Is given. Subsurface conditloas are complex and nay differ Ire❑ those indicate, by out -face features or encountered at test boring locations. Therdfore, variations, in subsurface eonditionc not indicated on the logs could be encountered. - lb - ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS If the project is revised cr if conditions different from those described in this report are encountered, during construction, we should be notified immediately so that wa can take timely action to modify our recovondations, if warranted. lie can not accept responsibility for items we are not not,fiad to cheek., nor for use or interpretation by others of the information contained herein. Supplemental services, au recommended herein, are performed on an as -requested basis. Such services are in addition to this soil investigation and are charged for on an hourly basis in accordance with our Standard Schedule of Charges. Site conditions and standards of practice change. Therefore, we should be notified to update this report If construction is not performed within 24 months. 1g - GIBLIN ASSOCIATES CONSULTING GEOTECHNICAL ENGINEERS LIST OF PLATES Plate 1 Test Coring Location Plan and Site Location Map Plates 2 through 5 Logs of Test Borings 1 through 4 Plate 6 Soil Classification Chart and Eey to Test Data Plate 7 and 8 Plasticity Index Test Results DIBTRIDUTION Copies submitted: 1 Paul Sack Properties, Inc. 4o Geary Street San Francisco, CA 94108 Attention: Mr. Hark Mullen 2 city of Petaluma Planning Department P.O. Box 61 Petulur..a, CA 94953 Attention: Elizubeth Dunn E V N�CLLN:/m ryE2 n+ I r e yB > �l eS[INO f\` yf ri I VRBAII S1A 4D��0 ` I �!•—; .. J �f'•a \\ FERRO STREET d `,l 7e,_`-- 1snx r _ IT F s, jfr h= /Inm ITT r III 1lCj.��' IT Ullic i 2 C' IT n � c •!�1J 1 ��� _II ft I I I I� y !,P I_ y Mi — � I f \ 11 i it A•�t•{•�• ° �� 'l 4ti r-U. � ° • ` C M nW an:•ZM ;--1 1 •\ nuluic ca[[ru°c:c:� �1 (T v,bG1N �i �• " . tzrl n u Q nn O� c ri 0o>F na .0 ITT Y It y -1 n v rro tt -, n �a f m m Laboratory Test Results or Remarks Percent Passing No. 200 Siovo - 47.9 LL=51 FL - 20 PI-31 Percent Free Swell - 65 UC(P) = 1700 Percent Free Swell - 60 UC - 1200 UCIP) . 4500 f LOG OF RORIN�, 1 o u' V Equipment 6' FLIGHT AUGER m rn Elevation 62.5 Date 3-11.99 611X F A AND LI HT OROPm SAND (J CLAYEY SAND SC), dense, and DARK 9ROW4 lapse to medium I SANDY CLAY, 6 (CH), soft to medium stiff, wet 5 4 17 21.5 102 6,f/// 6, 50a to I j !,0 4 IrdI-i. 14 �1 th1 i u. t GRAY -BLACK SANDY CLAY ICHI ' medium stiff, wet becomes stiff to very still UR01'rN SANDY CLAY (CL) hard. dry to moist RROPl14 SILTY SAND ISM) ver - dense, mo1sL gravel to 314-inch, wit�I trace of clay Itho lice voter errounicrcd) G! B L E N� 'cb oE, . t C' P __ I PI ATf ASSOCIATES, rRIL+ r rnl urT!; C.0N SU t. 1 1 #l,G t�i0c ,.-.__8.-1 = '; ii TALL /, C•d n'Ih i•. GLOTLC) NIrA,1 /f,0 E 14 G I fJ L (. 11 S i'•�.'-...._A---f�- r� �aacvjntatcl at time of diliij a, LOG OF BORING 2 gmurid-.00, level '.=dad Pev.'Mlhw'. 0 MW d'UM, E Equipment Ei" FLIGHT AUGER -aboralry oTest Results it Remarks in 0 '9 U Do 1 Elevation ---_§2.2 Date lercent Free Swell = 70 a Vice Swell = 75 V 7 I /V 'wcent Net: Swell - 90 22 8 NO JC(p) - 300 GRAY -SLACK SANDY CLAY (CH) Very SIM. wm to rialuTaltud I BROWU SANDY CLAY iCU hard, moist -. 4500+ 604 1 wet to SANDY GRAVIA IGM) Vtry dellm. (,,ice M clay, t04 11.7 127 G I B L I ASSOCIATES V 31 CONSULTING GEO t ECHN I CAL QF ENGINEERS IT` ----------------- CAPHI CREEK APAMMM*fs rk TALW.",CaLlEograA 3 Laboratory Test Results or Remarks UC(P) = 180D LL = 52 PL = 23 PI = 29 Percent Free Swell = 90 UC = 1140 JC(KI — 4400 0 0;- - V1 c m •oo .1u �� 00 Q ,0 13 19.7 102 16 19.3 108 50+ 7.9 122 50+ 1 18j :0 LOG OF BORING 3 Equipment 6' FLIGHT AUGER Elevation 640 Date 3.11-RR GRAY -BLACK SANDY CLAY (CH) stiff, wet becomes very still, gravel to 1124nch BROWN SILTY SAND (S1d1 very dense, moist, with trace of clay BROWN SANDY CLAY (CL) hard, moist to wet (No free water encounuac(p i Job t a. 717q t ,I.QG C' [ IIU 11G.'_ I I i',l is ASSOCIATES � cnrRl CRE EK nPAl1n'LrnE CONSULTING D11e --_.--._ ? 3),�6.. f'LIALUfsA CALIr.)RrnA GEOTHCHNICAL j��q i E IN I N F E R S r•t'Pr .__.. (G1` ._.... i (IF 90RIN;"i 4 y - _,LPG 3 H= •H c E Equipment G' FLIGHT AUGEP .aboratory Test Penults )rRemarks m Zv oc Sr r Elevation _ 62J Date T 1.9 _ j_9__. wet fi .a y Percent Free Swell 7o ttl I 6 ^ A GRAY -BLACK SANDY CLAY (CH) / � Percont Free Swell a 90 / wet to saturated t 1 1"� I I (tlo ficr v:atcr encnunicredl � I i j t G i B L I N J:b tt� ".a�0. r _LQ+ Lit- DCtluf _ f PI ATf ASSOCIATES I cAfRlCtrlt rn.iiT! Lt:is I CONSUL T I P!G FLSALUI:...c.•lifDwtlr. GEOTLCHNICALI LNG I N L e IRS UNIRM SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS TYPICAL NAMES W CLEAN CRAVEI GW \t'ELL 150.A0iD G94VEL, GRAVEL-5A;91.11MURE GRAVEL IVIIH LESS THAN g •• 'I.OFE THAN HALF OF Sii P114ES GP FO.F+LY G9F0EO MS VEL. GR4VEL54\D VICTURE O _ COARSE FRACTION wF: IS LAFGE9 THAN GM S!LTY GRAVEL. G-1WELSAND SIT IPOUFE p a t+e SNEPE. S¢E GRAVEL WITH m A QtiGC OVER 124i FINES CLAYEY G94Y'_L. W41'E654':JGIAY L1;.CTp9c SAND CLEAN SSAND SW n�ali Vi.LL G9AUT SA•;J. Rati(FLLY SAaU H KITH LESS THAT; SP f��9tY G9AUEU S4!:U. G9:.YEl LY SAOU C Q x 7piVE 111A•1 IIAI F DF SSo FINES SM . ' sa*v snub GRA':eLa uDsa v',auaE V F IS SVAELF,9 i:1414 < S12JG ❑'r SI?E SAND VTITH OVER 12Si PIPES • SC �. C'JYE15W;D. Cr't:ElS .JCL4 IJ:•.t U':'. ML 1'+L9(R•:C Sg7 11 . FLOUR 541:B1 0-1 C.V.1'Et 9tT SILT AND CLAY CL Oc LGt: TO Vit',L IPIASII]III' EV1XiCLLY `u:J::1V, O"S-TY CLR, IIE-+I 14V'�0 tll.r i, Lr r15 iI'4q ar. 5 1�/I u GL I I I 1 CSIp: :C';'; a. e•:U Oi:;':C'. 6Y n ib-: 0 5 III I z Z ?aJ F'S lrvCiCglS p: olucr)cG:V�Fr+E SILT AND CLAY OW. < w° r.H .'.1'(:,+a Ci '•':H ltr,91CI:. GI:14.W z� 011 HIGIIIY 6R;,ANIC SOILS PI :�:, <:r t:+r;;„r,;,,,n s+r_.• ::; :.: ;:; I:LY TO TEST DATA '. CI:.i _Cc-t;I.IJ;.: •' a._ - S ... �l 11'. :Irr,la�; ... ,. a r .. ..�e...... GIBLIN ASSOMTES C 0 N S V L i 11l G x—OIECHNICAL E c1t=1NEE RS JCt> No 217F_%:I i SOIL CLASSIFICATION CHAR1 MID PLATE I:EY TO TEST wo , App;: ... '�\ -. CAP RI CRIlU: ATAR7%I LNI:S I'M ALLIAI.1. CA1.11 OA.•RA 70 60 so 90 30 20 10 0 I au <v au au bu Gv 70 00 90 100 LIQUID LIMIT (%) ASTM D 4318•84 Symbol Classification and Scetcc Liquid Plastic Phsticity Free Limit Limit (%) Index (ro) Swell (^.) C� 1*"&C: MAY foo 51 :0 31 65 Unit Mrinj 5 at U.7 lint. L 17 L J. Job h'o: as : t — L'I_•S�TLcLCi_li_IJ:+:SiSLti.:itJ-f5 PLATL ASSOCIMES D1,1W CONSULTING GEOIF.CHNICAt :I;p_j"�jr?� CAPRI RMnOZAART7ALtns I: c R S 70 eo CH _ :y> So W 7 40 CL U 30 - y A Line 20 a 1411 or OR f0 CL-wi�E 0 0 10 20 30 40 50 r, 70 00 70 100 LIQUID U.-AIT (�) ASTIII D 4318�84 Symbol Classification and Source Liquid I'lastic Plasticity 10ec — 1.I II111 ( o) L7mlt ( v) lode% (%) swill(5) 'Wl lt. Jb; in_7 ? .It. 0. % fvv t. r., I B L I1`{ :Ia'.1 I'L,c1 7:f.C11'.1_iLi13Si`.:I:GI' Iti>cig 15 ASSOCIMTS oi.il.c (. C li hi I L A l I ir( p:. -__� �PL____ ='AI"r.l F J C. I W i' I: f; PET�.LUl.I A, l'ALiI"ORVU WMA,CRED: CA1,11APARRNYIA .. V IBLIN POST OFFICE Box 6172 ASSOCIATES 5All TA ROSA. CA 95406 TELEPHONE (707) 5ee-3076 CONSULTING FACSIMILE (707) 528.2837 99 00 6 1 GEOTECHNICAL nECEZ.VEY1 ENGINEERS FEB 1 9 1999 THE PHILLIPS Gnr)UP December 12, 1996 Job No. 2300.1.13 Capri Creek. Associates, LLC 49 Geary Street San Francisco, CA 94108 1VCLI fiEB ! G 1999 Gentlemen: .iYTL, p Letter Report Supplemental Recommendations Post -Tensioned Slab Foundations Capri Creek Apartments Pntalunn, California As you requented, this letter report presents our supplemental recommendations regarding post -tensioned slabs foundations for ycur planned Capri creek Apartments development to be located northeast of Sonoma Mountain Parkway and southwest of the Gatti Nursery in Petaluma, California. He performed a sail investigation for the proposed development and the results of our wort: were prucented in a repor� dated April 8, 7.998. In that report, we provided recorr.,endations for a conventional slab floor underlain by imported nonexpansive fill and spread footings hattoned At mininun depths. Vou indicated that it is desired to have recommendations, for a punt -tensioned slabs foundation system. In general, we believe that the conclusions prenented in our recent coil investigation report would be applicable for the proposed foundation system. with the desired post -tensioned slab foundation, :special moisture conditioning r.easurcn may be needed so as to maintain or reestablish a high moisture content in the expans,l5': zoi]ls,,'nt or prior to the tine the slabs Are cast. ^� Hhare`'.'. post-tQn%JanVrI foundations are used, the area within thU planned slabs and extending to at least 5 feet beyond should ...bn excavated no an to remove all old fill material!: nod A portion }`of the weak upper natural ::oil::. The excavation should extend to -q depth of at lonot 12 inches below the grade expose, by fill removal, stripping--cr planned pad graJv, whichever is deeper. GIBLIN ASSOCIMES Capri creek Associates, LLB C O N S U L T I N G December 12, 1998 GEOTECHNICAL Page Two ENGINEERS Following clearing, stripping. and/or excavation, areas to be filled should be scarified at least 6 inches deep. The soils then should be moisture conditioned to at least 4 percentage points above optimum and to close all shrinkage cracks for their full depth Tnd compacted to at least 90 perceiit relative_ compaction. Approved, excavated and/or inperted fill then should be placed in layers, moisture conditioned to at least optimum (at least 4 percentage points above optinun for cn-site expansive clayey soils) and similarly compacted to at least 90 percent. Where expansive soils are exposed at the planned pad grade, such materials should be kept in a moist condition until post - tensioned slabs are installed, or remoistened, as determined in the field by the soil engineer. For foundation construction performed core than one month after completion of the rough grading, the pads should be checked and moisture conditioned as i needed so as to provide a high moisture content in the expansive t soil areas. We recommend that post -tensioned slabs be designed in 1. accordance with the current edition of the Post -Tensioning Inatitute's design manual for Design and Construction of Post - Tensioned Slab -on -Ground. Based on our field and laboratory I data, we believe that the following average noil proportion can be assumed for design. 1. En, - 5.0 feet (renter lift) 2. F., = 5.0 feet (edge lift) 1. Ym - 2.9 inches (center lift) 4. 1'� = 0.5 inch (edge lift) For design, an allowable bearing value of 1,000 poundr per square foot (prf) can be used. Post -tensioned nlaba thould be at least. 10 inches thick with an additional 2-Inch thickened edge for stiffening. Alro, tendons in the slabs should bo itpaced no nuru thnn Jo .inches npart in each direction. Post -tensioned 4. slabs should be underlain by a cushion layer as subsuquently discussed. -- �S•S n:i cr -.;a:u nn :efr:s to 'h. Sn,j I&Zt d:y d: n_i t� cf .114 e, pi ea:ed c as a rrtcentnge of rA>Ir_•! City drnelt)' of tt.• t.'r' tear Inl dt:errined 1?i a ccardanrr With the :dot D 15Y:-al lsi n:nt :y crr.tt i:.r ."t Goittu:e, ea n tl',^.t re:t:J Le th, as is tv:c <:nte n; tea; r._: d:' d':'S It , GIBLIN ASSOCIATES Capri Creek Asnoclates, LLC C O IJ S U I. TING December 12, 1998 GEOTECHNICAI Page Three E N G I N E E R S Holaturo vapor will condense on the underside of slabs, Where moisture migration through the slab would be datrineutal, an impar-mcabla mulsture Vapor barrier should be provided. At least 2 incheo of clean, moist sand ,enuld be placed over a plastic membrane, if used, to aid In slab curing and help provide puncture protection. Wharo granular materials are used for the recommended cuphion layer or pad loveling, the thickened edge should penetrate through those materials and bottom In compacted pad soils to act as a meisturc barrier, Past-tenuioned slab subgrade soils should be unlfornly moisture conditioned and provide a smooth and firm surface. The subgrado nay need supplemental moisture_ conditioning after the rough grading, depunding on the actual tire slabu are to be tact. The sail engineor should review specific site ronditionr, and develop such supplemental recommendations, If eccencary, if slabs are to be cast nora than one nonrh after completion or the site rough grading, lie trust title provides the 6formation needed at thin tine. If you have gunations or wish to discuss thin in noro detail, ploaso do not heuitato to contact ma, Yours very truly, CIn LI11 ASSOCIATES Oulu Stadior Civil Engineer lie. .12818 Cwz Jere A. Oiblln Onotechnical Engineer lie. 139 CIA r;,}: r.,;. 10 I";.. ";I., Copies submitted: 1 f1 EXTERIOR WALLS SYSTEM DESCRIPTION SKETCH AND DESIGN DATA GA FILE N0. WP 5415 2 HUUR FIRE GYPSUM SHEATHING, GYPSUM WALLBOARD, WOOD STUDS 0410101 SIDE: Dalr lalur `.': IYf'o X gypsum wAIdna'0 w p(ptum'rnrA, DAse A(IPlgld At Ilppl afr111431n 2 3 4 wood studs i+' A 4 W An So [owed n&h. 110 kind, �/ shank, '6lmads,2l Acrace ll(m `F lips X d(Inum w:[Alna,d of D0 sum 1 V.P.4 AI UpIII andWt In sR1ds wIn pd rAa1o9 netls, 2^.: bop, d.Ion- 'honk, I+aw,ad&. , v � 'hank, 0' 'Jj Kaki, fl'A[ EX7ENDi1 'iC } Diu L,,m, -I. qph X 017%um ihrad. nd apF,Ad at nphl Aodlrs In duds v.EA G.. comud wls, VA Iaup,d. GbV thaM,'I. IIA413,24'e C.FBAlarrl b: f� v 1A+1.nass 0'/� wnnkui mtnnm cladd'r'J is in, XOYPsufn sn.affimu appbnd 411101a A'Id,mto tlW3 A,Inad M.104.3a 2!Y rak Tksl Sru YIP AI]5(I'M y(P DIA, Ihnp.D.IW'ManL.'f; hradl6'oc EnminrdarstrpAtUuwduuoudnanuanLnplk ox2a+I SUHAtl7~r' JDm1s Majohled 24' Ak:h lap:r and t.al (rUAD-DEAnIF GI 11 A GA FILE NO. WP $420 "1 2 4 19,7,9 -------------.__..._. j7U/L01A'GOIl4S70N.-- D21{BUR FIR ] -- WOOD STUDS, CEMENT STUCCO, WIHE MESH, GYPSUM WALLBOARD 1147 CII OII SIDE O+AA I+,r, 16v X uvj4 m rala Td w d,psim wncr, II+io I (+I 1 rwa IJ In 1: h fan ,oWm3m Irhal 1 .,.A t al, 1L A c .n11, G.1 u. nrd fai.. I'+ Ud. 0 V11V i0. / 1„1t1 n c rar U,[I '' Ilpn Yp/ysun It.), 191411 or thnWO 14IWO, 1 3.A al4rl mI 11 n, LI AI,J'h+ Id i41b Ain flJ G"dlo l nods.?':': Pmd D 113' [Pont,': u• road.. fl' n c AI r:hp1 ano I?'r. c :tl n:m, m.,a.4'k snort L XICIh(:H LIDr IINs W(U'.: III,, ti D(la,hn ,Jgs,onid aP; A'M, PAmIbA u tL.b '.,,h (nl rllatnd 11 11, 111. kvlJ D l lI V s(1r1,'/: ,.oa's. 12' n C nn++[o.vrkn lrnrl e uryjlA W'.1 Ina ,rtOl Ara Indoor.. Ah:I,nw IWAldw PA;.I, RAP't'J Idnad rA:.11 1:13. 41 16' o c Ommw 'd to 1 Launj .,. m.t . Arii n•S row st".O.'p AIh 61 d t,am:Int rtoL,.p luvt, 2': Y,rp. D 11T urv.a.',,.'M1na St C o e c,__,m+l.:rn hpptud wm wer 0an41n two 'ti h,1 t I."at" a h, Kalo.nj ndW:t M.p..01 I0'1", n «.103 (LOAD IICAII04GI CA (AD 117 arCEjVRn MAY 2 G 1999 THE PHILLIPS GROUP r tr Thin Space Lcll Blank C J _= r Inc SIDC Tl,alllnf3 n':1 rno �u lAyta,, ?� Im 4ra 1 s5h --- UII.(; 'i'i11 r,rlarr II, nrr r;r,y Iml FILE CROP o .. .u1-1r rt. 1'11'1 .1 ItIs 1 11 11 r�Avr!„.n(..I (�1Cv.rt,\r\.Is: J.r:lt r ��..E (, nPy WALLS SYSTEM DESCRIPTION OA FILE NO, WP 3412 GYPSUM WALL BOA BD, TWO WALL ASSEMBLY, WOOD STUDS Pore lupn'/s' lrla 1( gypsum wiifw ull o19Y('wm venom Fain arpbeU iJ u3ht atp�Vs 102 t 4 tend duds 21' a c. "'in Gd coaled taut. I'/i long (1(N,G• I.hank,'J.• a,0: 1 1 G• 0 c Frw layer'/,• tlro % vilm"m r,almlumd o' VYPwm'+Pnum base tyluuJ nl Buhl angles l0 laws mot bate iA,fe and In lap and l "m p!nlas can OJ sound taJa. Y'!i Ion0.0039• atlank, 'rd funds, fi' Vc.)OmN 01-M a• from halo 6iym )ants. Inner lalul lli t/re %U1Ptum eal1mmd or gypsum aenodl will, al'rLnJ P.M.IM wuh &1 ttalc0 bnl+, 1'!i IpIg,C491Y NNnA,']: LtatrJ. O'or. F1.0nd wall ")dealt ul lnsl eau and supowl``J lq I' s(.ice. Picas ntllvliu¢1Pnds intdnd FOUM ImIP.]•;rtn J'!i C'an 14pr nwlJlrnL 0 75 P=1. !re4p, l.1 m alud 1(aces µoAaueempcl � un F'r{.F NV. WP 3020 GYPSUM WALLBOARD, IYOOp STUDS Pau 1"ryr'Yi In. A gr{sium.,I I I,.Wd ur or p„an .,,o4Pr W to apt. ?a Allu,M 11%q'ea IL blf eilP l l J' J011r If 2 1a Ifew, If"UC( UfNll Itl, 1 qsl nllh(i1I " Nd11 n-4r. 11'km) 11 G0 Hunt," < a 3 s t Face ryf.1 If(e lull mewl"1s, Ptwil'an rn .mto rl i 1'Il Jrt n)'MI , 'I A In 141 f, NmUln4 0).O JIM Iss _ 1t,4.If nt Ic LLa1ayJ41114 ettl laty,I,l Al ti It 1! arM q 3.Y0111L r 1 ld Ji rlarunJ lO rlulamV 1 fpa:., ellI aea a. nu f'a erl•nl I+R, apa. u]r to ILnUma IL )rnqu lr lnl 11 )e,l ILDADIICAIIII@t FILE N0, WP 3910 I_ .. -- GYPSUM WALLBOAn0,W00D STUDS 0tsr 4'.1I,i "1.lVlin.u'nto, 1.:o,aar q/}n:.m m,ae, Lnp: a;Y ^r lan.yl ervpo-a IQ 1101104 C, r N woad Lf.,0a If.. ❑aJ.X elfl c 0C15 all s( 9 4JroAel Va la 1 lr sM s. 1 r1.t i 0c race " y e y 71Ysum nJ�'p]Js pin,n, n♦ t lrtLt a ) sera ns]e an 0.1f. nm1lua rk. )J113 sns rest Pnc VstlrnlPwlr rinJ) hl if emr tarn t la feF dIN )wrn wra Le bap lit" s1u:M/i ac if .)amu'f+as)Infnl el n..]r.r•p•1 IL04D-0C41pN01 ' ••`'` SIlf7MA 11..9' F- A; 2 HOUR 4 55 to 59 STC FIRE SOUND 1 l 1 1 Ih..nell IG:( Ait rC s 1'IP9'1 I ] pH 41.1S It m ya, All/, u 2 rqU .w,r•U:an WX11wi1 0 2 t10UR — 5010 54 STC �FIRE SOUND17 _ 1 I 1 VI "If Val if X, It IJ 1',P JGJ 74, WIC ;377 t I RJ ' CCmtri %•n ma•t.:xasr• U n. •ry dera� eJ rlvrr.;i<.•cn frnv,naq FrNxl: GA•E73 7 1 1 EXTEFNOFi WALLS -99" -m- -. SYSTEM DESCRIPTION GA FILE NO, WP 1112E SKETCH AND DESIGN DATA PR—OPRI—fIARY• 1 HOUR _� •S!/ti GYPSUM WALL1300 D, FOAM PLASTIC UOAITDS, FIRE A'A j• 2,1 WORD !A UPS, GXTEMOR CLADDING LAIl IIIIJ11111O1. 041. Lgvt Y:Inry,blalyI,ln+% I11ie.,un wacivt�nl ai4.lna µungi n nl Ir041anulrn lu:d4 woo o,I. 16• a c wn4 W umwnd wal,a Iv CCUT", obl, all'/i TrPv l7 eryn;Iq luun-. 7'11- Sdc{Ine A,pn a4l,ttl,Wn III, (dn(dw•I„r WO P,0yi1In'yllrnnn,n4,an,IamIN,+I.allwnlep,wnl p.;.Tid I., 0.1, w44:1-alI, I unJ.4111 ds0•uc!III.nn.E,v;unl li^an.0N.,.ru+vknd1Wa LR141.op.w"'. Anlmp ml>ng7 ylnnFn, 16Nxo, a, oil IO,CI 0n,,0419 ,1 i,la ITIil. zy,twn II If $) INI Cf1101I 51[JD •Ar IuP(IUM, IV,' A Itii",nn waclt+va a(pinnl M rgnl ... ,, lu sllnh win G1 rmntnl lnal'a on cw,m.n nay w I'll'IfI411Y W Ilv.0 sm", 7' n c IlnlntW ]'/i 4VI. WNn, O 7.' Ic1, Ini-Im el In slut s11-1 (1.0t0 PCAnnm) Plit)PPILTA11Y t1rPSuw I10AhP llrl Cablun Cwlvnoin !i CI liDN'• DUILOOva 1,4 A%.n. Vlr.Jhl_ G Psl rru Rat ut n>6a),vu;lnclnl. 0 -0 X, Pt>Ij'l (L354 GA FILE NO, WPO130 PROrjlla lAAV' 1 HOUR } - _..1 FIRE 'J GYPSUM YIALLUOARD,G LASS MAT GYPSUM SUOSTRAT C•, --. ' WOOD STUDS f AII-.II1011 IPC O m 6ryvt In'AIu:1bY I11'w A y..Isl it UII n . wUil .V. l twnn ,gl,i1J'..IPon'dl, 4w1„411,e II rt.u, 61. >.utnln i+, nuy i i' Rrtl(f. 01 a 11.,11A / 1 t 11, n' a r I ,1rar V011:n t.. .I. n.pl w Y.II V•, Iognl CLIAl Iij M VINWI, 1y1t --t 1 I IIIIL111(111 ltl. I}p 1 rvl' i rn.In r(1'y II 'd R t 1> Inat m>t..rt ,Int dp,I'>,nr 4a1.rJ 1+-up aI(.rna It -e J, t .ta.d 41.i L."*N.j ba in CIM11'„ awn.. 4.1w e,J ai nlv, gnydw. II�IL..0 dll Jdw JL+I Iwnl tvill 010.1�, a;.11J n'.. wablrl{f♦wlnn'.n. 1'q'IavJ alq l'.'>4l1 lt)n( „fna 1Ji 11 O 41, IICIAD 11LAIIIN(11 111. 117)17. nvb1.N t a. Pnorinl,IAra 0rP6uY uoano GA FILE NO, WP amP.R0Pg1E7ARY+ _._.. - -- - - - -- =- = 3 HGUR — GYPSUM WALLOOARO,1Y00D FUnnING, T•OAM PLASTIC FIRE ---- - DOARDS, LIGIITWEIGHT CONCnETB OLOCK l}a lgrt I { IV1at LI4c nl plus I ) n1 n• YI♦ V Ls µ •. ..._ .• .. O1 nrn:u a O If 1(.)t yJ vl Inv N t >)._r >. hlt xMini : "11eN tx1 { 1.]n1N Ir � .J J Ilra 11c 11,1� , bw.y "Ili . 1 � p 11 rlt5+ir 1, ll(A'i'''A, Yar✓ Ula, p LI>-v.:J. bry/A nut: 1v) v a IS Lna11 a[. t prn ln�wl .• 1'iav \qs 11, /1 IN {l[IAb llf ApUlfl •._— PIIOPNRAIiY f1YP5l1Y IIO.Ig0 ...1. I I u'• I l ull S.pl I ILn �r�N 11 r' I rn Irat O'lll 1,'.4. l In )p t rA nr.11.�n to I+�4♦, a'1 (+„sa+t C,A l:.0 i' r I," ROOKICINIANG, FLOOR/CEILING AND COLVAIN ASSEA111LIES TNllti JOIST AIAf.'AtI1.LAN SSI' NNO,TJNG-I111 11 ASSIih1111.5' RATINfi • 1 I1011it 11AX'MCIALING ASS1:hl8L1' ir,'�1 ? B 1 S'C jll ai(h Tapping f7/LD1NI; ur, rnfur. 1. Topping j0plionell • I.gthlweight concrola or ntopnolnty {upping. 2. Suh-Flonring - W plywood, of otiontnd slrriodbnmd (OSBf. 3. ribuahnel Mambas . TJIA Joist with nninonum numinni 2 a 3 airu Ilnngns. 1, Otldglag INM Shownl - TJI' Joist sor.tion, sanm dnplh cs flans pouts, tnslnllnd at ripla nnplei to file fluor joists at Alin%pan Ain't Alta, had In Ilia Iinnt joist% will, two pincas at solid 2 w A binci.ing naiad to this wufl% ui it," lion, joists And bridging. As An nitotromn Ilia joist bfidping may hn%a and blacks u( file canna ❑noimml ns Ihn flanges inatallad by Ilia nlnnufoclufm in hats at ilia 2 r .1 hlncklr,;l. 6. Fufiing Chnnntl • Steel hob ahnpod futnng cllnnnal% at minimum 7A guugo stoo), rnaslnlulll %pacing 10' o.c, halonnd In Ilia Irnitnnn of dmril of mists by Iwo (2) 1' Type L'J sclows. Tire antis of Iho chnnnols oyadnp nAch r.lhor fly of lansl 10' end ate Inslonnd togelbor will, non or Inora 111' Typo S %crows to Cronin continuous chnnnels. Channel is dnublacl it, provoin tunlmn soplimis for 4' wide abulhng gypsum bnofd end joints, 0• oyprum Board . fi' CGC of USG 9heeVucl., tiro Coda C Gypsum boned, Lnng Adger (nr.mod haiwoon laid%, parrandiculnt In Iho honing channels. Ghost edges ate sln000led by A 11, Shoals Inslonnd to Our pulling by 115' long Typn S %crows jacaind 1 S' from Ilia Strait adge And 3' front Iho long odpn. SrhIws nro nverywhafo sry,cad at 6' am. nlonp Iho hnnng chnnnal. All joint* ern tripod And Imuhod Willi 2lnyms of rompaund- 7. IitauOtlia n (0pilnnall • Fihmpinos flat,% e% tnquilad far Ihmnlni of sound nllanuneon. When InsulAt.an.A uaea. ilia bA1b and antis ill herb -to aunnnrleJ on nornmal I' a 3' Wood boards spn:od 16' ox. boh•:ocn furling rhenncl; And IANmg on lop of ilia Inwnf flanges of Iho mists. �rmxjdynroal� vyp�Gcte' _-1 130,h:y(rand TJlrfnk,l (Lpcn-wCb-� 1_ Tfu,.trlrl learr.!al-,ri (xnrw:tsrgn xul) ss'S1FF!C•C•trri••aIGL� ITaltl IFUGOV 'C',liT --.11 p1rc1 I' Pennlfi!rr' InzuUtcnl 5tnd (umnl SCr.p;t11 GIKM1!�T¢' Ly�i'Infl Q:wt� u'J(gnrt-LI p Taslad at Riverbank Acoustical Laboratory Without Gyp Crulo' STC.47 Pad a rarpol IIC 54 Custuonnd vinyt IIC 43 Wuh Gyp Crga' STC . 69 r. Pad 6 calput IIC 54 Cush!oned vinyl !IC43 __ ... lt:'I•Intr �,1'1 :.mane t Laboratory Tool STC . S7 GAR Na. USDA•I I.St Field Test t^'•ra cl:r •,: �.Y;: FSTC. 60 INCR•Tltundurbad I1LV r,971V s'U& Sound Control Details 1rt1v, , .,'rat !n•Gi ap) • nrtf /- ( rti;raHY 9nn:f l��tTHI �, / C'YI'CIrtIt` Plxlny p:ncl -� i; iwds>ua.r:r.u�un 1 (rticl rto tq! �aufj Pni!aut �tumvY aI IIPnL d:ncd� 2 Li1rr615'Tvlr.tdil"Lm �alll+crnl ap}La.l!o)aistb :,a14rnay Icon lilrm ntlr}':,,al w;d;r,.,rrf Tested at Rivarbanli Acoustical Laboratory W5lhoul Gyp Cnau' SIC .5D Pnd 6 carpel IIC TA Cushvan"d vinyl It(; 45 With Gyp -Cato• STC. 5a Pad a cu}rul IIC 54 Cuslnonm v,ny7 iC 46 _ _— �. I!Y 6_p':tonlhtt rw rrlr: %H � 1 LnbotularY Tesl -. 1'r ,.,,•,�t„•,,, �., SIC « 511 6Vd11 pad rind c:upul IN(4 • .:6 Wdh viny, h!d 1NR . • 1 GSH No USDA•i I.ST 99 Bundling C Aelyt - I Ma rAnlan sU nulls 1Go [nnc . _ ..qp n4jCu/yy4 C+ %(1 '9 Uu Jol ! In adllw ycu onmy sfa,anroein m4Tlui IIt16F11A .ED Ap.S - Id,.mJanlJr(TNI ,d IaxyJ-p codas, IAnlfuq Approval end plan Joisl 1.14.1IJlan plwtl q.... p1ancu in ticneer Willie, IedexW deter, Creoplanea. Pmducl acoep- your was , L A. CITY' RRaaui 4- OpenBy«G T,Jssus lent- Isom GJudmp I tee elpaNtalmns Ind T,II` Jomis rJl nup.,l,llry apenuvs ties been pursuW IliNER'146 OlwlrllbG lwsses - FI,a AmmItivt pursuanplm-ps of c. lor,sire plrxtucl 11,61q, 11VA' 0 -TJP FIN,,, 1.1¢lollam• dasyn appmact, did patlJs of oul gamty NER 481 - I.LatTehm' LammalaLY d CCLIC - Cenada, Ccnsu'acucn LlamL CnlCm M IAMI pinplamt.'Gm Ja,fl KIM tpm P.d Vuroar 4,ma u1ILVLI «e aep.11 Wl !ecoaa l«L uqt DID AuePlm Gl'4a ma;mMfial (plJd.rrp I;EH 481 - PtInIUM' Pa11-10 StImLs Imym mrs tWa 'arl calhjuucneutv,.11, nssyrnn l«luul rum. Wndm IPSO OSA - Cticc of TGV 61110 AIVI*r; Ilan as lad-INn61¢pGp. In aW wt, II'JIn1510A NER461-TImGC1511i,Ix1' Lamnali,d Ca%m, Pups Gclr„olf arml lfelpla!s stale a,m Imm apenciet G,,, (aveeud tn,' tiUmb LCrt,GCl 1LSL1 IuNPI:ts aml 4440,'n1 Plea use Ft, Ilm rnest I11IDi11A 5711 CO) - TAT Jmsls NOTE: NER Qlal4nal EvalJlLan Rggnl pall oulpr(IdJL1wId"Id" ..... ta•nrs� acL«p1all;-114.!JJ16 POCA. ILRO Ind 11. iJD41 IAWAItln pull eddl NIWt l'nul l.'GII LDCA Twt Jn'q LIad.IJlan N(vmcraallra n.:omlaGu biro Assemblies Gcnrllelgn Iny bam«d ry:I«mt Ilocl n:drrq, Wdi n:41p1 Gam many v:rtlati:rli arAGnva IMrnll NN11,y n51R1 n11g1111-1111 afy) (,:.n(n:n(1 II41N.41.YC i1f 4�n'fJrUt LIt51 Rb1d C41ni CAW 1.tt IGavn LI:LII", 1 Ill 0 m, a!4lrod sIu' t(K Lu m'JI IJmu IU.nll In p . Ur.r La-.n let 11%W IJ iI.P.:uIII ITS 1'J h I'd wV[/lu I""A JdrinnV.R Itlnte\xLYI md11n,.1141I hr:amu lu•cm Lary la evrpn lee Sound Control nrnvtbr'It"JL la Ilv:tu [Lnlpa male Mani Tr ut J., It IJA-V.tan t'prom Illal I.mn wml,ts ILroupll LIJPI.I:n Inllrr,q n\ullrtl2 TIIVf B ifllemG 1'/LV f.a�n e,4'1311,1 lei I-r'Ja Iris It'd n1Le'I1 and rLaa S8uwm ...... Vra lai t:4p A:.l U-1 8 14F. NER.1enga.lv«s me II,...•1. B, a VI Iry Iben rrv:Fe, (IXh•1m IN, W; A Irv. n:.a I..Irs.tcl.or.l lu.v A vePJrp14 ni4ac,al Fwnrl A.n1: Iq l:nr.a:L1 V-d LC Wilml Gd.a IRRrn H:1'J.11i'd IF, Inax.ipl Tnurrg "'Ill —I Ill 11y"1111l 11,1' ,) AsA nrsun, mar, 45 L0.'Ja u,I 1--0 mmnd lalud nmI tl.lgl alp rtral 1, Jmp, tsunJLni alo LSTnd m Inn (lfgrd Cm U.atmn Lr l.rpe &I:.L uJJ:LGn.l try I� M:.li•, Ln Lnp $ n,.aG. III: (1'huna.L JImLVII FIT IAJI Nnll:mmmrw,. u.hrto nsmis nurnf .:hau. cr w"ITIA \r.ur'LnL ,lpsl l.6v Llr yrl le(rnH rLObn Ilnhb Nsnswertlnnl ii Ib1VIII 1;TT.e11 earl 1.1 lr+e'p.. Tettnlp q I r1 .ny TIr1 11 0N1111 Illlv1 14"t«r•, It li•,+Illl 1 111.\Yi lI rl ale l( it L 11,111 '.11 3 R9 •rL n 1-I+d11I(1(n 1 r.g 1'Jr 11•v III 4(c Jlhurl IF, I i All IV It, I,:r 1.,. .1 ItArb l .11 Ir.I IIML'NPL,, q'In tll IIAI, IT,,IF ,I all.. nl l: a i+.,.1 ,.. tea Lnl It.1'lin e ,vo II It n.l l eni m, n'.ns Vl........... I Tlat,n,wn(.la'q fA 41 � I'll Inv 4: L.,At si'^.;--1 a.al!Jd ;n T. IF—nw ,a.'. i,:L1:..111A.>Hd1:Adr5 5TC R11 II I:I Al Li.n111ra.. I 1.1.II 1, y.v.:r r ILU 11IT1 Attir, a: rl Y i lt, 1R 1,1i/.p1 LIYIAII ✓ iG 5: err fn[I 14rt,7n Lp«, n..H.r il.�w (ukv!h.rtom I'll ITT 4R9-n lr., grgp cl ilw Vtir+'carcn Gltvr MITI a.l+t n.=:r '.O tna1 ;I+.:r4 n;i a.Altn' aagna:•v ulvgf 6tl nrT lna.' 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CONSUMERS' DIRECTORY OF CERTIFIED EFFICIENCY RATI S 1 9110 IVED for JUL 971999 THE PHILLIPS GRC JP Residential Heating and Water Heating Equipment EFFECTIVE APRIL 1999 THROUGH OCTOBER 1909 �eCo�/F!'� INCLUDES;�r! JUL 0 2 1999 tfEAlJNSI_EIIWPMF:NT WATER_HEATINQ.E&%*" DrV. • Gas Central Fumecos • Gas Water Heaton • 04 Contral Furnaces • Oil Water Heaters • Gas Boilers • Eloctric Water Heaters • Oil BoAnrs • Gas ROOM Ilealers • Gar F,ocr rurnaces • Gas Wall rurnaces including Beat Pump Type %��� j'.• r' � y tom, f EFFICIENCY RATING CERTIFIED ama Gas Appllancs Manufacturers A5soclatlon t-nr er rr-TnLU111q Rur: nlr,c ur �r�cT+orr 74N nnULNU hr1i�L7Al 'Uh'h'C 5 TLh!:!rlri� r'UBLIC trnRY.^, __� —` nr.F nrrr. iF it iN ,u;rl,C szT Trnnr,r ri Sent by; 7ur)er Company PAGE 124 -r 025 449 7070; 00110199 10:41; e419; SECTION 1 GAS WATER HEATERS Page W4 APRIL 1990 A - �. / =a tg Waige eATa mY,:Y tS.tlwf ICwi'el TcLLAT Wllt'.,G nxRT. rrwvcl M RI) ,1A ), SDf.D it Mt e• 3I au I:.D )A 1 1 LAI 1 311 ,n 11 t:Y.F 14 43 10 11.iv1 ]R n, Irl 1• a IY ]+.: JI 1 M-IN WIPAP- ei di;')D/-iry N+ .11 19 1]D.D t4 A) ID n al A;;n...• . 1.1r4 ti t) ICA! rl A fm 4 Kfi•In10D •DN Ia1 if 1< S]: V N Al ID 14. 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Irl r"`t1Y /++1 I fIw r.IN14.r 11+•'a a1A . lwwl ww News.••+.'•'. Iw•�T the Phillips Group C,hRI (2,zaK � sNEETNO. � ��o�� A.5IIw;ura1 Enpin"doj rxm ..'1 BY.�.� PATE' Z S9v1a103D4 Pincar AnI0,-CA 6Bu7 0 Lc va ��51= 1ATEtML- JOB NO. Strrarty�nl°, CA SSBET $ 6J/A/;JC (0.1,v) : l.0(rvl(,-gvl.3x1 tni,r:F IS-70 ° 1,13 R : 7,1.1 r 3 Nc �rTj IECEIVED JUL 0 2 1999 ,19006 WILDING DIV. CEIVx IL 0 7 1999 nr al) -'., • ��. PHILLIPS GnoUP I TIJG � rn �- „ .��,., Audi•, z 23� iTC Lam, n«� t%N `b � :,�i �i�14 ITc•i 3`I I .�� 7 1�5 J11 t7o _ ti'rF h: '11-70(. =is .77 if a•� i_„ -Lr7� tL, .-•— Ild IWL; I.oS �- 1`+3G' 3132` :—:rl ESlE 1.0 L -1✓ TzAG �:,nC;✓.c✓nen,; %r.r7.i• 3-15 +y� „�a �/5_3 the Ph1111ps Group C r1PRl (I .F� yt SHEET 11D. / o A 51ru:4ral EI%kw'dv f+ol I R —+-- I 10304 Flaw Lane, SuNeS CLvb t/✓3� / •>'♦:�.•,�l-'j PB SAcfarr'Onlo, CA G+627 4 4!1 016/361-3871 4j'W-6; EYJrIrN -XpC .. (a•IS'j : LOL>,IL•�✓1.3r/ °zZ(.ttFy`17Z+Z.Y,,7 + 9s3� Is•zo5 zr/! ECLIVED m !7u•is') 1 1,17f :2g.! (,S} 11�1e3. JUL 02 1999 / rpr h1 9006 1 5 BUILDING DIV. CF.IjD s 11 0 7 1999 T PHILLIP9 GROUP r •JCj '4, ' I 7.cw7 ��, [ U �0P ,1�t K" ro 1 y/, `C R � \ Ili' f:. :'.i ' `I AIM• { ' Z}E Alt L.j 4 � R•I: Rye i. �•I 11•I• I-7 � 65 Z � I'�! S'1I 707 Us .11 Ili 17�, a7 17SS :59ZI 77t 1:75 e -rl T01A4 �:r, C:✓tc �•.tn Ji ,1 �J• «"J'Iu , 3�S I+5775ri3�5 the Phillips Group r f}pQr �c-tomK (r 5 UMEETNO. pf A flrmwa/Eng4i"drq rm. 1 10304 Placor Lang Syty a 9Y a/Z DATE / /1 SAMIMMO, BA 95a27 CLL/S / Zfr 4ATt,141-S JOB ND. 9101301.3a71 Ut F- 3NiAK 01737' -"/s c 3 r ._I:L rl �Gy.7 _''•• _ U K -/ I.17, ' 75�-T La el of . AT ' 1GaS'('1 r IS.Sr,`J/ = l7LSj r RrkXPOnW �.f% � i'WA.L Lf N;rSil "tt ,F- y/ArL 7-1 (U) '1 'r..A., * FN a,rr-1 X 2 ;r 3 _" 7Co • E n 47T (f 1 271 A.L 7 .C.i'i/aF �:f �i :Gr `f '7.%:�is•�• rLErf-OIL ed r1,r r L�:;S•1 C-/IPeI C.CfEK !�� SNEET NP.� F17) Ct•J/b 404uc .4ATt_4>445 ,JAL G? P` l'1'toa !/'_3/j2 /G_Sstii' c1�,E CDX rIOU l � •r-r- ! ; 32B�3G -L7 (•(a„3} ; .307M S-T _ "ALt 0 'l 'va i.�' >SUs�' v..c L'JX _.., :9Ac� ?Y'ro� eoe�,✓A/t_ aia Src7S �" i 7 �'�' �- C• r/'J Nl i3 �' i / oL /V'ot r'!'r'-'`l7ta •}. Z�v7x/�.S''Z � n•I L2•.00 d''r5iiy .•q' - S�'r;u the Phillips Group e,4PP-7 eeEEF?'_ /�F>•jrz�/, (F�...r}�}uc�> SlIPTNO. d-7 o/�� A Llrvqural Enp7roorinp Firm --rnLuMF ii} BX�!lS DATE rP— ' 10004 Placor Lana, SuO 0 //n�1�'fT ) Sacramento, CA 95927 r..0 ,q f�lzdl7a'—TS JOB NO. 9161061-0971 71-1E f�f'aFCT �ouN a3Tlcu / / P.:�T 7 E�/SoA� B/.4r3 �2 777c Fbl-'A'D 1TIov Su$.�ii1T�r / Sfrv7-4 ;2=6,q J08 No, 98o5-9"1 D9T4^D S�2¢; l3`j8. �vuNc?R?lati/ SG-paEm 18Sreo G7U 2,qL CpM,MEN� 7=o R, TNo gauntDrTJc, , SUP-in/7-ryC.. P2ovie By 7N57- / V 4PX=7u4T%1,4 i)AvE �' 27'0 v-.1/7'H ?=X' e/1LFCK 99 006 1 It EGEI'v' ]L. � RECEIVED FEB 19 1999 � FEB } f, 1999 IIILPt1:'.i.r,'sar.G It Plnrurnr+Glsur..cirx; ! .d.7� ✓. o.� fir:/ � i fir`•• I*i(._{: COPY the Phllllps Group C4PZl ��' MPa AE.rrS SHOE!HD. Z OF AL A SrrWur4l Enginwn..p Frn'5r4i ht • 10004 Placer Lem, Sude B ^ 1 e A CA BIB_ DATE . � Sacramento, CA 95827 CJ'7i A,P-. t Ta4-75 JOB NO. Parfae " 0-/Z17zeI4 ?cop UN17' 109C)5: T,/ tr r,ac ?sF 'L' ? Y ' S �� /Q.o PSF t? lbw CH.44D /1JSJLRtIa�.i = lSr"�F 7Vyors ezp4 i' _ ! 5�5F _ ,,SF_ m &7- L•1Yr^ ZeD 7b7ii'L . = Zv S F5F Foar. e-04us F1N1sH = io7�F 34 t %Y = Z 3P i3. a )}�F Croy crlu2� 712otV�3C�?�Jt ' l•575F !disc = .11-*,P JiJ5�t�1Ra�I = /SrJF ilZa5SC5C744-J•$t�F ldr°L. 11)J�r k : 1 d Ps= 'ronit_ z 8.5 prop the Phiilpll Group BNEEr NO, J� OF ll� A Sln aml Englmadnp fYm BY —DATE 1,0004 Placer Lane, Suea B JOB NO. 2ps/v,,j ?118u4 (pa-r) vllNa Cc.4D5 I. BoMPAI a- Po600e.— C (�-IS') _ l.oloc/G.¢OC 1.3x.1•o > i;7.(o }?ac �153p) = I•L3,c'1=Z6.Zf5F the mPhIMps Group 6ipe,l cezm/-, 4,47, r SHEET NO. � Of (� A ScYurll Enpineodey FYm OY._OA7E 10004 Plaoor Lano, SuO 0 JOB NO. R.111m.a. re .save FL=/?- rA41111/-NL7 �'tvt�r�' Ivlv�o i✓ � 7,535 the Phillips Group A Stnx urel En0lneean0 Fem 10304 Placer Lane, Suno 8 `ua0r5menlo. CA 95027 9161361-3871 •�Lcv2 ��' �I /n/c� ba.af r A N�1r�zrzs 2G.s�L�Y1SotVo�� ..�55�1' &eup" I-S,<Ant/9sN =31,1J7 �='( 410v� Na 1 IIT,.2 L° �.gLaN7 SHEET NO. 5- Or � BY_ DATE 1108 NO. �. f6LO4 41(Z�i (AWrtF �1 127Ao" IYA- ?100 7 it Y 4.1c yr l/d.i l�z'tvo` IS}(ZZgo 6W 9 zS/IZ) C� '.f12cr.fz�875"XiU= i4•ol/JJ U,� 0 = ZZ.•Sx (t�n�� 9I/.?�/o�°><Z3o - .o�j'` o. �c. . 1J 7t;- q-)LIO -Dr- A. to, l the Phllllpa Group SHEET NO. (A OF �Cu A Simchiral Englooanng Finn 9Y _DATE 10304 Placer Lane, SuRc 0 Sacrarnanto. CA 95 27 JOB NO, O),IIT- R rz 'R�tw'j t,rtzcoNY Lnnvci RM. GI-o 3�00� ► = q5%4./ 4A.Iz 'DF pp - I•S('oo-I1.7</�Clozoiil95c L a.L. I1Cea,o' jam= 4-'S90 c 12— :. otx 4-n12 'Nr' 1'4'1 t -7 L lt�l•`J*iuli c G4 �// nl _h-,A,_ 111.0'.J 1 ��. i•5�?80k5--1Z.3ivy C "j?zY 'Lro i7F /ro.l b = zZ.��zry, x�,s¢/,7.�rau,90.53 = , ac,'I o'(c• u Z ra iF Ala./ a 24.lp.[. the Phllllps Group A SlnxN,,Al E,,;Ia# iq7 Fit, 10004 Planar Lana, Sullo 8 llmnazs ' e 1 �t•Z,• Zf3fft.ro# , i,Y 41,tz vej-zsgy.E�-rl.�s/,� ��ia7•(=z�rl.o 44ss S� = �-!2 � /1oo�tl,i' �gCoY;,o,E. r SHEET NO. _(_ OF L:— FIY— DATE JOB NO, :. U:,c ¢L122slJo.l, IrJ'• AITa�j WA,h e 13 c 1'r•c' t 3 41'4 lrf.'srtij = ls+-?lGs,"]5 - 4�•9;., L -rlZ-'(' 4�12nv Au•I r ,tti n� �.L'io��Cl2/%ago. rJ�l ` !Y•8 iAl•'' .V•G. ,,,. iPY Zf2 G.L. ,n p :- i25,c'73ot 1;[.l f/r.H• 04 of 4sb` IIA•„ :y,w >•(�• the Phillips Group A Sh dural E glnoatlnp FLm 10004 Flacnr Lane, Suite B Sacramento, CA 95927 1 Fetmim.1c, G,,q r Ikr ao" e G =1•5->:s057/��=Q6.zi/,1wr Ax12. G,t_. vj= Sb57- APmzo=l,s�'olr�ws'-3U.5/iJZ o,�. S,� = 1Z+C�Zc ✓2.2q��r �=(oo•�iy' a•rc. / c 22.'>.f, lb�r+C /.5 4/l.Yi./Ov.c ¢$v • -1' 1T P U:e 3a tlzl¢F-YSG•c, '��p7t(M(,t4o� Qz(l`1•5 �du� It Jo 1, = z2o Opt, I 4;41=011939ot1-i SNLET NO. OF ILL BY_ DATE JOB NO. _ Ir. r1C0' . /h_atc= 15ti97.5L, s/J(r5 :• ]$,IinrL T%i J $+C 1� �7•C. �� I4I-Z 11 ��%/•f(ICJ 1�I�IN` D.(L �- '7'— J1 iZlO �1�!l1. �./Jr°1 ��'.•( ,�i hi �/.ri: C./C. e CA SHEET NO. _l_ OF I o 0Y- OATE J05 NO. STJU2 L/uaoi,,Jt.�: = 30,01 h "Loll I e � l0�02� ' II o`Ja.sy IZ Qs/. .3 i "541-,1Z G.L. g=IZ3 r= 73s o = •s�n��y;r���/. a�x:r�t sago�9•IG7 Ahzslr,sxlo('1.n3,-q-, • oSLY V�K/Z z'=-V• 6 L6.L- the Philllpc Group A Structural Enpinaatlnp qrm 10304 Placer Law, SuXe B Eauamen10, C % 95027 'F,p 4•&Ikl2p = 33�.z¢ # 72•Y I1-D W r n,- F2� 9 = 33L• z t�sF o �. ate► 1 ra U!J CU�`Ti/LpNe� rr CT U�c ll-� W sDc= � 71-11'D� Lo,vr r-sz� 'P>niPSrHL v,, n�- P'7-7 4vo T*-r- o,k. �# =� 34x 7��m+Li = �•1c. SHEET NO. �0 OF-1=_ IC BV__ BATE JOB NO. ?5C 1!oyaloc 4u pcFiz) Lo'-n 7::—Tc7 0304 Placer Lana, Sulle 13 Wamenlo, CA 95627 1613G1.3871 C�u3 IIo:Js�> TILd = /0'0F"5F 6"7;t-`.( _ /.5 P.F j/LuvssL= 0-?'I = l•s 1'SF m61- = 6.4 i. zPJT LI•o Pb� Z/w- &0'10 x 7395.3# c"G.'-to rj$(ca.R� SHEET No. _Ij— OF.L:O— CY — DATE JO6 NO, rra�-rz.77,x f✓1= 212.' 3S1zf1345.3x x=Itg/ I = 43,$91.s �A1.3�ZS�kes ` 53.QiaZ fz�43189 /;5A7¢oc>�JS-/85ii� 7�Y SgRlS4.L. d=ZZ•5..j�7a�4.s��.g.�IJi./vll+ ;::�r3�7,ZG.5��,r/.BA�o�t(4U �.t3N' L�Iso. A'.L�, 7/''T S/gtilfl G.L. 27"ZQ3/ u+?d3iiQt%/>�'1!-i•J. •' =�/L fcJn/C. �5/ ! L-, .L. the Phililps Group A Sfructurul Enolnerriv F" 10304 Placer lam, Gulla B SHEET NO. �? OPL BY —DATE JOB NO. C?*,> j 610-Z.Atm 1Vl/ 7p-rrj [/)ir-H 72s. !g{ Zl Sri y;Z frro�� =717l 5s8�1r �o29•zM x fD151.8� � 8 C bVgr- Syg—ll•$5L(13Gtt.MO.0 Vdr,= I5.3AZ-71� c }Vea= L53•`i VpG= $A2S�?=5soK,aZ93.`1 V%b1 •53 M43 s•r x3 3ss.sxZ+7DzI,z c ><=r., f4 = IliI i o %Lz�.975<,3-z7�K �'Z53.5><�1`Hr97i,v 11=.53. Iti1=QL,Dis.S V/I t .1 D' L!- .AQIc 1.54 7o2h-Z/12�tl�S 51.1iAr2 11e•Y $!g /G.sL,nnc. T,- =fYS%N< 5�-232.sw'A=B9.s`z-H�z e. •• U5c-' S15,c lG„ a�1F• V'3 6,L.. B 9'(fl•s,„+zop�•so�> + 8A/So gzs•s,j�f' -rm - -l2Y QixZ Ve4 =3¢7o.c.- fL`�rz�9rs•S=ZG'o3 Ap,�gQ•_ �.5 2 ZCoo3l.zSt.SS " 3Z.quu.: Ste= �2./.fcSo-1 • //•2y,t/oowY.l.! = �•�i� 3 6: �•S+.9zs•s<7., "�.7N.�<4ts.3=•� l'= o.(c Ab l o ir1'?LfSpsd / r 1p-Y 37,kI6G.L. W= /yip_ ifn•>'jCS�Y.I'S /��� = SSZINZ O�nn• 4ynC''/&+52IZI7f,Ip0 ��r<•AO IGg•t+/�J3 I/G• sY: lSvo�tfStJ'•76 1 p14.i'.Sr�lSD CIS�11.&�iuOtiS/`7 a .1>'_ L�SS(e o.k. USE 3'St- 15" 24=-Y3 G.f SHEET NM IS OF L BY, DATE JOB NU. The Phllllpf Group A Aaudual Eng'inmfmg Fkm 10304 Place( lane, Sune B Sauamonlo• CA 95027 6LJ(3 I!jJSC TRimit-IC) I?- 7iz,Y.Sa -g-r s5j 4 s iall 1+1�� ` I•Z� <.5r�, �� -ism °r " A.I �c 2,;.. (j ti"1S,r G7.i�s 4/(cfo�rlOL' i- 1S/"•%5~ s.22Y.IoG SHEET NO. 14- OF L. BY_ DATE JOB NO. SSI dz, (29410.�. Co c' 3 /b ium EnyrnrlMp Fim Placer Lane, Swu H —PD!'L- l Al eh7-) tea, }J ✓` air f �y•S �'!`• 4�c> ¢b� yla,Liy� LJ,tO.j A%: ?.aa3 Fb 14, SiEET NO. 16E of A, RY_pATE — JOB NO, _ A StWuralEn),Wft RM 1 DDDI Placer Lane, Guile 8 im SHEET NO, 6f Fr__ DATE _ JOB IJD, 75-7tF ►��a (038 �rn I+P�a` i•Sxln38�I.zsr-9� - Z ' IZ/-Z71I��.ZS�I�VO' L(�.D /N� � 31. (✓T IN 3 Or� LP 7Zoar pgpeRs 7 rov 61> ISO 311. HYDROHEAT VB/HB Series SllnselrTr`I Ho lingicooling Uppow Or Horizontal Airflow 6Vo f 2 -1 1r999 HaaUnp Only Modal' AvallaGld BUILDING uwlt"t, .'vrrc" W1. NOMwi +r{F ' �.it { t {ram ur:r nen,rrw vr. ..-------�--r{1 (�i i,cu�i� FT'rr"�^��;�.• . ��� 1 Ft'alf{' wvy --S—i—_ � :• .: �-- - {F�'R'(19'P t 41 , o?!I�ctt« I cw.wcrv.M ,V 2418 & Lip.-p-J 7i n1� ;'2 Yf?l ij{i1FfP{ +�Y �J �� II, �IIIII {'I"'I�ii fft FW � IDO CFW I HIGH j _ fiGa II Poo _ f 750 7aD 131 i ,r�l 'ItJ,��'( •i,- -_ NCOW 1 i bW $1 bDU 70(f] ?A. q?14D' �� 24 (m 2G fiDfl 7N 00.l I IOW I..675 fiGD Q..G GLO II 15h' 7NOD l9 Gm ,1'+INYI. V9/H62618r 3024 8 30H f IiAJ— aL000 �o oDo �s>_ F 5—6x7iial{,� 71'TV 1 + , �C M4 R L1• �i (t it }ij VPMB 2610 3624 & 30H FAIT t / TYvnN 1 tt},;r Lb � , t plE@ol .1'F➢PI+,IE?91�11AC9R�11rd� iM�cl1'6l}l0 ;'ll�,ilt,tt INCH _ 5,o io 7m 411 Cr MU CHA I. w G '1 I GJp_ FNG A L30 1 t1J0 A'l10 7141(I1.. 14 2. I[q N430 DDDDO (" ELECTRJCa4 CH?J1A'CS'4'Fn7�jC ; ;:I� 1,'N;.... Nd;v� tima..l 3tcx1 it V („N IPH •�%' 1,I11.� (rJ',_ D SG] . )m 37.11 R.uca Am IA i L 1 _ Huw 00w0 Tiw Apollo Alr Hnndlar lKark .CEIVF.D T"C fY1111,W Iil I (hd v(_:YY 1J 'd:.f d,�rrlai •^ �WFA f4 RAY !d. u7r ar: n; r nuI Yr.:rr I .o�C.',,. 16199� tan I:d lo.11 I•.{ Cut., �:b>y ` Iti.:^J n Ira )I harm Cr 1 L'�IjiE I xDYs ;r•; � Inlr•.;I cr., r..'+n �. �� P HII LIPS GRGUfI,;. w1 r::rc ro Ydl It r• ��i � (: �F'�"'CJ,I a•AC 41 l 1 t atri 1'1' Cal h I1 11 1 1 1 1r � 1 1 •_.11Mi1\Yf ': Ti I, O ). :••l ) l+r.y I I,q` idr G'.wICRr1 to*! N rn Lin :.•.r'�c sci ar�n c, ro C. "1 BLI rLP } ' n al P - • (H� i Lt-1 f OlTPrt1: fi pHl'. l.ii"� GRt iUi' A,'P t i ,T'i 10 riI aH'i:Ca1 .1F. W rui,fi U/:JL 1 HVEi tl1 F,• RECEIVED Tiller 24 JUL 01 1999 Energy Conlplidnce DoclTFnent at idllE PHILLIPS GROUP RECEIVED Prepared for: Comstock / Johnson Archilects, Inc, JUL 0 2 1999 OUiLDING DIV. Pa'le1t 1111c: CAPRI APARTMENTS - CLUBHOUSE Petaluma, CA my OF PETALUMA DIAD11 uINSPEC110N _ ILE CO py PLAN MIN! MIYM I. ?pRIRG 5 -- -iEALTH VAIN! DFpT Title 24 Report for: Capri Apartments - Clubhouse Petaluma, CA Project Designer: Comstock[ ,Johnson Architects, Inc. Sacramento, CA Report Prepared By: Gregory Mize Valley Energy Consultants 1030B Placer Lane, Suite #200 Sacramento, CA 95827-2511 (916)364-1786 ,lob Number: 80726 Date: 6/22/99 Tn.Err,liho eurnr,wf+>y�`+rnt<snab Uvb.-,i'�ur:::a:c-use+^+•arxnr,t yrrrjy.;e !e•J.M1 TL:�Vr,•cm of R�r+sl end I Li'4--uN t+T t'e G4sr.J Cnli! Qc,wtu:a 1p yp exl p-Ct IM ROICP'x J' Na Ha �etGY=.I� t'vi5 ����'+� E•a :/ C!'geuST Ltan�pr!� �..:.) it.a. c-<Ptm Jr.a-,aa t•I Ws'.IW]F^cr, S:". n; ix15i ldl: i?] I[wltbl D+C•w1��------._.�:n t.�[s'CiY—__—.��.______.�__._— Uw l,fxs ltl! PERFORMANCE CERTIFICATE OF COMPLIANCE t2an r of 3 PERF-1 -Clubhous© I_.,'_ 6r22199 Architects, Inc, ITEELEPHO4E- fluuan� o:ma• vuwalcntnnon aulnun - TELF.PHOnE-- Vafley Energy Consultants I I 916 364-1786 tr'` ' " a�"— __ _ � Cnrrunyaarmy Wn a 1 tva Cem6rate Dt Ccrtptan:.e rrolr 14n Bm';o:ng leeLers anp pertanranca apeet:apDna neepuD tD Gnr^NY nnn Tlue 2a, Han. 1 B, DI Ulo "tale Ba Wu!p CDDe Ths CM (.�ln a p! CS txvf tD ] B�ip:np ulm� Ina rlorman a wnptan C a proa:h 000 if "10114UTHOA-- an' GrcporytUzo Trarifi!-;:pal pesrUne. rarer" Geri find lnr{hpoau rp,r�JjACrl, jp Vymaenieimiie cD•nuc Dnu drrent �ina I� rn'•Oolhp for Uia perml arP cat In are mnl cent n' n f �IDrn n: wD ta! eet6 Sr:e ,4ana, an0 other ealanasmt yuLm.ticp tc :h Uns pumi ap{d,; a;K`n Tno PI PC", I'. as tln ,n On.era t!m enarpr eH.uen,-y rrqurtementl dth(. Stan BuJemp Cope, Ta'e N, Pan 6, chance" t �rnv_LT. VLOH. !j l �_-1 _" t I hart Lf aHnm that l am c.Cn upper urn prO,:n;x.a rf Dri:1 �Dn J ct Nr Ba bes...j Proleethna •" '--• COOL I.-t01❑l'a axwnrnt At Um pe4Dn Into^t'aU at p:rilao:cn in] Inai l am L[mlrO ata Gcd enpneu, mm: Allcat enpmerr, clr•;nrs,! r,jnrel O, o,v,,!!e:t 1 1 aM.r7n hat 1 am d t'e Unaor Ito e,rmp;: < �j {i (11?,do ta,; G7 , Bl11nCSSand so., irllq'11 EpJr Lv Son .Jrl:iJT: olden El Ia nA-C"PrD'n1�14 Ccan to upn I,, as al l!;nrerton,ulPDntL'rr lOt I et Prnparl.!;nn, and inat 1 an a baunp IRat 1 na.e 4nvapep to j i pert prm -i J Ian.lm:ratlam r*7 ten uvrnnr oe•rr'•cnuC•rarn Jol ,cn Bmv.na anp prc!vtnrt CDpo C/ sect-,, of I!'�e , COpr tD v7 1 t`a O✓.J7,r-t At the r-CMD1 �. ra tpp^.t6.'c !Dr n,t j' eparabDn a'rj f;¢ I lornhs�a lesson IM Y.D I;� nc (1:G11 I Bt atl Ian lL'sl lreyyct ., 7 .. .. ._.... eir�_NV-1 i HIRPral C77lCl4 Gr r,.,YH,-AVC T 'r I'"%'^ LC I Comsto Yl Jahn on Archne-ls Inc ``i 4''I ,:,r / [,• 117 mC,¢atC V.cmnn Dh p'anl d raa n:D;.,. r, r l.ra-Catoq'me]Smot Lighting Compl�anca Not In The Scope Of 'rn:6[IrA7.LIJ,n'•Ir;GE1115EH.4AT;E.._. RN''n•d FDmn -'"si34ATt1aE....... ..... ..._ _._GATE ._.: - uc-IrG...._- •i M•/ •I M Nt y^privy C! w!' ISI.'tik :J' 1,1]n:a:J^l 1!0.1LJH RCp •rp FD+^t 6tFCH t, hiECH 3 hlECH PH:NCPAL VC:H14'C1L 0ESI�SfT!• NAUr 'V1gtTlmr "' LY NO, '-GATE -" fit, ley Enghlcca,, Inc. _ ..----------- EiwT--. trT-a�.r '�^.,` Oet ..� . v.♦ ...-.1ll �c .r-t .w e:'.+ I'gr7JL PERFORMANCE CERTIFICATE OF COMPLIA4CF Fdn z of .i PERF-1 StAnglifil Ptopceittl C"P!lwe ENERGY COMPONENT Dosign 136*19n Marain I Space Heating 15.7 is" 31� Space Cooling 2112 27.5 -1 16 tridoof Fans [A lb 84 Real Rejection D 0 D 0— PUMP& oaf Domestic Hot Water n w 6 ----1 Lighting tq 3555 000 Receptacle I T. 13'. 17A DJ L PIDCeSt 0 NO C4 003 TOTALS: L—�-Es Scalding Oventat,,,n S a CDnda:=ecl FbDr Area f4urrilht'r of slone5 ur—d"On" f 10"T Ale" Homw. of Sytlems i tlimtYw of ZPnes . ..... FronlFltral,cn J.W.1.1111 Left Elev.m.-n :4 1 4 4. Rear Pev,ban le R-ght Ele%al,on T cm 1 37" !.*A 1 14 V, Root C: Prose,;: tna Enr Hear G3,, ••ETj T-MLIUM01:4 AMM11 4LOIX0181 Rio Capri Apartments - Clubhouse I G/22/90 gy'vem Nah; Zone Name — Floor nal Am iP0 Occupancy Type I•gKl 0Wa9. 4�j�' a oral Cndln lF-17O— Well (W1.4 8i (clp. "'d Lo+da (Whfle CU46 Fll-1• lal Flaat 1Yogffi'Shoanll5aum ElercisetW.m15p W 0155q 0.19 0155 CU3SIU•2.2nd Fbdf 1VeynU3nnrelFaunaFlerodatcaer✓<..pa 659 00* Oat CV3 S FUJ• 2M FpM OtFon5tma2etrtava OTca 1,Yai t-0o{ 0 55 —1 aN teellul a:e V" l.n PLtny ef`q rN aF:otmp J suboatiw and do the adequ"y a1 the and documentation and.#II. ver�tunhnIn Mueed.rth1 pwdormancaapproa:n. 1N localanlarc It.. e0enry luermima ItlOn, and m1Y raf0(IJ hMlbnd M d1a1Od nlll O1n1M110 CPm(Ilief tilled On the IldeyYi[Y Ol lhs epl Clal Iueututlpn The a6epdMtat lurorea tasted to Oda Nd,, manq ......adeyuata carmen )uaUncatlon and duumenbtlan IM IN It u . ha.a boon I,,, bed h ter ana''�uot. 1 Autn>dled SlOnalvn w 5tamp _ _ r i n'!: aL- pr1^e ;rb: 4Y.a 4rca :SL rc♦r' 4'a Pa e(l I J n- M ENVELOPE COMPLIANCE SUMMARY I',Ifounan(-a ENV-1 - Clubhouse Surface Framing Act. Gainer it Type Type Area U•Val, Azm, Till YIN Form Reference Location l Comments l-wAifi i57- '0)-fYli A-j 'a1 .1 _.1 I \'_e��n owsr aunrr� T0ilr—VoJ�--6T'L-66F _Ws--0-i9.1 R•i71PH-(V.Ti2ra-iFF--VkgntSV.s.er a TYlalr'"-V oa "T1T -ow--Sr-r, a rf•TJWa4-1\V.fiIZT16� -\ic CS owsr. aF 'S uni 's-wAT—l�--TO--OOCS'-225--DD-1TiiJR•ITL�aP'7VJ 1I'?i{:I61--1'IeljhU.S'hrnxi aunl5- i 'S'Wi0}'Jao3---BI"if099"'225'-67-�'1"'1flc17{'IiII-j19.17T(:T6}-�5c^qh{5hoaeiPJauna 7-VIA -n-'OLJS- -275�-67-IXIf'-'!017Vhlril'l1JTdl6i--1'F7 5 ah nerFiuna '7l'li➢-�7ua3--'il--17DSJ'-?2S-5T'-'Y.1��'I}Vi0'flJ1J7T161—LVeyiSSFaner VV VJ»T -- 17f 0-17CEF 45- ^6'_ Li(f•13i'Jait�!{Y1T1aT.161"--1'�Vfd'Shom ,,i euna FTI{5a5-1}'!'II'2:dlET—l':a�F7 ,'honsi'Sauna TOVli7�Vc3' 797--ont-'175--63-A'^ifll3Wop'lDY5,-.l1L}—\7egil-k. ie aunT` T1" Doff f - r a -20- "0:61" 'l3S--E7-Si�Fi"o'+c1.!iliipav '\Ve�jlif:F¢an �7anT- 1L17ip--PJ>�-'Ua- -O"!W -225- '""67-�j(1i ,R17}{rap-(ty.IT.:+YtR--'yJeylbSh>erl.5nina '170;ar I/!ofa1--20--D M' -??5- -i3-'7i ir,`;Haran ltelalT3wr 1'.eijht5harerTiu; -' 'O U59'715-b3-iry'�, ;�I3V:it-I.Y17i:(l6}-17e�hlSlio ni3i'uii TS-goN ams- -a-'67-T'.1`-!HiCcw4lTRS3roT"'"'-""1'k9!d'S!IS•etl5uuni ` -0 G75 -�-0--6'-ili`;R:73R6ot,A373.121C1--Y.eg5L5Lo«et5�uni` -0 rw -13--6T-i%i�',R:13IvAl-rV 17-TI 15'Ru:"-`1VSS3'---M-"0 Dw -0--D-ix,�. R:IO R>ir,R 707:1?1E'I "i'!ap!d51"S�eiF,.iui.i fllwag- 110-'DOER "''/S--U7-�'a;';"."n'.1-W 132.4lEl-'�1'!o p!t.honri/riuna _"- 2OV-iT-'_-_ 17oaJ`---65_'gOW -315_ 67'- YIJfl.13 Clifi_W 17?:4 1G1-"--WeV4 ,zwh Av Act. DIV. o Typo Area U-Vat. Arm. Frame YiN SHGC Glazing Type Location l Commonla _33_-051� 'i5- Vnrl"!'"zl'-695"'h1+`idd pm.Lieaiiflf--14'e:j6i6im.ci'r5iuni —_"—.- -319- i 131lndoe -'_ _- 13' 0510 5 {,W l 615- 413 rd Do 'ro:Aa"IP} 'r ILrly <T.wuA '0ES" 11 Idg to Ar iRl 1 ryi n °d a_" 'J�1-�i� ! 1 +w 37 OaJT `2 ! 51 - V _ Ti OW U adPa';i An PI 1 a ___ 5l nd rw Tll+a r_` ______ _._ 5 •7 OTt -At 'Slr l rt !-Ti-0E9� 41 auh E `.Aa 1Ri IJa+�h rlo r ra i - W:II-Tf-'ot5''AI A.Mi 5 IJa-n 79 73 rJU3.. 6510_11z O41Y tl aJ11%I vrip"::—.T -0E5- lAn aap If A- iRl V;I-."T'I S Id 4n "" --i - - C ra ale le ni 10ll daw- ll 6M 16 V,I'' T' E3' 4' air' to Arj it 0'467" ( 11movi" "" 1! MD'115 \ i 1131ta x_ __ 36 o 113 ^ i {;,I�5+_ 41 aap Aa iFl C.an _ {np �'dC ::r nl C `•i 1 aqa fa:i:" A: Il.�a df .ie. Ai n{ p Exterior Shadu Typo 1 NaJSiec nd'"---'--- { 1i' f7ra �TS' SC Hat. 55'd. Len:146 Mt,MI: Dnsl Lon. iipl. Duil: Lori.. -HNC -to _SO. .Ot ?�..la__i5_ _._. __.. ._. .___.___. 65. 56. OS. .7.O•..ii"'-55' ___ ___...._ _.._ -.__ -6P 63 YS 23 11 :5 ENVELOPE• rewsct luuapri Apartments - Clubhouse 8 p/gg a• . Solar Surface Framing Act, Gains 11 Type Type AreaU-Val, him. Trtt V1H Form 3Rsferenca Location/comments 3i-RooT—WM(l '—M-5-�33'-d--6-�7(sll-I t1 ice -ME i I: B3-l�('ji' R"3�5-fi? R36'�I .t Ws nt"HNn—'. re -suns • a ViiIiT1 �6 r 161 mu Stan an of as --- 201a o-116�-"By '2i5�-H7-(^�Rl7T'7all'AV:17:caTiHT`6�a'.Sto�a�e5 7rRGo11'h-io3"""—'7/T -IfG7S -0--3-�i'IR57A'»I,'R777i(TjH{---0A:ca>?�un7nZ -IA-• �R:I7R4Tj1Y17.Z7T61-`O 751ViT�Yc'o3`--ZT7-'17LeJ' -10- -Ti7- i3torTielEtina 76Vlalf-15rnd--"T:7--H-6fA""175' it jRl7iVa�r5Y1TITIHI--Q ;ca. orope iivi -- iN7.11-15 oi'"'--IAG-'UHAS �iS'- -5T R1I'"1Rf7iYiE`(t717ii71H{-'-0t�9in,a �!-a'ua 1414i1f�/Jam`-"15I- 30A7' -71T -i7-i liifll71'!il!"-AY.1JZaT16j---Gi/Hlo:.in75(un "6035 -ll- --0-- j, ii RJHifoofit35Lt7'(A1�—piia�e'S4aTiti 701Vi1f—�V�'lIS' -H�:A' 4S--50-rT;,fllJ1'/aY11Y177iC1H1--Offs�i.5l6iipelE(i n ' 7i-WzY—Wa3i'�-'7I- "D'➢5H' -2, s- -su-'r 31lViJ—�ScvS'--H5 -UTHA" -315--67-� IIT : 3VAT'AY 17-R-1 Ff171^i7-�11!17Tif16T--OT�ii'S(:n7e.5[ivi -- - -f7- 7J'1Y�T—'-SVn:d--"757- -00A3' 1 "0035 -n-rl"Ifl37 R•lJ5'.+7"11477LLt6j'Of,,:ei*,.(sroj"eT(aui�-- U- 3('floof--57oai---HsT _I7- �11A77iitl'16j—�O!riaZS!�ripeSGia _ t Act. Div. 0 Typo Area U•Val. Azm; Frame YIN SHGC Glarine Typo Location ( Comments - — - -- - - -- -- '--- — -- — -—_.._—. — — — - uloew vornan0 01 fin Ip 1 m # Eztorlor Shade Typo SC H01. Wd. Lon: HVt-LEitRCai: Dm.l LerCliyt Do6llen Hpl: ------------ 1 Lv�lyla flrlM".16y1 ew Nrir ::b I'gU.rIN (CERTIFICATE OF COMPLIANCE f1mlT 1 of 2 MECH•1 ...----, ...._. SATE - Capri Apartments - Cluhhouse B122J88 r _ ....—kECNATRCAMSTEM SYSTEMHAME CU40.FLL1-1t/FI»r CIY26FLL7.2MFbar CU•36FU-3.2na Flom nuo fH FIELD TIME CUXIROL Proerammack Sw,GI Pro?�mnRSM EwAN Plo3wmmatk 5wetl1 SETSACR CONTROL lieulina RequireA Hea:na Rea.4N H,nma Reg+b,A 1501,ATION ZONES Na ny ore HEAT PUMP THERMOSTAT? n'a of$ .ELECTRIC HEAT? FAN CONTROL _ VAV MINIMUM POSITION CONTROL? nv Coll Vol," Na n4 Cantlenl Val+m,_+ I Conatanl Vol,rly -- r SIMULTANEOUS HEATfCOOL? _I IDEATING SUPPLY RESET? ----II IJa _ Na No (Lp041H0 Conalaol Tema Landanl Tar.3 Contanl Tem, SUt'PLY "SUITcn CtlanlT ,n^Y Comlanl Trim. (--- CI or,ttanl TRmp YEII•ILATION __ A, D,!an:e_ Au fW.,,w OUTDOOR DAMPER COHIHDL7 ECONOMIZER TYPE -_—� A:aa�� Na F.conasaer ANa No Ernromaer� _ _ ^• I i DESIGN AIR CFM IMECIH,CGLL'MN III tEa 1 4;3 '.IIIEATINO EOVIP, TYPO Eri1CIENCY Gct {urns. 1 j76 Gss f.mair, ' 0761 Gat imnao, 0101 MAKE A11O MODEL NUMBER ED'JIP. TYPE 6F•IQ2NCY IUD ,, +kl.:S" (—T;en, TTA;1;CY v;r j t ?tiny 77AD19']af ---JJJ �COOL1140 SPA I AU AY: I C 70 Sn, iAUAC tl 3 I tit FAU AC 6 73 Eodi I'M IWw Willintu aolumni; LiioW----"""""'---'�"--� iI` iIEAI PUMP IfI[RNO lAi7 _ 7141E C01(iROL SEIfl L CTHL I OLa11011 ZONES 7 FANCOIJTR_01_ if CLECTRCIIEAT) ! 5 Prop Se ue ,O OcalnamE ri. llutnp-- Ertrrtiomlor of Iinlsi Vines C. crol'ra Itoalonl P: Varl, torn 1'AV MINIMURI t'OSIIIJN CO'ILROL"i"'Y: Senor O: D_III V; VFO SIIIVLTLN[OVS IILAi ICOOV J. Yr. U. IJa ;Ing' Curvr ^OA I \ENULAIIOH WIDOOR DAMPER LCOFOM:7ER j C!M_-- I Ir EATANO COOLSUPPLY RE Elr D -Lntrr Dultlaar it _ C'Oute1.1, AVGN N. 10', Ggrpf LV ter CFM �. iIl III011 EVYICIE RC YT M. CA Air l t el Il Not fl,uhrra Nu,: it it anallI 01 O. Ewmi"d CTn rol .In1 IMn L,L N on If Natural MECH4. I: f•313a[rt Yi i. I r ITNIT r. ..iA 1 (Y,J,I-ala n-Lw----- Uw Na-ts i:�1 )Ya.K41"Y. I'aitl Nta j FCERTIFICATE OF COMPLIANCe. Pall z ot-,, MECHO - Clubhouse FDUCTYAPZ JA4LOWED?, 2KI PpE TYPE INSOUilO ,ft Y N 029 E IE) EIFJ Will DO 029 [10 DID 011 EJEJ 0D OIL] 00 :2,7 - 110 I-K] IJD L-J. L -- - ----- --- U El --,r ------ ---- F1 -- ---------- - 6122/99 PUMPS— Tot A0 Equtp+nrntHunr E�qulp—mrnl�Typr�TQ'q'•Ep. q�ry BHP Etl. EN.r C enrol •-7T—om jGPM I I 1 i� I�—•� _ Ham, Gas FNUNC { 1:1 ADOi, 9p; n]s11 YA•0'i )D,5!J BTD IOD(igDF=,u -m FAU he ,II 43G'4, n0 Olt, -ntzz. ;14:D, B]O, ID DD 1:a F:urn.+nraer tt P 1 e i : 1 N for Utl r! Bphm Hsm Tq TIM H 11 CXM Dun Fn FO CFu i DIIP On C11 {� 'IUDf:0gi9 t: DUS\!♦ 'C1r T� •. ti lJ---C� 4]U,_� l:V[YA:K Om G .ii1 V.ln G • T� .;1 t i .:Si C-' W •. >M I I ... 1 !-"—Jay , t. Gr•��b +: F+lw^ n l]+.M t :t11 �. • [ :Y P,aridu 1 - - - - - - - - - - - —41 1-7 ................... - - — ----------- ct.1i on'. WA.tp, D 9 1 C'm i BHP Eff. ICn AMI, to Ct U 1 D14P Lff Eff. In SIT :0" MECHANICAL VENTILATION: MECH-4' - Clubhouse W22199 ci O �63 n© o ll: 0 D E _ AREAUA915 DCCUPAIIGY UA515 gED'D DESIGN COIJO--NJN. NO.TTCFhi__ALN I OA. OUTDOOR i YAy I TRAITS' ZONEISYSTEM AREAI LFM LFht OF I PER CfM I (h•Ax of AIR I I M.N, FER (SF) PERSF (UEC) PEOPLE: PERSONI tEaF) I DOR GI I CFM IRATIDI AIR we'rh05hvxer/Sauna 113 150, 109. ` 169 lop. j L-- CU.1 L FU•1 . tat Flwr J �_ J _ _ _ _ Tdal 169 tfi3 i I Y1651d'Shoxr19auno J 144 150. va 710 a20 CU2 A FU-7. 2H Floar �— Tcta --7IG 1 470, ptrr_cslslorn7NSu4a (_. __ ^19D 150. 745, 2S5 255: I j W-3 FU-0. 2m Flow I ', Tool a i 1 t ----- I 1 iC: I,imvu^\r�:h'.rJi;.!r t.•"+, rn 111,Ta>'<f.F , �[�. IbrN ra Lt<:.'.yY.r-:<<dC:a;rn:rt o-a+•G.'t rl fl.+pb�1C I, a41!d: O::r:;-J+!Iv :•-r I' Il'titt,e4ry P.n r- rr.tllall,nur?Heir Ar IY r.•-11H � A,C P 1.1 r:ywl v- 11, M,$spr J_. !;Yr'rw 4 R?. mErtaeal ,I N.SIMr nMlnnt*rfnit: l"'I ' c•.m^�a la crovcc,• :!i+ l::'u-a•rcr:' r.a.11du ,T,nwECYffmn- — `r15—A I! Capri Apartments - Clubhouse z I 6122199 IsysrnmrATae-- 1 CU-1 & FU-1 -1st Floor I 871 mbor or Systarnc I V L r,WIL NW.WNr•1r 1 I VVII. nlm. r•cr`^I " li' CFISonclbio L onl� CFfd St•nelblo atln0 System-�� >r Omnut per Syntam sR.G" �; Total Room LoaUs Id,o ;p;,?, Z li �to� 13W Tnml nuYlul loluhl .�[u,tY,A�lI Rolurn VmdeU LrghtlnU output rutulu'rfn) ^��+ 11•`16y.9�� R"turn Air Duch lollop Syclpm I� Rolurn Fan F of o Uulput pur sy0trn 5".503 Venllialion I 1E? 1 pA, 214'1 169,, elm Tutnrowputlm,nl —.1._ r'l» it Supply Fan __. � o' Tot,I output Our') --'__ � ,'. Sunpiy Ali Ducts 1 Din I, D � TOUT OuIput lbwh, Ylll Cd51 TOTAL uc c �-- - --,I YuTEId LOAD 237Pl1 ISystem __ (^TS�1Tff7 •.In[ i�il�tru CFIA pit Systami 1,47S __ — _._.. - 35671n iG I •r[[n,?,i Aldrowldml M1 - ... Ai7t lcflJnynl 2u -- -- --+ - '� Al10aw lCINi nl Ou1eIJn Alrl •1 1 LG rt^1. I!;u'ra, tl vlU ^jam r, Jll I.19 PANIJ Ou'✓ids Alr lcWicifil �— UIJ TIME OF SYSTEM PEAK U. 1 J., Q. ._.... _.. , p 'k: values Aborn No-n nl AlllcOndAJnnv y . �._ .. TiTi,'••A'lell�(Y11:[T'1R3:':r1i ,,�Ii:fT37-l7j L,'�C�AT.f��.S:6silzi�t�•li�F. �iW !� , N f'nf GSLCI fCg9h' L'*J 3'I= , l All a l! J 1E4 cfm1 10) t ri H n] a ROOMS 1 IaF r i ,rssJ[6r1; ro-nroc�v •-,..,ph 15a r., C. r •.)6I'6',I j .+ 0: 1 ,wsd ltr[ i-ROOMS Ii 71011, (rY M1. CI ['• �^- _...` Y r:a,. l .. 1:1:1 1 ! 1. flt �HWAC qYs SATING A C : CYL Ind D S1VIIN . 6/22/99 -- CU-2 & FU-2 - 2nd Floor 1 959 1 of Systems Dulpul per LY tlrm 49.51: TOL+I output _I01u111_ rB.W7 Dluhhplll .. _— 5 utnm (D0, Dulput pet System ,_., _ j 7V.97u' TolatO mp ul101uh1— i 7u G?t. tutnl OWyet Wont) --�� •' _._oldl TOu'pm µhuh'tafll 9 , JLt tidal Output hnlVtnn) ' 7l9] COIL COOLING PEAK. CFrd ISonsiblo'. Latent Total Room Lund% i 1,211 In019`_-Vic_.., . _JTB', Ro!urn Vented Llphtinp Return Alr Ductti Ro!urn Pan J_ Ventilation i, a2R t,T82i 4J eta )7 _. I Supply Fan 91 Supply Alr Ducts I--.,.vi a9B T OTAL SYSTEM LOAD 3! nalj ur aymmn -i 1 e • 7 Lild per SYalrn t(r7 _------ - . —.— i a 9 UB Aldlow ld nl. I 1G}J Alrnpw lcl n.]nnl 1 AI]newlchnnml 1 7 ! ... _ D Rltle Alr l'HI-A .. r TOW AClu] ed < n Od .L.t R< 5 G1 C -IP WJ ('- P ] ]r I' e.t r r�•e Ome1Je AI Iclntael__ paa TIME OF SYSTEM PEAR ii, w Vnl or. nbore ul. n of tVl rvnA4tene Ovpi u� An A. I!m r u ROOMS,, Will MY61�tf%PiiYYdiiu�;6}dlitctitia.'i.�S:eSs(A3�al��nrd�]v�lTi it�•frS'N�ainl�Ail!aiY1�11"C�'V � i f':nr.11`Y ..PH91'T p !Jlr•.r p''s •,:1: •'t:r O ? t.. :b r ♦- W 2 l :] I pr j Xc`-. .,;V.rill ...ROOMS to 9tls.a of -Z nil.^ 1111 � 1'�r1]N lr WVAC SYSTEM HEATING AND COOLING WAUS MMARY CU-3 & FU-3 - 2nd Total Oulevl Clubhouse DJT,I Total Room Loads CF._:, Return Vented Lighting Return Air Ducts Return Fan Qll.'n'Jl HrSy„em 30693a Ventilation i95 e,737 te31 TOW ltut ul 0tuh n ( 1 � s2cr I Supply Fan -._ D, __ Total Out ,Tom P (Tons) - -� � 7' Supply Air Ducts I B37 �—_ TNN put ul Pt J 4 ftl I a I 5 1 I �, --- (a lai Ouipul laylVir n) -_ , 7a.'l TOTAL SYSTE!d LOAD aub, '_. --•— 3a1� __.— IAir _ _ IHJa'.� �1.. �V1r�1�yp. crM rtPrr37,l:tn '__._ -.....--- ---- __....___ ___. __-_— al now lblml 11Yi a •� v TTA 3 6lw 7VD;4.1C337 .A.Sa! I 7,172; um.wid nim D 3 _. I Teal dusm5la 10attvt •. .—. _' _.. ')uhl;bAlr 015 t: .. _.. tclry rPq ' 1 +hrE OF SI'$TFR1 PEAK ,I,t a.•,i •9han IIA urontlnmN .. .... ..... .._____._., h-•r•Y A ..iLr I t, 71 �;s T;wocr 6/22/99 333 iUM r D D t 755: 13.OT: T 0 -- � $amy:dr Duct. —� 103 a rf R 001 8 1 UU i 'UI XX&- MM 701.frr ® ..,..,�, !9 Vr5)�N �Yr» 1 G9 fnt)�1 1i51l1park i �•�_t. Ur_t, F CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R ��vtltiv nv>spsRn>vccnFv -J 9aL vCVLY.tl FFFxvss=asaccvFtivvvFtlativvGFFv>nv>s=vavmcvvCv i_o'ectFTitle.......... CaQri Creek - Unit A Date........-------- Pro3ecG Addx¢ss........ •+aaaaa __..__________________ e tal' lama •v4.50+ Documentation Author... Larry.Froess 11ul ing 'ermlt , Valley Energy Consultants 10308 Placer Lane, Suite 200 an ec• ate Sacramento, CA 95827 916-364-1786 'Fie C ec Dat¢ Climate Zone........... 02 ------------------ Compliance Method...... MICROPAS4 v4.50 !or 1995 Standards by Enercomp, Inc. nvvavvvvavanenrvnvavn...Favnv mncuvavnn=na=v=a=vvau= navvn vvnv=vvvaa v n. vavava. 14ICROPAS4 v4.50 File-80726A Wth-CTZ02S92 Program -FORM CF-1R UserO-MP1265 User -Valley Energy Consultants Run-80726 Unit A ------------ '---------------------------- GENERAL INFORMATION Conditioned Floor Area..,.. 520 sf Building Type .............. Single Family Attached Construction Type ......... New Building Front. Orientation. Cardinal - N,E,S,W Number of Dwelling Units. _ 1 Number of Stories.......... 1 Floor Construction Typt•.... Slab Ca Grad¢ Glazing Percentage......... 15.5 % of floor area Average Glazing U•va3.ue.... 0.0 Btu/hr-ai-F ( BUILDING SHELL INSULATION Component Frame Cavity Sheathing Insul Assembly Type Type R-value St -valve: R•-7alue ❑-value fixation/Cor.•,men[.s ____________ ___.... ________ ______________________ ________________________ WC, 11 Wood F.-13 R-n/a R-13 n.oee Vront {Sall, Left 14,111 Back Wall, Right 47a11 Door Wood R-0 R-n/a R-0 0.330 Front Door Roof vinod 9-30 R-n/a R-31) 0, 031 Cei Li no SlabEdge n/a R-0 R-n/a R - 0 0.720 Coverea Edge SlabEdge n/a R-0 R-n(a Si-0 0.900 Exposed Edge Fi:: F:S7iULT IOa e CIE Inlet iCS Ove.r- Area U. I=a n- Sh.iding( Eta e;-ior hang/ Fruming Orientaticn tsU Value cn G^_snHption Shading F_ns Typc ------------------- ----- ----- ---- --------------- --__..---- -_._ ----- Window Front (N) .1.0 0.570 Drapen.Std :nne tone None iJlndo,: Front 00 9.0 1.400 D:apen.Std ;;cnc Gone Metal Window Left (E) I7,5 0.750 Drapes.Std ;+:ne None Met a Door EaCk i5? 40.0 0.720 Frapes. 6td Stone ';es Metal M ZR.Id7d, MASS i Cca Thi a:n evr Type Exposed Infl (in) Lecat itn/ces,nents ____-------- ____________ ______ _________--- ___.................. 5la boric; Lie NO 454 4.0 Covered Slab ...,t S1 atonGra de yev rr ;.0 Exposed slab CERTIFICATE OF COMPLIANCE! RESIDENTIAL Page 2 CF-iR v.rsrs "yjecl Title....... Capri Creek - Unit === taA cn=rsnn==�=Date...rs.nn. 04/01/99 mvnQrstl`�noCCCrsnCS-JC.COCCCCCCCC....... nnCCOCCOCv�... a............¢arsnna MICROPAS4 v4.50 File-80726A Wth-CT20eS92 Program-F0wi CF-1R User#-MP1285 User -Valley Energy Consultants Run-80726 Unit A _______________________________________________________________________________ RVAC SYSTE14S ------------ Minimum Duct Duct Thermostat Equipment Type _______________ Efficiency ____________ Location _____________ R-value Type Hydronic 0.718 AFUE Attic _______ R-4.2 ____________ Setback NoCooling 10.00 SEER Attic R-4.2 Setback WATER };EATING SYSTEMS !dumber Tank External 111 Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value ------------ ___________ ___________________ ______ ________ ______ __________ Storage Ons Standard 1 0.61 EF 40 R-0 SPECIAL FEATURES/RMAARVS This building; incorporates a Combined Hydronic Space and Water Heating Syntem. This in a multiple orientation building with no orientation reneri,ctions. This printout ie for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDE14TIAL Page 3 CF-1R .�a /"`?jectTitle.......... Capri Creek Unit A :a�a==accDate 04/01/99 zcn =a==�nax mv_vua mcv mcaceveversvvv mc_vc�_�o�cvaese�neen__ane�s�__a_e e:v 6MICROPAS4 v4.50 File-80725A Y1th-CT202S92 Program -FORM CF-1R 11aerif-MP1205 User -Valley Energy Consultants Run-00726 Unit A -----------------------------•------------------------------------------------- COMPLIA14CE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any nhading feature that in varied in indicated in the Special Features/ Remarks section. DESIGNER or OWNER Namu... Company. - Address.. _! License. Signed.. _ , ate ' F.NFORCEMENT AG'EICCY Name.... Title:... •—_..._—_._...—___._._. Agency..Phone... Signed.. ------'-------•---- DOCUMENTATION AUTHOR Name.... Larry Froenn Company. Valley Energy Consultants Address. 10300 Placer Lane, Suite 200 Sacrarento, CA 9582*1 Phone... 918-364-17B 1• :signed.. �Yl,]y�l, ,:1'��2/�- /\'" ��uj /U1 Ltate 1 COMPUTER METHOD SUMI•IARY Page 1 C-2R .:61ect Title.......... Capri Creek Unit A Date...... 04/01/99 Project Address........ .....i- --------------------- Peta uma +v4i50+ Documentation Author... LarFroess 0*.;*.• uild"ng Permit Vallery y Energy Consultants 10308 Placer Lane, Suite 200 P an t ec- ate Sacramento, CA 95827 916-364-1786 Field C ec ate Climate Zone........... 02 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by F.nercomp, Inc. MICROPAS4cv4.50yuFile-80726An Wth-CTZ02S92 (Program -FORM C-2R = Userit-MP1285 User -Valley Energy Consultants Run-90726 Unit A =r ________________________________________..__-______-___-________________________ _ .= ==.==______=====Y== NI=GS CROPA54 ENERGY' USE Uhd _ = Energy line __________________ Standard Proposed e Compliance = ;kDtu/sf.-yr) _----------------- - ---- ---------- Design Design --------- Margin = ---------- Space Heating.......... , 24.39 25.87 -1.49 = = Space Cooling.......... 12.03 8.47 3.5G •• Water /bating.......... 31.77 29.93 1.94 = = Hcrth Total ________ GB.18 -------- G4.27 ----__-- a 3.91 •• ••� = Space Heating.......... 24.36 24.35 0.03 Space Cooling.......... 12.03 11.74 0.29 •• • Water Heating.......... 31.77 .^.9.93 1.84 m •• East Total GB.19 ________ C15.02 ____-_-_ ,n 2 iG - Space Heating.......... 24.39 25.95 -1.57 = = Space Cooling.......... 12.03 11.63 0.40 = = Wace t' Hcatinq.......... 31.77 29. 93 1.84 = +• South Total GS.16 G7.51_ ---0.G7 w Space Heating.......... '24.39 27. (Ir, -2.G8 = •, Space ccolinrt.......... 12. 03 9.22 2.B1 = 14ster Ilcatinn.......... 31.-77 29.93 1.34 •, = best Total .... 68.18 -------- G6.::1 __-___-- 1.97 ••• Building ccrpiie= with Cerpt:.er Pe:fcrr.a nce ••• _ j------------------- Conditioned Floor Arez..... 520 ei Hnildinq Typa.... I......... Single -ramil)• Attached f Construction Tync. ......... NP 4 17uilding Frcnt Orientation. Cardinal - N,F,:,W Number of I`. ^_llinq units... 1 ' Numl:ur of *Building Stories. 1 �._...� Weather Data Type_.......... i i R-duced'iear COMPUTER METHOD SUIrLk=Y Page 2 C-2H ........................... .ti?Ject Title.......... sv Capri Creek - Unit A Date........ 04/03./99 rsva - a nMICP.OPAS4av4 -vavmavvprsavvaacvcaavacvvva m vacav mavvvp==.:n ne�vnnn:nna�v 50 File-80726A Wth-CTO2592 Program -FORM C-2R I. User4-MP1285 User -Valley Energy Consultants Run-B0726 Unit A _----------------------------------------------------------------------------- Floor Construction Type.... Slab On Grade Number of Building "Lone=... 1 Conditioned Volume......... 5200 of Footprint Area ............. 520 sf Ground Floor Area.......... 520 sf Slab -On -Grade Area......... $20 of Glazing Percentage......... 15.5 k of floor nrea Average Glazing U-value.... 0.8 Btu/hr-of-F Average Ceiling Height..... 10 f.t BUILDING ZONE INFORM8TiON _________________________ Floor 0 of Vert Special Area Volume Dwell Cond- 'Thermostat Height Vent Area Zone Type -------------- (nf) (cf) Units --------- --------- ----- itioued ------- Type ------'----- lit) Wf) ------ --------- HOUSF. Residence 520 5200 1.(10 ins Setback 2.0 n/a OPAQUE SURFACES --------------- A r ea U- maul Act Solar Form 3 i.ocaticn/ Surface leaf) value R-val Azr. 'lilt Gainn Reference Commentc u- E ___ _____ _____ ___ ____ _____ ----------- _ I {gall 197 0.Or9 13 0 90 "iin. rs !lone Front Wall 2 Wnll 303 0.069 13 ?0 50 Te❑ None Left tJall 3 Wall ?CO 0.Ml 13 1E0 90 1 . I:c:r_ Baci: l;all 4 Wall 150 O.O9B 13 270 90 Yes hcae Riaht Wall 5 Door 20 0.330 0 215 90 Yen None Front Dr or 6 Roof 520 0.031 30 n/a 0 Yen Ncne Cr: iIina Surface HOUSE 7 !:1 ahEdcc 9 SlabFid; r. F'ER i!CFPi EF: l-asS ES Lcr;o Olt F'2 In .1 Sci a:' I«[1 Factor I'. -val Ga!uc L:: c,;tioa/Cc-,me nls ...... ............... ..... ...................... GS �. T,:0 .-0 NO Gr:crc•d Edge 12 n.9no g-p !lo Exporad Edge r Cf Vent-------------- S, C SC Interior Area Pa;:- F:a-.^. Otcn it. ;.ct Glnas In' Shzdina/ Surface Inf) en T}T. r. it1;C v&lce AZM Tlt only S:ade ➢cseripticn ........... HOUSE ..... .... ......... ...... ..... ... ..._ _._. _._. _-----_-_---__- 1 Window 4.0 2 Ucn•_ Std 0.570 0 30 0.c9 ^.-tU Drapen.Std 2 Window 9.0 2 Metal std .4 QO 0 90 0.le9 0.79 llrapcs.Std 3 Window 2.7.5 tal Std 0.'750 90 90 0.98 0.79 Drapes.Std Coon 40.0 .. ^tof Std 0.'L^.0 190 90 0.8b 0.79 Urapea.Std COMPUTER METHOD SUI474ARY Page 3 C-2R II¢mc¢»ac _ _ _ _ _ __ ____ c_eeceecIDcc- .IIcacaccaIDvn maa¢¢nammaaam m _c _ _ _ _-__c____ _cccc c_c ,oject Title.......... Capri Creek Unit A Date........ 04/01/99 _avv m v.............. ' IDaVvaanvvaavmv¢avavnaaav¢aana¢¢v¢aaaaa amVm vavvvIIV vv... ==gv 14ICROPAS4 v4.50 File-80726A Wth-CTZ02S92 Program -FORM C-2R Uner#-14P2285 User -Valley Energy Consultants Run-60726 Unit A ___________________________________________________________.__-- OVERHhi7GS AND SIDE FINS ----------------------- ---Window-- ------Overhang--------Lef.t Fin--- ---Right Fin -- Area Left light Surface. (of) Hght Wdth Dpth light Ext Ext Ext Opth Ilaht Ext Dpth light ----------- ----- ----- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- HOUSE 4 Door 40.0 6.6 n/a 6 1 n/a n/a n/a r./a n/a n/a n/a n/a THME-ML WSS ------------ Area Thick Heat Conduct- Surface Mans Type (nf) (in) Cap ivity ?-value.- Location/Cemmerts -- --------- ------ ----- ----- -_------ HOUSE 1 S1abOnGrade 454 7.0 20.0 0.99 R-2.0 Covered Blab 2 S1abonGrade 66 4.0 28.0 0.95, 11;-0.0 I:xpor,,d Slab S'inte!o i;•i'C HOUSE Ilydl"oniC Nocca ,l in] IIVAC SYSTEMS Miuitaum-___.--• Duct Efficiency Location .... ........ ............. 0.7'l0 i,FL'E Attic 10. 00 SFER '.tt is WiITER HVA'TIUv Duct Duct R-value Ef ficicncy ii-4.2 0. F.30 It-4.:. O.F10 Null. .r Tank External in ;rn,moy Sire Inwulatiou •rank Type Heater -yg.:• .,:ats il:.t t.ion Typ't 41,16tc11 FaCter (yaII R•value i _1.......... ......... ........____-.-_.... ------ _-..----- . ----- . .. _____... 1 ...'lat:c Goo!;- a:;da)d n.51. 40 R-0 WATi:R HKIII i!:J ............ _...._.... _.__. . .ailai:y i::tcl'nai -ant: -. r•�-�a•n..• Ra:.'�i L:::1 :: IttGal:�tica 1'i 1C fi: itti C'n Ii-':a1'ae .._-.. Lirhl ____-__ ....... .... .. ..... ... ... .... ......-- 1 $:maclC n;!eh ---------- ❑/a ------ $- fl/S it/a HYi'RCN1C FIi INN AND Si'i,CF. 11LAT'NIG F::rp ripe ifi:e insul-,ticn nsulaticn ii•::it onlc t{.;;1;'r,.nic Fnr.rny 1.+moth Disneter Thick..aenn Conductivity Sy:;tcn Ty1•v Ccl i•:cry (Wat t-9 f L•) !in) tin) (Dtu/Iir-it.-F) 1 .-to:'age l'L7.1•i:lea Fan C:`II - ..n /a .- - :0 ,.>-_ .-- 0.76_- -� 0.ri23 C014PUTER METHOD SUMMARY Page 4 C-2R cr_.. a vaa a....vaaaccavaccam aac --v mvca n...na ..............a...... _e..... avcccv.ca__ "''oject Title.......... Capri Creek - Unit A Date........ 04/01/99 Lva A.=p...avvna.P.vaa v vv......... w .snnvvzv........................vavaa a14ICROPA-04 v4.50 Filc-80726A Wth-CTZ02S92 Program-P'ORI4 C-2R Unerlt-101265 User -Valley Energy Consultants Rua-80726 Unit A ------------------------------------------------ ________________________ SPECIAL FEATURES/RRMARXS -_-----"---"--'-------- This building incorporates a Combined Hyc.ronic Space and Water Heating System. Thin i0 a multiple orientation building with no orientation restrictions. Thin printout is for the front facing blorth. HVAC SIZING _ Page 1 HVAC .. bject Title .6_ =c _ _ Capri Creek - Unit AcnIDsna.o'... Date 04/01/99 Pro not Address........ _ *a*.**. __ eta uma *v4.50* Documentation Author... Larry Froess ****+** Building Permit Valley Energy Consultants 10308 Placer Lane, Suite 200 Plan Sacramento, CA 95827 916-364-1786 Field C ec Date Climate Zone........... 02 -- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. vvv m vvvvvvvvvvvnxvvvvvvevv.vnvvvr.c vvvzvvvve�vv.....vvez.e.. vnvvv a=vuv<vve v..--:a 14ICROPAS4 v4.50 File-00726A Wth-CTZ02592 Program-HVAC SIZING -User((_MP1285 User -Valley Energy Consultants Run-80726 Unit A --- ________________________________________________________________ GENERAL INFFORMATION ___________________ Floor Area ................. 520 sf Volume ..................... 5200 If Front Orientation.......... Front Facing 0 deg (N) Sizing Location............ PETALUMA FS 2 Latitude .......... ........ 3p.2 degrees Winter Outside Dcaian...... 24 F Winter inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 70 F Summer Range. .. .. ...... 31 F -•) Interior Shadimt ;feed...... 1,o Exterior Shading Used...... Nn Overhang Shading Used...... Yes Latent Load Fraction....... 0.,,^.0 11RATING AND CC^Llid'? '.,07Q1 ________________________________ Heating coo l i n.l Description ------------------------ iB nth) (B I. un)' — -- — --- O`aque Conduction and Solar...... ------....._ 6468 __.,-------- i591 Gaaina Conduction ............... 2637 900 Gl.azinij Solar .................... n/a 2152 Infiltration ..................... 20r6 51' Internal Gain .................... n/a 2100 Ducts ............................ is 1'1 725 Sensible Load .................... i3305 7981 Latent I,or.3...................... n/a 1536 . i 1.171.:^t Total ]sad 133a9 9517 Note: The loads shown, a_c only Otte of the criteria nffectiny the rclection of HVAC equipment. Other r'elnvant design factors :ouch as air flow requiz-ementn, outdoor design te:rpc•raturoa, coil sizing, avn?lability of equipment, over'sizing safety margin, etc., r. uvt also be ^considered, it in tha 11VAC desi9tter'c. re: pensl6ll ley to consider all factors when selecting the HVAC equipment. HVAC SIZING Page 2 HVAC I.0ject'Title .......a. =Capri�Creek a-aUnit aA a Date...... . 04/01/99 a u@NICROPAS4 v4.50 File-80726A Wth-CTZ02S92L� Program-HVAC SIZING --- UserA_h1P12B5 User -Valley Energy Consultants Run-60726 Unit A ___________________________________________________________ GENERAL INFORI•fATION Floor Area ................. 520 sf Volume ..................... 5200 cf Front Orientation.......... Front Facing JO deg (E) Sizing Location............ PET41,1MA FS Latitude ................... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 78 F Summer Ran gge............... 31 F Interior Shadina Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yen Latent Load Fraction....... 0.20 HEATING AND COOLING ---------------- LOAD 'SUv`•fARY _________._-_____ Ilcati::g Coolina Description --__----`----_---------------- (Ptuh) (Ptuh) —`- Cpaque Conduction and Sular...... --•-------- 6.1 r,8 ----------- 1591 Gllazi;trs Conduction ............... 2637 900 Glazing Solar .................... tilt, ZG39 infiltraticn ..................... 3056 612 Internal Gain .................... :;/a zi 30 Ducts ............................ 1.1-1 774 Sensible Load. ................... 13398 8516 Latent: Lead ...................... 1:/a 1703. Minimum rota] (.cad ___________ 13?a9 ___________ i02.19 Not^_t :hu '.cads shoat att. onlp one Of the cri e:ia nfiectinq the rel"rtion of HVAC aquir-.^nt. Other re 1auch an air flow requirements, oot<Sn_r design Cen�rr r:r urea, coil nixing. a•:a:lak.ility of equip•nene, oversi:ing Laic t•: -.a pin, etc., ti .t aL.o lie conrid^_ra 9. It is the HVAC dec.igrer'e rc�,l:ons?hility to CL:lsir all factr.:-r. Whcn select inu thu HVAC equipment. IiVAC SIZING Page 3 HVAC E rsrsnrsnntlaaaanpnCnL'a CCaa=rsaasnnnv==tlnaErsnpTEanaECEann aanunaaarsn npanpnnnnrsrsa„ '-`iject Titl.e.......... CapriEp=_ Creek Unit A Date........ 04/01/99 Ean aanvaaaacaacannEa.arsnrsaa=Enaa ... aanEnnaan=asaaanacanaEa=nECEaaa:nars.E=aannnpa MICROPAS4 v4,50 File--80726A Wth-CTZ02S92 Program-HVAC SIZING _ ----- Useri!-TIP1285 User -Valley Energy Consultants Run-80726 Unit A GENERAL INFORMATION -------------------- Floor Area... 520 sf Vollime..................... 5200 cf Front Orientation.......... Front Facing 180 deg (S) Sizing Location..........., PETALUMA FS 2 Latitude,,........ 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 78 F Summer Range ............... 31 F Interior Shading Uned...... 170 Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING -------------------------- LOAD SUF411lRY _____.. Cooling Description (6tull) (----- Ozaque Conduction and Solar...... C168 1591 Glazing Conduction ............... 2637 900 Glazing Solar .................•.. n/a 2327 Infiltration....... I ....... •..... 3065 512 Internal G3i n.................... n/a 2100 Ducts........ I ................... 1" 7 742 Sensible Lead .................... 13388 8173 Latent Load ...................... n;a 1G35 X inimum Total ----------- Load 13388 ----------- 9806 NoCa: The 10a6's shown al... only olio of th criteria a.icatizzg tS.c: ❑election of RVAC equipment. Other relevant desia❑ factor❑ such as air flow requizem^_nts, outdoor deeic_n tc:rperatu;'•ss, co;i sizing, a:ailnbility of equiF:r,ent, ovcrnizina safety c.azgin, etc., must alsv be Connidered. It it: the HVAC dcs.itznez-'s re r•ponsib'_lit.y 1:o cCnsi:zer till factors •.:1xm ..eleClin the MAC equipment. g HVAC SIZING Page 4 HVAC 'Fblect Title.......... CapriCreek- Unit A Date.. 04/01/99 �14ICROPAS4 v4.50 File-80726A Wth-CTZ02S92c Program-HVAC SIZING User'#-MPi285 User -Valley Energy Consultants Run-00726 Unit A __________________________________________________________________________..-___ GENERAL INFORMATION Floor Area ................. 520 sf Volume ..................... 5200 cf Front Orientation.......... Front Facina_ 270 deg (W) Sizing Location............ PETALUMA FS 2 Latitude ................... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 78 F Summer Range.:— .......... 31 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SU1,. RARY -------------------------------- Reciting Cooling Description (Stuh) IStuh) --------------------------------- ----------- ^� Opaque Conduction and Solar...... . .. .. Glazing Conduction ............... 6468 2637 ----------- 1591 900 Glazing Solarr.................... n/a 2280 Infiltration ..................... 3066 512 Internal. Gain. ... __ ........... n/a 2100 Ducts ............................ 1217 738 Sensible Load .................... 13368 6122 Latent Load ...................... n/a 1624 Minimum Total Load ___________ 13380 ___________ 9746 Note! The loads shown are only one of tilt! criteria affecting the selection ofHVAC equipment. Other rc1^_;ant design factory such as air flow requirenerts, outdoor design terperatures, coil sizing, availability of equipment, ot•e sizing rafet}' margin, etc., court also be considered. It is the HVAC denign^_r'n rr. sponsibil"y to ronrider all factory when selecting the HVAC equipment. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R : oject Title.......... Capri Creek - Unit B Date........ 04/06/99 Project Address........ ------- --------------------- Peta uma �v4.50• Documentation Author... Gregory Mize ..*+!+• 13ur rag ermrt „ Valley Energy Consultants 10308 Placer Lane, Suite 200 Plan Check ate Sacramento, CA 95827 916-364-1786 ire a C ec ate Climate zone........... 02 .-__________________- Compliance Method...... MICROPAS4 V4.50 for 1995 Standards by Enercomp, Inc. ®6........... L L MICP.OPAS4 v4.50L File-80726L' Wth-CTZ02S92 I4 Program-FORCF-1Rc al ---_--User#-MP1285 User -Valley Energy Consultants Run-80726 Unit B ________..___________________________________________________________ GENERAL INFORhATION ___________________ Conditioned Floor Area..... 680 sf Building Type .............. Single Family Attached Construction Type ......... New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Stories.......... i ' Floor Construction Type.... Slab On Grade Glazing Percentage......... 17.4 t of 'floor area Average Glazing U-value.... 0.73 Btu/hr-a.-F BUILDING SBELI, iNSUI.ATION Conponent Frar..e Cavity Sheathing Inaul Assembly Type ___--------- Type R-value R-Value R-value. U-value Location/Co:=enta Wall _______ ________ ________ Wood R-13 R-n/a _______ _______----- ___________________ R-11 0.088 Front Wall, Left Wall Back Wall. Fight Wall Door Wond R-0 R-n/a R-0 0.330 Front Door Roof hood R-30 R-n/a R-30 0.031 Ccilino 91111)F.dge n/a R-0 R-n/; R - 0 0.720 Covered Edge SiabEdge n/a R-0 R-n/a P.-0 0.900 Exposed Edge Oricn.-ILion Window Front 00 W111001.' Front 00 WindcW Back M Door Pack fSl S7lndcw R...ght (WI FEI:E$TRiaTiC9 F Of Iilt l.`r'r Or'• Area U- ran- Striding/ (n;) Value er. rescripticn ..... ..... ___ _______________ 9.Q 1.4 v0 Drapes.std 35.0 0.750 hrapev.Std 9.0 C. f.id Drapcs.Std 40.0 0.720 Draper..9td .._.0 0.750 _ Jral'c a.Srd Over - Exterior Nana/ Fl:aaminq Shading ........... Fine .... Type .......... ?:one Nrne Mrtai Set hue rcr ::one Metal ftac acne_ tnl 501 hug ncr Yen Metal 501 hun vier Yes Metal CERTIFI^ATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R (" eject 1Ytle.......... Capri C_reek. - Unit B Date........ 04/06/99 u�MICROPAS4 v4 50 File-8077.6E Wth-CTZ02S92 Program -FORM CF-1R a a -User;f_I4F1285 User -Valley Energy Consultants Run-80726 Unit B ` _-- ___________________________________________________________ THERI4AL MASS ------------ Area Thickness Type - ------------ -----------•--- Exposed tsf) (in) Location/Comments S1abOnGrade ------ --------- ------------------------ I40 598 4.0 Covered Slab S1abonGrade Yes 82 4.0 Exposed Slab HVAC SYSTEMS ------------ Minimum Duct Duct Thermostat Equipment Type -------------- Ffiiclency Location R-value Type ` -------`---- Hydronic ------------- ------- ----------'- 0.778 AFU2 Attic R-5.2 Setback NoCooling 10.00 SEER Attic R-5.2 Setback. WATER HEATING SYSTEMS ______________ Number 'fans: External i.n Energy Size insulation Tank. 'type Renter ------------ ----------- Type Distribution Type System Factor (gal) R-value I turage Gar, ------------------- ------ __-_--- ------ ----------- Standard i 0.62 EF 40 R-0 • SPECIAL FEATIiFES/RE1.7tFI:6 Thin building incorporates ---------- _... _------- __ a Combined Hydronic Space and stater Heating System. This in a mult:iole orientation building with no orientation ::prtrictiona. This printout An for the front facing North. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-1R ,r"pject Title.... .... Capri Creel. - Unit Esc Date........ 04/06/99 MICROPAS4 v4.50 File-60726H Wth-CTZ02S92 Program-FOR14 CF-1R j User#-MP1285 User -Valley Energy Consultants Run-80726 Unit S _______________________________________________________________________________ COMPLIANCE STATEMENT ____________________ This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative revelations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... Gregory Mize Company. -- Comsany. Valley Energy Consultants Address. Address. 10308 Placer Lane, Suite 200 Sacramento, CA 95827 Phone... Phone... 916-364-1786 License:� Signed.. h _ % i Signed..�a(, ENFORCEMENT AGENCY Name.... Title... Agency.. Phone.., ` Signed.. ____ COMPUTER 14ETHOD SUMMARY Page J. C-2R ject Title.......... Capri=Creek - Unit B Date,c.,.... 09/06/99 Project Address........ +.++•__ _____________________ eta uma •V4.50+ Documentation Author... Gregor), Mize ++••••+ u- in�-I3 g permit Valley Energy Consultants 1030E Placer Lane, Suite 200 Plan Check ate Sacramento, CA 95827 916-364-1766 i�i'e?'h C71ec ate Climate Zone........... 02---------- Compliance Method...... ;4ZCR0PAS4 V4.50 for 1995 Standards by Enercomp, Inc. .................................... ............ ............................. MICR0PAS4 v4.50 File-a0726B Wth-CTZ02S92 Program-FOEh1 C-2R Iv User",-MP1.285 User -Valley Energy Consultants Run-90726 Unit B _------------------------- ..___-____---_____-_________________________________._ ................� -h12 v==.........___••_ CR0PAS4=ENERGY USr'. Svl R4I,ARY= ____________________________ Energy Use Standard Proposed Compliance (kBtu/sf-yr) • ----------------------- ------- Design Design Margin = Space Heating.......,.. -- 20.04 ---------- 22.31 ---------- _ -2.27 Space Cooling.......... 9.99 6.39 3.60 Water Heating.......... 25.4.3 23.99 1.45 North Total - 55.4752.692.78 -- _ -------- Space Heating.......... 20.04 23,.B6 -1.02 ,. Space Cooling.......... 9.99 9.49 0.50 Hater Heating.......... 25.44 23.99 1.45 East 'total 55.47 55.34 0.13 Space. Heating.......... 20.01, 21.33 -1.29 Space Cooling.......... 9.9F 0.09 1.90 - Suter Hcating.......... 25.4.1 23.99 1.45 • South Total ----- 55.47 ----- 53.43 _.. _____ 2.06 - Space Heating.......... 20.04 21.35 -i.31 Space Ccolino.......... 9.99 9.91 0.08 Water llaatinc.......... 25. 4.4 23.99 1.45 - West Total ______ 55.47 ----- 55.25 -_______ o 0.32 - ... Building co-.p112e with Computer Performance +++ GENERAL !NFp-!v.77ON Conditioned Floor rrca..... evo sf Building T}'he.............. Single Family Attached Construction i)Tpe ......... New Building Frcnt Orientation. Cardinal „ ",S,W Nu^bcr of P.uellina Units... 1 Number of Buildini Stcrinq. 1 Weather Data Tyy:f.... ..... Rcduced•icar COMPUTER METHOD SUMMARY Page 2 C-2R r"" JectnTitle .......... Capri Creek -Lunit B Date ..... 04/06/99 L�9@�MICROPAS4 j V4.50 File-8072633� Wth-CTZ02S92 Program-FORtf C-2R User#-14P1285 User -Valley Energy Consultants Run-60726 Unit S _______________________________________________________________________________ Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 6800 cf Footprint Area ............. 680 sf Ground Floor Area.......... 680 sf Slab -On -Grade Area......... 680 sf Glazing Percentage......... 17.4 4 of floor area Average Glazing U-value.... 0.75 Btu/hr-sf-F Average Ceiling Height..... 10 ft BUILDING ZONE INFORI.IATION _________________________ Floor 9 of Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type (sf) (of) Units ______________ _________ _________ _____ itioned Type (ft) (sf) HOUSE _______ ____________ ______ --------- Residence 680 6800 1.00 Yes Setback 2.0 n/a OPAQUE SURFACES _______________ Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments JSE________ ______ _____ _____ ___ 1 Wall 186 0.088 13 0 90 Yes None Front Wall 2 Wall 243 0.088 13 50 90 Yes None Left Wall 3 Wall 190 0.0a6 13 180 90 'ies None Back Nall 4 Wall 95 0.088 13 270 90 Yes None Hight Wall 5 Door 20 0.330 0 315 90 Yes None Front Door 6 Roof 680 0.021 30 n/a 0 Yes None Ceiling Surface ------------ HOUSE 7 SlabEdoc 8 sla1F.d5e PERIMETER LOSSES __________ Length F2 Insul Solar (ft) Factor R-•:al Gains Location/Consents ------- ________ _______ _____ ______________________ 77 0.720 R-0 No Covered Edge 5 0.900 R-0 No Exposed Edge FENESTRATION SUnHACES 0 cf _____________________ Vent SC Sc interior Area Pan- Frame Opesi U- Act rlass Int Shading/ Surface (sf) us Typr Type vogue hzn Tlt Cnly Shade Description _ HOUSE _____ ____ _________ ______ _____ ___ ___ ____ ____ __________ 1 Window 9.0 2 Metag S t d 1.400 0 90 0.88 0.78 Orapes.Std 2 Vindow 35.0 2 Mehl Sad 0.750 0 90 0.a8 0-.70 Urapen.std 3 Window 9,0 2 }!c tai Std 0.610 180 90 0.88 0.76 D:apes.Std ' Door 40.0 2 Metal Std 0.120 160 50 0.89 0.78 Dr ape a.Std ..Window 25.0 1 MCtaI Std 0.750 270 90 0.88 0.78 Urapes.Std C014PUTER METHOD SWJ4JARY _ Page 3 C-2R s.csscsxs__s _s__s scssssc= ==xczx.cscscccs=cs _ ____x_.x.ss._.____ T�jece Title.......... Capri Creek - Unit B Date........ 04/06/99 -- - SMICROPAS4- - -- V4.506File-80726BWth-CTZ02S923-Program-FORM.-C-- 2R----_---I User#-MP1285 User -Valley Energy Consultants Run-80726 Unit B OVERHANGS AID SIDS FINS --Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Area Left Rght Surface ----------- Wf) ----- Hght Wdth ----- Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 4 Door 40.0 6.6 n/a 6 1 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 25.0 6.6 n/a 6 1 n/a n/a n/a n/a n/a n/a n/a n/a EXTERIOR SHADING Area Shading SC of Surface (sf) Type Ext Shade ------------ ------ --------------- --------- HOUSE 2 Window 35.0 501 bug scrn 0.94 4 Door '40.0 501 bug scrn 0.84 5 Window 25.0 50% bug scrn 0.64 THERMAL MASS ------------ Area 'thick Beat Conduct- Surface ,�.Is Type (af) lin) Can ivity R-value Location/Comments ---- ------ ----- ----- ------ — -- ------------------- HOUSE 1 S1abOnGrade 598 4.0 28.0 0.90 R-2.0 Covered Slab 2 S13bOnGrade 82 4.0 28.0 0.98 R-0.0 Exposed Slab )PJAC SYSTEF;S Minia.um Duct Duct Duct System Type Efficiency Location R-}•slue Efficiency ---._.__________ _____------ - ----- .____- ---------- HOUSE Hydrenic 0.772 IQ'I'E Attic R-5.2 0.635 NoCooling 10.00 SEEi? Attic R-5.2 0.020 WATER HEATING SYSTEMS N=her Tart): External in Energy Size Insulation Tan); Type Heater Tyke DS+triJnticn Type System FactGr (qal) R-value ------------ -- --------------- ----- ,._.----- ------ - ------ ---------- I Stu_ago On Star:dard ? 0.61 40 P,-0 COMPUTER METHOD SUMMARY Page 4 C-2R P" eject Title.......... Capri Creek - Unit B Date........ 04/06/99 4 MICROPAS4 v4.50 File-e0726B Wth-CTZ02S92 Program- ORM C-211 User#-MP128S User -Valley Energy Consultants Run-80726 Unit B ) ______________________________________________..-__-__-__-____-__-__-_---__-___- WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction P.-value Light ------------ ----------- ------------ ---------- --------------- ------- I Storage 0.7e 40000 Stuh n/a R- n/a n/a HYDRONIC PIPING AND SPACE HEATING ------------------------------ - Puma Pipe Pion Insulation Insulation Hydronic Hydronic Energy Length Dian, ter Thickness. Conductivity System Type Delivery (Watts) (ft) (in) (in) (Btu/Hr-ft-.l ------------ -------" ----•---- -------- ------ ------- ---------- ------------ 1 Storage- Combined Far.Coil n/a 10 0.5 0.75 0.023 SPECIAL FEATURES/RE:IARFS ------------- ________ Thin building incorporates a Combined Hydrenic Space and Water Heating System. This is a multiple orientation building with no orientaticn restrictions. Thin printout is for the front `_acing North. HVAC SIZING Page 1 HVAC Ili v vazsss s c asscrosns c - __ v 1ject Title.......... Capri Creel: - Unit B Date........ 04/06/99 Project Address........ ....--- --------------------- Pets uma •v4.50* Documentation Author... Gregory Mize •••++++ ui airg Permit Valley Energy Consultants 1030E Placer Lane, Suite 200 aF�T n �nec ate Sacramento, CA 95827 916-364-1706 Field Check/ Date Climate Zone........... 02 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc. IICROPAS4v4050File-80726E Wth-CTZ02S92= . Program-HVAC ..............................................User#-IIP1285 User -Valley Energy Consultants Run-50726 Unit B ----------------------------------------------------------------------------- — GENERAL INFORMTION ------------------- Floor Area ................. Ga0 sf Velumc..................... 6000 of Front Orientation.......... Front Facing 0 deg ItP) Sizing Location............ PETAL[R:A FS 2 Latitude ................... 3B.2 degrees :Pinter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside. Deniat:. ..... 52 F Summer Inside De,ian....... 73 F Summer Range ............... 31 F +•.� Interior Shading Ured...... Na Exterior Shading Used..... .No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING M.D COOLIN3 1,07) SV?eXA.R'i Heatina_ Cooling Description (0tuh) IBtuh! opaque Conduction and Solar...... 6529 1681 Glazing Conduction ............... 3767 1206 Glazinq SOl r.................... n%a 1545 Inf i Itrat ion ..................... 4010 670 Internal Gain .................... n/a 2100 Duct a ............................ 1431 769 Sensible Load .................... 157j7 a4S1 Latent Load ...................... n/a 1690 __ ________ M41"I.T.um Total Load 15737 101.41 Note: The load:' shown are only :.e of tY.c criteria ifieeting th^_ ieIvction cf HVAC equiprent. Cther relevant dcrian factcrr, such as air flow reRuir^rents. cut doar deaian tccperaturca, rail nitina, acailaMlity of equip,nt, overaizina safety c.argin, etc., runt also be ecnsidered. It is tho IiVAC dcr.iann"'r, responr'! iliEy 'ca consider all factors when selecting the HVAC cyuip^ent. INAC SIZING Page 2 HVAC J'-',JectssTitle .......... Capri Creek - Unit B Date.. .....L 04/06/99 I_ - --- __-- O90� MICROPAS4v4.50cFile-80726BNth CTZ02S92 Program-HVAC SIZINGR c --I User#-MP1265 User -Valley Energy Consultants Run-80726 Unit GENERAL INFORRATION "--------------"-- Floor Area ................. 680 sf Volume .................... 6860 of Front Orientat.ion.......... Front Facing 90 deg (E) sizing Location............ PETALUMA FS 2 Latitude ................... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 78 F Summer Range ............... 31 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 ' HEATING AND COOLING LOAD SUMMARY -------------------------------- Heating Cooling Description (Btuh) (Btuh) --------------------------------- ,�•�� Opaque Conduction and Solar...... — — — — --- 6529 3767 ----------- 16Bi 1206 .,,. Gla:ang Conduction ............... Glazina Solar .................... n/a 4466 Infiltrati.on..................... 4010 670 Internal Gain .................... n/s. 2100 Ducts ............................ 1431 1020 Sensible Load .................... 1S737 11224 Latent Load ...................... n/r. 2245 Minimum Total Load ----------- 15737 ----------- 13469 ?cote: The loads shown are only one of the criteria affecting the selection o:' HV:.0 equipment. Other relevant design faetorn such as air flow requirements, outdoor design temperatures. coil sizing, availability of equipment, overaizing sI ft margin, etc., muct also hu considered. it In the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. SVAC SIZING Page 3 HVAC J qj =ct Titl.e.......... Capri Creek - Unit D L Date ........ 04/06/99 1 cMICROPAS4aV4.50 rFile-80726E Nth CTZ02592@ Program HVAC SIZINGyn Userg-I4P1285 User -Valley Energy Consultants Hun-60726 Unit 9 _______________________________________________________________________________ GENERAL INFORMATION Floor Area ................. 680 sf Volume ..................... 6800 of Front Orientation.......... Front Facing 180 deg (Sl Sizing Location............ PETAVMA FS 2 Latitude ................... 38.2 degrees Winter outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... 78 F Summer Range ............... 31 F Interior Shading Used...... No Exterior Shading Used...... Ito Overhang Shading Used...... Yes Latent Load Fraction.....,. 0.20 HEATING AND COOLING LOAD SUIPAIARY ________________________________ N.eating Cooling Description (6tuh) (Stull) -- ---------------------- Opaque Conduction and Solar...... 6529 1681 ., Glazing Conduction ............... 3767 1286 Glazing Solar .................... n/a 2401 Infiltration ..................... 4010 670 Internal Gain. ................... n/a 2100 Ducts ............................ 1431 814 Sensible Load .................... 15737 8953 Latent Load ...................... n/a 1791 ----------- ------•- Minimum Total Load 15737 10743 Note: The loads sho•.; r. are Cnl7 one of the criteria affecting the selection of HVAC equipr,.ent. Other relevant d^..sign factors such as air flow requirements, cutdoor design tea.peratures, coil sizing, avall.,bility of equipment, oversizing saiet.$ inaroin, etc., must also Le considered. 7- is the HVAC designer's ie-sponsibility to consider all factors when selecting the HVAC equipment, HVAC SIZING _ _--__-___---Page-4---`-- - HVAC _ ==="_'____--'-- --Date........ 04/06/99 --ect Title..... .... Capri Creek - Unit B :=o==am-=n=CAS=e=e==��a=n=�i MICROPAS4 e4.50 File-80726B Wth-CTZ02S92 Program-HVAC SIZING User4-14P1285 User -Valley Energy Consultants Run-80726 Unit B ------------------------------------------------------------ GENERAL INFOMATION ------------------- Floor Area ................. 660 sf Volume ..................... 6800 cf Front Orientation.......... Front Facing 270 deg (W) Sizing Location............ PETALUNA FS 2 Latitude....... 38.2 degrees i9inter Outside Design...... 29 F Winter Inside Design....... 10 F Summer Outside Design...... 92 F Summer Inside Design ..... •; 31 F Summer Range ............. . Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUl•84ARY -----------------------Heating Cocling Description (Btuh) ----------- iBtuh) - --- • Opaque Conduction and Solar...... 6529 3767 1661 1286 � Glazing Conduction ............... na 466 Glazing Solar- ........ 4010 670 Infiltration ..................... n/a 2100 Internal Gain .................... 1431 1020 Ducts ................... I........ Sensible Load .................... 15737 11224 Latent Loe:d...................... n/a '---------- - ------ ---- minimun Total Load 15737 13465 Note: The leads shown are only one of the criteria affecting the selection of HVAC equipment. Cther relevant designofactors nsucl1vailabilityas air flow requirements, outdcpr design te-Fe1'acures, g. ehe1NVACtde�igner'ur yesponm oil i9yi�to considers all factors when selecting the IiVAC equipment, CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R jject�Title ama=.....'Capri Creek - Unit C Date... .... 04/01/99 Project Address........ +++++++ _____________________ eca ui'Tma —� +v4.50+ Documentation Author... Gregory Mize+•++++ HuiSding Perm=t Valley Energy Consultants 10308 Placer Lane, Suite 200 Plan Check Date Sacramento, CA 95827 916-364-1786 •ie iec• ate Climate Zone........... 02 --------------------- Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomo, Inc. MICROPAS4cv4.50�aFile-80726C Wth-CTZ02S92 Program -FORM, CF-iR e Usern-MP1285 User -Valley Energy Consultants Run-80726 Unit C _______________________________________________________________________________ GENERAL INFORMATION Conditioned Floor Area..... 818 sf Building Type .............. Single Family Attached Construction Type ......... New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Stories.......... 1 Floor Construction Type.... Slab On Grade Glazing Percentage......... 13.8 4 of floor area Average Glazing U-value.... 0.77 Btu/hr-sf-F Component Type ------------ Wall Door Roof S1abEdge S1abEdge BUILDING SHELL INSULATION Frame Cavity Sheathing Type R-value R-value _______ ________ -------- Wood R-13 R-n/a Wood R-0 R-n/a Wood R-30 R-n/a n/a R-0 R-n/a n/a R-0 R-n/a ------------- Insul Assembly R-value U-value Location/Comments ------- ------- R-13 0.088 F_'ont Wall, Left Wall Back Wall, Right Wall R-0 0.330 Front Door R-30 0.031 Ceiling R-0 0.720 Covered Edge R-0 0.900 Exposed Edge FENESTRATi O:7 0 of Interior Over - area U- Pan- Shading/ Exterior hang/ Framing Orientation Is') Value es Descripticn Shading Fins Type ___________________ Door Front (N) _____ 40.6 _____ 0.720 ____ 2 _______________ Dranes.Std ___________ None ____ Yet-, --------- Metal Window Front (14) 20.0 0.150 2 Drapen.Std None 1:011e 1•:e.tal Poor Back (S) 40.0 0.720 2 Drapes.Std None Yes Metal Window Back (S) S.0 1.400 2 Drapen.Std Kenn- !tone Metal. Window Hack (S) 4.0 0 570 2 Drapn_s.Std !:one Non,_- None CERTIFICATE OF COI:PLIANCE: RESIDENTIAL Page 2 CF-1R j-eject Title.......... Capri Creek - Unit c Date........ 04/01/99 dCxRa>SCaGIIaS¢>n=anwsaaa 'C SIIa3IICOvavvia K c > S vvvccp .. 5Ca6 I MICROPAS4 V4.50 File-80726C Wth-CTZ02SP2 Procran-FOR]4 CF-11.1 UserR41P1285 User -Valley Energy Consultants Ru-e-80726 Unit C ________________________________________________.._-____-__-___ TREP14AL MASS ------------ Area Thickness 'type Exposed (sf) (in) _________ Location/Comments ____________ S1abOnGrade ______________ ______ No 71B 4.0 __—___-___-__-___-_--__ covered Slab SlabonGrade Yes 100 4.0 Exposed Slab h'VAC SYSTEMS ------------ Minimum Duct Duct Thermostat Equipment Type Efficiency Location R-value Type _______________ Hydronic ____________ _____________ 0.778 AFUE Attic _______ R-4.2 ____________ Setback 17oCooling 10.00 SEER Attic R-4.2 Setback WATER IiZ;,TII;G SYSTEMS ------------------- - Number Tank External in Energy Size Insulation Tank. Type Heater T,pe Dintributien Type System Factor (cal) R-value ------------ ---------- --• " -----......... ------ ----- -- --•---- ---------- ,_!torage Gaa Standard 1 0.61 FF 40 R-0 PECIAL FEATURES!RF_X.FRKS ______________________ This building ineorporaten e Combined Hydrenie Space and Water Heating Systen. This is a multiple orientation building with no orientarion reatr.ictiona. This printout in for the front facing North. CERTIFICATE OF COMPLIANCE; RESIDENTIAL Page 3 CF-lR {. ¢ agaGFYgavapv¢vnna6nanapanavaaa - vav¢ca va ¢................... a vvv¢avvaac cvcv aq¢avvv va qY av P"pjeck Title.......... Capri Creel Unit CDate........04/O1/99 saa-cagacacgcqpaemvaaacvapcnpma.p p¢pannan.�a Ya---n -apaapanap¢nn aan..¢panpaaca c �14ICROpAS4 V4.50 File-80726C Wth-CTZ02992 Program -FORM CF-1F. User#-MP12BS User -Valley Energy Consultants Run-B0726 Unit C -------------------------------------------------- ---------------- CO14PLIA14CE STATEI4F.14T This certificate of compii.ance lists the building features and performance specifications needed to comply with Title-24l Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the ir,dividual with ovzrall design respon,ibility. Uhert this certificate of compliance is submitted for a single building plan to be built in multiple nrientationa, any shading feature that in varied in indicated in the Special Features/ Rsmarks section. DESIGNER or OWNER ➢OCUMENTATION AUTHOR Nar.,e.... Gregcry flize Company. _ Company. Valley Energy Consultants Address, Address. 10308 Placer Lane, Suits 200 -- Sacramento, CA 95827 Phone,. _ Phcne... 916-364-1786 Lieonse.. S 1g1.ed., Signed.. Lr�y�t�1Fk �+yl T. a -�..1 ENFORCEMENT AGENCY flame.... _ Title... Agency.. --`. Phone... Signed.. --'----j6ate COMPUTER 14ETIJOD SUMMARY Page 1 -�C-211 i"�.L ALi¢pAiLVPv.Aa>p¢a.=.ir¢AiLL¢Li¢L¢¢i n vavL¢L'i LL=Ai=L¢¢pAp-Aia ojectTitle.. ....... Capri Creek - Upit /9 C Date,,,.., , 04/O19 Project Addreaa........ +•.•+.+ _____________________ Pets uma +v4.50• Documentation Author.., Gregory Mize Duilding Permit Valley Energy Consultants 10306 Placer Lane, Suite 200 Y7an 'Heck (Sate Sacramento, CA 95827 91G-364-17BG �TTii �Ftack%Date Climate Zone........... 02_____________________ Compliance Method...... MICROPAS4 v4.50 for 1995 Standarde by Enercomp, Inc. a�v ivvLCLniavisvavaGi6uvAviv¢iivnavdpsppvaAvvCPVCVCavv¢esO¢vuNpv Ii `P141CRGPAS4pv4.50 File-90726C Wth-CTZ02S92 Program-FORt4 C-2R Usar#-MP1205 finer -Valley Encrgy Consultants Run-90726 Unit C ----------- _---------------------------- ____________________________ aL paLPavPiva¢s v,.n a v v a L a v L P a L a v a 4. auLz.. LpavLWVPnLcsa..ai ip P>MICRDPAS4 > i ENERGY USE SUMMARY ¢ • _______________________ Energy One Standard Proponed _ Compliance > ¢ lklitu/of -yr) '-- --------------- '•--- ---------- DeEign D=sign ---------- Margin A > Space Heating.......... 15.0.1 19.54 ---------- i -0.5e = ¢ Space Cooling.......... 9,54 5.95 3.59 a ¢ Water H, ating.....•.. .. 2i.5C• 20.73 1.93 P > North Total --'-__-- 50.54 -------- 46,22 -------- P 4.32 .. "y Spa Cc llrating...,....,. :510: 19174 -0.70 p Space cooling.......... 9.54 a.53 0.61 p a Water Heating.......... 21.96 20.73 1.23 P r Falit. Total SO,Si 49.iJ- ---1.14 N Space Nvating.......... i5.04 20,19 -1.15 i A Space Cooling.......... 9.54 5.23 4.31 • .. Witter Heating.......... 21.96 20.73 1.23 a ¢ South 'Fatal -------- 50.5.1 -------- 46.15 ________ 4.39 - P Spica A Space Cooling....,.,... 9.54 9.74 ,BO > n Water P.eatiny......,... 21.56 20.73 ..23 > Wcut total 50.54 19.01_ --r 1,53 • 441 iluiidin9 ccnpliep with Ccmputer Ferformance •.• GE:IERi,L INFORMINTIGN _____________ ConditionedAzaa..... 835 of Building Type .............. Single Family Attar-hed Construction Type ......... New Building Fran Orientation. Cardinal Number of lra•elling Units... 1 Number of Building Sto1-ies, •..,.� Weather Data Type .......... ReducedYear CO:APUTER METHOD SU4MARY Page 2 C-211 n wnvvwwcimsnvsnvwn_=.ea..m...v.eecevGian.a..nG............anaaawnanwnasaanaa�. /" eject Title,,.. .. Capri CreeY, - Unit C Uato..,. •............eva.vowaec.....6mCna3m3m9iC6O.wvi.......eanCf.Gniinmmaa MICROPAS4 v4.60 File-00726C llth-CTZ02S92 Program-FOnp1 C-211 -UoerH-19P1285 U,e.r-Valley Energy Consultants Run-80726 Unit C --- _^_--^________________________________________^--..._------'---------- Floor ConsLruction Type.... Slab On Grade Number of building ':ones,,, 1 Conditioned Volume......,.. 810o of Footprint Area.. .,,.819 of Ground Floor Area.......... BIB of Slab-On-Grado Area.,....... BIB Of Glazing Percentage......... 13,8 t of floor area Average Glazing U-value..,. 0.77 Btu/hr-af-F Average Ceiling Height,..., 10 ft BUILDING ZONE INFORM!,T1011 Floor k of Vent Special Area Volume D.aell Cond- Thermostat Height Vent Area Zolie Type ----------^--- (af) -------'-- (cf.) Units --------- itioned Type (ft) (of) 110USE ----- ------------------- ------ --------- Resid(:neo 818 8180 1.00 yes Setback 2,0 n/a OPAQUE SURFACES Area U- rnsul Act solar Form 3 Location/ Surface (Of) value R-val A= Tilt Gains Reference Ccmmentn ----------- TISF. ------ ----- ----- --- ---- ----- -------•---•- ---------------- 1 Wall 220 0.088 13 0 90 Yen None Front Ball 2 Wall 200 0.088 13 n0 9D Ye:: Nona Left Wall 3 Wall 227 0.088 13 lee 90 Yen None bpeY, 11,111 9 Wall 380 O.Oad 13 270 90 Yes Ncne Rigtit Wall 5 U .cr 20 0.330 0 50 90 Yes :Jane Front Door 6 Hoof 818 0.031 30 n/a 0 yea None Ceiling Surface ------------- HOUSE. 7 S1abEdge 0 S1abEdge PERIMETER LOSSES ----- _---------- l.angth F2 Insul Solar (ft) Factor R-val Gains l.ccaticn/Cor.,menta ____- — _ _______ _____ _____________________._ 16 0.72D R-0 No Covered Edge 2 0.900 11-0 No Exposed Edge FENRSTF;M011 SURFACES ft of Vent SC SC Interior Area Pan- Frame Oper U- Act GlaXb Int Shading/ Surface "'-------- (of) es Type Type value Azm Tit only ^hale Description HOUSE ----- ---- -------- ----- ----- --- --- _--- ---- --___-_________ 1 Door 40,0 2 Metal Std 0. 7::0 0 90 O.e9 0.78 Arapen,Std 2 Window 20.0 Metal Std 0,11-0 0 90 0.88 6.7B Drapea.Std 3 Door 40.0 2 Metal 9td 0.720 180 90 0.88 0.7r1 Drapea.Std 9.0 2 Macal Stri 1.400 160 90 0.08 0.78 Drapen,Std .,Window Window 4.13 2 None Std 0.570 IEO 50 0.08 0.70 Drapes.Std COMPUTER METHOD SUMMARY L Lgp¢Ygpqqqqp a pa¢ga¢¢¢pppq¢¢ Page 3 C-2R q qi g6pv¢ay.aC¢ gpp¢¢!.q ¢cq¢L¢gggqL.q¢q¢p¢q¢:¢y¢ppYq Title,.,....,., Capri Creek - Unit C Date.,,,,,,, 04/01/99 q pgCvp¢p¢vgLpYyggDqqL¢¢¢YC�gctlgvavcapLLqR¢¢pLCO¢6vgagpacq¢YCpgC......... M7CROPAS4 v4.50 pile-0072bC Wth-CT202S92 Program.FORI•I C-2R qp¢ f _Userii_F1P12a5_ User -Valley Energy Consultants Run-90726 Unit C -----" ------ .---- -- OVERHANGS AND SID% FINS _______________________ ---Window-- ------ Overhang ----- ---Left Fin--- ---Right Fin -- Area Left F.ght Surface: (af) light ;idth Dpth light Ext Ext Ert Dpth light Ert Dpth light IiDUSP. ---- ---- ---- ---- ---- I Door 40,0 6,6 n/a 6 1 n/a n/a n/a n/a n/a nia n/a n/a 3 Door 40.0 6.6 n/a 2 1 n/a n/a n/a n/a n/a n/a n/a n/a THERb14L MSS _ Area Thick Heat Conduct- Surface Mass Type (nf) (in) CapivitR-value Location/Comments �. ._ HOUSE______ -------- ._.____._.___.____ 1 S1abOnarade 718 4.0 2R.0 0,98 R-2,0 Covered Slab 2 S1abOnGrade 10D 4.0 28.0 0.9B R-0.0 E>:poned slab 11VAC SYSTEI•IS ------------ Minimum Duct Duct Duct I System Typo Eif4ciuncy Location R-value Efficiency `. ------ .. ----- _-_.._ -__--_-__Y 110USE Ilydronic 0.71a AFUR Attic 13-4.2 0.830 NaCtolin.1 10.00 SEER Attic R-4.2 0.610 WATER HEATING SYSTEMS ............ Numher Tank External in Energy Size Insulation Tank Ty-- H-----dhLType------------ Ty -pa System Factor (gal) R•value 1 Storaga Can standard 1 0 E1 40 R-0 ----- WATER HEATING SYSTr_f;S .AIL ..._.------------------------ Stnndby Internhl Tan'.. Recovery Rated Lisp Insulation Pilot Svatem .. ._ .Effirirry L.1put Fraction H-value Light .......n.... .;D....... " a 1 Storage 0.78 000 Pt / uh :;/a R- n/a n/a--- HYDROMC PIPING i,ND SPACE HEATING Pump Pipe Pipe Insulation /nuulation 11ydroniC Ilydrocic Energy Length Diameter ThicY.nean Ccnductivity System T•,,pe Deli•:ery (Wattal ift) (in) (in) (Btu/Hft r--F) --------- ------- --- __ _ ____ __ ) Storage Corrbinud FanColl n/a 10 0.5 0.75 0,023 _ COMPUTER METHOD SUI4MARY Page 4 C-2R OWnAVSAnpppnP....n6AASx..CvvvsAt.ApvCWLnIiA pLniniSSnWsisnvv4vnAOGCCAp.AWLLAAOSL ( ject Title.......... Capri Creek - Unit C pAW Date uva...... 04/011/99 L.VSWWA....Lnvnv......AWnp F AL..LVWSWL.... vn..FAvn 14ICROPAS4 V4.50 F11e-8072GC Wth-CTZ07M Program-FORbt C-2R 1 Uncrq-MP12s5 User -Valley £nnrgy Consultants Run-so'126 Unit C SPECIAL FF-7=RE jREMmRKS ------------------------ This building incorporates a Combined Hydronic Space and t1ater Heating System. This in a multiple orientation building with no orientation restrictions. This printout in for the Front facing North. I(9AC SIZING Page 1 HVAC ( .net Title.......... Capri FCeF.......apyCYCLT.CpAA¢c...CLFF3niYFOCYc a¢0E-n¢¢YL -!o ect Address Capri Creek Unit C Data.... Pro ect Addreee......., „ .••. eta uma av4.5p• __----•__.'___----- Documentation Author... Gregory t41ze ....,,, Valley Energy Consultantn Rut. 111g erm t i1 10308 Placer Lane, Suite 200 an t1ec, ate Sacramento, ::A 95827 916.364-1786 R`%i-c1�L'Ile ck J�Sf ace Climate Zoae,....,,... 02 Compliagre Methor],,,,,, MICROP;,s4 v4,50 for 1995 Standards by Enercomp, Inc, i uYYtnaaFan¢¢oncuu.Ya.LannYavvccv¢aaannna¢YZY V Y¢n¢¢v...F¢......Lnvv¢vvcaave Ia MICROPAS4 74.5D Zile-3072r,C Wth-CI'Z 02S92 Progr;,m-NVAC SIZING Usnrq_MP1:25 Uner-Valley :nergy Consultants Run-Bo726 Unit C -'-__..__. -'-- — GENERAL INFORMATION ---- _______________ Floor Area,,,,,,,,,,,,,,,,, B_8 of Volume ............. Front Orientation,,,,,,.,,, 818o of Sizing Location,.,......... Front Facing PETALtMA FS 0 dog OI) 2 Lat:itude.....:............. Irinter'Outside Design....,, 38,2 degrees Winter Inside D_sinn... 29 p 70 F ... Summer OUCside DeaYgn.,,,•., 92 F Summer 1¢nide Uusign..,,... 76 F Summer Ran^pa............. ?1 F Interior Sn-3 ding Usnd,,,, l;a ,.: Exterior Shading ❑aed....,. !)a Ovar)lz,n I Shading Ilaed.. , .. , yen l.au,nt itilad fraction...,.,, 0.21) BEATING ,!lp CccLl Y70 ___________________________ LOAD SLAB?ARY Uescr3"tion NeaCir,a Ccolinq (t?tuhl tPituh) Opaque Conduct' ;lnd 3 2IT0.5'S96iA7n Conduct.oar... solar........ 3587Glazing ......,...........,. Iof!Itraticn n/a ...................�. I ntnrna) G 492) 80G . oct n a 21v0 ................. Sonufble Load .................... 17317 8680 Latent Lcad.....................• niA 171G Minim.rn Total Load 17317 1029r, Nato, The laada shown are only one of the Critrrin ntfncting th^_ neleaion Of 1fV:.0 equip�.ant. Other ralevnnc design factr.rn such an air floc equiroquemancn, outdoor das!gn terl:craturon. Coil riziny, availability of ae)e OpfRxe, overttizing safety margin, et- ., m,jvO also be eonoidered, It is tbu )1VAC rii•Guiprent.t tenprsnnlbility to consider all factors When selecting HVAC SIZING Page 2 MIAC ap4Rpp=Gpppc. .... u4py64pIIwipuC.1YRCGuwRw5pC4.1...RRc4FpC6ppO pwwppu.G............. j ,11",pjact Ticle.......... Capri Creek - Unit C Date,...,,,, 04/O1/99 i;.,yrcwcppwcr.Rpppvan.Rvwv==...I...RGvvaapwww.wcv4c nccamma.RwpGva wpwcapv��npc MI CROPAS4 V4,50 File-807260 Wth-CTZG2S92 Program-HV.1c SIZING --------User#-MP1285 User -Valley Energy Consultants Run-80726 Unit C ------------------------------- GENERAL INFORMATTOI7 Floor Area.... a18 sf Volume ...................... N160 rf Front Orientation.,......., Front Facing 9D deg iE) dazing Location........... : PE'rALUxi, FS 2 Latitude....... 3e,2 degrees Winter Outside Design....., 29 F Winter Inside Design....... 70 F Summer Outuide Design...... 92 F Summer Inside Design....... 70 P Summer Range..,..,.. 31 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used....,, yes Latent Load Fraction....... 0,'20 HEATI110 AND COOLING -------------------------'------ LOAD SUb:48,RY Description --------------------------------- 'Heating (Stuh) Cooling Mtuh) t—.1 Opaque Conduction and Solar....., --------'-- 7333 -------- ^- 'I055 blazing Conduction ............... 35a7 1225 Glazing Solar .................... n/a 5159 Infiltration ..................... •i 9.'.3 OD6 Internal Gain .................... n;a 2100 Ductu............ ............... 1574 1125 Sensible Load .................... 17317 1203 Latent Load ...................... n/, 2497 Minimum Total Load -------- 17317 -----,----• 14979 NOtc, The loads nhowT.. are only use of the criteria afiectin9 tT,e rejection of HVAC equipment. Other relevant dcuign a nna such as air fio requirements, outdone dooign tem,peraturea, coil nizing, availability of oquippm�ne, overniaing ne,fut'f margin, etc., m•uot aloe be ccnaidered. it iL t)ie PAC designer's renp;saSbility to consider all factors when selecting the HVAC equipment. HVAC SIZING Page 3 HVAC p¢¢pcNIIvv6Cc59CC9G9pppvOvv6vvc3OvcvavG¢GCC99ccC9336CCv9cvcpvi6vcv6GiGCv icvIIv93v Capri Creeh. - Unit C Date,,,,,... 04/01/99 s ppGpp M't8..99CGSGSGGi Me";GVG33p.3`.c¢v.GG99.G¢c.G3.Giv... p-=--Gp3GGGCc MICR0PAS4 v4.50 File-00728C Wth-CTZ02592 Program-HVAC SIZING Uner#-MP1285 Uner.-Valley Energy Consultants Run-80725 Unit C -------- GENERAL INFORMATI0N Floor hrea................. BIB.ef Volume... ......... 810D of Front Orientation......,... Front Facing 180 deg (S) Sizing Location........,... PETALMV, FS�2 hatitude................... 38,2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design.,.... 92 F Summer Inside Design....... 7D F Summer Range ............... 31 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD LMMARY -------------•------------------ Heatino_ Cooling Description (Etuh) (Stuh) --------------.------------------- Opaque Conduction and Solar...... ----------- 7333 -------- 2659 ...� Glazing Conduction ............... 3587 1225 Gia^.ing Solar .................... n/a 1564 Infiltration. .................... 4023 n06 Internal Gain .................... n/a 2100 Ducts ............................ 1574 7-15 Sensible Load .................... 17317 8529 Latent Load ...................... n/a 1706 Minimum Total Load -.----' ---- 17317 ----------- 30235 Notut The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant. dusign factor, such an air flow requirements, outdoor design temperatures, coil nixing, availability of equipment, overnizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when Selecting the HVAC equipment. IIVAC SIZING Page A IIVAC n ............................. nxc.vac...naaveva.c......c......v.......eav !-`Jeect Title,,,,,,,,., Capri Creel; - Unit C Date..,,.,., 0A/01/99 �. 14I C.eaaecaavvav acaavv.amm�ccvaacna.vvanmc..accacpccvcva m.cvvvw.acvaaa.va _a vacw. { ROPAS4 v9,S0 File-8072EC Wth-CTZD2592 Program-NVAC SIZING UsLr#-14P1285 User, -Valley Fnergy Consultants Run-80726 Unit C .- - _- ------ GENERAL INFORMATION Floor Area-- ........... 91a of Volume., .... 0180 cf Front Orientation.......... Front. Facing 270 deg (Wi Sizing Location............ P£TALUMA FS 2 Latitude ................... 19.2 degrees Winter Outside Denign...... 29 F Winter Inside Design....... 70 F Summer outside Design....., 52 F Summer Inside Design....... 78 F Summer P.an4e........ 31 F interior shading Used...... No Exterior Shading Used...... No Overhang Shading Used....., Yes Latent Load Fraction....... 0.n MATING AND COOLING _____________________________.._- LOAD SUF.MJP.Y Neati%a cooling Description __-------" --" ----'----------'-- (Btuh) (5tuhl C-I Opaque Conduction and Solar...... ----------- 7323 ----------- 2059 -.- Glazing Conduction ............... 3597 1225 Glazing Solar... ................ n/a 5159 Infiltratiun ..................... 4123 006 Internal Gain................... n/a 2100 Ducta „ .......................... 1574 1135 Sensible Load .................... 17311 1::483 Latent Load ...................... nri 2497 Minimum Toral Load ___________ ;7317 ___________ 14919 Nato% The loads shown are only one of the _,riteria affecting the ,election of NVAC equipment, other relevant deaign fact.orn suet, as air flow requiremonta, outdoor denlgn terp,ratures, coil r.iiing, availabilittr,� of egipment. aversi 2ing nnf et}' Mal gin, etc., must also I.e ocneidered. It in tha 1iW,C designs responsibility to Consider all factors when uelecting the 11VAC equipment. ,PF,RTIFICATE or, COMPLIANCEi RESIDENTIAL Page 1 CF-1R p ...FapYFpinOnFFvavvvppnp000nCn 0 DII unvryCCna00aniCu a_vava...,�....OnnnOnOFa LJject Title... Capri Creek GDUnit D Date-_- , 09 /O1/99 Pto eet Address...... ECa umd �—+v9.50• Documentation Author,., Gregory Mize +++++•+ ua ang germs Valley Energy Consultants 1030a Placer Lane, Suite 200 plan 1ec: ate Sacramento, CA 95B27 916-364-1786 1e )e r.r ate Climate Zone........ 02 amp ante Method...... MICROpAS9 v9.5D for 1995 Standards by Enercomp, Inc, v canananveDcnvnnnpaDIIIIa DIIvnunnpnacvaaasIIc.pDavnanuvncnv aaavIIpuavavacncnav maDIIv MICROPAS9 v9.50 File-80726D Wth-CTZ02592 program-FCRlq C'r-lR Unerj1_F4P1285 .Uner-Valley Energy consultants Run-807,26 Unit D ---------------•-------- --- GFNER9L INFORMATION Conditioned Floor Area.,... 907 of Building Type .............. Single Family Attached Construction Type ........ New Building Front Grientation. Cardinal - N,E,S,W Number of Ddelling Units... 1 Number of Stories.......,.. 1 ' Floor construction Type.,.. Slab On Grade Glazing Percentage......... 17.3 t of floor area Average ,lazing U-value..., 0.71 Btu/hr-sf-F IMILD1NG SRELL INSULhTIGN Component Frame Cavity Sheathing Illsul AOnemhly __Type- - _______ '1'17)0 R-value. ________ R-value R-value U-value Loczr.ion/Comment,• Wall (Food R-13 ________ R-n/a _______ R-13 ___................ _ 0.088 Front Wall, Left Vaal Dnor Wood R-0 R-n/a R•0 Back Wall, Right Wall 0,330 Front Door Rooi S1abEdge Wood n/a R-30 R-0 R-n/a R-n/a R-30 0.031 ceiling S1abF.dge n/a R-0 R-n/a R-0 R-6 0.'720 Covered 0.600 Exposed Edge Edge FENESTRATION ------------ tt of Interior Oyer - Orientation Area (nfl U. Pan- Value en Shading/ Description Exterior Shading hang/ Framing ------------ ----- -'--- ---`- -`- Fin.3 Type Window Door Front Front 111) (N) 20.0 90.0 0.'75r. 2 2 -'--------' Drapes.Std Clone None mntal t7indow Left (E) 27.5 0, 72D 0,750 2 Drapeu.Std Drapes,Std None 14,01)e Yen Metal Window Bark (S) 910 0.570 2 Drapea,5rd hone hone metal None None Window Door Back Back (S) (S) 12.0 0, 750 2 Drapee.Scd Ncne None Metal DaOr Right (W) 20.0 23,3 0,55o 2 0,720 2 Drapes.Scd Drapen,Srd !lone Yes Wood None Yes metal CERTIFICATE OF COMPLIMICEs RESIDENTIAL Page 2 CF-iR ............ ............... ...... ip¢ip..........CFC¢nv¢IIVN?vLnvLFvanap e`brject :j Title .......... pCapri pCreek - Unit D Date........ 04/01/99 ¢F..... c............Y......¢.ie¢eeFIIiaII.e.vone.......in¢im ¢¢ p YIIp MICROPAS4 V4.50 File-80726D Wth-CTZ02S92 Program-F0R14 CF-1R j _User#-MP12B5 User -Valley Energy Consultants Run-80726 Unit D __---------------- Type Exposed Sl;honGrade I)0 S1abOnGrade Yes THERMF.L MASS ------------ Area Thickneus (sf) (in) 79r- -'-4.0--- 112 •1.0 BVAC SYSTEMS Minimum Duct Equipment Type Efficiency Location --------------- )lydronic ------------ 0,778 AFUF- ------------- Attic ❑ocooling 10,00 SEER Attic L cation/Commantp ------- ------ Covered Slab Exposed Slab Duct Thermostat R-value Type ------- _ ------ R-4.2 Setback R-4.2 Setback WATER HEATING SYSTEMS ----__--..-..----___•-_ Number Tank, External in Energy Sixe Insulation Tank. Typo }tenter 7y,pe Distribution Type System Facto- l9a)) R-value ------------------- ---- ------------------- -------------- ------ ---------- orage Gnu Standard 1 0.61 EF 40 11-0 SPECIAL FEATURES/R£MARJ:S ------------------------- Thin building incorporates a Combined llydronic Space and Water Beating Syntem. Thin iu in multiple oricntaticn building with no orientatian restrictions. This printout iu for the front facing Nortb. CERTIFICATE OF COMPLIANCE: RESI➢ENTIAL Page 3 CF-1R . ¢u.vpanaav++va ¢..vac.............D.:........a.avc.r..................... n..... P'Yject Title., .. Capri Creek. - Unit D Dare.. 01/01199 .a............Dvn.vspv.p.....CYCDaZ.a CCnY61:4.,i¢¢nG.........paY.apaZ......L¢Y¢¢ MICROPA54 v9.50 File-00726D Nth-CTI102S92 Prcgrnn-FORM CF-1R UserO-MP1285 Ueer-Valley Energy Consultants Run-80726 Unit ❑ _---------- -------------------- ------------------------------- -----"-"-"- COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-241 Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. Thin cer.tificata han been signeq by the individual with overall design. responsibility. When this certificate of compliance is eubmitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarka section. DESIGNER o:' OWNER DOCUMENTATION AUTHOR Namu.... Name.... Gregory Mire Company. _ -____- Company. Valley Energy Consultants Address. - Address. 103ub Placer Lane, 0uitc 200 Sacramento, CA 95827 Phone... Y Phone... 916-364-1766 l.icrnsa. Signed.. Signed..7�b� «a ter ' . 1 ENFORCE)MUT AGENCY (J Nan .... Title... Agency.. Phone... S1Unod.. COMPUTER METHOD SUMMARY Page 1 C-eR / `................aac= vuv...... a......avvaacuasaaa.....m .c ans......cwwvavmcu :oject Title....,.,.., Capri Creek - Unit D mData........ 04/01/99 Project Address........ - 'e'aTa +v4.50+ Documentation huthor... Gregory 411ze •+•+••• ul ing armlt Valley Energy Consultants 10308 Placer Lane, Suite Zs0 aFl n dFi c_ _Va e Sacramento, CA 95827 916-364-1786 F`i ela"Z let i a .e Climate Zone........... 02 Compliance 14stllod...... M-'CROPA54 v4.fo for 1995 StandardU toy Enercomp, Inc, w m aa¢va...•waucccaaavvu¢acaavavaam.vacaa na ve.::_:.......... ...........ncuaaaunn MICROPAS4-V4.50 File-80726D Wth-CTZ02S92 Program -FORM C-2R -_--_-_UserO-MP1285 User -Valley Energy Consultants Run-00726 Unit D __..____________________'--_.___.__.._______________-____________.____ ...uaacwvaanaw.am....,.v..a..uw..vaamwcauvv.m..a...u.a.auwunuwwvvm ., MICROPAS4 ENERGY USE SUXY.ARY a • ____________________________ Energy Use Stancard Proposed m Compliance = a _ (kBtu/sf-yr) __________ Denign __________ Duaign Margin m m Space lfeaeing...... 11.1 20, 6•1 __________ __________ • Space Cooling.......... 8,90 7.12 1.70 m a Water Ifeating.......... 20.29 19.15 1.14 = north Total 49.63 4B.21 1.G2 r - Space treating.......... 20.64 21,10 -0.46 space Cooling....,...., a,50 8.67 0,23 • Water Heating....,...., '.0.29 19.15 1.14 £ant Total 49.92 __• 48,92 _ _ w 0.91 = w Space Heating.......... 1.0.64 20.59 D.05 w w Gp.lco Ctnling.......... 8.90 B.18 0,72 u - Water Heating... ...... 20.29 19.13 1.14 = • South Total •-•-• 49.83 •••••• 47.92 --- 1.91 w space Heating.,..,..,.. 20.64 21.33 -U.69 Spaco Cooling.......... 8.90 8167 0,2i n • War.ar Heating..,....... :D.25 2.9.15 , m 1,1. • Went Total 49.83 4 ,. 0.66 • '•• fuilding Compliers w•ltn Crr,.puter Porforpence ••• GF.IIEPJ,!, 1NFOn4V.TIG11 r0nditioat d Floor Area .... 907 sf Building T1Te.............. Single Family httacheG Conatrucr.Ion 1),po New Building Front Orientation. Cardinal - 1;,E,S,W aumbar of 11w•elling Unitn... 1 11unber of Buildirg 6'toriea. 1 _„ Weather Data Type.......... Redcced'iear COMPUTER METHOD SUMMARY Page 2 C-2R ¢gvaRiII66 vypgC¢vRnavv3Gpp6CYGIIAgvvv.Yv¢v.vygygvqqq4YvypAIIIIGVS....ROvppp.. 4vv ("''Ject Title,.,....... Capri Creel. , Unit D pate,....... D4/01/99 6 FSRRCR6<ACgGvav¢SGRGVRGRFixGq¢vGG6yIIRypRaGOtac¢FOGvy6vAvvgvRi5ppCCvpG6paRux MICROPAS4 v4,50 File-807261) Wth-CTZ02S92 Program -FORM C-2R ___Use-j(-MP1265 User -Valley Energy Consultants Run-6072G Unit p __- _ Floor Construction T -" ""'""'---"' Number of Building Zones.., flab On Grade Conditioned Volume,,,,,..,, 9070 of Footprint Area,,,,.,,,,, ,. 507 of Ground Floor Area,...,,,,,, 957 Of Slab -On -Grade Area....,,,,, 907 Of Glazing Percentage......— 27.3 t 0' floor area Average Glazing U-value,,,, 0,71 Btu/hr-sf-F Average Ceiling Height..... 10 it BUILDIHG ZONE INFORMATION Floor - 4�of - - Vent Special Area Volume Dwell Cond- Thermostat Height Vent Area Zone Type (at)_ (of) Units itioned Typc (ft) (of) ---- _..-- — - Type ------ _.__._`-- Residence 90*1 9070 1.00 'sea Setback 2.0 n/a OPAQUE SURFACES --------------- Area U- haul Act Solar Form 3 Location/ 11 Surface (Of) value R-val A; in Tilt Gains Reference Comments ;,USE --------- ____ _____ ___ ____ _____ ____________ ________________ 1 Wall 220 0.088 13 0 2 Well �" Yes None Front Wall 37_ 0,088 13 90 9., ,es None Left Wall 3 1Va11 4 Wall 254 0,008 13 180 90 Yes None Bark Wall S Door 166 0,088 13 270 90 yen 'lone Right Wall 6 Roof 20 0.330 0 270 90 you Ncne Front poor 907 01011 30 n/a 0 Yes None Ceiling PERIMETER LOSSES ________________ Length F2 Insul Solar surface (ft) Factor R-val Gains Location/Comment" 7 314hEdge 100 0.720 R-0 No Covared Edge 8 91abEQye 8 0,900 R-0 No Expoasd F.rge FENESTRATION SURFACES Surface Area (of) G of Pan- Frame vent Open U• Act SC Glans Sr_ ir.t Interior Shading/ --•-------- .... es Tyne Type value Azm Tlt Qn17 Shade Description 1 Window or 20.0 40.0 2 2 Metal Metal Std Std 01750 0 90 0.88 0.78 Orapea.Std-_-4_ 3 IDondow "'(Window 7.5 Metal Std. 0.720 0,750 0 90 90 90 0.98 0.80 0.70 Drapea.Std Window .1.0 12.0 " None Std 0.570 180 90 0,B8 0,78 0,70 Drapen,Std Drapea.Std �6 ISDGr 20.0 2 ] Metal Wood Std Hinged 0.750 0.550 3dG 90 0.08 0,78 prapos.Std 180 50 0.88 0,75 Drapes,Std !, COMPUTER METHOD SUMMARY Page S C-2R 1.......... n....v.aava..ay.......avv...................v..........uv.an.n..... � (7�ject Title.......... Capri Creek - Unit D Dat'e.,...... 04/01/99 i 'I. �..evvaavavaav:van-navaa.v.nnnn-n=m....v.n..v......va=vvvmvovvm.............. MICROPAS4 v4.50 File-80726D Wth-CTZ02S92 Program -FORM C-3R User#-MP1285 Uoer-Valley Energy Consultants Fun-80725 Unit D FENESTRATION SURFACES " of Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface ----------- (of.) ----- es ---- Type --------- Type value Azm Tlt ------ ----- Only Shade Description 7 Door 33.3 2 Metal --- --- Std 0.720 27D 90 ---- ---- 0.86 0.7E --------------- Drapas.Std OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Area Ltft Rght Surface ----------- (af) ----- light ----- Wdth Dpth light Ext Ext Ext Dpth light Ext Dpth light HOUSE ---- ---- ---- --`- -- - ---- ---- ---- --`- ---- ---- r 2 Door 40.0 6.6 n/a 1 n/a n/a n/a n/a n/a n/a n/a n/a 6 Door 20.,0 6.G n/a 4 1 n/a n/a n/a n/a n/a [1/a n/a n/a 7 Door 33.3 6.6 n/a 4 1 n/a n/n n/a n/❑ n/a n/a n/a n/a THERtIAL BASS Area Thick Heat conduct- Surface Type (af) (in) C. ivity R-value Location/Comments I{OUSE _____________ 1 SlabOnGrnde 795 4.0 28.0 0.98 4 2.0 Covered Slab 2 S1abOnrrnde 112 4.0 28.0 0.98 :.-0.n Exponed Slab HVAC 97STEIIS ------------ Minimum Duct Duct Duct System Type ------------- Efficiency ------------ Location ------------- R-value Efficiency HOUSE ------- ----------- Hydronic 0.778 AFUE Atti^ R-4.2 0.850 HCCooling 10.00 SEER Attic R-4.2 0.810 RATER HEro'I17G SYSTEMS Numbs Tank Externa). in Energy Size Insulation Tank Type. I{eater Type Distribution Tyre System Factor (ga1) R-value ------------ -----' ----- ------------------- ------ -------- .----- 1 Storage Gae Standard 1 0.61 40 R-0 COMPUTER METHOD SUMMARY Page 4 C-2R aay.ay.avv..........aa.v.vaaevcv.n v...vna..... ......,................ '' JectaTitle.......... Capri Creek - Unit D Date........ 04/01/99 �I �vvvcavaau r..v..v...acava=svca=aa.va.:.cvvsacsanvn.asvvvv.a:.c.==c==a.vaav=ay. .I MICROPAS4 114.50 File-00726D Wth-CTZ02S92 Program-F0914 C-2R I. j Userff--MP1205 User -Valley Energy Consultants Pun-bO726 Unit D ---------------------------------------------------------------------------'-_^ WA'.ER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light ------------ ------------ ------------ ---------- --------------- ------- 1 Storage 0.78 40000 Ftuh n/a R- n/a n/a HYDRONIC PIPING 2d713 SFACE HEATING Pump pipe Pipe Insulation Insulation Hydronic Hydronic Energy Length Diameto: Thickness Conductivity System Type Delivery (iattn) (ft) (in) tin) (Dtu/fir-ft-FT -------------------- ----------------- ------ ------- - --------- ------------ I. Storage Combined FanCoil n/a 10 0.5 0.7S 0.0i3 SPECIAL FEATURES/REM.'.RKG This building incorporates a Combined - edHydronic Space and Water Heating System. This in a multiple orientation building with no orientation rentricticne. This printout in for the front facing .forth. HVVAC SIZING Page 1 HVAC tAVAAAppLvvCppAACpROtlpLALVAtivApRvpLv4vnnv4aCYv4av4Ap...AaAlfp RALOVA....0 ppv 3vLa .o�oct Titlo......,... Capri Crcet - Unit U ➢ate.....,.. 04/OS/99 Project Address........ a++«.+• _____________________ Petaluma ++v4.50+ Documentation Author... Gregory Mize ++*+++ building Permit Valley Energy Consultants 10308 Placer Lane, Suite 200 an _tec• ate Sacramento, CA 55827 916-364-1786 Fiel3i_iec ate Climate Zone.....,..... 02 -------------^'------ Compliance 71ath-.1...... MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc, vpv.. 11...... N....AAvvpvvpvvv969RALav6LC VYPaavaa aaee4ay..A9ppevCVOvvA..RVA.... MICROPAS4 v4.50 File-607261) Wth-CT:02S92 Program-HVAC SIZING User(I-MP1285 User -Valley Energy Consultants Run-60726 Unit D -------------------'_-__-_^--_____________---------- "^^"^-------'-'^"' GENERAL INFORMATION Floor Area ................. 907 sf Volume ..................... 9070 cc Front Orientation.......... Front Facing 0 deg (1') Sizing Location............ PEIALU14A FS 2 Lutit:ude................... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design ....... 70 F Summer Outside Design...... 92 F Summer Inside Design....... le F Summer Range ............... 31 F .I Interior Shading Used...... No Exterior Shading Used...... 110 Overhang Shading Used...... Yen Latent Load Fraction......, 0.20 HEATING AND CODLING LOAD SUMMARY -------------------------------- Heating Cooling Description (etuhl (Stuh)� 0�aque Conduction and Solar...... 8322 2133 c.azing Conduction ............... 4538 1550 Glazinu Solar .................... n/a 4194 Inf i ltrar..ion ..................... $349 894 Internal Gain .................... n/a 2100 Ducts ............................ 1021 1067 Sensible Load .................... 20029 1195) Latent Load ...................... n/a 2291 -------- _________ Minirmm Total Load 20029 14140 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. other relevant design factors nueh an air flow requirements, outdoor design ter,peratures, coil sizing, availability of equippment, oteraizing safety margin, etc., must also be considered. It is the 1FJAC designer's responsibility to consider all factors when selecting The HVAC equipment. HVAC SIZING Page 2 HVAC e_"Ject Title.......... Capri Creek - Unit D Date........ 04/01/99 ,..rooee7saovean.ana..e......... ........ ......... N,ICROPAS4 v4.50 File-6O726D Wth-CTZ02S92 Prcgram-HVAC SIZING Use.%#-MP1285 User -Valley Energy Consultants Pun-80726 Unit D ________________________________________..-____-_________-____-______-__________ GENERAL INFORI4ATION -------------------- Floor Area... 907 sf Volume.. .......... 9070 of Front Orientation.......... Front Facing 90 deg (F.) Sizing Location............ PETALUMA FS 2 Latitude ................... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Design....... 70 F Summer Outside Design...... 92 F Summer Inside Denign....... 78 F Summer Range ............... 31 F Interior Shading Uned...... No Frterior Shading Used...... No Overhang Shading Used...... Yin Latent Load Fraction....... 0.20 YFATING ,L1D COILING LOAD SUEWNRY _________________________________ Heating Coollnq_ Dancription (Rtuh) (Rtuh) ................................. -•=t Gpaque Conduction and Solar...... ........... 8322 ........... 2133 _.. Glazing Conduction ............... 4538 1550 Glazing Solar .................... n/a 5864 Infiltration ..................... 53•10 894 Internal Cain .................... n!s 2301. Ductn ............................ 1821 1254 Sennibla Load .................... 20029 13794 Lr.Lent Load ............. .I...... n/a 2759 Mir: -.um S:otal Load ___________ 20029 ___________ 16553 hate; The loads nhiten are only c.le of the criteria affecting the selection of HVAC equip-.ent. Other r- want design factors such' as air flow raquirementn, outdonr denion perntuten, coil nixing, availability of equivmcnt, oversizing nafet^ r..r-gtn, etc., -int also be conuidered. It in the RVAC designer's responsibility to cornider al.. factors when selecting the HVAC equipc.ent. HVAC SIZING Page 3 HVAC ¢.vaativvvvAv n vavavv. .........v.vavvanvvnvm vv�.v mv¢aam maav m va..v......v.¢a3 3ject Title.......... Capri Creek - Unit D Date........ 04/01/99 cgaga.......a.Ntl4¢cgaa3¢LaLa ..... =............. 3(ia3aOaava va.......... v...... MICROPAS4 V4.50 File-00726D Wth-CTZ02S92 Program-HVAC SIZING _UserO-14P1285- User -Valley Energy Consultants Run-60726 Unit D ,.______ ___________________________ GENERAL INFORMATION Floor Area .............. 9C7 of volume.. 9070 cf Front. Orientation.......... Front Facing 180 deg IS) Sizing Location ............. PETALUI4A FS 2 Latitude.....,, 38.2 degrees Winter Outside Design.,.... 29 F Winter Inside Design....... 70 F Summer Outside Desi.gn...... 92 F Summer Inn ide Design.....,, 78 F Summer Range ....... ...... 31 F Interior SFiading used...... No Exterior Shading Used,..... do Overhang Shading Used...... yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUbt.,-LIRY -------------------- ____________ Heeling Cooling Dnacription ---------•----------------------- ietuh) IDcuh) --------- ----------- ��'^� Opaque Conduction and Solar...... 8322 ----------- 2133 ,.. Glazing Conduction ............... 4538 1550 Glazing Solar .................... n/a 4313 Infiltration ..................... 5348 894 Internal Gain .................... n/a 2100 Ducts ............................ la" 1105 Sensible Load .................... 20029 12154 Latent Load ...................... n/a 7,431 Minimum Total Load ___________ 20029 ___________ 145115 Note: The loads shown ar only one of the criteria affecting the selection of HVAC equipment. Other relevant denign factors ouch all air flow requirementa, cutdcor design temperatures, coil sizing, availability of equipment, oversizing safet margin, etc., muat a_so be acnsidared. It in the HVAC designer's teaponsbility to ccrnider all factorH when nelactin, the HVAC equipment. HVAC SIZING Page 4 HVAC .n.vnv.nm.nv.�n.n.....v..v.nv..............uvnvvv......vvnn..........v.vvne ('"Dject Title.......... Capri Creek - Unit D Date...... 04 Di.vv • ,.• anvv..ay...vavvnvvvv_vvvvvvvn...s..nnvvvn.avvvvnvn.....v.cv.vav nvv:cvvnv.v MICROPAS4 V4.SO File-80726D Wth-CTZ02S92 Program-HVAC SIZING Userti_MP1285 User -Valley Energy Consultants Run-80726 Unit D _______.___..__________________________________________________ GENERAL INFORMATION Floor Area ................. 907 of Volume ..................... 9070 cf Front Orientation.......... Front Facing 270 deg (W) Sizing Location............ pETALU.M FS 7. Latitude.......... 38.2 degrees Winter Outside Design...... 29 F Winter Inside Devi ggn....... 70 F Summer Outsidt: Design...... 92 F Summer Inside Desi.gn....... 78 F .Summer Range ............... 31 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used.,..., yea Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY ________________________ HeaLirq_ Cooling Description ------------------------------- (Dtuh) (Et.uh) -- �`"�� Opaque Conduction and Solar ...... ^---`------ 8322 ----------- 2_-13 ,u Glazing Conduction ................ 4538 1650 Glazing Solar .................... n/a C;106 Infiltration ..................... 5348 P?4 Internal Gain .................... n/a 2100 Ducts ............................ 1821 1218 Sensible Load .................... 20029 13400 Latent Load ...................... n/a 2660 Minimum Tucal Load --------- 20029 ___________ i608e Note: The loads shown are only one of the criteria affecting the selrctlon of ❑VAC equipment. Other relevant design factors such as cir flow requirements, outdoor design temperatures, coil sizing, availabili!.r of equipment, oVernizing nafetyy nargin; etc., must alvo be cc nvidered. in the HVAC designer's responaibility to ccnuider all facto'rP when selecting the HVAC equipment. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page I CF-1R 171E avv=evvvv --aPvaPPnvaan va....P¢vaab Cvvv===a=a � pj ect Title.. ....... Capri �Creek b-PUnit EP Date........ O4/01/99 Pro]ect Address........ ••.•w.• _____________________ eta.uma •v4.50• Documentation Author... Gregory Mize �•+•+++ &u1 ng ermit Valley Energy Consultants 10308 Placer Lane, Suite 20u ag'1, n `Teck ate Sacramento, CA 95827 916-364-1706 Field Check/ate Climate zone........... 02 ------------------- Compliance Method...... MICROPAS4 v4.b: for 1995 Standards by Enercomp, Inc. evvanvaviv.Ov'nvnvOCPa=vaCvvavvbv. v anbvvv... I a.7Pvv. Rn=..... 33.9 vPPvn C.apvvanpPPPa MICROPAS4 v4.50 File-6072GE Wth-Ct'L02592 Program -FORM CF-1R User#-MP1205 Uaar-Valley Energy Consultants Run-50726 Unit E -.................. .--..----------------------------------------------------------- mponent Type ------------ Wall Door Roof S1abEdge S1abEdge GENERAL INFORMATION Conditioned Floor Area..... 1190 sf Building Tyne .............. Single Family Attached Construction Type ......... New Building Front Orientation. Cardinal - I:,E,S,W Number of Dwelling units... Number of Stories.......... 1 Floor Construction Type.... Slab On Grade Glazing Percent'..!......... 1S t of floor area Avernae Glazing u•value.... 0.71 Btu/hr-nf-F nUILDING SWELI. IZ:SI:IATION Frame Cavity sheathing Inuul Type R-value F.-value R-value -Wood__ _R_13___ _R_n/a_. _R-i3_. Wood R-0 R-11/a R-0 Wood R-30 R-n/a F.-30 n/a R-0 R•n/a R-0 n/a L-0 R-n/a P.-0 FENESTFaRTIO" A60Ca'S�ly U-value Location/Comm.ents 0.000 Front Wall, Left Wall Back Wall, Right Wall 0.330 Front Door 0.031 Cciling 0.720 Cc^erect Edga 0.900 Exposed Edge V. of Interior Over - Area U- Pan- Shading/ Estericr hang/ Framing Orientation (nf) Value ea D:acrirtion Shading rins Type ___________________ Window Front (2:) _____ 20.0 _____ 0.750 ____ 2 --------------- Drapes.Std ----------- Nw,'e ___- None --------- Metal Windcw Front IN) 4.0 0.570 2 DrapeD.Std Nene None None Door Front (I:) 40.0 0.720 2 Drapea.Std Non^ None Metal Door Left M 40.0 0.120 2 Drapes.Std None Yen Metal Window Back (S) 4.0 0.570 2 Drapes. Std None None None Window Back (S) 20.0 0.750 2 Drapeu.Szd :one None Metal Window Back (S) 30.0 0.750 2 Orapas.Std None hone 11,et al Door Right (WI 20.0 0.550 2 Drapea.Std I:one None Wood CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1P. uoe<u...............anu»oo......'...........a.uu.¢o_v.... .................... '^-P Title........... Capri Creek Unit E Date...... . 04/O1/99 MICROPAS4 v4.50 File-00726E Wth-CT202S92 Program -FORM CF-iR Userh-MP128S User -Valley Energy Consultants Run-80726 Unit E _______________________________________________________________________________ THERMAL MASS ------------ Area Thickneso Type ------------ Exposed --------------- ------ (SO (in) Locatio%/Commenta S1abOnrrade Ido --------- 1064 4.0 __-_.._.._____-_--___--_-_ Covered Slab S1abOnGrade Yes 12f: 4.0 Exposed Slab HVAC SYSTEMS Minimum ----________ Duct Duct Thermostat Equipment --------`------ Type Efficiency ------------ Location ------------- R-value Type Hydronic 0.7711 AFUE Attic ------- R-4.2 ------•----- Setback. Noceoling 10.00 SEER Attic R-4.2 Setback. WATER 14EATI14G SYSTE14S _____________________ ' Number Tank External In Energy Size Insulation Tank Type Ileater Type Distribution Type System Factor (gal) R-value ------------ ----------- ------------------- ------ --'----- -- --- -____-____ rorage Gas Standard 1 0.61 EF 40 R-0 SPECIAL FEATURES/REMARKS ________________________ Thin building incorporates a Combined Hydronic Space and Water Heating System. This is n multiple orientation building with no orientation restrictions. Thi❑ printout is far the front facing North. CERTIFICATE OF COMPLIANCE: RESI➢ENTIAL Page 3 CF-1R Dpp...Dmvmvvpvvvvu....CDOfCDvpDpvD vvvvmu.DD p vpv............ ate........ 04/01/99 p�j ect Title.......... Capri Creek - Unit E Date.,...... U4/O1/99 'i.:svvDmvbPmmD Y.DYvv:DDpDppGpDDmppmpCDppDDpp6pDpDDVDmmupppppvpDDDpppDDDCDppempppp M ICROPAS4 v4.50 File-80726E wth-CTZ02S92 Program -FORK CF-jr, Ueerq_t4P1285 User -Valley Energy Consultants Run-80726 Unit E ----__ '-----------`----------------------_--_------ COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate ban been signed by the individual with overall design responsibility, when this certificate of zompliance is submitted for a ningle building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/ Remarks section. DESIGNER or owmR Name.... Company. Address. Phone... Licenoe. Signed.. ENFORCEMENT AGENCY iu Name.... Title.. Agency., -- Phone... Signed.. note DOCUMENTATION AUTHOR Name.... Grego_y hSi2e Company. Valley Energy Consultants Address. 10308 Placer Lane, Suite 200 Sacramento, CA 95827 Phone... 916-364-1786 Siared.. �f PUTER 14ETHODSUM14ARY Page 1 C-2R Y } ... v ... br. o ............... vv=v...... =v=..vbb.b b.................. ectTitln........... Capri Creel: - Unit E Date........ 04/U1/99 Proj:act Address........ ++++++• Peta uma �- +v4.50+ � Documentation Author... Gregory Mize •++•+++ u aing Permit ! Valley Energy Con-jultants i4 10308 Placer Lane, Suite 200 Nan ec. / Tiacc Sacramento, CA 95827 916-364-1756 I-e e- ate Climate 'Lone........... 02 __ ________________ Compliance Method...... MICROPAS4 v4.50 for 1995 Standards by Enercomp. Inc. bbpOPbvYvvvbuv............vavb,l..=b........ t' ............................... vYv 14ICROPASI v4.50 File-8072GE Wth-CTZ02S92 Program-FURM C-2R Usez-0-14P1285 User -Valley Energy Consultants Run-80726 Unit E ------------------------------------------------ --------- ....Y.........YY.....bbb..b.vbbb..bb. b b b Y n v v.v vv Y.b.r..v.+.vb..v..ab b ENERGY USE b ------AS4 Y Energy Use Standard ------- Proposed Cempliancc - IkBtu/nf-yr) " ----------------'_----' Design Design Margin b -_._----'- Space Heating.... I..... 17.79 '-------_- 16.20 '.-----'-- b -0.41 - Space Cooling.......... 7.74 5.30 2.4.1 •• Water Heating.......... 16.61 15.70 0.91 Y b North Totzl. -------- 42.14 -------- 39.2n -__-_.__ 2.94 Space Reat ing.......... 1.7.70 17.B2 -0.03 Space Cooling.......... 1.74 7.35 0.39 + Water Heating.......... 16.61 15.70 0.91 •• + East Total ----- 42.1.7 ----- 40.87 ... ., 1.27 b - Space 11r.ating.......... 17.79 17.73 0.06 = - Space Cooling.......... 7.74 5.96 1.78 Water Heating.......... 16.61 15.70 0.91 .. •• South Total ........ 42.14 -------- 39.39 _---__-_ 2.75 •• Space 11c+iti.nn.......... 17.79 18.33 -0.54 • Space Cooling.......... 7.7.1 7.82 -0.09 Water 1I(.-at ing.......... 16.61 15.70 0.91 . + West Total 42.14 41.85 0.29 - �•• Building complies wick Conputer Perforr.,nnce ••• - ..................,........................ ........................Y.. GFNERAL UNFORMATION -------------- Conditioned Floor Area..... 1190 'If Building Type .............. Single Family Attached Construction Type ......... New Building Front Or.ientaticn. Cardinal . N,E,S,W Number of Dwelling Units... 1 Number of Building Stories. 1. ,,. Keathcr Data I)T:e.......... ReducedYear COMPUTER 4;ETROD SUMMARY Page 2 C-2R r vvvvmvvuv mavacuc...................anaaaas...c vavvevaavvvvavavaav aaava.--- t Carri Creek - Unit E Date......,. 04/01/99 .aT=n-=vnaavnvancv...a ................ =..........a=vu mavvncsaaaa........vvnva nMICROPAS4 v4.50 File-80726E Wth-CTZ02592 Program -FORM C-2R User4-MP1285 Uaer-Valley Energy Conuultanta Run-80726 Unit E --------------------------------------------------------`----------'--_'-^_^_'_ FFloor Construction Type.... Slab On Grade Number of Building Tones.., 1 Conditioned Volume......... 11900 cf Footprint Area ............. 1190 sf Ground Floor Area.......... 1190 of Slab -On -Grade Area......... 1190 sf Glazing Percentage......... 15 Y of floor area Average Glazing U-value.... O.J1 Btu/hr-sf-F Average Ceiling Height..,.. 1, ft BUILDING ZONE I'6'0RMATION Floor ff of Vent Special Area Volume Dwell Cand- Thermostat Height Vent Area Zone Type (o£) ------------I-- ----- ..'-- Icf) Units itioned Type --------- ----- ------- ------------ (ft) tar:) )IOUGE ------ --------- Residence 1190 11900 1,00 Yea Setback 2.0 n/a Area Surface (af) _________ ----- I wall 29G 2 Wall 360 3 wall 306 i wall 40 5 Door 20 6 roof 1150 OPAQUE SURFACES _______________ U- Inaul Act Solar value R-val Azm Tilt Gains Form 3 Location/ Reference Cum enLo 0,088 13 0 9D Yen ]lone Front Wz.11 0.09a 13 90 90 Yen None Left Wall 01088 13 160 90 Yes Ncne Back Wall D,D88 13 270 90 Yes None Right Wall 0.330 0 270 90 Yes None Front D-ar 0.031 30 n/a 0 Yes None Ceiling PERIMETER ________________ LOSSES Lenuth F2 Insul Solar Surface (CE) Factor R-val Gains Location/Comments . -- ------ --- _--- _____ _--------- ____________ liOUSE 7 S1abEdge 11G 0.720 R-0 No Cote red Edge 0 S1abEdge 4 0.900 A-0 No Exposed Edge FENESTRATION SURFACES 0 of Vent Sc SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (af) es Type Type value Azm Tlt Only Shade Description ----------- HOUSE _____ ____ _________ ______ _____ ___ ___ ____ ____ _______________ I Window 20.0 2 Metal Std 0.750 0 90 C.88 0.78 Drapea.Std 2 Window 4.0 2 None Std 0.570 0 90 0.68 0,78 Drapea.Std 3 Loor 4D.0 2 Metal Std 0,720 0 90 0.85 0.78 Drapes•Std - Door 40.0 2 Metal Std 0.720 90 90 0,88 0.le Drapes.Std Window 4,O 2 None Std 0.570 1P0 90 0.88 0.78 Drapea.Std 6 Window 20.0 2 Metal Std 0.750 190 90 0.88 0.78 Dranes.Std COMPUTER METHOD SUMMARY Page 3 C-2R a¢¢qq¢...nnv¢vv¢¢vvaaavvq¢n..nvvnaz¢nvv¢aaaq.gnvaaa¢ivtivatlagqana iv¢a... ^va¢svaan. Jeot Title.......... Capri Creek - Unit E Date........ 04/ol/99 n anmvaavvavvvtivatlaagvvmtic¢¢¢v¢¢aaa¢avoaac¢vvam natlaanv avnaaa¢i¢ava¢¢¢na¢a. •,as n 1 MICROPAS4 v4.50 File-00726E Wth-CT202S92 Fzogram-FOP.M C-2R User#_MP128S User -Valley Energy Consultanra Run-80726 unit E FENESTRATION SURFACES N of Vent SC SC Interior Area Pan- Frame Open U- Act Glass Int Shading/ Surface (af) ea Type _--- Type value Azm Tlt Only Shade Description ----------- ----- ---- ----- ------ --- --- "--- --._ 7 Window 30.0 2 Metal Std 0.750 180 90 0.8a 0.7B Drapes.11td 8 Door 30.0 2 Wood Hinged 0.550 270 90 0.08 0.78 Drapea.;itd OVERHANGS AND SIDE FINS _______________________ --{4indow-- ------Overhangs---- ---Left F'_ ---- ---Righr. Fin -- Area Left: Rohl: Surface _(af) Hght Wdth Dpth Rght Ext Ext Ext Dpth Hght Est Dpth tight ----------- -- ----- -- — - ---- ---- ---- ---- ---- ---- ---- ---- ---- '--' HOUSE 4 Door 40.0 6.6 n/a 6 1 n/n n/d n/a n/a n/a n/a n/a n/a TIIEAJ-.AL MASS ------------ Area Thick Heat Conduct. Surface Mass Type (of) (in) Cap ivity R-value LCCdtiOn/Comments _________ ______ _____ _____ ________________ ______________________ :t JSE--- 1 S1abonarade 1064 4.0 28.0 0.90 R-2.0 Covered Slab 2 S1abOnGrade 126 4.0 28.0 9.98 R-0.0 Exposed Slab HVAC SYSTFMS ------------ minimum Duct Duct Duct System Typo Efficiency Location R-value Efficiency ________________ ____________ _____________ _______ ------ HOUSE Hydronic 0.778 AFUE Attic R-4.2 0.830 Nocooling 10.00 SEER Attic R-4.2 0.810 WATER HEATING SYSTEI.13 Number Tank External in Energy Size Insulation Tank Type Heatar Type Distribution Type System Factor (gall R-value __---- ------------------- -------------- ------ ---------- 1 Storage Gas Standard 1 0.61 40 R-0 WATER HEATING SYSTEMS DETAIL Standby internal Trnh Recovery Rated Loan Insulation Pilot System Efficiency ,InputFraction R-value Light . ----- _.--._-.___ ___ __________ ________ ----- .. j 1 Storage 0.79 40000 etuh On R- n/a n/a C014PUTER METHOD SUMMARY Page 4 C-2R vpnpvp..............vvllppCpt'Yn OpY..................... =................... mm � Ject Title.......... Capri Creek - Unit E Date.....,.. 04/01/99 .....=...... v....... p=............ .npnpn s •. ...............................v v ry MICROPAS4 v4.50 File-80726E Wth-CTZ02S92 Program -FORM C-2R -------User(1_MP1285 User -Valley Energy Consultants Run-80726 Unit E ----------------------------------------------------------- HYDROHIC PIPING AND SPACE HEATING Pump Pipe Pipe Insulation Insulation Hydronic Hydronic Energy Length Diameter Thickneos Conductivity System Type Delivery (Watts) (f t) (in) (i n) (Btu/Hr-ft-F) ----------- -------- --------- -------- ------ ------- ---------------------- 1 Storage Combined Radiant n/a 10 0.5 0.75 1.023 SPECIAL FRATPRES/REMARKS Th:n building incorporatea a Combined Hydronic Space and Water Heating System. Thin is a multiple orientation building with no orientation restrictions. Thin printout is for the front facing North. LL.n MIAC SIZING Page 1 1ATA: vvvanovvvcvnvevavv..R==vv=°viva nv v R vvvvvn=env cvvaevvunvvn=vuvvvvcvvv n nve v v Rv -.oject Title.......... Capri Creek - Unit E Date........ 04/ol/99 Project Address........ ...•••• _____________________ eta uma `—+v1.50' Documentation Author... Gregory Mize ••+++•+ I u1 rag ermiC if Valley Energy Consultants 10308 Placer Lane, Suite IGO I an ec• ate Sacramento, CA 95827 916-364-1786 1.1e 9iac ate Climate Zone........... 02 ________________ Complianre Method....., MICROPAS4 v4.50 for 1995 Standards by Enerccrac, Inc. nRnvmvvvno¢nnnnnnvn=an.Y.pan....=9tn==..6n=n=vnnanonn........ fC nu4nuY9 nvu..R=nl MICROPAS4 v4.50 File-8072GE Wth-CTZ02592 Program-!IVAC SIZING llner8-141`1285 User-Valluy Energy Cousultants Run-80726 Unit E -^-^-----^-'---------------------- ^-__.----- GENERAL INFORMATION ---------- _________ wlC,r Area. 1190 of Voinme..................... 11900 cc Front Orientation... ....... Front Facing o deg (N) Sizing Location..,......... PETALVMiA FS 2 Latitude ................... 32.2 degrees Winter Outside Design.,.... 29 E Winter Inside Deslyn....... 76 F Summer Outside Design...... ,2 F Summer Inside Design....... 78 F Summer Range ............... 31 F �c•t,I Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SLr-!MARY HeaLic;a Cooling Description _____________----------------- flituh) (Dtuh) Opaque Conduction and Volar ...... -------- 8970 .._.-__ 2,112 Glazing Conduction ............... 511.2 1759 Glazing Solar .................... n/a 4232 Infiltration ..................... 7017 1173 Internal Cain .................... n/a 2100 Ducts ............................ 2114 116E Sensible Load .................... 23253 12044 Latent Load ...................... n/a 2569 kit.imum Total Load —-- 23253 ___________ 15413 Note: The loads shown are only cite of the criteria affecting the selection of IIVAC equipm-_nt. other relevant design factors such as air flan requirements, outdoor design tmcperatures, coil sizing, availability of equipment, cvernizing safetyY nargin, etc., must also be considered. It is the IIVAC designer's zerponsib:lity to consider all factors when selecting l the IIVAC equipment. v, HVAC SIZING Page 2 HVAC - a¢ap==ppap=Yp==amap=cc=acapcac¢cYpee=ccm m=zx..pp..pacpp=epxmpeeepp xcpc¢pac..c .,"`elect T1tle... ... Capri CreeY. - llnit E Date.. Od/01/99 c3 �a¢a3 p¢........¢a................. ....... =....L¢t'aR�MICROPAS4 Yv4,50¢jFile-80726E Wth-='02592 Prcgram-HVAC SIZI170 Uaer,-MP1265 User -Valley Energy Consultants Ru1.1-80726 Unit E ------------------------------ _-------------------------------- ________ GENFRM, INFOFKF 111011 Floor Area ................. 11.90 of Volume_ ................... 11900 cf. Front Orientaticn.......... Front Facing 90 deg (E) Sizing Location............ PET.,LU:dB F5 2 Latitude ................... 36.2 degrees Winter Outnide Design...... 29 F Winter Inside Venion....... 15 F Sumner Outaide. Declgn...... 92 F Sumner Inside Deuigr........ 7➢ F Sumner Range ............... 31 'r Interior 14,11ading Uned...... do Ertt,rior shading Uncd...... 170 Ovezh+mg Shading hoed...... 1'es L'utec:t load Fractiota....... 0.20 ------ LD COGLII:;, ... SOY'Y.R'f -. ih:at. ing Cnol ing Da::cr iptiun tnut!:- lF.t uh) t C.pparyut U: nducti, :: at:;l .oiar...-_y .__.5c i0"' ""....... �41.2 Ola a ng Cu:ducticn......... s1:2 1759 ,Laing Polarr.................... n!a '1300 Inlilt:-tt iGn..................... 7,,17 1173 Fctitrnai G]in..... ... ........ .... n h ':G Ducte............................. ��. r-nailla 1: ..td•... ................ :325? lfil'! Lat•�::! ...,aci.......... ......... n/a .4 aot.c: 1;.•: 1c:;Jn il n- ,. ..r. :ht t f f.;1<<t r, n ti; F,;.Ic;tics of 1:VJ.0 aquip•.._r•.. L ...._.Ant tt�,..,n .a-,c:❑ .•.-�t t., ail ft..:'.: re qu i r r-.cnt c,, -ut(I t— Av:1-9a t vr'p c: ar t: r e n. -=2 :cai Iatii city u1. equiF�a:ctt :vc'. •; t.Lt -,;t:. in. ::ta., ,. iIr '.� •_:,...u'•::,;d. It is eh: MAC do,un:-. nj n;...i:ai t.-, c.._;a.:.._r ail ..._.Cru .i:e.;: fie In.LIT.q t ltc M"*X equil. %1.. RVAC SI27770 Page 3 HVAC -............RCL=F..,+-............II..cIIcx........................... (""�pject Titlu.......... Capri Creek. - Unit E Date........ 04/01/99 SOL- IIGCFCF.--..papas--C` .......... IIivpc i. II ............................ F MICROPA59 V4.50 File-60726E Wth-CTZ02592 Program-HVAC SIZING User;t-MP12B5 Ueer-Valley Energy Consultants Run-60726 Unit E. ----------------------------- __________________________________________ GENERAL. INFORMATION ___________________ Flocs ,area ................. 1193 ❑f Volume .................... 11900 of Front Orientation... ... . .... Front Facing 180 deg (S) Sizing Location............ PETXLUN, FS 2 Latitude.. ..... 36.2 degrees Winter Outside Design...... 29 F Winter Inside_ Denirp....... 7i1 F Sur..T.er Outside Design...... 52 F Sumner Inside Design... ... 7B F Summer Ran^e 1 .3 Und 31 F TinI Exterior Shading t§,cd...... No Overhang Shading 179ed...... Ye:1 Latent Lead Frrac:ion....... 0.2:.' );eating Coding De:,cription --------------------- fFr.'.Ib) !Iituh) _-------- ___ Opdquc Cvnductden an.i c7nlat....... ______ I ____ ____ 897C' _ ___ 2.112 ., GOring COr:ducticn............... 51 (."J 7759 G13zing Sclav................... n/a 4363 Iniil!: ra t i r,n............. ........ 7'J17 1173 ICt(?Inal G,14%.................... C7ucr.a............................ 7.atc1lt : �,aii..... . ........ • ....... ot.: T!, • Loa :: .�:u-,;n arc c:1:� sac the :ia .,ifcct i::3 Ltc. aelec!lcn cd i{l;,C e:ps:}'^r.nti. -i.11vr rule^,lnt c�dyr4 i�.ct: :'r each ar air ';cam rC[1U 1:-C'BCarII, ::ui �:'.."r �.i,li jjn f. r. ••LC: att;:^0. C'o:l :..::IL'7, :,': :.!l.t!.'11I V• �:•i .. !u!p•��nt :'c,i -.1 m tag , u-1 .r,., •-.dot e'n k. tt.It� 1. c;!, rt !r rLe Iit AC �r. •+;.,.: :t.::r ,r...,...,: cc:;:.0 Jer a', .,;..; >,;r.r. nr.. <,.tins INAC SIDING Page 4 I1VAC evv=cvcacc=v.c.cc.vvvvv=c=cc.==c=v=....................c=........ ......vcvv.cccv _ Capri CreeY Unit E Date........ 04/W 99 s=v.......cvv.c.=...................... ........ =........ ...........+...... 141CROPAS4 v4.50 File-80725E Wth-CTZ02992 Program-NVAC SIZING Unero-MP1205 User -Valley Energy Consultants 8un-80.726 Unit £ I GENERAL INFORMATION ..__________________ Floor Area ................. 1190 nt Volume.. ,........ 119n0 of Front Orientation.......... Front Facing 270 deg (W) Sizing Location............ PETALLMA FS 2 Latitude..... ....... 38.2 degrees Winter Outside Design...... 2:• F Winter Inside Uenip....... 70 F Summer Outside Design...... 92 F Summer Inside Design........ 78 F Sumner Range.. .,... 31 F Interior Shading Used...... No Fatcrior Shading Used,.,... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 11EATI!iG AND CCCLING LOAD SUMMJORY -------------------- __ ...... ____ Heating Cooling Description ML1110 ___________ ___________ (Rtuh) _______________________.... '..1 Opaque- Conduction and Solar...... DY)D 2;12 .,. Glazing Conduct.icm............... 5151. 1759 Glazinq Solar .................... n/a 7520 Infiltration ..................... '1017 1173 Internal Gain .................... n/a 21UU Duct n............................ Scnuible Losd... ................ ; r. __....3 Latent Load ...................... tiinimum Total L_-ad 2i753 1d751 Note: The loads ohco:n ace c;:ly one of the. cl:tcria affecting the selecticn f of 1iVAC: eyuigxeat. Ether rele•o:,nt u'aign fa curs such as -iv flew {) requirements. outd�r .ieaign e.ar•.peraturelr, Coil nixing, rlvliilablLt:y of II nnu]hmorlt, also to It is tho MIA den]nt: 'r. iespann:bi l'ty to cr ncici<•: all !actCrs when selactin?A the !!VA_ ryu il:,r.r,:nt. 1' a i. j CiI V of PetdIt.lillci It English Street Poll 0447c• BOX fit - IN,taltima, CdllfoJ(tliJ 9,195j Af*w 19ar4 Thumpsnn 74'0 Marshall offlcr (707)778-1389 IS.c Darld AWier FAX (707) 778-4499 CnmrcilmrreAen F-bruap 74. 1999 Janis cader•lhumpson lane (lamlllon mid=1 WAY Man McGuire Pamela Tarliau Capri Crock Associates IT 49 Geary Street, 0500 San Francisco, CA 93827 RR: Capri Crcck Ananmcnis. 1900 Sesid Lane - Nile and all apArtment buildings Pernlit V99066337 Dear Sir or Madim: Listed below are file protection rcquircmnds for the alxne project. If Sou hart any questions, please contact this "Mcc. SILT IMPROVCNIFN'IS 1. Address locator requited to lc posted at or near the driscrsay entrance. Itcllectorired nullihm are acceptable. Location and Jeiigo to be applorcJ h�- the Piro hfarshO's office. Firc hydrams shall be snared 41 A nlisintunt of 300 feel span. Location and type or fire h3dranls ore W he npp4ured by the Fire XlarshnPs office. .1. Am' Iwildi»g. sshrn the (anhest rwtion of an r::crior "aR, is ccnitmcicd in aces, n(150 legit from a public uay shall he provided with ao nccm, n1milnum IKcnly (20) feet unobmt-led ,11) sre:nhe; hard surface with thineen feet.sir inches (13.6^) scttical height cicaranco. 4. Add as a general nalc 11 plam a. No conlhustihle ec qmn lien is p¢mined aline the fuunlaiion unless v1 approsed ami-Alt audaced vo .3 is I'loridcd to within one humhed-lifty fan!,cst paint nfa huildi;:p nr st•u:w;c. FILE ropy Fib, 5, All lire hydrants for the project must be rested, Rushed, and in service prior In the commencement of combustible construction an the site. 6, All required fire juries, in which no parking is allowed, shall be designated by painting curbs red, Where r:n curbs exist, signs approved by the fire marshal shall be installcd. 7. Contractor shall provide the Fire Marshal's office with pso (2) SrIS of plans for the underground fire service main for permit approval, Prior to commencement of work. APARTMENT RUII-DINGS 1. Provide one fire extinguisher,;AInc type, for each 3,000 square feet of Rosa space, andlor a maximum travel distance of 15 feel. 2. Post address at or near main entry door - minimum four• (4) inch letters on enntrasting background. 3, Residential buildings construned over 3,500 $q, R, in area are required lb have a residential fire sprinkler system designed and imullcd in accordance with N.F.P.A. 13-D, in ail areas including attic, garage, attached Porches and eatywrls, bathrooms over 55 aq. f. and closets over :q $q. fi. arm cr 3 feet dap. 4. Provide to the Fire Marshal's Office, n minimum of MD I:) sets of fire sprinkler plans and calculations for approval and iswaricc of Permit Prior 10 iustallation of sy:stcen. $. All cnnna:tws performing ssoa. or, rite sPrinider rvstc;ns, eilha merhead systcrns Or undrry;rnund fire see ice mains, sha{{ levee a C-1 G Comraaurs l.ieensc. fi. Provide smoke dctcerors in all sleeping rooms and common halhvays. Detectors shall be pnrvidcd h:udoired with tuttcry backuP. i:lcciricl circuits surr-Iying dctccrors shall he scpamte dcJicated lines with nn n•her Devices on Qte cireuits. Sincerely. Jrrt:1'nl4��Y �' I'irr Depart T•_:.r 1 +n: lisaminrr c file fiuildir is i-inn- jobsirccopy Iluibllmg incision - file copy • .. . n. C.v.mwcv! Ir •.4•r Ld• v.. a,� eta C(l)� Of 1�G'icl�lUll`d Il rn{!ush strrcl u •-•� I'u5I Ulllr'c 13ut fl • Pldalttnlri. U111fnrnia wD5:1 ' .thryrn ----- clatA 111nmpcm r....wiharY o;Are 17re.1rmhr (707)778-1369 Oarid Koller FAN (707) 7711414 Crmn...NemFna Irohnar)N. I994 Jmri%Cadn-lhompam Jars llamllran Miclad 11"Iy Man Mc0uirc Pamela l orliml Capri CI@CL Associnics IT 49 Gcaryy Street, 0500 San Francisco, CA 95827 Rli: Capri C'rcvb Apannicnis C•huhhousc, 19110 Scstr: lair..., I'crrnit 099000337 Dear Sir,n Madatn: I.islcil heloss arc file pnuection Icquircrnenls for the nlvr%r project. if iou tense an) yucstiuns, please cwnacl This office. I. Fulsid. ono fit c cuingnirher, 2A1(111c qpc, for call 3,000 square feet of Ilonr space, and'ol a watinimin travel distttnec of 75 feel. ^_. No%ide one 4011C «ncd dry chcnric:d 1)pc estinguis!ur in hnrhen urea. 3. Post art mcol%ml local t:gn 111 a conspicuous place uvtr tit, rnain csit liom idi loans F1 L dcsip.lated as "Assnnhl)' Arcati'. "Ilic sign shall era.! ns 17%ilo " I"I loo, General 87 Inning lv 2 ", Flour r iainal 56 Dining ]b 4. All cwmin,. drapes, hangings .and otherr d:cin:nivc material shall Iv flame rcnndan4 oI treated %salt an appnssrd Inv lreardanl chcunical h) a licensed State Fire \Lush:) Applicator. 5. This 8nsinc,s %sill require an annual fire u.pdrinirnl permit for 1'ohlic Asscmld)..'111c permit Ice of Si,(I (t0 is .hue and Tsa) ah!c prior to co imcnccmenl of usc. � J_._-__ G, Provide an exit sign overall required exit doors. 7. I mergency cxil lighting; shall bo provided at or near all exits and as designated by the Piro hfarshat'r office, S. All emergency lighting, exit sign flights, shall have nen separate sources of potvei as required In the Building Code, 9. Provide KNOX box for lire depunmcm Access on the building. Application far the 1¢rx can be obtained from the Firc Wrahal's office. Box location shall he upproved by the Pin Marshal, Sincerely, "X4- Jstq Pae Fin Drpammm Plans lAumincr c: fife Building Division -job site copy Iluildiu{; Division - file copy 1:tw my M.,nm.rca 1.'nor 64",m 'I F1 Lf, ,+'011.. , Cityof netalUrna It 8nglis)) Sifeel Post CiMcu Box O!-Ntatuma, California 04O53 i(ayry bl. pAlrltld llilliaass Fire .l(arsiul7 Of:r (7071779 4788 1'lre Ala}nr rA% (707t 77,94498 Nmthizguire CwnrilmembnJ )me 114milmA David Keller Nancy C. Redd Mary sunnpr PAMOS larlmn Comsttsck blmson IOJ03 !'lacer Lane, #A Sacramrmo,CA 95M 0.101Kr W. 1998 RE: Capri Crcel. Aparunents Cluhhou:c, I%iii S;sui lane Suite 100; permit 44ANI1167 fir r Sir or yadvn: Listed I'chm ate list ptolmio❑ mquittmrnis for the atvrte project If pm hire any ilmniuns, plc;Isc contact thii office. 1. 1',st nddtc�f' m or near main enln door - inininmm fora- (4) inch learn on couu:utirtg ha: kin 11113).1. 2. Addrvse locator rcgoifrd to be pnslcd m of rear the drisesvay cntrance. Bence:olucJ numlKrs are a:crputblc. Location and dcsil;n to Iv: IppnrrCJ spy the Fire JLu�hal's oliirc. J. fast in oct'uparst load sign in a compicuous plaer new the train evil form all riMmn desifnatcd ss "A:.>enthly Ater+". the sipu shall trod as Ihllosu !davimum rl�cupsmr. Ganrr.d area dm.1t l +} 'I,17jning atcadnidc.l by li J. Pimidr. ICSOX :N s for rut depa1mcnt a;m% on the i,mMing Application fa: the lats can to abLstacd from the fire \tarslul's office 11^v lo"mon sluli be aprra:cd by tht Iac Manual. 3. hair t'.I:intjs mill te�luire an mmual fire dcrintnrw I�miil for as cin %. ll:c pennil fcc of S60 N rs due ,md p.r}able print In commcncemcrt of use. (�. Ptoridr n� th; I ter \1.tr.haYs ('fricc, A Itunimam of tun CI scar, of file sprinklcr p(at:, and calcu!,ainns Ior apptos al a -A i act ;:ncc of Mmrt rrint to installation of syslern. 7. provide an exit sign Overall rcyuired exit doors, R. Emergency exit lighting shall be provided at or near all exits and as designated by the Fire Marshal's office. 9. All emergency lighting, exit sign lights,10101 have two sepamtr sources of poster as required in the Building Code. 10. provide panic hardware on all required exit doors, 11. Flee hydrants shall be spaced at a maximum of 300 fret apart. location and type of rift hydrants arc to be approved by the Fire Marshal's oflicc. 12, Minimum file flow rnluired for this project is 2500 gallons per minute at 30 pounds Ike square inch (psi). 13. All required fir_ lane, in which no p; rking is allowed, shall be designated by painting curbs red. Where no curbs exist, signs approscd by the frc marshal shall be installed. 14. Contractor shall provide the Fits harshal's o(flce ssidt uto (3) sets of pl.urs for Ole underground fire service main for Nfla t appnstal, prior to commencement of work. 15. All roofing nuncrial shall be rated clasx "I1" or batch, uerared in acceud:mee with the Unifilmt Building Code Staadmd 32.7 and City of Pcialume Ordimmce 1744, Sincerely, ?4z� Clear Msslcr Fire Depanment flans litaminer Capti Creek Asvvia:cs, IT, 49 Grtry Sfrect, Suite SOO, .,an Francisco, CA 9410K Philips Ciroup, 10304 placer Lane, 411, Sacrencnto. CA 95A37 file Building Division juh site cope Building Division - file cop) IL IC VI a`nwn.�.a,.,.,fJM,iSra f+fa an 4 City of Petaluma a )English Sire POST office Box 61—Petaluma callfarnla o-tia,a Afalor A1. Patricia I illigass Frrr Afarihal x OJjice Vitt W)w (707)7734129 Man Maguirc 171\ (707) 771-4495 courcilmemAar octabet 19, Jim Inc Ilamilron David 1441" Nancy C- Rcad Map' Stnmpc Pamela Torlian Comstock Johnson 16103 Placer Lane, 0A Sacramento, CA 95927 RG: Capti Creek Apartments, Suitcs 101-I51, 201.251, 1900 Scstri Lame, Permit n9800316G Dear Sir or Slalom: Listed below arc fire p:oteclion rnquircinents for the a4rve project. If )"au have any questions, pleas-. contact this ofli(c. I. Posi add[nss at at near main ectry deer - minintan four (4) inch letters on contrasting backpmund. 2. Address lozator required 10 be fi'Acd at (it mu the driversag crtmewe Reficctoriied nunthrts We acceptablc. Location and design to be ipro%ed by the Fire \larahal's oflice. 3. Proride to the Fire Shushal's offr_r, n minimum of aao (21 sets of fire sprinkler plan, and calculations for approval and imiuncc of permit prior toimtallaliun of sys.tcm. 4. Fire h)dnmts shall be spaced at a narimmn of 300 fms apart. Location and type of fire h)drantc urr to be approcrd h) the Fir. Marslnl's office. 5. Minimum Ilre Muse requited for this pmjcp is 2500 g.!'or, per minute at 20 pounds Iyr s(Iuarc inch (psi7. 6. Cmntctzlor shall provide the 17irc Mtrshal's office eith tan j21 sets of plans for the un(lctganand rite smite main for pemit approsal. prior to wa.:ncnccrnem of wotl: 7, All roofing material shill be rated class "B" or better, treated in a cordance pith the Uniform Building Cade Standard 33.7 and City of Petaluma Ordinance 1744. Sincerely, 4�j� l _ __ Gene Hassle• Fire Department Plans Examiner c: Capri Crack Associates, LP, 49Geary Street, Suite W, San Fmmisco, CA 94108 Philips Group,10304 Placer 1 one, :B, Sacmmema, CA 95827 file Building division -job site copy Building Division - file copy Idl9s[ aMwR.aomwcrt lN45a fuses art.