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01030151 Plans & Docs r--' ON L,lj i z �Iz 14-Q k�ZL� �mw�- Kelly Gordon Development Corp. 12241 SARATOGA-SUNNYVALE RD..SARATOGA,CA 95070 • (408)873.8774 • FAX:(408)873.8819 February 28,2002 2-21, WTj_ City of Cupertino Building Department 10300 Torre Ave. Cupertino,Ca. d0 Re:Lot 1/Orion Lane,Cupertino Dear Building Inspector: Enclosed please rind the letter from our Architect confirming his approval of the modifications to the plans as you requested.All other items have been taken care of. The only outstanding item is the electrical outlet at the master hallway.Our Electrician says that it is not required by code because there is already one in the halfway near the kitchen.However,if you still want it installed they will do it this afternoon. If you need anything else please let me know. Best Regards, Brian J.Kelly Jr. (32/28/2002 i2:01 48d-370-7833 PROGRESS:'7E LESIGI4 PAGE 01 27 2000 7lsa j4do" o4aaga ane !n 03d n 0.s Else Audd l 44dl 0.s 201 # 1 O wwo 1pa A eKp&%440%a. 74e. 8'4"q dAm,.% aI detail 21.2 a .sal w""4 !uy wde and ca.s 66 delated Ilse clra.rga 4 Me P.W4 wom W449 140Mca�'ed to used 1s acceptadle. Mad*w4o.v 4 Ilse lap 1, Ma madm, Gedvmw a !,s wades /pao" Ae p& .2 z 10 walls a clip a1 Ilse plate. elsa.sga Ilse PO, p424,4 r s Ilse Anc4 ao n �o.,s 3;2x to 2-2x84 , d wad. a" 04dwi, L�A 441 N.ConWd AVO.,C=02011.CA 95008(40813M7890 Fox(4081370-7893 E-mdl:pdolex(Wrc3h.net MARVIN D.KIRKEBY 3249 STEVENS CREEK BLVD.#101 SAN JOSE,CA 95117 (408)984-0331 September 27,2001 Job No.20033 /0-y S Building Department 10300 Torre Avenue Cupertino,CA 95014 Re:7835 Orion,Lot 2,Tract No.9335 Gentlemen; Please be advised that I have inspected the subject lot and hereby state that the building pad conforms to the approved plan and the basement setback location and elevation conform to the approved site plans. If further information is required please contact the undersigned. �f truly0`ESS!pyq �/ A '�,�/ �c��oa�`►D boy lF, Marvin D.Klrkeby w No.14 .., Registered Civil Engineer * Exp. 3131105 P�T CIV►\- F OF CAl\FAQ e e KIHLTHAU, INC. Consulting Engineer 1030 Connie Drive,Campbell, CA 95008•(408)379-6561 March 18th 2002 Kelly-Gordon Development 12241 Saratoga-Sunnyvale Road,IIC Saratoga,CA 95070 E RE: Rough Framing Walkthrough for the New Custom Residence al3-,' 7835 Orion Lane,Cupertino,CA (Our Job Number: 20084) As per your request,and the requirements of the City of Cupertino,1 made site visits on 3/14102 and today to observe the progress of construction and assess the general conformance of the construction with the approved design. This letter report shall be considered as supplemental to the framing inspection program already performed by the Cupertino Building Department and is intended to be a stand alone document, (i.e.,performed independently of the Cupertino Building Department).' Basically,during my visit I walked through the exposed framing and generally approved the conditions seen. The only items of discrepancy found during my first visit were itemized on the attached list and given to Brian Kelly,Jr. and confirmed as being corrected in my subsequent visit since the items were minor in nature. This letter is intended to formalize the verbal approvals given of the conditions observed and confirms that the residence framing observed as of this date generally conforms to the engineering calculations and design intent. Attached is a stamped document sketch indicating the formal record of the installation of the 2020 Master Bathroom window as a field change requested. This letter was written using standard civil engineering principles subject to the limitations of the visual techniques used. Obviously,the-sho isits and observations noted do not replace the periodic inspections provided by City of Cupertin , nor ould this letter be considered a final framing signoff for this residence. That 1 respon�ility s ll belongs to the City of Cupertino. Should you have any question regar 'ng the c ents of this fetter o not hesitate to call. 'imothy M ihlt a R.C.E.4 34 J, r s • /' FAM• aa. A5�A1�'`�L�f� �t i f j� � W� / /LO^�!i LA(? SLIC.f -- MF>0.�'yl �j`-tom"��✓vn bch�►�� r ` � / G l cy ►�ooEi 1Q/t—_l��y%t --- - !t t 5 C o✓ /1 tP ---- -- -- --- rH��IF rr_i. OF �'E`J1 '1:,'-J--dt F__ i ,i� tr+rcd:HoI.1�I)'p.l a r_ FrJrncr Door PG!a I} i ��.s n:O.nC��.•r+.fJ 44 Z,.•. D ?� 12 2002 25ea4 9na)oecl - Ilse aaPoa. &M44e4 called oat oo Ilse plana �n 2d # t D� Zane, ca.: de my4ited. 4 avieea6ls. (.�me4g&+ Ilse 6ay a4ea c",da LS nslld rutUsoret l awf a v da reattom Vwojj u oapoti 6wkW4 to nal Hece�a�uy. a� el y Alen G'. 1'esetan 441 N.Control Ave„Campbell,CA 95MB 14081370.7890 Fax(408)370.7893 E+nrnl:pdgexOflash.net - �VFAJ 406 2q8N 164 ( n ,ro In6ulation 002 MR�,lz,2222 2:07PM CERT4INTF-U Zc CMM N0.5� '•= Fax Cover SheetCertainTeed 0-1 To; w. \=btr ofPegs(L=Iudlaq cover) Clinton Manson 3/12/03 1 Comps49: Fax Number. Coastal Building-Products 408 2987257 F10 M: ental: Po Sax 660,730 S.5 redeeord P.d. Dick Ray vtneyForge,PA 10462, Telephone Numbs.^, Taft Number: 610.341-7677 or(800)274-8530 x7677 610-341-7571 F.weil AddretM Richard.J,R.ay@saint-gobain,cam Re:Orion Lane,Lot 1—Cupertino,CA Clinton, confirming our phone conversation of earlier today,it is not necessary to ir'atall a vapor retarder with the cathedral ceiling fiber glass insulation,provided there is at lea`as',a 1"vented air space above the insulation, In the subject home,the ceiling is con6tramed with W's,insulated with 6,25"R-19 unfaced insulation,with a cardboard air baffle above the insulation. Provided that a vapor retarder is not required by the local building codes,this is an acceptable application for Cupertino,CA PIease call the if you have any questions. Sincerely, Richard J.Ray Manager—Technical Services Insulation Group CertainTeed Corp, Technical savleet mommendatiom sm for*A inforamtion of the predeet d-aipar. The project designer, ail*;aeer or fuahitut it responsible fer the rjltsbi'.iry andperformanoe of a design, FROM :JCHNSCN LUMBER CO. FAX NO. :408-778-0020 Mar. 20 2002 03:G4PM P2 + I.1 WR 19'2002 17137 FR (,P-NORTHtW CALIF 3W 706 8020 TO 9140877130020 P.01�0j III' ' I Wsstem j 3601 Q • , FAK ( j 1 �II W suvk o I I' Phons: '�8 778 Ov LO I s From: Mike Griffin (303) 706-6064 �.;�s�'�++11�-tN*E'�"r.'M,!.,• .:,ui�w,1J� •�10l t,.J•... t� �11�' I �IIf J�' �'III I i R.: s �; 1 , ._ �,� '�• tk�bt• i�'"r�c�7, '�ZOo 2"'� ,I I I�I'y { I nts: � ew- 1 I � ��', � n I•�,y'l�d;.� ;,;w:�;��1'141v":1,K7�.+•:rY•, ',�t, � k � �l � ��ri�'I/r,I •••Ilii :1 � �� 1 li i ii I iI I N 10i M"W j pill jlw VM CIN `h1+inYWn or db 1i1 Wo so ft oam oftm W" at Gia)70&&W. r -,pip .X02- 78-C1.'_Ct tsar. 20 _DC.- MAG 19 2222 17'38 FR GP—NOPT IE—R C1L I F 303 -IBE 00.0 TC 91405"rF130020 171,22• { jI i Certificate of Conformance c.rtrticat. 056351 :I THIS 18 To CERTIFY that the glued laminated timber ProdUCM Identified with a Collective sLngkmw ed KWd aps(R")were manufactured in sccordanee with the applicable eta i and.assodatedpWr •IMka!tad below., i i I AN818tanderd#1,90.t-f*.For Wood Products—Structural glued I ` I� II I L'aminated Thnber, NER469 glued Laplrtated Timber Combl^etlons And'GAP• J I Compubrr Program Por tWor **V D01119n Btr+Nsae I� j AIT0117.93—#AFAiukctu&Q—$totderd SP90W4stione For 8truotural 1 IT I$HEREBY CERrIFIE0 that ttte AM EW ttrademerked structural glued laminated timber m { I re IA a rtrgrtufaoturfng t�ky mblea ii;regular audgs In accordance with the Phpl lipod;tt rna (EW,)Quality Assurance Program.Routine audits Include inspection rts&wicturing proc and eysta0oa of the Jn•PUnt QA Program with adequate aampling to ianforrninca to Indo y standiardi for piritbe jprads'and ghAAns bond quality. i i Casae MAR " �i .'n(♦7"' �' I '- I' by . I � CD m —r--• F�' S L Thomas G.tWiUamecn i fiamA O Vim President, evarree�so waoo trs7M r 9 MON rupOUM d AM-rrt VMPAWW n I W ASIOWrl, I mnso4n t�aww•no.M�roe•�.►wt w�aetm I{ .iI i �'-ir..l'.MilT•i,.D•o.: r.uV,�+r,�eL•'al,. l rx:R 19 2202 17!_V t-RGP-rQP_'EkN c�r-t� 7R3 70G e02g TC 91dOP77=20 `4 it , ,i I I i CERTIFI �,ATE OF CONFORMANCE HE UNDERSIGNED MANUFACTURER HEOVY CERTIF Ow the products Idslntj%d below and on atlaahsd Sheets Noe aro marked ! the collective Mark of the AMERICAN rNBTITUTE Of rmum CONBTtal.t TION(A(TC�and q I manufactured In conformance with appacable provisions of American National Stan rd ANStIP 6M i At 90.1-1994 Structural Glued Laminated Timber,and that such manufacture has been at our in which plant has a yyusllty control ayysttM�11 YY t r�,•. tihe, til f *Mff4 p th}IN8 fr7VTE OF THdBER CONSTRUCT and inspected p+rlodfcaRY by such t3uroau. 03tGLFi4ACg1CCO�YP0"MoN lt Me t.00ATiCrtl cuaromma bg%Pl tP..j i95i aATa a OFIVIER NO 16439 III'• I 1 - j ` I 00"PAW FIJXK MG COMPANY POl f10 UD oATE f Tins I q HEREBY CERT7FIES that I* Heid oornvany at Its said giant Is lloerulod by AWIIOAN!INBTiTtJTEOFTIMBEACON8T7aUCApN��ettheladequacy� erk In o thequaff- I cU otlproduota WMoh Co"Y"With apptk�lfte.provisbns'. 1 f Ilyr roonfiol item In OW at.sold pram lb parfobicelfY 1 1 and vWffad by the I nspect M Burow of this AMERIIPAN INGTIME OF TIMBER 00N67FtlJ1 ON,and that In the jud of AMC.Sala oo K oapabl+d pWth a�plioebie manufscNrtrlyartd testing p�o�i pt said Standard In respect of products a�m ckrred at aside phwL Conkormenoe with th6 l�tMa" � in reapebt of any spbbft or parffotAw product is the,aois responsibility of the manufacNrerI RITC' guarantee hereunder being that the said compary is quallf od to produce a product meeflnp the Standard and that Its plant is periodically hepochrd and verified by the AITC Inspection Bureau. j PjTc Certmcate No, 92- 06 9 6 8 5, AMERIM INSTITUTE OF TIMBER CONSTRUCTION � 1 11 'II I ' UAN 04"t MAERICAM 01ST"VM OF71MDCR 00NaTRUOTI0N I:i I I ; i _Hr_Kfl LUMSEP CO. FA- Mar, 20 2002 ©T: k�rP1 P� MAR 15 220= 12 i 39 FR �p-plfflTtf7dv tFL1 P 343 8020 TO 914&Fe ets Xn ro UACHUENT NUMBER z 6 68 gated i I /TC' Carliflcede of Conformance Noq..-=- -- , Job i ' jab Low Dow ore" No. d on twa To.totlewhi ldrnt►Na IM S int plvra fh�YMk ID�d i �raw OEM" Ilr rr 4M YY y !I ; I c 11 1 N 1"% • 1 ?ills Ift I d7l Ano M■"' .. .. •ri/��r,wftr.r tYrr I ji-, nqQ 17 2U2 17:3S FR GP-NG.TFFSd+ =nLIF 706 0020 TO 91dA97?90F1"�� - ,ta'u r i I 'iCONFORMANIC� � ; � I 0, ERTIFICATE 0F ! kF UNDERSIGNED MANUFACTURER HERBY CEPTI wl Inal the products Identified below and on Attached ahsets Nos. --0�a a and the CoMeoetve Markof the AMERICAN INt3TTTUTE OF�d n NationalslandNerosv`T rnanutaotured In 0000'r ance with eoplkxble provtNane A1o0.1.1 M StructuraAJ l Glued Laminated Timber,ander suppceahrtMRtlAhas av%hea�t��ousr� n � I*pQrovad u Ute AMEFtlCAN IN6J7`fL�TE OF TIMBER CON3THllC end by each Rtlraeu. I p'1!!lN ?ACV=CO�PO7t,17LON ,pa tiMAAG I II 9 ,i wmtANO._ �,{ t7USTDMGR R gROiA N�+.�;1. --r � , Wilt" No O�IE!!� 7V0 7 GAILHBY OOAfPAN r p=n 3W CO}d►AW 1 (VQN/�T1JRE I j ;rn>• SATE 'I AITC HEREBY CERTIFIES that sold wrom Y at its said plant la IICenead by AMERICAN INSTI I IJT8 OF T1M$EFt CON9?F71J oN.to use ft AITC Collective Mirk in r t of prcdwc%which comkatt h N*11able provisions at'said Sia^dard,that the adequacy of the q Ity oonvol sybtsm to saki is Irmwted wd veMled by the Inspect1111'a iefiir ftmb of odtlDNiF A I p eS a may-Ase And that,In th g prep ialdf* rnarxdstturirp and testing p iel ; ! of said Standard hof products ma at said plant.ContormnnCe with the Standr�l In of duly I CtTIC or,pa al promm ie.ttle.ode revorulbuity Qf the rnanutecturor,/,IT BI guarantee hsreunder balnp tint the Bald ownparry IsqueWled to produce a product meetInp itis sAW, Standard and that its plant is perkKamily inetfocted and wftd by Ihn AITC Inapoobal Buroau. arc cedf icatem. 82- 0677.85,� , i AMERICAN INSTMR OF TIMBER CONSTRUCTION I b 1 W2 AMERICAN NUMJM Oft TIM136A CONSTRUCTION ARD rOfM e0 . FROM :JOHNSON LUMDER CO. FAX NO. :409-"6-0©20 Mar. 20 2002 W:07PM PG �,iF 307 -M 0020 TO 9j4W7?A=0 N.1?!/G I 1 I . � xR l9 20a 19140 FR Ga-NORT}ET� I sMd ll1,is�, ;V I 77ACHWAIT..NUMBER To .7Q�Dated 1-f k � I 1 TC Cw*ftele of Conlbn'n�arrae No K7 11 '1111 i job NOM*�- I I i Q Job tewiiew: -,6 4AWa Order Ne. O II orals Ord- No. �Q Oold I I �w1 oMp MM Mit 10'eft liar Itmi were WOW en NS Id'- I T1r Nlle�i+/��n+n�n No A000 lM�M w IU map :I� I e'-��+'�'•'� -,- .. �i� .�..--� �'•Ili,' . iWY '1• �� L.. I II I P' 207 _ ... . ,N • l i ... .. . � � � •sit wwl�n Yrlrr I�YMn �,�!I +,I I I j + Wtf Trw IMS I� I :. I•�,6 .I MAR 2 5 9nn7 r ! l soy TOTW. P049. KIHLTHAU, INC. Consulting Engineer 1030 Connie Drive,Campbell, CA 95008• (408)379-6561 Kelly-Gordon Development Corp. March 21,2002 12241 Saratoga-Sunnyvale Road Saratoga,CA 95070 Re: Misc.Questions Raised in Your Fax Memo,Lot 2/Orion Lane,Cupertino The following response item numbers correspond to the numbers of your questions: 1) The Ceiling Beam Over the Family Room was identified as R-13,when in reality,it's Beam R-12 which needed the upsidedown holdown beam to post attachment. I merely misread the plan at the jobsite. 2) The missed collector tie straps indicated on the plan,to attach Beam R-20 to the Front Bedroom wall top plate were replaced with a pair of MTS30(or equal,better)straps attached horizontally- No need for me to revisit the site for this minor strapping,the City inspector may verify their proper installation. This letter was written in, to concerns raised by the City of Cupertino Building inspector after I had performed my rough framing walkthrough last week. I appreciate the opportunit r this c t--,n ofthese minor issues. Timot .K' t� u R.C.E.4 834 ,r>\ Tf�•' is nUP"�.-� MAR 25 ?002 C fi: c r p ORDINANCES �r - AI. � � 4Z f.,usr SUBMITTAL ,from #1 n fro I G be as PERNIIT P- ^ CUPERTINO SANITARY DISTRICT Santa Clara County 20065 Stevens Creek Boulevard,Building C Cupertino,California 95014 Telephone 408-253-7071 CONNECTION PERMIT Date %'' ^ APN: Book ( Page_Parcel ROS/PNI/Tract No.`' Lot No. r Property Owner. �- l i i'.( �!-. Mailing Address: I- (I/Wc),being the ouner(s)(owner's agent),hereby make application for connection of the at: 1 consisting oC the following Type of Buildings: Residential: Single Family Dwelling 4 Multi Family Duelling_; No.Units_ Commercial Industrial Other No.Units Do hereby request a permit to connect the sewer system of the Cupertino Sanitary District. IN CONSIDERATION OF THE GRANTING THIS PERMIT,THE OWNER AGREES: I.To comply with all existing Ordinances,Rules and Regulations of the Cupertino Sanitary District as now or hereafter amended. 2.To maintain the House Sewer(that portion of the sewer within private property)which includes a serviceable cleanout to grade and accessible located within five feet(5')of the point of connection with the Lateral Sewer(that portion of the sewer in the street right-oftvay of District easement. _ 3.To acquire a Plumbing Permit from the { of "I :I ` ' ,Building Department and obtain the required Building Department inspections and approval prior to use. 4.To expose and inspect for serviceability the Lateral Sewer prior to starting construction of the House Seiner. 5.That this permit docs not constitute a request for the issuance of an encroachment permit for sewer construction in the street/public right-of-way of the agency having jurisdiction thereover. 6.To connect to sewer within one(1)calendar year from the date of issuance of this permit. 7.To call UNDERGROUND SERVICE ALERT(USA)1-800-227-2600,at least 48 hours prior to starting construction. 8.SPECIAL PERMIT CONDITIONS: E A BACKFLOW PROTECTIVE DEVICE shall be installed to protect the above propertyby the owner. Type of device and installation shall comply with the Plumbing Code Requirements of thejurisdiction shown in 3 above. Fees: Serer Service Charges to June 30,"" No.Units y_x SI_Imonth x no.months (31010) Backflow Protection Device Inspection Fee (31020) Connection Permit Fee: i' (310'0) Additional Connection Fees Total: - Considerations and Considerations of this Sanitary Sewer Connection Permit with attached Exhibits,are hereby agreed to and acknowledged by the undersigned Owner(or Owner's Agent). Failure to comply may result in termination of permit. Acknowledgement: Owner's Agent: (If Signing for Owner Please Print Four,1'ome) Receipt of ` /' acknowledged and permit granted. MARK THOMAS&CO.,INC.,district Manager-Engineer By: Revved 5/00 NOTE: See Details on other side of this permit TYPICAL CLEANOUT FOR LATERAL SEWER t Distance from Property Line to be as close as practicable, c not to exceed five(5) feel. J 21 d Removable Cleonout Plug n o. Finish Grade Wye for Riser —� Sewer Cleanout Box with Lid to be accessible and maintained by property owner. Short length Riser Pipe Adaptor coupling�� Ire Bend FLOW m _ Latera_ al Sewer I House Sewer___ Laterot Sewer atop. ,,11 House Sewer slope` daI rmined by Oistr,Ct `F determm.d by building department —CLEANOUT TO BE SAME SIZE AS LATERAL SEWER— Notes: t. Distance from the property line not to exceed live(5')feet. 2. Property Line Cleanout,Lateral Sewer Cleanout,to be same size as Lateral. 3. The maintenance of the Lateral Sewer Cleanout is the responsibility of the Property Owner. 4. House sewer minimum slope determined by local Building Department plumbing code requirements of the agency having jurisdiction thereover. TYPICAL BACKFLOW PROTECTIVE DEVICE INSTALLATION TYPICAL BACKWATER VALVE TYPICAL KELLY VALVE INSTALLATIONS INSTALLATION �w,•,mcr•,n.�R.,r,•c..n.. FIGURE FIGURE 2 nFIGURE 3 1.11..9.1..G,... a e.Ia.G,... n ..G' - rcd. Sn..n fi.,w.n Sn..t Ri.nr-al-w..on.8•w.�. Sro.n♦ r.L•n.CI.....I $.—IA.I<.nr T. wBwla•n0 ...r..Ae Svlor Mmnl.n.nce Peyvr..Yin�mum M.Inl.non<. R.Q�u of Mnimvm M.nrenan;. _ V.Ir.To Be R....o.l. vel..Snwld B.Rem U .Hn Evr r..C...r0+ FINISrr FLOOR—r L r 1.f FINISH FLOOR .—KELLY VALVE VALVE ACCESS BOK KELLY VALVE ' F Fin•.n G..d. F•n•.n G.o..� __�1 y de n 2 eACK WATER n VALVE FLOW A FLCW Flow Notes: t. The Backflow protective device to be located on site in the house sewer. 2. The type,location and installation of the Backflow Protective Device shall comply with the local Building Department plumbing code requirements of the agency having jurisdiction thereover. 3. Device to be accessible and maintained by the Property Owner. 4. If a Kelly Valve is installed at Property Line,it is to be readily removable for Lateral Sewer Maintenance. J�V T�rrrf Imo. KIHLTHAU, INC. Consulting Engineer 1030 Connie Drive,Campbell, CA 95008•(408)379-6561 March 5th 2002 Kelly-Gordon Development 12241 Saratoga-Sunnyvale Road,#C Saratoga,CA 95070 APPt30Vl;EF RE: Rough Framing Walkthrough for the New Custom Residers trAt<CORD/"'TCF WITH TPF CITY OR 7825 Orion Lane,Cupertino,CA (Our Job Number: 200$ RTR10 COD /,IID 0RDINANCFg I, aU )- As per your request,and the requirements of the City of Cupertino,I ma'dtre'e-visite on_2/2 33//44//022,to observe the progress of construction and assess the general confc i s, 7e approved design. This letter report shall be considered as supplemo l to the fra mg ins ctiX;_roFra already performed by the Cupertino Building Department and is intended to be a stand alone dpctlment, (t.e..Performed independently of the Cupertino Building Department), Basically, during my visit I walked through the exposed framing and generally approved the conditions seen. The only items of discrepancy found during my first visit were itemized verbally to Brian.KGlly,and confirmed as being corrected in my subsequent visit since the items were minor in nature. This letter is intended to formalize the verbal approvals given of the conditions observed and confirms that the residence framing observed as of this date generally conforms to the engineering calculations and design intent. Attached is a stamped document indicating the formal record of the field changes requested. This letter was written using standard: engineering principles subject to the limitations of the visual techniques used. Obviously,the s visi and observations noted do not replace the periodic inspections provided by City,,o Cupertino for sh Id this letter be considered a final framing signoff for this residence. 'fh l responsi lily still belongs to the City of Cupertino. Should you have any question regards g the o e is of this letter, tease do not hesitate to call. T tnothy M. thlt `1t R.C.E.408) [ 11 \.. % r MIA 0 h 2 OFFICE COPY REVISED `- PICUE 11D. =eb. 21 2002 0`_':14=11 P1 KELLY CiORDON DEVELOPMENT CORP. r&,No.. (406)873-4819 Phone No.: (408)373.8774 FACSIMILE COVER SHEET Date: February 21,2002//vAPz E 4, lav v To:Tim Company: Far no.: Total pages irn;Iuding cover shect:2 From:Btian J.Kelly Regarding: Lot 1 Orion Comments:Tim: Met with framer here arc his questions. Item I.Will install A35 Clips Item 2-voided Item 3-Can install ECCQ on beam. Will existing strap be OK to tie ridge bean to garage headed? Item 4-F4 was nailed to rim and plate' Can install L90 to anchor will that work for you. Item S-Will pot hole.Cuuplerbehind block.Can see coupler on LoO some plan not covered up yet. :.::. iF`�\ .':� V vn_. ��- •� .,.. _._.__ is .•,�.� � .. _ ..... __....._-.__.__- _._ - I �4• ^� fl { I i1 L4, � I f - - --—--------- -- i i b'f V 1"1'1 ly -11 Wg 0 4—H Z4,Al B'Q f ..9 r9+l rl J f 7"I J'11S'i41.G/L 6ml 07 0'w9.191-21 r N I Fes=•� -_ �V` � � .��. AA •� A.�- � :� �.� w ;Frllj.lpIff u� of _-' I�\ ` \\\,\ \ `�\`\\•. --�� ff / o , Cie a7 , s•m �, ` \ 7 � m � _, X19 e oe c) F m • (LL /J Ni ��-.,\• ,vR�Oho<ca �Zu:fO B'e-Z i _ — I � • 61-F) �z !vim o•C i o t .\ 'Qm j om L 66ory9'70..91 a'9'W'riU --- » •9�9�1eld 4-1!1 1'I1S 441.2/l'Tiiiiih,'� +[zj/ fie•v � — r..,.ryJ�'14C7 _ u o _ 10" /• v u ). I � 'p IJ ti •.,. "I m.l..CTI b`r; _ � _�•( dS li rt io o/ •F `� = o _ __, _.J_ ._:J_ _�o- :�-:e�.J f RUYCC 7J-JC 1L::.V� r"•]L Baa �eG. 27 2000 EcYI �GT,' `Jiro �allo sr y dwui,es aze oz aiiC a.L dze Lzdwif Gens y "dl o.,t d-Aoc at deta,4l $/2 a Ko' aeg"w 4 code aid a� t1 a wo-w celisg �4om aW,&ud to va"d is /l�lac�i;�catia,� a�i die lup. uz die aro�lle� Gednon� cd us air, /��.otc.'de .2 z 10 u4,44 a c4 at the plc e. C�✓.r�,�e Me Pt`cLi pl2,&s in Mo jaot4 ^.00 hoot / 6'. 4 STRUCTURAL CALCULATIONS PROJECT: New Residence W/Partial Ba ent Lot # 2 For Kelly Gordon Devel ment C r At Orion La e, �.. Cupertino, a., JOB #2008 - 1 r F7i `` ��tt e I SUBMITTAL #2 • KIHLTHAU, INC. Consulting Engineer 1030 Connie Drive,Campbell,CA 95008• (408)379-6561 GENERAL NOTES i)I[FOLLOWING SPECIFICATIONS SHALL CONFORM TO THE 1997 UNIFORM BUILDING CODE AND ANY OTHER (ITT'ur COUNTY ORDINANCES THAT ARE IN FORCE AT THE TIME OF THIS PROJECT. I Ill.SELEC"(ED GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS,ELEVATIONS and CONDITIONS PRIOR TO STARTING ANY FIELDWORK. ANY DL:VIATION CALLED BY THE FIELD CONDITIONS.OR ANY CONDITIONS DIFFERENT FROM THOSE INDICATED ON"EHE PLANS SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION. ANY DISCREPANCY NOT REPORTED TO THE ENGINEER WILL ABSOLVE THE ENGINEER FROM ANY LIABILITY FOR DAMAGE CAUSED BY THE NOTED DEVIATIONS. TYPICAL DETAILS SHALL APPLY WHERE NO SPECIFIC DETAILS OR SECTIONS ARE PROVIDED. DIMENSIONS SHOWN ON PLANS OR DETAILS TAKE PRECEDENCE OVER SCALES SHOWN. T HE SELECTED GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE SATISFACTORY COMPLETION OF ALL WORK IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. STRUCTURAL STEEL STRUCTURAL STEEL SHALL CONFORM TO A.S.T.M. (A-36)SPECIFICATIONS AND TO THE LATEST APPROVED EDITION OF THE A.I.S.C.SPECIFICATIONS FOR FABRICATION and ERECTION. ALL BOLTS SHALL CONFORM TO A.S.T.M. (A-307) FOR UNFINISHED BOLTS. ALL BOLT HOLES IN STEEL MEMBERS SHALL BE TRUE; BURNING OF HOLES FOR CONNECTIONS WILL NOT BE PERMITTED. PROVIDE FULL BEARING ON UNTHREADED PORTION OF BOLT SHANK FOR ALL STEEL CONNECTIONS. PROVIDE LEVELING NUTS FOR ALL BOLTS AT BEAM SEATS and COLUMN BASE PLATES. AH.NUTS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE HEAVY HEXAGONAL NUTS. \L1.\%F LDING SHALL BE AS INDICATED ON THE DETAILS and PERFORMED IN A QUALIFIED SHOP,UNDER CONTINUOUS INSPECTION AS PER U.B.C. 1701.5.5. FIELD WELDING.OTHER THAN MISCELLANEOUS TACK \\'11DING.IS NOT PERMITTED.UNLESS NOTED OTHERWISE IN THE DETAILS. CONCRETE CONCRETE.FOR SLABS ON GROUND.BEAM FOOTINGS OR PIERS SHALL HAVE A MINIMUM COMPRESSIVE S1 RENGTH OP 2500 psi AT 28 DAYS.UNLESS NOTED OTHERWISE ON THE PLANS. 111E MAXIMUM AGGREGATE SIZE SHALL BE 3/4".AND MAXIMUM SLUMP SHALL BE 4-1/2". ANCHOR BOLTS.HOLDOWN BOLTS,DOWELS.and OTHER REQUIRED INSERTS SHALL BE POSITIONED and FIRMLY SECI'RED IN PLACE BEFORE:THE CONCRETE IS POURED. I'Ill:SELECTED GENERAL CONTRACTOR SHALL TAKE ALL THE NECESSARY MEASURES TO PROVIDE A PROPER ('OV P-A('TION OF THF CONCRETE. Till:EXCAVATED BOTTOM OF ALL FOOTINGS SHALL EXTEND TO ELEVATIONS SHOWN ON THE DETAIL S and THE .F('O"I INGS SHALL,BE POURED IN NEAT EXCAVATIONS,WITHOUT SIDE FORMS AS POSSIBLE. • ,qt SOILS II IF SELECTED GENERAL CONTRACTOR SHALL MAKE HIMSELF FAMILIAR WITH ALL OF TILE SOILS INVF.SIIGA"I"ION REPORT REQUIREMENTS and RECOMMENDATIONS,AND TAKE ALL NECESSARY MEASURES FOR A CORRECT AND COMPLETE IMPLEMENTATION OF SUCH REQUIREMENTS,IN THE FIELD. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BARS, CONFORMING TO A.S.T.M. A61540 REQUIREMENTS and WELDED WIRE MESH PER A.S.T.M. SPECIFICATION A-185. REBARS NO.4 and SMALLER SHALL BE OF GRADE 40, and REBARS NO.5 and LARGER SHALL BE OF GRADE 60. ALL REINFORCING BARS SHALL BE CLEAN OF ANY RUST,OR FOREIGN MATERIALS. ALL REINFORCING SPLICES SHALL BE LAPPED A MINIMUM OF 30 BAR DIAMETERS.BUT NOT< 24". CONCRETE COVERAGE FOR REINFORCEMENT SHALL BE: 3"WHERE POURED AGAINST EARTH. 2"WHERE POURED AGAINST FORMS. I"FOR SLABS POURED AGAINST FORMS. O'IliER COVERAGE REQUIREMENTS MAY BE NOTED ON THE PLANS AND DETAILS. SEETHE FINAL,APPROVED PLAN FOR THE QUANTITY AND LOCATION OF ANCHOR BOLTS. LOCATE BOLTS WITHIN 12" FROM CORNERS and SILL BUTT JOINTS. CONCRETE MASONRY ALL MASONRY WORK SMALL BE REINFORCED GROUTED MASONRY and CONFORM TO THE 1997 UNIFORM BUILDING CODE and SHALL BE 8X8X 16 LIGHTWEIGHT UNITS WITH A MAX.LINEAR SHRINKAGE OF 0.06°.o PER A.S.T.M. (C-90-52),GRADE A. HOLLOW UNITS SHALL HAVE ALL CELLS GROUTED•WHILE SOLID UNITS SHALL BE GRADE MW.W!2500 psi ON THE GROSS AREA OF THE BLOCKS. NO CONTINUOUS or PERIODIC SPECIAL INSPECTION IS REQUIRED,U.N.O.ON THE PLANS. MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. GROUT MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND and NOT LESS THAN TWO PARTS PEA GRAVEL. F'm SHALL BE 1500 psi FOR BOTH THE- MORTAR and GROUT MIXES (I'M ASSUMEDTOBE 250 psi). WALLS TO 13E GROUTED IN W MAX.LIFTS•UNLESS HIGH LIFT GROUT PROCEDURES(with BLOCKOUTS)ARE USED. ALL REINFORCING SHALL HAVE MINIMUM COVERAGE OF 1/2"OFGROUT. ALL BOLTS SHALL HAVE MINIMUM COVERAGE OF I"OF GROUT. NO PIPES or DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED or DETAILED. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE 2-no.4 OR AS SHOWN ON THE DETAILS. ALL.REMAINING 13LOCK WALLS SHALL BE PROVIDED WITH AN APPROVED MOISTURE 13ARRIER ON THE DIRT SIDE. SE:E'I'HEARCHITEC7"S/DESIGNER'SDRAWINGS. '48 LUMBER \GOOD MEMBERS LESS TI IAN 4"IN WIDTH SHALL BE Douglas FIR No.2 OR BETTER,and 4"OR WIDER SHALL BE Douglas FIR No. I OR BETTER,UNLESS NOTED OTHERWISE ON THE PLANS. UNLESS NOTED OTHERWISE ON THE PLANS,ALL NAILING SHALL BE PER U.B.C.,TABLE NO.23-11-B-1 and 23-11-B-2. ALL CONNECTING HARDWARE SHALL BE SIMPSON COMPANY TYPE,USP LUMBER CONNECTORS TYPE or EQUAL.. AND INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS.U.N.O.ON THE PLANS. GLU-LAMINATED BEAMS SHALL BE OF A GRADE COMBINATION PROVIDING A MINIMUM Fb=2400 psi(GRADE DF24FV3 or better). NO CAMBER REQUIRED,U.N.O.ON THE PLANS. ROOF SHEATHING SHALL BE A MINIMUM 1/2"C-DX PLYWOOD WITH EXTERIOR GLUE,GROUP 2. EXPOSED SHEATHING AT ROOF OVERHANG SHALL BE AS INDICATED ON THE ARCHITECT'S DWGS. WALL SHEATHING,IF REQUIRED,SHALL BE A MIN.3/8"C-DX PLYWD.WITH EXTERIOR GLUE,GRP.2. FLOOR SHEATHING SHALL BE T&G,INT-APA WITH EXTERIOR GLUE,GRP.2. SEE PLANS FOR SIZE. BEARING and NONBEARING WALLS SHALL HAVE DOUBLE TOP PLATES,LAPPED AT INTERSECTIONS. PLATE JOINTS SHALL BE STAGGERED 48"or AS INDICATED ON THE STRUCTURAL DETAILS. U.N.O.ON THE PLANS.WALLS SHALL BE 2 X 4 STUDS(stud grade or better)AT 16"O.C. ALL HEADERS ARE AS NOTED ON THE APPROVED,FINAL PLANS. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR or REDWOOD. 110LES FOR BOLTS SHALL BE BORED WITH A BIT 1/16"LARGER THAN THE NOMINAL BOLT DIAMETER.. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLYWD,GYP.BRD.,etc. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES,etc..UNLESS SPECIFICALLY NOTED or DETAILED. 2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS or RAFTERS AT ALL SUPPORTS. :V.1.BOLTS BEARING ON FOUNDATION SILLS SHALL HAVE SIMPSON"BP5/8-2"WASHERS UNDER HEAD and NUT, UNLESS NOTED OTHERWISE IN THE DETAILS. 3/98 PROJECT New Residence Lot # 2 Cupertino Ca., UBC 1997 Edition (PSF) (PSF) VERIICAL LOADS D.L. L.L. Roof Loads(Sloped) Conc.Shake 8.0 1/2"Plywood/Sheathing 1.8 Ratters(2 x @ 24) 2.6 Felt and Misc.Slope Factor 1.6 14.0 16.0 Flat Roof (<4:12 Pitch)(N/A) 14.0 20.0 Ceiling Loads Fiberglass Insulation 0.5 Ceiling Joists 1.5 Gypsum Board 2.2 Miscellaneous 0.8 5.0 10.0(noncur) vaulted Ceiling Rooms 17.0 16.0(or 20.0 @ low slopes) Second Floor Framing (N/A) 3/4"Plywood Flooring 3.5 (12")Joists 3.5 1/2"Gypboard 2.0 Misc.,Insul and Finish 3.0 12.0 40.0 Exterior Decks (N/A) 20.0(Tile) 60.0 Ground Floor 10.0 40.0 Exterior Walls 7/8"Stucco 16.0 Wood Siding 8.0 Masonry Veneer(4"max.thick) 35.0 (N/A) Interior Walls (2) Layers of Gyp.Brd.o/Wood Studs 8.0 HORIZONTAL LOADS Earthquake Resistance System Static Horiz.Force Coeff. Plywood Framed Shear Walls 0.2154(u.n.o.) Or Hardy Frame System Wind Load Design (Exposure B,80 m.p.h.) 13.5 psf(u.n.o.) FII),NL . BUILDING LOADS lob No. 001 KIHLTHAU, INC. Coosa-z n: onsu tng ngineer THE New Residence Lot # 2 For ed: 1030 Connie Drive.Campbell,CA 95008 • (408)379.6561 Kelly Gordon Development At Orion Lane,Cupertino Ca., Of BEAM ID SPAN (ft) W ( If) P(Ib.)qD d(ft) Special Desi n Loads -- C72".0 W s2 (Stlo) = oQq� -3 13 (s+{0) � f& rL L- Z��ra jz�t ��)(I)L '?W M b 7 P�ti c w "l f'b L �2orS _ d. C125H. =4i/Z(5+(C')= f0SpL'F 14 v I'f- e IZ Ct�M wa L(5;to)T 7. 0 BEAM LOAD/SPAN TABLE Job No.: " '1 "" KIHLTHAU, INC. ��x� 2 Detil_n: 1�1 � Consulting Engineer THE \t it_ New Residence Lot tt ? 5 30 Connie Drive,Campbell,CA 95008 • t408)379-6561 For Kelly Gordon Development ,fes At Orion Lane,Cupertino Co., Of `IU BEAM ID I SPAN (ft) W( If) P (lb.) d(ft) Special Design Loads 17 22 a(V'A't.I io)+ Z44fib`? I P (.� -9,9-(17+1 G)z 7,6 4 pLT c , p5M W = P Lf ; fit t yr-uTt t2I� t u� = tc'o cL_ q � � L, '�� J (5+-to) _ '50� Pt= V2 (z(4 ck= f.o Z �1S Pz V7- L) zL) w f ZfoP`-i- �1 I 2,0'17- 9 05t � L� Zo l)afe BEAM LOAD/SPAN TABLE X20084-2 " " 2I'"" 7„ „ KIHLTHAU, INC. Consulting Engineer THE `t �{ New Residence Lot » 2 Cl,ccl.r�l. 1010 Lonnie Or • (108)379.6861 For Kelly Gordon Development b/,tl� At Orion Lane.,Cupertino. Of BEAM ID SPAN (ft) W( If) P (Ib.) d (ft) Special Design Loads . 3 Z UP 15 �JPL NC J�4 Vkr - � 1 _ �Q3 X2 -5 + 4L 6A C 37 C 62 4T PLf- 23 vz Iz P C16iM f to = z S} ) 3o P Lf= V - V, /Z z4• cc z + ' (z26 �2'� is pZ: V, Iz-z& TG r - i I —I .ue: BEAM LOAD/SPAN TABLE Job N Dale " l l I'll „ KIHLTHAU, INC. X00"4-2 Consulting Engineer THE / New Residence Lot tt 2 7 [-77l.7—d 1030comme Drive,Campbell.CA95008 • (408)779-6561 For Kelly Gordon Development At Orion Lane,Cupertino Ca., Of Beam Name,'Spanand Load Data Page 2a MaxBean1 'c'1995 Archforms Ltd.- Date: February 102001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis 8 Job: Lor'#2 For i<elly Gordon Development By: M H MB 99.02We7* Beam Size Calculation Software BEAM LOAD " wt' s _ P1 P2 w4 P ELEMENTS A—Zi ° a N R1 8 R2 based on est Bin w1 Rr t L R2' ,Rt .! ._p, :nUt R1 D Bldg. Unif.Load ;IncWr.LoadPartial Uniform Loads Partial Uniform Loads Olin Unit.Ld. Olh Point Beam I.D. L Part Enter s acan in under No itch X 12>DL at Spa 8 f ,Ld load,IA(Irib Area under dia ram Est bw t added to w 8 w4 ad usl as to % Load IA Ld w IA Ld W IA Ld wl to Ld w2 IA Ld w3 I a b c I ref P1 ref P2 d e to Ld w4 If ref P3 Type Span 47 Roof 2 30 60 Rft 14 Walls No R1/R2 2nd FURI 1 420 1st Floor 24 420 147 Total pitch 60 bwtt 1 mull 1.47 M b wl Type Span 47 Roof 2 15 30 CJst 13 Walls No. R11R2 2nd FVRf 1 155 1st Floor 24 1 195 47 Total pitch 30 1 bwt f 1 mull 1063 M b wl Type Span 47 Roof 133 15 20 CJst 1s Walls No RI,R2 2nd FI,Rf 2 150 lsl Floor 16 150 47 Total pitch 20 bwt f 1 mull 0 56 M b wt Type Span 47 Roof 1.33 15 20 CJst 20 Walls No R1,R2 2nd FliRI 3 200 1st Floor 16 1 2',0 47 1 Total pitch 20 1 owl f 1 mull 1 M I bwt TypeSpan Roof 65 30 195 Hi 13 Walls No R1 R2 2nd FI%Rf 1A 423 1st Floor 845 Total oitch owl f 195 1 mull 2 06 M 3 b wl Type Span 47 Roof 6 5 30 195 4 5 30 135 Hi 9 Walls No R11R2 2nd FI/RI 18 1 nan 1st Floor 1 283 47 Total pitch 1951 owl f 135 1 mull 2 66 fs1 1 3 b wt Type Span 47 Roof 11 30 330 4 5 30 135 Hi 9 Walls No RIIR2 2nd FIIRf 1C 1688 lsl Floor 1.890 147 1 Total pitch 330 bwt f 135 1 mull 4 02 M 3 b wt m CA Beam Name,'Span and Load Data Page 2b MaxBeam -,1 1995 Archforms Ltd.' Date: February 102001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis 8 Job: Lot'#2 For Kelly Gordon Development By: M H MB 99.02We7+ Beam Size Calculation Software BEAM LOAD w w1 _ _ u P1 P2 w4 P ELEMENTS a— a --�• c e Rt L R2 �R1 a, i * c L #<., y , —r Rt R2. R1 L R R1 R asrA .,�y L Beam I.D. D Bldg. Unif.Load Incr.Load jPartlal Uniform Loads Point Load(s) 01h Unif.Ld. 01h Point No. Span L Part Enters acm in under No p1ch iU12>DL at Spa 81,Ld load to(Irib Area under dia ram Est b added to w 8 w4 ad usl as re S acin / Load to Ld w to Ld W to Ld w1 to Ld w2 to Ld w3 a b c ref P1 ref P2 d e IA Ld w4 f ref P3 Type Span 47 Roof 9 35 315 RHdr 16.5 Walls No R1/R2 2nd FI/Rf 2 2.599 1st Floor 2 599 47 1 Total pirch 315 bwt t 1 must 10 7-M 8 55 b wt Type Span 47 Roof 113 15 169 4896 8 RBm 20.5 Walls No RUR2 2nd FI/Rf R3 4.715 1st Floor 3 540 47 Total pitch 169 bwt t 1 mull 214 M 17.4 bwl 4896 8 Type I Span Roof 85 30 255 Hi 17 Walls No R11R2 2nd FI/Rf 4A 724 tst Floor 1 447 1 Total pitch 0 0 bwl 3 255 1 mull 461 M 2 78 b wt Type Span 47 Roof 85 30 255 4 25 30 128 H( 6.5 Walls No R1/R2 2nd FIIRI 4B 1.264 1st Floor It 1445 47 Total pitch 255 bwl t 128 1 mull 1288 M 278 bwt Type Span 47 Roof 128 30 383 275 30 825 Hip 5.5 Walls No R11R2 2nd FI/Rf 5B 1,128 1st Floor 1 203 147 Total pitch 383 1 bwl t 82 5 1 mull 16 M 12 78 b w1 TypeSpan 47 Roof 7 15 105 RBm 13 Walls No RItR2 2nd FI/Rf 5 683 1st Floor oda 41 1 Total pitch 105 owl: 1 mull 2 22 M 403 b wt Type Span 47 Roof 1 33 15 20 683 683 2 12 RBm 16 Walls No R1/R2 2nd FI/Rf 6 843 1st Floor 843 47 Total pitch 20 bwl t 1 mull 337 M 4 03 b wt 1 683 683 2 12 9 Beam Name, Span and Load Data Page 2c MaxB ain ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot#2 Pes Kelly Gordon Development By: M H MB 99.02We7{ Beam Size Calculation Software BEAM LOAD " w1 w3 p1l P21 w4 P ELEMENTS a 014 e ~ R1 L gy i'``'- R2ri R1 L R2 R1' L R-9 R1 R Beam I.D. D Bldg. Unif.Load Incr.Load Partial Uniform Loads jPoint Load(s) Olh Unit.Ld. Olh Point No. Span L Part Enter s acm in)under No itch x712>DL at S an R f [A load, IA Itrib Area under dia ram Estbwl:added to 8 w4 ad us1 as re S acin % Load to Ld w to Ld W to Ld wl IA Ld w2 to Ld w3 a b c ref P7 I ref P2 d e to Ld w4 f ref P3 el Type Span 47 Root 2 15 30 3554 1 3 RBm 7 Walls No R1IR2 2nd Fl!Rf 7 3024 1st Floor 740 47 Total pitch 30 bwI s 1 mull 3 29 M 6.24 b wl 3554 1.3 Type Span 47 Roof 6.5 33 215 1260 58 RBm 11.5 Walls No R11R2 2nd FVRI 8 1.858 1 sl Floor 1 868 47 Total pitch 215 1 bwl s 1 mull 5 36 M 6.24 b wl 1260 58 Type Span 47 Root 11 30 330 Prin 5 Walls No R1IR2 2nd F1'Rf 9 825 1 st Floor 825 47 Total nitch 330 bwt t 1 mull 103 M awl TypeSpan Roof 75 30 225 Hi 17 Walls No R11R2 2nd FI7Rf 10 f38 1st Floor 1275 Total pitch bwl1 225 1 mull 406 M 278 bwl Type Span Roof 7.5 30 225 Val 15 Walls No R1 R2 2nd FVRf 11 S63 1slFloor 1 125 Total pitch bwt s 225 1 mull 3 16 M 2 78 b wl Type Span 47 Roof 6 25 15 94 2794 8 RBm 19.25 Halls No RVR2 2ndFl)Rf 12 2 581 1 st Floor 210? 47 Total pitch 98 5 bwl t 1 muq 11 1 M 14 3 b wt 2794 8 Type Span 47 Roof 85 33 281 RHdr 8.5 Walls t.ia F1 F_ _cd FIRf 13 1.192 1 st Floor 1.192 147 1 Total pitch 281 bwt 3 1 mull 253 M 2 29 b wt Beam Name,Span and Load Data Page 2d MaxBeam ©1995 Archforms Ltd. o Date: February 10 2001 Rev i Firm: Kihlthau Inc. All Rights Reserved Complex Beam Load Analysis& P Job: Lot#2 For Kelly Gordon Development By: M.H MB 99.02We7+ Beam Size Calculation Software BEAM LOAD w w1 :'W3 w4 p a c ' 91, ELEMENTS. R# i R R1' e L o R2. • R1 L R - R1 }3 Beam I.D. D Bldg. Unif.Load jIncr.Load IPartial Uniform Loads jPoint Load(s) Olh Unif.Ld. Olh Point No. Span Ll,Part enter spam n i under No rich?l12>DL al S an 8 f Ld load to(rib Arra under dianram Est bwl.added tow 8 w4,ad usl as req Soacinq / I. Load to Ld w to Ld W to Ld w1 to Ld w2 lA Ld w3 a b c ref P1 ref P2 I d e IA Ld w4 f ref P3 Type Span 47 Root 2 15 30 1010 95 RBm 19.25 Walls No R1/R2 2nd FIIRf 14 800 1st Floor 787 47 Total each 30 bwt i 1 mull 382 M 624 bwt 1010 95 Type Span 47 Roof 2 15 30 787 2109 1 5 RBm 13 Walls No R1/R2 2nd FIIRf 15 2062. 1sl Floor 1234 47 1 Total pitch 31 1 bwt i 1 molt 15.34 M bwl 1 787 2109 1 5 Type Span Roof 4.5 30 135 Hip 9 Walls No R1/R2 2nd FI!Rf 16A 2031st Floor 405 Total pitch bwl i 135 1 mull 0 68 M bwt Type Span 47 Roof 4 5 30 135 35 30 105 Hi 7 Walls fto RVR2 2nd FIIRf 16B 595 1st Floor 718 47 Total arch 135 bwl i 105 1 mult 1 15 M bwl Type Span 47 Roof 8 30 240 rRd 5.5Wall,RliR2 2nd FURf 650 1st Floor 650 d7 Total itch 240 bwti 1 mutt 091 M bwt Type Span 47 Roof 11 15 165 1961 2 RBm 8.5 Walls No Rt/R2 I 2nd FIIRf 18 2201 151 Floor 1,163 47 1 Total pitch 165 bwt i 1 mull 1357 M 52 bwt 1 1961 2 Type Span Roof 45 30 135 Hi 9 Walls No R1IR2 2nd FIIRf 19 203 1st Floor 405 Total pilch bwti 135 1 mutt 068 M 278 bwl Beam Name, Span and Load Data Page 2e MaxBeam 01995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihithau Inc. All Rights Reserved Complex Beam Load Analysis& Job: Lot#2 For Kelly Gordon Development By: M H MB 99.02111e7+ Beam Size Calculation Software w :"k .'�r W1 "r.� � � t� _}'Fi - P1 P2 w4 P BEAM LOAD �-- a ELEMENTS {� , =�_ _'� � t e ~N ' R1 L R2IR2t R1' L R2. R1 L R2 R1 L R 1h R Q Beam I.D. D Bldg. Unif.Load Incr.Load Partial Uniform Loads Point Load(s) 101h Unif.Ld. Olh Point No. Span L Part Enter spacin hn 1 under No uch Xr 12>DL at S an 8 f.Ld load to Irib Area)under dia ram Est Dmt added low 8 wd.ad ust as re. Spa cin Load to Ld w to Ld W to Ld wl IA Ld w2 to Ld w3 a b c ref P1 ref P2 d e to Ld w4 t ret A3 Type Span Roel .Na!Is No R1,R22nd FiRf 1 st Floor Totall ofth bwl i mull M b wl Type Span 47 Root 9 35 315 RBm 14.5 Walls No R1/R2 2nd FI/Rf 20 2284 1st Floor 2284 47 1 Total Ditch 3151 bwl z 1 mull 828 M 1.89 bwl Type Span Roof 65 30 195 Hi P 13 Walls No R1/R2 2nd Fl!Rf s4F!co� 845 Totall Ditch bwl:t 195 1 mull 2.06 M v bwt Type Span 47 Root 65 30 195 4 30 120 Hi 8 Walls / No R11R2 2ndFl/Rf 0—— V l� 1100 47 Totalitch 195 bwl1 120 1 mull 204 M bwt Type Span 47 Roof 105 30 315 325 30 97.5 Hip 6.5 Walls No. RI/R2 2nd FI/Rf -21C 151 F loor 1 235 47 Total Ditch 315 bwt 3 975 1 mull 192 M bwl Type Span Roof Walls No R1lR2 2ndFl/Rt 1st Floor Total pitch bwti mull M bwt Type Span Roof Walls No R1/R2 2ndFl/Rt 1st Floor Totall pitch bwt4 mull M bwl CalculatedSpanand Load Properties Page MaxBeam ©1995 Archforms Lfd. Date: February 10 2001 Rev 1 Firm:Kihtthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot»2 For Ily Gordon Development By: M H MB 99.02We7+ Beam Size Calculation Software REACTION SHEAR MOMENT DEFLECTION BEAM PROPERTIES CHECK Codelimlt FL-11240 Roof U180 actual>required? Neul % Deft x at L Camber x at>f or g Area Section Modulus Moment of Inertia BEAM I.D. Rt R2 V Axis M M OL Floor Roof Act DL Radius Floor Roof Act DL Aact Areq Sact Sreq X Sreq R fact Ireq X Ireq>fig wl final bm wl max at L at X at R2 U 360 240 Def Def h 240 180 Dei Def bxh 3V bh"2 Mxl2 Mx12 bxh^3 Sum I Sum I lbs lbs Ibs h It4bs (tabs limn 1 1001 1.501 in x1 51 DL 1 0.501 1.001 in x1.5 2fv 6 fb to 12 E def x E def f Rft I@ 24 420 420 420 7 1,470 47 0.47 070 068 0.48 10.88 4.847 13.14 11.687 47.635 46 305 CJst i @ 24 195 195195 6.5 634 47 0.43 0.65 058 041 825 2.289 7.563 4.6509 20.797 18.537 CJst 2 @ 16 150 150 150 7.5 563 47 050 0.75 0.68 0.48 825 1.779 7.563 4.128 20 797 18.984 CJst 3 @ 16 200 200 200 10 1,000 47 067 1.00 0.94 066 1088 2.374 13.14 7.9503 47.635 45 Hip 1A 441 863 863 7.478 2,171 043 065 0.20 27.75 1087 42.78 21.658 19786 61.105 Hip 113 1,093 1,295 1,295 4.677 2,691 47 0.30 045 012 0.09 27.75 14.43 42.78 26.838 197.86 5434 Hip 1C 1,700 1,903 1,903 4617 4,056 47 030 0.45 019 0.13 2775 20.79 42.78 40455 197.86 82.037 RHdr 2 2,669 2,669 2,669 8.25 11,011 47 0.55 0.83 0.55 0.39 41.56 9.72 82.26 36.449 488.41 327.02 RBm R3 4,894 3,819 4,894 8 33,191 47 068 1.03 0.86 060 735 19.35 171.5 111.77 12005 1011.2 Hip 4A 746 1,469 1,469 9.788 4,826 057 0.85 072 27.75 18.52 42.78 42.115 197.86 167.05 Hip 413 1.276 1,457 1,457 4.38 2,907 47 0.28 043 0.11 0.08 27.75 1589 42.78 25.37 19786 52239 Hip 5B 1,135 1,211 1,211 2.791 1,613 47 018 028 0.03 002 27.75 1154 42.78 14.079 197.86 18.782 RBm 5 709 709 709 65 2,303 47 0.43 065 0.12 009 33.75 7.661 63.28 25.27 355.96 67.371 RBm 6 875 875 875 8 2,133 47 053 080 013 0.09 3375 10.77 63.28 23.406 355.96 57.747 RBm 7 3,046 761 3,046 1.25 3,779 47 0.23 0.35 0.03 0.02 33.25 12.49 52.65 12.511 250.07 23088 RBm 8 1,899 1,899 1,899 575 7,272 47 038 0.58 031 022 3325 7.136 52.65 24.071 250.07 135.52 Prin 9 825 825 825 25 1,031 47 0.17 025 0.06 OD4 10.88 7.903 13.14 94286 47.635 11.602 Hip 10 661 1,299 1,299 9784 4,269 057 085 067 27.75 1638 42.78 42.584 197.86 15707 Val 11 583 1,146 1,146 8633 3,324 050 0.75 0.41 27.75 14.45 42.78 33.154 197.86 107.9 RBm 12 2,673 2,201 2,673 8 17,926 47 064 0.96 0.68 0.48 62.34 10.62 123.4 59.341 732.62 519.33 RHdr 13 1,202 1,202 1,202 425 2,554 47 028 043 0.19 0,13 25.38 13.02 30.66 21554 111.15 48.844 RBm 14 860 847 860 9.5 6,538 47 0.64 096 0.74 0.52 33.25 3.441 52.65 21.643 250.07 192.84 RBm 15 2.057 1,229 2,057 6 7,867 47 043 0.65 038 026 3325 8.414 5265 26044 250.07 14538 Hip 16A 203 405 405 5197 701 0.30 045 006 1388 5.116 21.39 6.9966 98932 13.636 Hip 16B 595 718 718 3652 1,151 47 023 035 006 004 1388 7.749 21.39 11.479 98.932 18068 Rd g 17 660 660 660 275 908 47 018 028 003 002 1388 6 21.39 9.0514 98 932 11.23 RBm 18 2.223 1,185 2,223 2 4,105 47 028 043 0.05 0.04 39.38 2606 73.83 40.948 415.28 52.999 Hip 19 215 418 418 5.169 729 030 045 0.03 27.75 5 247 42.78 7.271 197.86 14.215 RBm 20 :,341 2,341 2,341 725 8,486 47 046 073 051 0.36 5225 2944 82.73 60.344 392.96 27685 Hip 21A 423 845 845 7.506 2,114 043 065 039 1388 10.67 2139 21086 98932 59361 Hip 218 940 1,100 1,100 4.146 2,043 47 027 040 0.15 0.10 1388 12 21.39 20378 98932 36.691 Hip 21C 1,129 1.235 1,235 3.317 1,922 47 022 0.33 009 006 1388 12.53 21.39 19.17 98.932 28088 c Wood Stress Adjustment Factors Page 5 Date: February102001 Rev t MaxBeam 01995 Arehforrits Lod. Firm: Kihlthau Inc. All Rights Reserved Job: Lot#2 For Kell Gordon Develo r B : M.H. Complex Beam Load Analysis 8 M8 Stress Adjustment Factors 99.02We7+ Beam Size Calculation Software NDS Part II 2 3 8 UBC Table 23-1-A-6 Base Values BEAM I.D. Ld Wet or Hot SizeNDS/UBC Tables Use Exis Dur Cm Cm Cm Factors(fb) Rep xisCrk Sum C for WD,GL 8 MW Cd Ct Ct Cl Cf t Factors Cf Cv Clu Cr Ch All fb fv E For. Tbl fb It, tv fb E Rift 1 @ 24 1.25 100 1.00 1.00 1.00 1.20 1.00 1.00 Lbs 1(00 125 L73 100 95 875 tOg CJst 1 @ 24 125 100 1.00 1.00 1.0(1 1.30 1.00 1.00 CJst 2 @ 16 1.25 100 1.00 1.15 1,00 125 187 1.00 95 875 1,6 1.00 1.00 1.30 1.00 1.00 1.15 16 CJst 3 @ 16 125 1.00 1.00 1.00 1.00 1.25 1.87 1.00 95 875 1.00 120 1,00 7.00 1.15 1.00 Hip 1A 125 1.00 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 Hip 1B 1.25 1.00 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 Hi 1C 125 100 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 125 1.38 1.00 95 875 1.6 RHdr 2 1.25 1. 875 1,6 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 290 2900 2.0 RBm R3 125 1.00 1.00 1.00 0.98 100 1.00 1.00 1.00 1.00 1.25 123 1.00 290 2900 Hip 4A 125 100 100 1.00 1.00 1.10 1.00 2.0 Hip 48 1.00 125 138 100 95 1000 17 125 100 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 1000 1.7 Hip 5B 1.25 1.00 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 1000 1.7 RBm 5 1.25 1.00 1.00 1.00 1.00 1.00 t.00 1.00 1.00 1.00 1.25 1.25 1.00 95 875 1.6 RBm 6 125 100 100 1.00 100 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 95 875 1.6 RBm 7 1.25 100 100 1.00 1.00 100 1.00 1.001.00 1.00 1.25 1.25 1.00 290 2900 2.0 RBm 8 125 100 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.25 1.25 1.00 290 2900 2.0 Prin 9 1.25 1.00 1.00 1.00 1.00 120 1.00 1.00 1.00 1.00 1.25 1.50 1.00 95 875 1.6 Hip 10 1.25 1.00 1.00 100 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 Val 11 125 1.00 100 1.00 100 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 RBm 12 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 290 2900 20 RHdr 13 125 1.00 100 1.00 100 130 100 100 1.00 1.00 125 1.63 1.00 95 875 20 RBm 14 125 100 1.00 1.00 1.00 1.00 1,00 1.00 100 1.00 1.25 1.25 1.00 290 2900 216 .0 RBm 15 125 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 290 2900 2.0 Hip 16B 1.25 100 1.00 1.00 1.00 1,10 100 1.00 100 1.00 1.25 1.38 1.00 95 875 20 Hip i6B 1.25 100 1.00 100 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 Rdg 17 1.25 1.00 1.00 1.00 1.00 1.10 1.00 100 100 1,00 125 138 1.00 95 875 1.6 RBm 18 1.25 100 1.00 1.00 1.00 1.10 1.00 1.00 100 1.00 1.25 1.38 1.00 95 875 1.6 Hi 19 1.25 1.00 1.00 1.00 100 110 100 1.00 1.00 1.00 1.25 1.38 1.00 95 875 RBm 20 1.25 1.00 100 1.00 1.00 100 100 1 6 Hip 21A 1.25 100 1.00 1.00 1-DO 1.10 100 100 1.00 1.00 125 138 1.00 1.00 1.00 1.00 125 1.25 1.00 85 1350 16 Hip 216 1.25 1.00 100 1.00 1.00 1.10 1.00 100 1.00 1.00 115 1.38 100 995 5 875 16 Hip 21C 1.25 1.00 1.00 1.00 1.00 1.10 100 1,00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 875 1.6 Beam Selection and Design Properties Check Page4 MaxBeam C)1995 Archform•S Lid. Date: February 10 2001 Rev 1 Firm:Kthithau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lc!:t 2 For Kelly Gordon Develo ment By: M H I MB 99.02We7+ Beam Size Calculation Software BEAM MATERIAL MIN SIZE FINAL SIZE SIZE DESIGN PERCENTAGE OF BEAM USE SELECTION ESTIMATE SELECTION TEST PROPERTIES CAPACITY BEAM I.D. Load Wet Rep Roof Type Mat Grade Cust Netd mensions Adjusted Base 100%exceeds Beam Capacity Dur W) Use Mbr Mat b h Qty b h AS&I Design Properties Area Section Moment P.S C Hot Default Mal Seleclicn See Based on Overwrite as Req'd aet> see Post Tab(pg5) A Modulus Sx of Inertia Ix 010 H.V? Y? Y? WD I OF 1 2 Lib Est Bm WI w/Actual Bm Wei hl re ? fv' Ib' E' R1,R2 San R2 San R2 Rft 1 @ 24 C Y Y WD OF 2 1.5 725 1 1.5 7.25 OK 1188 1,509 1.6 45% 89% 97% CJst 1 @ 24 C Y Y WD OF 2 15 5.5 1 1.5 5.5 OK 1188 1,635 16 28% 61% 89% CJst 2@ 16 C Y Y WD OF 2 1 5 55 1 1.5 5.5 OK 1188 1,635 16 22% 55% 91% CJst 3 (a? 16 C Y Y WD OF 2 15 725 1 1.5 7.25 OK 1188 1,509 1.6 22% 61% 94% Hip 1A C Y WD OF 2 15 925 2 1.5 9.25 OK 1188 1,203 16 39% 51% 31% Hip 1B C Y WD OF 2 1.5 925 2 1.5 9.25 OK 1188 1,203 16 52% 63% 27% Hip 1C C Y WD OF 2 1.5 925 2 1.5 9.25 OK 1188 1,203 16 75% 95% 41% RHdr 2 C Y MW PSL 2.0E 35 11.875 1 3.5 11.875 OK 3625 3.625 20 23% 44% 67% RBm R3 C Y MW PSL 2.0E 525 14 1 5.25 14 OK 3625 3,564 2.0 26% 65% 84% Hip 4A C Y WD OF 1 15 925 2 1.5 9.25 OK 1188 1,375 1.7 67% 98% 84% Hip 4B C Y WD OF 1 1.5 925 2 1.5 9.25 OK 1188 1,375 1.7 57% 59% 26% Hip 5B C Y WD OF 1 15 925 2 1.5 9.25 OK 1188 1,375 1.7 42% 33% 9% RBm 5 C Y WD OF 2 15 11.25 2 1.5 11.25 OK 1188 1,094 1.6 23% 40% 19% RBm 6 C Y WD OF 2 15 1125 2 1.5 11.25 OK 1188 1,094 16 32% 37% 16% RBm 7 C Y MW PSL 2.0E 35 95 1 3.5 9.5 OK 3625 3.625 2.0 38% 24% 9% RBm 8 C Y MW PSL 2.0E 35 95 1 3.5 9.5 OK 3625 3.625 20 21% 46°0 54% Prin 9 C Y WD DF 2 15 725 1 1.5 7.25 OK 1188 1,313 1.6 73% 72% 24% Hip 10 C Y WD DF 2 15 925 2 1.5 9.25 OK 1188 1,203 16 59% 100% 79% Val 11 C Y WD DF 1 15 925 2 1.5 9.25 OK 1188 1203 16 52% 77% 55% RBm 12 C Y MW PSL 20E 525 11875 1 5.25 11.875 OK 3625 3,625 20 17% 48% 71% RHdr 13 C Y WD DF 2 35 725 1 3.5 7.25 OK 1188 1,422 1.6 51% 70% 44% RBm 14 C Y MW PSL 2.0E 35 95 1 3.5 9.5 OK 3625 3.625 20 10% 41% 77% RBm 15 C Y MW PSL 2.0E 35 95 1 3.5 9.5 OK 3625 3,625 20 25% 49% 58% Hip 16A C Y WD OF 2 15 925 1 1.5 9.25 OK 1188 1,203 16 37% 33% 14% Hip 16B C Y WD OF 2 15 925 1 1.5 9.25 OK 1188 1,203 16 56% 54% 18% Rdg 17 C Y WD DF 2 15 925 1 1.5 9.25 OK 1188 1,203 1.6 43% 42% 11% RBm 18 C Y WD OF 2 35 11.25 1 3.5 11.25 OK 1188 1,203 1.6 66% 55% 13% Hip 19 C Y WD OF 2 15 9.25 2 1.5 9.25 OK 1188 1,203 16 19% 17 7% 1 RBm 20 C Y WD of 1 55 95 1 5.5 9.5 OK 1063 1,688 16 56% 73% 70% Hip 21A C Y WD OF 2 1.5 925 1 1.5 9.25 OK 1188 1,203 16 77% 99% 60% Hip 21B C Y WD OF 2 1 5 925 1 1.5 9.25 OK 1188 1,203 1.6 86% 95% 37% Hip 21C C Y WD OF 2 1.5 925 1 1.5 9.25 OK 1188 1,203 16 90% 90% 28% v �P Beam POM'Sizih6and End Support Page MaxBeain r)1995 ArchforrT:s Lid. Date: February 10 2001 Rev 1 Firm:Kihlihau Inc All Rights Reserved Complex Beam Load Analysis&' Job: Lc;tt 2 For 4<elly Gordon Develo me By: M H MB 99.02We7+ Beam Size Calculation Software HEIGHT& POST POST END POST DESIGN POST REQUIREMENTS DEPTH MATERIAL CONDITIONS PROPERTIES BEAM I.D. HT wl dpth Built- End Beam Post Post Min Min Min. Post Post L mind Type Mat up or Rest Hang Base Cap Le Le Fc E' FcE Cp F P Areq Post End Hanger Base Cap It 3x to 8x Defaults Solid? Cond Tvoe ? ? L'ke d wl adl Kcg E Cp'Fc max P Size Sup 9 1 3.5 WD DF B PP FH Y Y leld R1orR2 Fc in Rft 1 @ 24 9 3.5 WD OF B PP FH N N 9 309 781.3 1.6 504.10.53 413 420 1.016 2x4 w1 1.5 LU CJst 1 @ 24 9 3.5 WD OF B PP FH N N 9 30.9 781.3 1.6 504.1 0.53 413 195 0.472 2x4 w1 1.5 LU CJst 2 @ 16 9 3.5 WD OF B PP FH N N 9 309 781.3 1.6 504.1 0.53 413 150 0.363 2x4 w1 1.5 LU CJst 3 @ 16 9 3.5 WD OF B PP FH N N 9 309 781.3 1.6 5041 0.53 413 200 0.484 2x4 w1 1.5 LU Hip 1A 9 3.5 WD OF B PP HH Y Y 9 309 781.3 1.6 504.1 0.53 413 863 2088 1.1x4 1.5 HRC44 Hip 1B 9 3.5 WD OF 8 PP HH Y Y 9 309 781.3 1.6 5041 053 413 1295 3133 1.1x4 1.5 HRC44 Hip 1C 9 3.5 WD OF 8 PP HH Y Y 9 309 781.3 1.6 504.1 053 413 1903 4603 1.2x4 1.5 RHdr 2 9 3.5 WD OF S PP FH Y Y 9 309 781.3 1.6 504.1 0.88 689 2669 3875 1.2x4 1.5 HU RBm R3 9 3.5 WD OF S PP FH Y Y 9 309 7813 1.6 504.1 0.88 689 4894 7.104 1.3x4 1.5 Hip 4A 9 3.5 WD OF 8 PP HH Y Y 9 30.9 7813 1.6 504.1 053 413 1469 3.553 1.1x4 1.5 HRC44 Hip 4B 9 3.5 WD OF B PP HH Y Y 9 30.9 781.3 16 504.1 0.53 413 1457 3.525 1.2x4 1.5 HRC44 Hip 5B 9 3.5 WD OF 8 PP HH Y Y 9 309 781.3 1.6 504.1 053 413 1211 2929 1.2x4 1.5 HRC44 RBm 5 9 3.5 WD OF B PP FH Y Y 9 309 781.3 1.6 5041 053 413 709 1715 1.2x4 1.5 HU-2 RBm 6 9 3.5 WD OF 8 PP FH Y Y 9 309 7813 16 5041 053 413 875 2117 1.2x4 1.5 HU2 RBm 7 9 3.5 WD OF S PP FH Y Y 9 309 781.3 16 5041 088 689 3046 4422 14x4 1.5 Rem 8 9 3.5 WD OF S PP FH Y Y 9 309 7813 16 504.1 088 689 1899 2.757 1.2x4 1.5 HU Prin 9 9 3.5 WD OF B PP FH Y Y 9 309 781.3 16 5041 053 413 825 1996 14x4 1.5 LU Hip 10 9 3.5 WD OF 8 PP HH Y Y 9 309 781.3 1.6 5041 053 413 1299 3142 1.2x4 1.5 HRC44 Val 11 9 3.5 WD OF B PP HH Y Y 9 309 7813 1.6 504.1 053 413 1146 2772 1.2x4 1.5 HRC44 RBm 12 9 3.5 WD OF S PP FH Y Y 9 309 781.3 1.6 5041 088 689 2673 388 1.2x4 1.5 RHdr 13 9 3.5 1 WD OF B PP FH Y Y 9 309 781.3 16 504.1 053 413 1202 2908 1.2x4 1.5 HU RBm 14 9 3.5 WD OF S PP FH Y Y 9 309 781.3 1.6 504.1 0.88 689 860 1149 1.2x4 1.5 HU RBm 15 9 3.5 WD OF S PP FH Y Y 9 309 7813 1.6 5041 088 689 2057 2.986 1.2x4 1.5 HU Hip 16A 9 3.5 WD OF 8 PP HH Y Y 9 309 781.3 1.6 5041 053 413 405 098 1.2x4 1.5 HRC22 Hip 16B 9 3.5 WD OF B PP HH Y Y 9 309 7813 16 5041 053 413 718 1.736 1.20 1.5 HRC22 Rdg 17 9 3.5 WD OF 8 PP FH Y Y 9 309 7813 16 504.1 053 413 660 1597 1.20 1.5 LU RBm 18 9 3.5 WD OF S PP FH Y Y 9 309 781.3 1.6 504.1 0.88 689 2223 3.227 1.2x4 1.5 HU Hip 19 9 3.5 WD OF B PP HH Y Y 9 309 781.3 1.6 5041 053 413 418 1.01 1.1x4 1.5 HRC44 RBm 20 9 3.5 WD OF S PP FH Y Y 9 309 7813 16 5041 088 689 2341 3398 1.2x4 1.5 HU Hip 21A 9 3.5 WD OF B PP HH Y '-Y 9 309 781 3 1.6 5041 053 413 845 2044 1.2x4 1.5 HRC22 Hip 21B 9 3.5 WD OF B PP HH Y Y 9 309 781.3 1.6 504.1 053 413 1100 2661 1.2x4 1.5 Hip 21C 9 3.5 WD OF 8 PP HH Y ''Y 9 30.9 781.3 1.6 5041 053 413 1235 2.988 1.10 1.5 Beam Schedule MaxBeani pate: February 10 2001 Rev 1 Firm: Kihlthau Inc Job: Lot p 2 For Kelly Gordon Develo ment BY: M H. Page 7 DIMENSIONS MATERIAL SUPPORT HARDWARE BEAM I.D. Min 6 Min Min Min Min Qty Width Height Mfg Type Mat Grade Post Type Mat End Hanger Post Post (shape) (weight) Size Sup Size Base Cap nominal dimensions in Note 5 Notes Rft 1@ 24 1 2 x 8 WD OF 2 2x4wl 1.5 LU a CJst 1@ 14 1 2 x 6 WD OF 2 2x4wl 1.5 LU a CJst 2@ 16 1 1 x 6 WD OF 2 2x4wl 1.5 LU 8 CJst 3@ 16 1 2 x 8 WD OF 2 2x4wl 1.5 LU 8 Hip 1A 2 2 x 10 WD OF 2 1.2x4 WO OF 1.5 HRC44 2 Hip 1B 2 2 x 10 WO OF 2 1.2x4 WD OF 1.5 HRC44 Y Hip 1C 2 2 x 10 WD OF 2 1.2x4 WD OF 1.5 1 RHdr 2 1 3.112 x 11.718 T•J MW PSL 2.0E 1.2x4 WD OF 1.5 HU RBm R3 1 5.114 x 14 T-J MW PSL 2.0E 1.3x4 WD OF 1.5 s Hip 4A 2 2 x 10 WD OF 1 1-2x4 WD OF 1.5 HRC44 Hip 4B 2 1 x 10 WD OF 1 1.2x4 WD OF 1.5 HRC44 1 Hip 5B 2 2 x 10 WD OF 1 1.20 WD OF 1.5 1 RBm 5 2 2 x 12 WD OF 2 1.2x4 WD OF 1.5 HU-2 1 RBm 6 2 2 x 12 WD OF 2 1.20 WD OF 1.5 HU-2 1 RBm 7 1-3.112x 9.112 T-J MW PSL 1.0E 1.20 WD OF 1.5 RBm 8 1 3.112 x 9-112 T•J MW PSL 2.0E 1.20 WD OF 1.5 HU Prin 9 1 2 x 8 WD OF 2 1.2x4 WD OF 1.5 LU Hip 10 2 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC44 2 Val 11 2 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC44 Y RBm 12 1 5-114 x 11.718 T-J MWS 1212 1-2x4 WD 12x4 WD OF 1.5 HU RHdr 13 1 4 x 8 WID RBm 14 1 3.112 x 9-112 T-J MW PSL 2.0E 1.2x4 WD OF 1.5 HU RBm 15 1 3-112 x 9-112 T-J MW PSL 2.0E 1.2x4 WD OF 1.5 HU Hip 16A 1 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC22 Hip 16B 1 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC22 Rdg 17 1 2 x 10 WD OF 2 1.2x4 WD OF 1,5 LU RBm 18 1 4 x 12 WD OF 2 1.2x4 WD OF 1.5 HU Hip 19 2 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC44 z RBm 20 1 6 x 10 WD OF 1 1.2x4 WO OF 1.5 HU Hip 21A 1 2 x 10 WD OF 2 1.2x4 WO OF 1.5 HRC22 Hip 21B 1 2 x 10 WD DF 2 1.2x4 WO OF 1.5 Hip 21C 1 2 x 10 WD DF 2 1.2x4 WD OF 1.5 Notes 1 All Beams and Posts Calculated As Req'd by the1997 NDS and Specific Mfq'd Products Design Criteria 2 Spike logether Double Beams w/16d at 2 ft.oc. Three or More Ganq w/Staqqered 5/8'Bolts at 2ft.oc. 3 Verify and Comply with all I-Joist Manufacturers Installation and Assembly Requirements and Details. Provide Shear Blocking Between West Over and Under Alf Bearing Walls,and as Req'd by Manufacturer. 5 Hdwr by Simpson.or Equal. Use Hdwr of Type Listed Sized for Member. Install All Nails As Spec'd by Mfq. 6 Provide End Bearinq Speed at All Beams,Pocket Bms at Walls Btwn Studs.Provide Cont.Rim Jst.at FIJst. 7 Nail All Members at Min.per the Conventional Framinq Requirements of Chapter 23 of Bldq Code. 8 Provide Solid Blockmq at 8ft.0.c.Between Rafters 8 Joists with Height to Width Ratio qreater than 3. Beam Name,Span and Load Data Page 2a MaxBeant 1i1995 Archforms 1,61. Date: February 10 2001 Rev 1 Firm: Kthlthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot d 2 For Kelly Gordon Development BV: M H MB 99.02We7+ Beam Size Calculation Software BEAM LOAD " t` wt } t' :Z{+x3 j .. P1 P2 w4 p ELEMENTS a e s f g► Rt 8 R2 based on est Bm wt R1 L R2 -rRTsv' ,}�� , _°.�a{ ;� �� R7 r,.': L` `R2,., R1 L R2 IR1 D I Bldg. Unif.Load Incr.Load IPartial Uniform Loads Partial Uniform Loads 01h Unit.Ld. Olh Point Beam I.D. L Part Enter:s acro in under No, pilch X/12>DL at Spa 8 f Ld(load),IA(trib Area under iaqram Est bwlt added tow 8 w4,ad ust as re `i Load to Ld w IA Ld W to Ld w1 to Ld w2 IA Ld w3 a b c ref P1 ref P2 d e to Ld w4 f ref P3 Type Span Roof 675 30 203 Val 13.5 Walls No. R'/R2 2ndFl/RI 22A 456 1st Floor 91 1 Total oitch bwtt 203 1 mull 231 M 3 bwt TypeSpan 47 Roof 675 30 203 375 30 113 Val 7.5 Walls No. R1/R2 2nd FI/RI 22B 900 1st Floor 1.041 47 Total - itch 203 bwt t 113 1 mull 182 M 3 b wt Type Span 47 Roof 103 30 308 375 30 113 Val 7.5 Walls No R1/R2 2ndFl/RI 22C 1,294 1st Floor 1.434 47 Total pitch 308 bwtt 113 1 mull 256 M 3 bwt Type Span 47 Roof 425 15 64 RBm 10.5 Walls No R1IR2 2nd Fl/Rf 23 335 1st Floor 335 47 Total pitch 64 bwt t 1 mull 088 M 4 b wf TypeSpan 47 Roof 2 15 30 335 335 2 6 R13. 11 Walls Na RI!R2 2ndFl/Rf 24 530 1st Floor 470 47 1 Total pitch 30 bwt t 1 mult 138 M 4 b wt 335 335 2 6 Type Span 47 Roof 2 15 30 530 2345 2 11 RBm 15.5 Walls No Rt/R2 2nd FI/Rf 25 1.084 1st Floor 2260 47 Total pitch 32 2 bwt t 1 mull 647 M 5 bwt 530 1 23451 2 11 Type Span 47 Roof 65 15 98 RBm 12.5 Walls No R1/R2 2nd FI/Rf 26 609 1st Floor 609 47 Total pitch 98 bwt t 1 mull 19 M 4 b wt Beam Name,Span'and Load Data Page 2b MaxBealn �1995 Archforms Ltd. Date: Fepruary 1(12001 Rev 1 Firm: Kihithau Inc All Rights Reserved Complex Beam Load Analysis 8 Job: Lot# 2 For Kelly Gordon Development By: M H MB 99.02We7+ Beam Size Calculation Software BEAM LOAD " :..F w1 T... ,. 'nN/3 u,^iP1 P2 w4 P ELEMENTS Rt L R2 Tr —_ire ~ RV; Lr. .R2„1 R1' L R7 R1 R Beam I.D. D Bldg. Unif.Load Incr.Load IPartial Uniform Loads Point Load(s) 01h Unif.Ld. Olh Point No. Span I L I Part Enters acin in under No., itch Xl12>DL at Spa 8 f Ld(load).to(trib Area under dia ram. Est.b added to w&w4 ad ust as req S acin i Load IA Ld w to Ld W to Ld w1 to Ld w2 to Ld w3 a b c ref Pt ref P2 d e to Ld w4 f ref P3 cl Type Span 47 Roof 2 15 30 609 609 2 11 RBm 15.5 Walls No R1/R2 2nd FI/RI 27 881 1slFloor 802 47 Totall Pilch 30 bwt 1 mull 326 M 4 03 b wt 609 609 2 11 Type Span Roof Walls No. RIIR2 2nd FI/Rf 1 st Floor Total pitch bwti I mull M bwt Type Span Roof Walls No R11R2 2ndFl/Rf 1st Floor Total oitch bwt i mull M b vA Type Span Roof Walls No R1/R2 2ndFI/Rf 1st Floor Total pirch bwt 3 mull M b wt Type Span Roof Walls No. R11R2 2nd FI/RI isl Floor Total pIch I bwt 3 mull M I b wt Type Span Roof Walls No RI/R2 2nd FI/RI 1c,Fl,nr Total pitch bwt: I mull M to wl Type Span Roof Walls No R1/R2 2nd FI/Rf 1st Floor {jI Totall Pilch bwi t mull M b wt Beam Name, Span and Load Data Page 2c MaxBeam 01995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau Inc I All Rights Reserved Complex Beam Load Analysis& Calculated Span and Load Properties Date: February in 2001Rev 1 Face It Al' ©1995 Arch forms Ud Job: Lot# 2 For Kelly Gordon Development Bym' Hthau Inc All Rights Reserved Complex Beam Load Analysis& MB 99.02We7+ Beam Size Calculation Software REACTION SHEAR MOMENT DEFLECTION Code lima FL-LR40 Roof-LI180 BEAM PROPERTIES CHECK Neut % Dell x at L actual>r uired? BEAM I.D. R1 R2 V Axis M Camber x at>f or g Area Section Modulus Moment of Inertia M DL Floor Roof Act DL Radius Floor Roof Act DL Aact Areq Sact Sreq X Sreq R tact Ireq X Ireq>I/g w lbs bm lb max at L at X at R2 LI 360 240 Def De( H. 240 180 Def Def bxh 3V bh"2 Mx12 Mx12 bxh"3 Sum I Sum I lbs lbs lbs R ItAbs ftAbs limit 100 1,50 in x1.5 DL Val 22A 474 930 930 7.767 2,429 0.0 1.00 in x1 5 2fv 6 (b fb 12 E def x E def f Val 228 910 1,051 1,051 3.875 1,841 0.45 0.68 0.24 27.75 11.72 42.78 24.231 197.86 70.988 Val 22C 1,304 1,445 1,445 3.839 2,579 47 0 25 0.38 0.06 0.04 27.75 11.28 42.78 18.365 197.86 31.011 RBm 23 356 356 356 5.25 934 47 0.25 0.38 0.08 006 RBm 24 47 0.35 0.53 0.03 002 2775 15.23 42.78 25.722 197.86 43.475 553 492 553 6.395 1,366 33.75 3.692 63.28 10.249 355.96 22.068 RBm 25 1,113 2,308 2,306 13 5,660 47 0.37 0.55 0.05 0.03 33.75 6.578 63.28 14.985 355.96 30.277 RBm 26 635 635 635 6.25 1,983 47 0.52 0.78 O.tB 0.13 39.38 28.74 73.83 49.396 415.28 97.815 RBm 27 912 833 912 8.905 2,567 47 0.42 0.63 0.10 0.07 47 0.52 0.78 0.16 0.11 33.75 6.813 63.28 21.757 355.96 55.773 33.75 11.12 63.28 28.166 355.96 73.667 C3� Beam Selection and Design Properties Check Paged MazBeanl 01995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm:Kihlthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot 4 2 For Kelly Gordon Development By: M H I MB 99.02We7+ Beam Size Calculation Software BEAM MATERIAL MIN SIZE FINAL SIZE SIZE DESIGN PERCENTAGE OF BEAM USE SELECTION ESTIMATE SELECTION TEST PROPERTIES CAPACITY BEAM I.D. Load Wel Rep Root Type Mat Grade Cust Net dimensions Adjusted Base 100%exceeds Beam Capacity Our W? Use Mbr Mat b h Qty b In AS&I Design Properties Area Section Moment RS,C Hot Default Mal Selection See Based on Overwrite as Req'd act> see Post Tab(pg5) A Modulus Sx of Inertia Ix 0.1,? H,V? Y? Y? WD OF 2 Lib Est Bm Wt w/Actual Bm Weight reg? tv' fb' E' R1,R2 San R2 San R2 Val 22A C Y WD OF 2 1.5 9.25 2 1.5 9.25 OK 118.8 1,203 1.6 42% 57% 36% Val 22B C Y WD DF 2 1.5 9.25 2 1.5 9.25 OK 118.8 1,203 1.6 41% 43% 16% Val 22C C Y WD DF 2 1 5 925 2 1.5 9.25 OK 118.8 1,203 1.6 55% 60% 22% RBm 23 C Y WD OF 2 1.5 11 25 2 1.5 11.25 OK 1188 1,094 1.6 11% 16% 6% RBm 24 C Y WD DF 2 1 5 11.25 2 1.5 11.25 OK 1188 1,094 1.6 19% 24% 9% RBm 25 C Y WD DF 1 3.5 11.25 1 3.5 11.25 OK 1188 1,375 1.7 73% 67% 24% RBm 26 C Y WD OF 2 1.5 11 25 1 2 1.5 11.25 OK 118.8 1,094 16 20% 34% 16% RBm 27 C Y WD OF 2 1.5 11.25 2 1.5 11.25 OK 1188 1,094 1.6 33% 45% 21% Wood Stress Adjustment Factors Page 5 MaYBeam ©1995 Archforms Ltd. , Date: February 10 2001 Rev 1 Firm:Kihlthau Inc. All Rights Reserved Complex Beam Load Analysis& Job: Lot d 2 For K Ily Gordon Develop By: M H MB 99.02We7+ Beam Size Calculation Software Stress Adiustment Factors Base Values NDS Pan II 2 3 8 UBC Table 23-1-A-6 NDS/UBC Tables BEAM I.D. Ld Wet or Hot Size Rep Crk Sum C for WD,GL 8 MW Dur Cm Cm Cm Factors ON Use Exist Factors Cd CI CI Ct CI Cf Cv Cfu Cr Ch tv fb E All fb Iv E For. Tbl fb fb fb fv fV' fb' E' 10"6 Val 22A 1.25 100 1.00 1.00 1.00 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 Val 22B 1.25 100 1.00 1.00 100 1.10 1.00 100 1.00 1.00 1.25 1.38 1.00 95 875 1.6 Val 22C 125 100 100 1.00 100 1.10 1.00 1.00 1.00 1.00 1.25 1.38 1.00 95 875 1.6 RBm 23 1.25 100 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.25 1.25 100 95 875 1.6 RBm 24 125 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 95 875 1.6 RBm 25 1.25 100 1.00 1.00 1.00 1.10 1.00 1.00 1.00 too 1.25 1.38 1,00 95 1000 1.7 RBm 26 1.25 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 95 875 1.6 RBm 27 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.25 1.00 95 875 1.6 N Zs Beam Schedule MaxBeam Date: February 10 2001 Rev 1 Firm: Kihlthau Inc. Job: Lot#2 For Kelly Gordon Develo ment By: M.H Page 7 DIMENSIONS MATERIAL SUPPORT HARDWARE BEAM I.D. Min 6 Min Min Min Min City Width Height Mfg Type Mat Grade Post Type Mat End Hanger Post Post (shape) (weight) Size Sup Size Base Cap nominal dimensions in. Note 5 Notes Val 22A 2 2 x 10 WD DF 2 1.2x4 WD DF 1.5 HRC44 2 Val 228 2 2 x 10 WD DF 2 1-2x4 WD DF 1.5 HRC44 2 Val 22C 2 2 x 10 WD OF 2 1.2x4 WD OF 1.5 HRC44 2 RBm 23 2 2 x 12 WD DF 2 1-2x4 WD DF 1.5 HU-2 2 RBm 24 2 2 x 12 WD DF 2 1.2x4 WD DF 1.5 HU-2 2 RBm 25 1 4 x 12 WD OF 1 1.2x4 WD OF 1.5 HU RBm 26 2 2 x 12 WD DF 2 1.2x4 WD DF 1.5 HU-2 2 RBm 27 2 2 x 12 WD OF 2 1.2x4 WD OF 1.5 HU-2 2 Notes 1 All Beams and Posts Calculated As Req'd by 1hel997 NDS and Specific Mfq'd Products Design Criteria. 2 Spike toqether Double Beams wl 16d at 2 ft.oc. Three or More Gang w/Staggered 518'Bolts at 21t.oc. 3 Verify and Comply with all I-Joist Manufacturers Installation and Assembly Requirements and Details. 4 Provide Shear Blocking Between I-Joist Over and Under All Bearing Walls,and as Req'd by Manufacturer 5 Hdwr by Simpson,or Equal. Use Hdwr of Type Listed Sized for Member. Install All Nails As Spec'd by Mfq. 6 Provide End Bearinq Spec'd at All Beams,Pocket Bms at Walls Btwn Studs,Provide Cont.Rim Jst.at FIJst. 7 Nail All Members at Min.per the Conventional Framing Requirements of Chapter 23 of Bldg Code. 8 Provide Solid Blocking at 8ft.o.c.Between Rafters 8 Joists with Height to Width Ratio greater than 3. Beam Post Sizing and End Support Page Max Ream 1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kthlthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot# 2 For Kelly Gordon Develo me By: M H. MB 99.02We7+ Beam Size Calculation Software HEIGHT& POST POST END POST DESIGN POST REQUIREMENTS DEPTH MATERIAL CONDITIONS PROPERTIES BEAM 1.D. HT Wdpth Built- End Beam Post Post Min Min Min. Post Post L min d Type Mat up or Rest Hang Base Cap Le Le Fc E' FcE Cp Fc P A req Post End Hanger Base Cap It 3x to 8x Defaults Solid? Cord Type ? ? L'ke d w/adl KcEE' Cp'Fc max P Size Sup 9 3.5 WD I DF B PP FH Y T Y le/d R1orR2 Fc in Val 22A 9 3.5 WD DF B PP HH Y Y 9 309 781.3 1.6 504.1053 413 930 2.25 1.2x4 1.5 HRC44 Val 22B 9 3.5 WD DF B PP HH Y Y 9 309 781.3 1.6 504.1 0.53 413 1051 2543 1.2x4 1.5 HRC44 Val 22C 9 3.5 WD DF B PP HH Y Y 9 30.9 781.3 1.6 504.1 0.53 413 1445 3.496 1.2x4 1.5 HRC44 RBm 23 9 3.5 WD DF 8 PP FH Y Y 9 309 781.3 1.6 504.1 0.53 413 356 0861 1.2x4 1.5 HU-2 RBm 24 9 3.5 WD DF 8 PP FH Y Y 9 309 781.3 1.6 504.1 0.53 413 553 1.337 1.2x4 1.5 HU-2 RBm 25 9 3.5 WD DF S PP FH Y Y 9 30.9 781.3 1.6 504.1 088 689 2308 3.35 1.2x4 1.5 HU #NIA #NIA RBm 26 9 3.5 WD DF B PP FH Y Y 9 309 781.3 1.6 504.1 0.53 413 635 1.535 1.2x4 1.5 HU-2 RBm 27 9 3.5 WD DF B PP FH Y Y 9 309 781.3 1.6 504.1 053 413 912 2207 1.2x4 1.5 HU-2 N BEAM ID SPAN (ft) W( If) P(Ib.) d(ft) Special Design Loads - ' zk(tL_I��cz v ' = 5-72-PLF fs al P G. �— �- 5 ,S P, = 3cow, gg A- C 2 t fie ° C" v. J X (1 t7 f2i10)+-'(.-7r(u+t-c-) ur Dale: BEAM LOAD/SPAN TABLE Job No.: KIHLTHAU, INC. 2008-t-,9 Consulting Engineer THE New Residence Lot It 2 ZJ ( lict:ked: 1010 Connie Drive,Campbell,CA 95008 • (408)3796561 For Kelly Gordon Development At Orion Lane,Cupertino Co., I Of ")U Beam Name,Span'and Load Data Page 2a MaxBeanl (01995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis 6 Job: Lot 0 2 For I Kelly Gordon Development By: M H MB 99.02We7+ Beam Size Calculation Software BEAM LOAD " r'+1' wiwi r✓l l4 rtf P1 P2r w4 P ELEMENTS a R1 8 R2 based on est Bm wt R1 L R2 1�R1 '.r:,�i;:"`a;t 'L?.3,.' Rll � L '. rR2ti' R1 L- R R1 R—R�� D I Bldg. Unif.Load lincr.Load Partial Uniform Loads Partial Uniform Loads Olh Unif.Ld. Olh Point Beam I.D. L Part Enter:spacing in I under No itch X/12>DL at Span 8 f Ld(load),IA trib Area under dia ram Est.bw t added to w 8 w4 ad usl as re Load to Ld w to Ld W to Ld wl to Ld w2 to Ld w3 a b e ref P1 ref P2 d e to Ld w4 f ref P3 Type Span Roof FJst 16 Walls No. Rt/R2 2nd FIIRf 1 555 23 1 st Floor 1 33 52 69 16 555 23 Total nitch 69 bwtt 1 mull 2 22 M b wt Type Span 33 Roof 75 35 263 FHdr 8 99 Walls 9 15 135 No RVR223 2ndFIIRf 1.75 80 140 1 22,90 23 1st Floor 067 52 35 2190 146 Total pitch 573 0 bwt t 1 mult 4 58 M 1 5 b wl Type Span Roof 2673 55 FBm 13.5 Walls No. R1IR2 2nd F11Rf 2 2.059 23 1st Floor 133 52 69 1 564 23 Total pitch 70 1 bwt t 1 mutt 609 M 4 b wt 2673 55 Type Span Roof R14 860 1,3 FBm 8.5 99 Walls 8 6 48 No RI/R2 2nd FIIRf F2 2059 13 3 4,193 23 Is[Floor 675 52 351 2 132 32 Total tAch 401 2 bwt t 1 molt 167 M 14 b wt 2919 1.3 T4689 Roof R15 2057 1.5 FWalls 2nd FIIRf 23 1st Floor 1.33 52 69 23 Total itch 70 0 bwt t 1 mutt 4.8 M 4 b wt 2057 15 Type Span Roof R9 3053 4.5 FBm 5.5 Walls No. R1/R2 2nd FIIRf 5 745 23 1st Floor 1 33 52 69 2.688 23 Total pitch 69 1 bwt t 1 mull 2.36 M 12 b wt 30531 45 Type Span Roof R9 1485 4.5 FBm 5.5 Walls No R1/R2 2nd FI/Rf 6 460 123 1st Floor 1 33 52 69 1,405 23 Tolal pitch 69 bwt t 1 mull 1.28 M 4 b wl 1485 4.5 Beam Name, Span bnd Load Data Page 2b MaxBea lin `l 1995 Archforms Ltd.' Date: February 10 2001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis 8. Job: Lot#2 For Kelly Gordon Development By: M H MB 99.02We7♦ Beam Size Calculation Software wW11 •`Y ' NW3�; P1 P2 w4 P BEAM LOAD ` ELEMENTS a A _ ...� „ e �- R1' ,R2,fR1' L R7 R1 R Beam I.D. D Bldg. Unif.Load Incr.Load Partial Uniform Loads Point Load(s) Olh Unit.Ld. Olin Point No. Span L Part Enters acin in under No. itch X/12>DL at Spa 8 f ,Ld(load), to(Irib Area under dia ram. Est bwiz added to w 8 w4 adiust as reo S acin % Load to Ld w to Ld W to Ld wl to Ld w2 to Ld w3 a to c ref Pt I ref P2 d e IA Ld will f ref P3 Type Span 33 Roof 9 35 315 FHdr 5.5 99 Walls 9 15 135 No R1/R2 23 2ndFl/Rf 175 80 140 7 2,624 23 1st Floor 752 364 --2624 37 1 T.t.11 I pitch 954 bwi t 1 mull 361 M 52 b wt Type Span Roof Walls No. R1/R2 2nd FI/Rf 1 st Floor Total pitch bwt: mull M b wl Type Span Roof Walls No R1/R2 2ndFl/Rf 1 st Floor Total pitch bwt i mull M b wt Type Span Roof FJst 8 Walls No. R1/R2 2ndFl/Rf 2 267 23 1 st Floor 133 50 67 16 267 23 Total pitch 67 1 bwts 1 mull 053 M I bwt Type Span Roof Grd 6.5 Walls No R1/R2 2ndFl.rRf 1.300 23 1 st Floor 8 50 400 1 300 23 Total pitch 400 bwl s 1 mull 211 M 2 29 b wi Type Span Roof Walls No R17R2 2ndFl/Rf 151 Flow Total pitch I bwt 3 mull M I bwt Type Span Roof Walls No, R11R2 2ndFl/Rf 1st Floor pTotal pitch bwt i mull M b wt Beam Name, Span and Load Data Page 2c I MaxBeam ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihfthau Inc i All Rights Reserved Complex Beam Load Analysis& Calculated Span and Load Properties Page MaxBeam 01995 Archfornis Ltd. Date: Febnrary 10 2001 Rev 1 Firm: Kihlthau Inc All Rights Reserved Complex Beam Load Analysis 8• Job: Lotti 2 For 'elly Gordon Development By: M H. MB 99.02We7+ Beam Size Calculation Software REACTION SHEAR MOMENT DEFLECTION BEAM PROPERTIES CHECK Code limit FL-U240 Roof-U180 actual>re uired? Neut % Der x at L Camber x at>f or g Area Section Modulus Moment of Inertia BEAM I.D. Rt R2 V Axis M M DL Floor Roof Act DL Radius Floor Roof Act DL Aact Areq Sact Sreq X Sreq R fact Ireq X Ireq>flg w/final bm wt max at L at X at R2 U 3670T-240 Def Def ff. 240 180 Def Def bxh 3V bh^2 Mxl2 Mx12 bxh"3 Sum I Sum I Itis lbs lbs ft Wits ftAbs limit 1,0011.501 in x1.5 DL 1 0.501 1.001 in x1.5 2fv 6 fit fb 12 E def x E def f FJst 1 @ 16 555 555 555 8 2,219 23 0.53 0.80 0.36 0.12 16.88 7.732 31.64 26.459 177.98 119.81 FHdr 1 2,310 2,310 2.310 4 4,620 46 027 0.40 0.08 0.05 39.38 27.93 73.83 57.604 41528 124.75 FBm 2 2,080 1,585 2,080 5.5 10,329 23 045 068 0.41 0.14 1927.45 35.16 18.28 65.92 51.643 370.79 337.61 FBm 3 4,246 2,186 4.246 3211 5,780 32 0.28 0.43 004 0.02 6234 19.85 123.4 23.918 732.62 108.26 FBm 4 2,297 715 2,297 327 3,478 23 0.43 065 0.09 0.03 8022.35 35.16 20.26 65.92 17.392 370.79 78.111 FBm 5 777 2,720 2,720 4.5 2,680 23 0.18 0.28 0.01 000 23695.2 70.31 24.04 131.8 13.399 741.58 22.377 FBm 6 1 472 1,417 1,417 4.5 1,380 23 0.18 028 0.01 0.00 22000.4 35.16 12.26 65.92 6.9017 370.79 12.05 FHdr 7 2,638 2,638 2,638 2.75 3,627 37 0.18 0.28 0.03 0.02 3938 27.45 73.83 45.22 415.28 67.326 FJst 2 @ 16 267 267 267 4 533 23 027 0.40 0.18 0.06 8.25 3.728 7.563 4.8925 20.797 14.4 Ord 1,307 1,307 1,307 3.25 2,125 23 022 033 0.09 003 25.38 16.81 30.66 22.413 111.15 46.608 Beam Selection and Design Properties Check Page4 MaxBeam ©1996 Archforans I,td. Date: February 10 2001 Rev 1 Firm:Kihlthau Inc. All Rights Reserved Complex Beam Load Analysis&' Job: Lot'#2 For Kelly Gordon Development B : M H MB 99.02We7+ Beam Size Calculation Software BEAM MATERIAL MIN SIZE FINAL SIZE SIZE DESIGN PERCENTAGE OF BEAM USE SELECTION ESTIMATE SELECTION TEST PROPERTIES CAPACITY BEAM I.D. Load Wet Rep Roof Type Mat Grade Cust Net dimensions Adjusted Base >100%exceeds Beam Capacity Dur W? Use Mbr Mat b h Qty b h AS&I Design Properties Area Section Moment P,S,C Hot Default Mat Selection See Based on Overwrite as Req'd act> see Past Tab(pg5) A Modulus Sx of Inertia Ix 0,1,? H V? Y? Y? WD DF 2 Lib. Est Bm Wt wI Actual Bm Wei ht req? fv' fb' E' R1,R2 San R2 San R2 FJst 1 @ 16 Y WD OF 2 1.5 11.25 1 1.5 11.25 OK 95 1,006 1.6 46% 84% 67% FHdr 1 WD OF 2 3.5 11.25 1 3.5 11.25 OK 95 963 1.6 71% 78% 30% FBm 2 GL OF 14F-v4 3.125 11.25 1 3.125 11.25 OK 165 2,400 1.8 52% 78% 91%, FBm 3 MW PSL 2.0E 5.25 11.875 1 5.25 11.875 OK 290 2,900 2.0 32% 19% 15% FBm 4 GL OF 24F-V4 3.125 11.25 1 3.125 11.25 OK 165 2,400 1.8 58% 26% 21% FBm 5 GL OF 24F-V4 3.125 11.25 2 3.125 11.15 OK 165 2,400 1.8 34% 10% 3% FBm 6 GL OF 24F•V4 3.125 11.25 1 3.125 11.25 OK 165 2,400 1.8 35% 10°/, 3% FHdr 7 WD DF 2 3.5 11.25 1 3.5 11.25 OK '95963 1.6L66%1. 73%. 16%, FJst 2 @ 16 Y WD OF 2 1.5 5.5 1 1.5 5.5 OK 95 1,308 1.6 69% Gird WD OF 2 3.5 T25 1 3.5 7.25 OK 95 1,138 1.6 42% Wood Stress Adjustment Factors Pages MaxBeam ©1995 Archforms Ltd: Data: February 10 2001 Rev 1 Firm:Kihlfhau Inc. All Rights Reserved Complex Beam Load Analysis& Job: Lot 4 2 For K Ily Gordon Develo r By: M H. MB 99.02We7+ Beam Size Calculation Software Stress Adjustment Factors Base Values NDS Pan II 2 3 8 UBC Table 23-1-A-6 NDS/UBC Tables BEAM I.D. t d Wet or Hot Size Rep Crk Sum C for WD,GL 8 MW our Cm Cm Cm Factors(fb) Use Exist Factors Cd Cl Ct Cl Cf Cf Cv Cfu Cr Ch tv fb E All to fv E For. TO fb Ib fb fv iv' fb' E' 10A6 FJst 1 @ 16 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 L00 1.00 1.15 1.00 95 875 1.6 FHdr 1 1.00 1.00 1.00 1-00 100 110 1.00 1.00 1.00 1.00 1.00 1.10 1.00 95 875 1.6 FBm 2 1.00 1.00 1.00 1.00 1,00 100 100 1.00 1.00 1.00 1.00 1.00 1.00 165 2400 18 FBm 3 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00 1.00 290 2900 2.0 FBm 4 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 165 2400 1.8 FBm 5 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 100 1.00 1.00 1.00 165 2400 IS FBm 6 1.00 100 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 165 2400 18 FHdr 7 100 100 100 100 100 110 1.00 1.00 1.00 1.00 1.00 1.10 1.00 95 875 1.6 FJst 2 @ 16 1.00 1.00 1.00 1.00 1.00 1.30 1,00 1.00 1.15 1.00 1.00 1.50 1.00 95 875 1.6 Grd 1.00 1.00 1.00 1.00 1.00 130 1.00 1.00 1.00 1.00 1.00 1.30 1.00 95 875 1.6 W O Beam Post Sizing and End Support Page Max Beam (b 1995 Archfortns Ltd. Date: February 10 2001 Rev 1 Firm:Kihlthau Inc All Rights Reserved Complex Beam Load Analysis& Job: Lot#2 For I(ellGordon Develo me By: M H MB 99.02We7+ Beam Size Calculation Software HEIGHT& POST POST END POST DESIGN POST REQUIREMENTS DEPTH MATERIAL CONDITIONS PROPERTIES BEAM I.D. HT vA dpth Built. End Beam Post Post Min Min Min. Post Post L min d Type Mal up or Rest Hang Base Cap Le Le Fc E' FCE CP Fc P A req Post End Hanger Base Cap It 3x to 8x Defaults Solid? Cord TYpe ? ? Cke d w/adj Kcg E' Cp'Fc max P Size Sup 8 3.5 WD I OF S PP FH Y Y leld R1orR2 F'c in FJst 1 @ 16 8 3.5 WD OF B PP FH N N 8 27.4 625 1.6 638 0.58 364 555 1.522 2x4wl 1.5 HU FHdr 1 8 3.5 WD OF S PP FH Y Y 8 27.4 625 1.6 638 0.97 607 2310 3.805 1.2x4 1.5 HU FBm 2 8 3.5 WD OF S PP FH Y Y 8 274 625 1.6 638 0.97 607 2080 3,426 1.2x4 1.5 HU325 FBm 3 8 3.5 WD OF S PP FH Y Y 8 27.4 625 1.6 638 0.97 607 4246 6.993 1.3x4 1.5 FBm 4 8 3.5 WD OF S PP FH Y Y 8 27.4 625 1.6 638 0.97 607 2297 3.783 1.2x4 1.5 HU3.25 FBm 5 8 3.5 WD OF S PP FH Y Y 8 27.4 625 1.6 638 0.97 607 2720 448 1.2x4 1.5 HU3.25 FBm 6 8 3.5 WD OF S PP FH Y Y 8 27.4 625 1.6 638 0.97 607 1417 2.334 1.2x4 1.5 HU325 FHdr 7 8 3.5 WD OF S PP FH Y Y 8 274 625 1.6 638 0.97 607 2638 4.344 1.2x4 1.5 HU FJst 2 @ 16 8 3.5 WD OF B PP FH N N 8 274 625 1.6 638 0.58 364 267 0.732 2x4wl 1.5 LU Grd 8 3.5 WD OF S PP FH Y Y 8 274 625 1.6 638 0.97 607 1307 2.153 44 1.5 HU CB44 AC4 w CA Beam Schedule MaxBeam Qate: February 102001 Rev 1 Firm: Kihlthau Inc. Page 7 Job: Lot p 2 For Kelly Gordon Develo ment By: M H. DIMENSIONS MATERIAL SUPPORT HARDWARE Min 6 Min Min Min Min BEAM I.D. Post Post pty Width Height Mfg Type Mat Grade S Zse Type Mat Sup Sup Base Cap (shape) (weight) nominal dimensions in Note 5 rJoles FJst 1 @ 16 1 2 x 12 WD DF 2 2x4 wl 1.5 HU e FHdr 1 1 4 x 12 WD DF 2 1.2x4 WD OF 1.5 HU FBm 2 1 3.118 x 11.114 GL DF 24F•V4 1.2x4 WD OF 1.5 HU3.25 FBm 3 1 5.114 x 11.718 T-J MW PSL 2.0E 1.30 WD OF 1.5 FBm 4 1 3.118 x 11-114 GL DF 24F-V4 1.20 WD OF 1.5 HU3.25 FBm 5 2 3.118 x 11.114 GL OF 24F-V4 1.20 WD OF 1.5 HU3.25 z FBm 6 1 3.118 x 11-114 GL OF 24F•V4 1.20 WD OF 1.5 HU3.25 FHdr 7 1 4 x 12 WD OF 2 1.20 WD OF 1.5 HU FJst 2 @ 16 1 2 x 6 WD DF 2 2x4wl 1.5 LU a Grd 1 4 x 8 WD DF 2 40 WD OF 1.5 HU CB44 AC 4 Notes 1 All Beams and Posts Calculated As Req'd by the1997 NDS and Specific Mfq'd Products Design Criteria. 2 Spike together Double Beams wl 16d at 2 ft.oc. Three or More Gang wl Staggered 518'Bolts at 211.oc. 3 Verity and Comply with all I-Joist Manufacturers Installation and Assembly Requirements and Details. 4 Provide Shear Blocking Between I-Joist Over and Under All Bearing Walls,and as Req'd by Manufacturer. 5 Hdwr by Simpson,or Equal. Use Hdwr of Type Listed Sized for Member. Install All Nails As Spec'd by Mfg. 6 Provide End Bearing Spec'd at All Beams,Pocket Bins at Walls Btwn Studs,Provide Cont.Rim Jst.at FIJst. 7 Nail All Members at Min.per the Conventional Framing Requirements of Chapter 23 of Bldg Code. 8 Provide Solid Blocking at 8111.o.c.Between Rafters&Joists with Height to Width Ratio greater than 3. �Z�8 • I Q ')POK� • � C soils assumptions Equiv. fluid pressure. . . . . 45 per Surcharge load. . . . . . . . 0 s 0 psf Line load on st.em. . . . . . . . . 450 plf P1ax. soil brg. pressure. . . 2500 psf Passive soil pressure. . . . . 225 pef Coefficient of friction. . . .3 Assumed footing heel. . . . . . I ft. LF cr�1.c S ThF ruin. fnnt ing wi111.h should be 4.25 feet The resist iot; ,moment i� 8455.914 ft-lbs. rhe moment is 5198.657 ft-lbs. Th. -vortu,•niPig snl'et }- is 1.626558 Th, inn>:imami I tmaring pressure is 1G77 196 psf 1 \ Th. f,lnLin> 1-hirltness is .85 feet (IZ1iPE[2 S�1LS11( E ) The -lwnr hoe d,r pl.h required is 3.132765 feet 5b (h let l ) V / 40c�ltc I'h,. mum, Pit :11. t.h,. hc1�,• of the stem is 38.10 ft.-lbs. ll IN Z -1t f-@ oz n V.►�u =3,Sq 1 417 S� = 0, 9 [.l Sti T1)v monIenI nt 2 f from hale of stem is 1620 ft-lbs. •rhe mnm,>o1 „t I ft . from hale of stem is 480 ft.-lbs. •I'h,• moment :it G fl frrnu hale of stem is 60 ft.-lbs. 'I'11e n,olnent ill 8 ft 1'ronl base of stem is 0 ft-lbs. Th, nn,nu•„I n I h,• I'I g :,1 I h,• 14,11 1 stem is 2134 - 182 ft -Ibs. J Z A,,P, Zq (B 70 _ v1 Ir�Z ur�� 4C IZ t Th,' nn,menl n ft ! .11 I f1,. from wall stem is 1156.6857 ft-lbs. �t DE'WIM-h,• nu,m,•nt n I'f ; ill ft . from wall stem is 0 ft-lbs. -Zom Zti- �.[1G �- 74 0 -10 C.�-.1• rl 2Pup CZ `V 1 Q (N) 4z IH DI�hl� fajz Mo(� (M '� 'T f I►c C-eE yI�C�KE'-f��n�lo ��?u�P-I (i' s�i�S•(��I"I P 0IK isx�'•�.1�•�H I.� � U Mi�z�� Di2�lil4 W 10 I � � 2 4 (PUT 1/D(��riM t�ri1E p��i 5 it-4 CONTI OL �Z�I �t�'1 fir✓�� oh-F F S'[a(�-�f. Fob - A- Q, Ita-• P—k u 2�Us x�z��p p v w-7Kt i p-p,� 2 z u JtNdo DATE KIHLTHAU, INC. fo01 APA i�Design By � Consulting Engineer CnKo By 1070 Goma•OTSCameeMi,U 15oaI • r�oa a wnOf Lateral Loading: Area, Height&Weight Data Page 1 MaxQuake ©1995 Archfornts Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH g99.03We7 Construction Design Software FLOOR PLAN AREAS&SHEAR WALL GRID SPACING TYPICAL DEAD LOADS -Establish Grid Spacing loor.Up Co ratio ac ei* -Establish Dead Loads(Ibslsf} Left 1 2 3 4 5 6 7 8 Right Roof Interior Wal) Roo Floor Roofing 8 Gyp.Bd 4 Shear Wall Spacing 60 Block Block Perim Overall Sheathing 2.5 Framing 4 A ack Area Area Wall Width Framing 3.5 Int.Finish Roof Snow Other 2nd FI/Rf 24 R 1536 60 14 8 B 1st FI 1 1440 60 60 Ceiling Root Roof at 2nd FI 60 Insulation 1.5 Exterior Wall 2nd FI/Rf 25 R 1600 TypOH Framing 0.5 Ext Finish 7 C 1st FI 1 1500 60 L to R Gyp Ed. 2 Shear 1.5 Roof 2 Other 1 Framing 4 2nd FI/Rf HzProl 5 Insulation 0.5 p 1st FI hRe= Floor Gyp.Bd, 2 Roof Flooring 4 Int.Finish 2nd FI/Rf 4.5 Sheathing 2 Other 1st FI hRi= Framing 3.5 15 Roof Insulation 0.5 2nd FI/Rf 277.25 Other 2 F i 51 FI WI Area 12 Roof We= 2nd FI/RI FLOOR HEIGHTS&WIND AREA G 1st FI 64.8 -Establish Floor to Floor and Roof Heights(ft)- R3, Wi= Roof Roof Floor 2nd FI/Rf Pitch Height Height 1st FI 3762 X112 H rontN L Plan w/both Roof T ical Overhan F to B 2 L s>15%of Plan Y? Roof Roof Block Area Roof Area 6 11.5 2Ad FI/Roof Overall Depth Z= hRe= hRi= vRe 2nd FI I Roof 49 Overall Depth of Roof at 2nd A vRi 2nd FI Depth Roof Block Area 3180 Roof Area 3136 FI to A Heiqhl 9 1st Floor Floor Block Area Floor Area Perimeter Wall WI Perimeter 1 st FI Dp-S if Slab S Base/6r�wl o Overall Depth 49 Z= 3 hRe= 78 hRi= 3935 vRe 1212 Ave.Sill to Fl Ht 1st Floor We= Wi= vRi 2360 Floor Block Area 2940 Floor Area 2940 WindHt.(a)Ridge 20.5 Slab/Foundatior Perimeter Wall 98 WI Perimeter 218 Wind Ht.(a?Gable 14.75 Ridge F to B L to R Overall Depth 49 Z= 3.6 We= 648 Wi= 475.2 Mean Roof HI 14.75 Runs? Y Z=less of10%of least horiz dim or 40%of ht.but not less than 4%of least honz dim.but at least 3ft. Hips? Y Lateral-Load Analysis Page MaxQuakc ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihithau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot k 2For Kelly Gordon By: MH I C)99.03We7 Construction Design Software SEISMIC LOADS BUILDING CODE -Distribute Shear to Various Levels- UBC formula(30-15) -Establish Dead Loads Select Code- Force at Level x=V(Wtx)(Hlx)/Sum(VVh)(Hli) Ft assumed=0 Mal.Weights 2nd Floor 1st Floor Base Level 96 BOCA Ht is measured from plate to foundation E=Eh'p(30-1) Item DL(ps0 Area(sf) DL(Ibs) Area(sl) DL(lbs) Area(sQ DL(Ibs) 97 SBCCI WI x Ht x (WI)(HI) Fx p F to B p L to R Wt Roof 14 3136 43904 PX 97 UBC Roof 2 Wt Ceil 5 2940 14700 2nd FI/Roof 1 73319 9 659871 15711 1.00 1.00 Wt Ext WI 15 981 14715 1st Floor 1.00 1.00 Wt Int WI 10 2244 22440 Sum 73319 9 659871 15711 Wt Floor 12 Sum 2nd Sum 151 95759 Base WIND LOADS -Wind Pressure- interior wall default:10 psf of floor area Sum 2nd,tst&Base 95759 UBC Sectionl620 -Distribute Weights to Various Levels- P=gslwCeCq 0 Roof 2nd A 1st FI W1 Vp 80 Figure 16-1 Tributary Weight Line Line Line Sum Ex B Section 1616 Wt Roof 2nd Iw t=Table 16-K Wt Ceil 2nd qs 164 Table 16-F 112Wt Ext WI 2 Ce 0.62 Table 16-G Wt Int WI 2 hCq 1.3 Table 16-H,q2 Wt Floor 2 vCq -0.7 Table 16-H,p2 Wt Roof 1st 43904 43904 Ph= 13 Hz.Force(psl) Wt Ceil 1 14700 14700 Pv= -7.118 Vt.Force(psl) 1/2 Wt Ext WI 1 14715 14715 Wt IN WI 1 Total Wind Load In Each Direction At Each Level(Ibsp Wt Floor 1 Trib Area F to B Trib Area L to R Wind Load 112Wt Ext WI Bsml End Z Inter Z SumP'AI End Z Inter Z SumP'At F to 8 L to R Wt Ceil Bsmt Roof 2 Line Sum 73319 W= 73319 Roof 1 78 394 6,232 5 277 3,724 2nd FI 6,232 3,724 -Determine Base Shear, 1st Floor UBC Seclion 1630 2 Up Roof 2 Uplift Zone 4 Fig 162 Seismic Source Type B Table 16-U Up Roof 1 1,212 2,360 Uplift 25,424 25,424 Sal Prof SD Table 16-J Fault Distance 3 in km to Seismic Source Z=Pq Table 16-1 Ca= 0.528 Table 16-0 GOVERNING LATERAL LOADS 1= Table 16-K Cv= 0.93888 Table 16-R Maximum Total Load In Each Direction At Each Level(lbs), T- Formula(30S) Na= 120 Table 15S Front to Back Side to Sido R= Table 16-N(Tied to Pq 9) NV= 1.47 Table 16-T Roof 2 formula (30A) (30-5) (30.6) (30.7) E= CvIW/RT but not>2.5CalW/R but not<0.11CaIW zone 4 not<0 BZNvIW/R 2nd FI/Roof 1 15,711 Seismic 15,711 Seismic 103932 21996 4258 7822 W E/14= 15,711 Ibs E11.4=V 1612.3.1formula(12-9) 1st Floor For Code Table references used by MaxOuake see Code Sections cited or Appendix A below 'Shear'Wall Segments Data, Lines 1-8 Page MaxQuake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihllhau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH 099.03We7 Construction Design Software Line 1 Line 2 Line 3 ILine4 Line 5 1 Line 6 Line 7 Line 8 Segment(Seg)names a-q appear to show possible quadrants(q)Remove Segs not used. Move and add 1,2,..10 denote multiple(m)seq's in a quadrant,ie.,Q. Seq Variables. Lq Sea lair. Hr Sm h hl fromDo 1), 8.Bearino Wall?-B=es Ell'.Ext.or IN Wall?-E=Ext 1=Int. SStacked Sea above same row, &m&s L 2nd Seg Wall Variables Seg Wall Variables Seg Wall Vanables Seg Wall Variables Seg Wall Variables Seq Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lq HI B Ell q&m Lq Ht B Ell q&m Lg HI B Ell q&m Lq, Ht B Ell q&m Lg Ht B Ell q8m Lq HI B Ell q&m Lg Ht B Ell q8m lg Ht B Ell 1,2,3.. Wall Lines Run From Front to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Back 1st Seq Wall Vanables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Vanables Seq Wall Variables Seq Wall Variables Level q&m Lg Ht B Ell S q&m Lq HI B Ell S q&m Lq HI B Ell S q&m Lq Ht B Ell S q&m Lg Ht B Ell S q&m Lq HI B Ell S q&m Lq Ht B EA S q&m Lg Ht B Ell S a 15 9 E a11 9 E b 76 9 E b85 9 E c 65 9 E c 8,5 9 E sum 29 Syst SW sum 28 Syst SW sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Base Seq Wall Variables Seq Wall Variables Seq Wall Vanables Seq Wait Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lq Ht 8 Ell S q&m Lq Hl B Ell S q&m Lq Ht B Ell S q&m Lq HI B Ell S q&m Lq HI B E/1 S q&m Lq Ht B Ell S q&m Lq HI B Ell S q&m Lq HI B Ell S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst W load trans to adi fine fload trans to adi line Shear Segment Hei httLen th ratio is limited to 2/1 for edge blocked panel'HVLq>2 limit'appears if exceeded.See Code Ch 16 for HVLq limits for other assemblies Shear Wall Segments Data,Lines A•H Page4 MaxQUake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc. All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kell Gordon BY: FAH Q99.03We7 Construction Design Software Line A ILine B I Line C Line D Line E Line F Line G Line H Segment(Seq)names 1.7 appear to show possible quadrants(q) Remove Segs not used.Move and add a,b..ro denote multiple(m)seq s in a quadrant,ie.,2b. Sea Variables La Spi i loth, HL Sea h ht fromno 1 1 8Bearing WaII?-B=ves. Ell Ext or Int.Wall?•E=Ext.1=Int. S Stacked Sea above same row, &m&s L 2nd Seg Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Sep Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lq Ht 8 Ell q&m Lq Ht B E/I q&m Lq Ht 8 Ell q&m Lq HI B E/I q&m Lq, Ht B Ell q&m Lg Ht B E/I q&m Lg HI B Ell q&m Lg HI B Ell A,B,C.. Wall Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Sys[ sum Syst sum Syst sum Syst Side 1st SegWaII Variables Seq Wall Variables Seq--Rall Variables Seg Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lq Ht 8 Ell S q&m Lg HI B Ell S q&m Lg HI 8 Ell S q&m Lg Ht B Ell S q&m Lg Ht B Ell S q&m Lq Ht 8 Ell S q&m Lq Ht 8 Ell S q&m Lq Ht B Ell S 1 5 9 E 1 12 9 I 1 2.7 9 E 2 4.5 9 E 2 15 9 1 1 2.7 9 E 2 8 9 E 2 27 9 E 2 15 9 E sum 18 Syst SW sum 27 Syst SW sum 95 Syst HF sum Syst sum Sysl sum Syst sum Syst sum Syst HF Base Sep Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Seq Wall Variables Level q&m Lq Ht B Ell S q&m Lq Ht B Ell S q&m Lq HI B Ell S q&m Lq Ht B Ell S q&m Lq Ht 8 Ell S q&m Lq Ht B Ell S q&m Lq Ht B Ell S q&m Lq Hl B Ell S sum Sys[ sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Sys[ W \p load trans to adl line load trans to adl line load trans to adl tine �� Shear Segment Height/Length ratio is limited to 211 for edge blocked Panel'HI/Lq>2 limit*appear,it exceeded See Code Ch 16 for Ht/Llimits for other assemblies LateralLoad Distribution&Overturning Moment Pages MaxQuake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc. All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH 099.03We7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Sets%= Wind%= Wift= if'w',-snow RM= if'w'67;s'.85 OTM= if SI'k Vnet'hl Vadj= V= SumV= Distrib Into fl A/Sum IIA tnb wl AISum vvIA Sum lev.w'Irib area WtM*L"2/2k SumV'Ht'L 1 L(i SumV from adj Ln Ln%'Vmax SorW Vad+Vabv+V 2nd %SM %S/W %SNV %S/W %SIW %S/W %SNV %S/W Level Seq W/ft RM OTM Seq Wift RM OTM Seq W/ft RM OTM Seg W#t RM OTM Seq W/ft RM OTM Seg Will RM OTM Seg W/ft RM OTM Seg W/fl RM OTM SW r=V wall '10/lw V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st %SRN 50.7 50 %S/W 50.7 50 %SNV %SIVV %SIW %S11N %SNV %SNV Level Seq W/ft RM OTM Seq Off RM OTM Seq W/ft RM OTM Seq Wlft RM OTM Seq W/h RM OTM Seq WM RM OTM Seq W/ft RM OTM Seq W/ft RM OTM Seismic a 173 16.5 37 a 173 8.9 28.2 15,711 b 173 4.25 18.7 b 173 531 21.8 c 173 311 16 c 173 531 21.8 P= 2-201 if max Ab".5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r= V above r= V above r= V above r= V above r= V above r= V above r= V above r= V above 0 17 lstlev V L97 0 18 lstlev V 7.97 lstlev V lstlev V isliev V lstlev V lstlev V lstlev V s Sum V 7.97 s Sum V 7.97 Sum V Sum V Sum V Sum V Sum V Sum V Base %S1W 50 50 %S/W 50 50 %SNV %S/W %S/W %S/W %S/W %S1W Level Seq W/ft RM OTM Seq W/ft RM OTM Seq W/fl RM OTM Seg W/ft RM OTM Seq W/fl RM OTM Seg Wllt RM OTM Seq WM RM OTM Seq W/ft RM OTM P= 2-201 LV Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r= V above 7.97 r= V above 7.97 r= V above r= V above r- V above r- V above r= Vabove r= V above esmt V Bsml V Bsml V Bsml V Bsml V Bsmt V Bsmt V Bsmt V Q5w Sum V I w Sum V I Sum V I Sum V Sum V Sum V Sum V Sum V� Lateral Load Distribution&Overturning Moment Page MaxQuake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH 099.03We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis%= Wind%= Wd1= if'w',-snow RM= if'w'.67;s'.85 OTM= if St'k Vnel'ht Vadj= V= Sumv= Distrito trib 8 A/Sum flA Inb wl AISum MA Sum ley w'Inb area WIM'L "2/2k SumV*Ht*LqlyLq SumV from ad'Ln Ln%'Vmax SorW Vad-Vabv*V 2nd %SIN %SM %SM %S/W %SNV %SNV %SNV %SMI Level Seq W1h RM OTM Seq Will RM OTM Seg Will RM OTM Seg W/h RM OTM Seg Wlft RM OTM Seq Wilt RM OTM Seg W/ft RM OTM Seg Will RM OTM SW r=V wall '10/Iw IV level Frame V framef Vadl line B Vadl line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G V level 2nd level VRt 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V Sum V Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1st %SM 24.5 24.5 %SMI 50 50 %SM 25.5 25.5 %SM %SM %SM %SIW %SMI Level Seq W/ft RM OTM Seq Will RM OTM Seq W/h RM OTM Seq Wlft RM OTM Seq Wlh RM OTM Seq W/0 RM OTM Seq Wlft RM OTM Seg Wl8 RM OTM Seismic 1 173 1.84 9.89 1 110 6.18 30.7 1 173 0.52 101 15,711 2 173 149 8.9 2 110 10.5 40 1 173 052 10.1 2 173 4.71 158 2 173 0.52 10.1 2 173 0.17 5.69 P= 2-201 If max AV 51 Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line ForH Vadj line G r= V above r= V above r- V above r= V above r= V above r= V above r- V above r= V above 014 lstley V 3.85 019 1st ley V 7.86 ##4a lstlev V 401 1st ley V lstlev V lstlev V lstlev V lslley V S Sum V 3.85 s Sum V 7,86 s Sum V 401 Sum V Sum V Sum V Sum V Sum V Base %SM 24.5 24.5 %SNV 50 50 %SM 255 255 %SM %SIW %SNV %SM %SNV Level Seq W/ft RPA OTM Seq Wth RM OTM Seq W/ft RM OTM Seg WRI RM OTM Seq Wlft RM OTM Seq WAI RM OTM Seg Off RM OTM Seg W/ll RM OTM P= 2.201 jr max Ab^.5) Vadj line B Vadj line AorC Vadj line BorD Vadj line CorE Vadj line DorF Vadj line EorG Vadj line FaH Vadj line G T= V above 3.85 r= V above 7.86 r- V above 4.01 r= V above r- V above r= V above r- V above r- V above 41 Bsmt V BSmIV BsmlV BsmIV BsmiV BsmtV BsmIV BsmtV �—' w Sum V w Sum V w Sum V Sum V Sum V Sum V Sum V Sum V Shear Wall and Hold Down Requirements Page 7 MaxQuake 91995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm:Kihlthau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH Q99.03We7 Construction Design Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift=Overturning Moment(OTM)•Resisting Moment(RM)I Seqmenl Length(Seq Lq). Hold Down HD T Incorperaled into Shear Frames Mfa Abreviallon Shown at each r 'd Frame see Wall Type for Frame Size 2nd HD HD HD HD HD HO HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1,2,3.. Wall Lines Run From Front to Shear(plQ Shear(pin Shear(plf) Shear(plf) Shear(plf) Shear(plQ Shear(plQ Shear(plo Back Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext.Wails Up it(pIn Rf 2 Ext WI Uplift Detail 0 Rf 2 d Ext WI NA 1st HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a 1.361 A Htb a 1,752 A H2 b 1,905 A H2 b 1,935 A H2 C 1,986 A H2 c 1,935 A H2 Shear(pin 274 Shear(pin 284 Shear(plo Shear(pff) Shear(plQ Shear(pin Shear(plo Shear(plf) Wall Type A 7 Wall Type A 1 Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext Walls Uplift(pin Rf 1 @ Ext WI 49 Uplift Detail @ Rf 1 3 Ext WI NA Straps/Hold-Downs must run continuous down Ihrough the Wall below to the Foundation. If no Wall below lie to Beams sized for Hold-Down Point Loads. Base HD HD HD HO HD HO HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Shear(plf) Shear(pin Shear(plf) Shear(plQ Shear(plf) Shear(plf) Shear(plf) Shear(plQ A Wall Type WallType Wall Type Wall Type Wall T e Wall Type I Wall Type Wall Type Shear per Linear Fool(Shear(plQ)=Sum of Shear at that Line 8 Level(Sum V)I Number of Shear Frames at that Line 8 Level 139%of actual load used at Base Level. \ P4inimum r wired Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9 Shear Wall and Hold Down Requirements Page MaxQuake ©1995 Arehforms Ltd. Date: February 10 2001 Rev 1 Firm:Kihllhau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH Q99.03We7 Construction Desipin Software Line A I Line B Line C Line D Line E Line F Line G Line H Uplift=Overturning Moment CTM)-Resisting Moment(RM)I Segment Length(Seg Lq). Hold Down HD TvDei I comerated into Shear Frames Mfo Abrevialion Shown at each r 'd Frame see Wall Tvoe for Frame Size 2nd HD HD HD HD HD HD HD HD Level Seg Uplift• Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(pIQ Shear(pIQ Shear(plt) Shear(pIQ Shear(pIQ Shear(plf) Shear(pIQ Shear(plf) Side Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Exl.Walls U Ift(pin Rf 2 0.Ext WI Uplift Detail 0 Rf 2&Ext WI NA 1 st HD HD Error WI Lq<HF HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1 1,611 A H1b 1 2,130 A H2 1 3.597 A HF 2 1,648 A H1b 2 1,967 A H2 1 3,597 A HF 2 1,391 A H1b 2 3,597 A HF 2 3,683 A HF Shear(plf) 220 Shear(pIQ 296 Shear(plf) 1002 Shear(pIQ Shear(plf) Shear(plt) Shear(pIQ Shear(pIQ Wall Type A 6 Wall Type A 7 Wall Type A 9x18 Wall Type Wall Type I Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext Walls Uptift(pIQ Rf 1 @ Ext WI•32 Uplift Detail @ Rf 1&Ext WI NA Slra sfHold Downs must run continuous down through the Wall below to the Foundation. If no Wall below lie to Beams sized for Hold-Down Point Loads Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Shear(pIQ Shear(pif) Shear(pIQ Shear(pIQ Shear(pIQ Shear(pIQ Shear(pIQ Shear(pIQ Wall T e Wall Tvoe Wall T e Wall T e Wall T e Wall T e Wall T e Wall Type Shear per Linear Foot(Shear(plf))=Sum of Shear at that Line 8 Level(Sum V)I Number of Shear Frames at that Line 8 Level.139%of actual load used at Base Level. Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9 —L, Shear Wall and Hold Down Schedules Page MaxQuake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: f:^H I 099.03We7 Construction Design Software SHEAR WALL OPTIONS: Place an'X'in the appropriate shaded block Select only one option under each heading(except System when using frames) S ecial Zone Hardware Mf . Wall Framing Material Shear Wall System PI IPB Wall Sheathing Fasteners X No MOther'(Apx Simpson X Doug Fir or So.Pine EZF SW-All Plywd or PB X 318'orl/2'CC or CO Ply Ml'Screw 8d Los Angeles AreaKC Metals Hem Fir Is gray.<.49) SW-Gyp,Stuc or Ply 3/8'or1/2'Struc 1 Ply lod USP-SilvrlKant 3-1/2'Metal Studs HF-Hardy Frame 318'oriR'CD Ply o/GB14ga Staple 94 UBC .C) SF-Simpson Frame 1/2'Ext M,SIM-2 Find Bd To Customize,Overwrite Sched on Apx.C below Other(See Apx.C) -Z Frame Other Shealhing/Fastener Combo(See Apx.C) WIND AND EARTHQUAKE DATA 97 LIBC SHEAR WALL SCHEDULE tt Wind Speed mph 80 Seismic Zone 4 Na Wall Shear Wall Edge Anchor Plate to FI. Plate Importance Fact 1 Source Type B 1.20 Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cal B Fault Distance 3 Symbol (plO Material 8d 518"x12 16d 112" A35 Wind Pres honz psf 13.22 Soil Profile So GF:880 GF:140 GF.480 GF 450 Win Pr v f R n Factor 4 Note 1.2 Note 3 Note 6 Note 7 Note 6,8 Note 9.10 NA construct wall as speed per symbol or any below WALL HOLD-DOWN&STRAP SCHEDULE Hold-Down Max. Min. Wall Foundation Bolt A 6 260 3/8'Ply 6" 40"oc 6"oc 22"oc 20"oc Symbol Uplift Post FI to FI Anchor Type Bolt 4 A 7 380 3/8'Ply 4" 27"oc 4"oc 15"oc 14"oc lbs. Size Strap Straps HD Dia. 4 A 8 490 3/B'Ply 3' 21"oc 11"oc IVoc Note 3.4 Note 2 Note 2,4 Note 2 4 A 9 640 112'Ply 2" 16"oe 9"oe 8"oe NA up to 300 use the hold-down across or below redd type 4.5 A 77 760 ea side 3/8'Ply 4" 14"oc 7"oc 7"oc A Hta 1,005 2x CS20 20"+ PAHD42 4.5 A 88 980 ea side 318'Ply 3" 10"oc 6"oc Soc A H1b 1,650 2x CS16 30"+ LTT20 112' 4,5 A 99 1280 ea side 112'Ply 2" 8"oc 4"oc 4"oc A H2 2.775 2-2x MST 48" STHDtO HD2A 518' A H5 4,685 2 2x MST 60" PHOS 518' 1 Sheathing 318'-1l2'(4 ply min)CO.CC Ply with all edges blocked A H6 5,800 2-2x MST 72" PHD6 7/8' 2 Framinq 2x OF typ(o)16'oc,3x regd if 10d w/.1-5/8'penetration,2'or 3'oc A H8 6,730 2-2x CMST14 68"+ PHD8 718' J Typical Fasteners.8d Common or Galy.Box nails(no sinkers),nail field aa,)12' A H10 9,540 4x CMST12 90'+ HD10A 718' 4 3x at plate and panel edges at walls w/Shear over 350lbs,nail min.112'from edge A H14 11,080 4x HD14A 1 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15 305 6x HD15 1-114' 6 Anchor Bolls(ASTM A-307)Min.7'imbedment,wl2'x2'x3/16'Plate Washer Add 18 inches to FI to FI Tie Strap for gap across Joist 7 Stagger 16d nails in 2x,lags at 3x plates when no sheathing continuity to Rim Joist I Straps and HD's as Mfg by Simpson Strong-Tie Co Cat C-99 8 Predrill 3/8'hole for Lag Provide Washer.Adjust Igth for 2'penetration into Joist. 2 Nail Straps&Hold Downs w/10d(2x max.pen 1-5/8')See Details 9 Clips:Plate to Blocks only rep'd if no shear sheathing continuity from Wall to Blocks and Mfg.Data for Nailing,Bolt and Embedment Requirements 10 Anchors and Clips as Mfg.by Simpson Strong-Tie Co.Cat C-99 7 If No Cont.Rim Joist Add Lgth Of Gap.10d at CS,16d:CMST&MST 4 Straps and Hold-Downs must run continuous to Walls below, if no Wall below, tie to Beams,sized for Hold Down Point Loads 15 Structural Observation reautred Seismic Zone 4 with Near.Source Factor Na>1 0 SFearUVall and Hold Down Schedules Page 10 MaXQllake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlihau,Inc All Rights Reserved Lateral Load Analysis 8 Job: Lot»2For Kelly Gordon By: MH Q99.03We7 Construction Design Software DIAPHRAGM OPTIONS: RfIFI Framing Mat. Rf1Fl Diaphragm Fasteners COLLECTORITIE AND DIAPHRAGM SCHEDULE MOther He or it Pine All Unbocked Bd Com Only Hem Fir Rf UnBlk,FI Blk X Bd o�Rf.10naFI CR Max. CollectorRie Tie Tie Rod Block All Edges 10d Com Only Type Force Cont.Joist or Strap Washer 14 qa Staple Symbol (lbs) Solid Blocking or Cont. Dia. Dia. HD To Customize,Overwrite Schedule or See Apx.C Other less of C&T par to grain: 425 Joist 20ksi 625 Note 1.2.6 Note 23A Note 4 Note 5 Note 7 Use Collectorrrie as spec'd per symbol or any below HARDY FRAME(HF)SCHEDULE ICBG No.PFC-5342 NA 300 A C1 2.231 20 MST27 4 Frame Model Numbers and Unit Shear Capacities(Ibs) A C2 3,506 2x6 MST37 314' 1.79 2-HD5A Height 7 it 8 it 9 It 10 It Note 5 A C3 4,405 2x8 MST48 718' 2.24 2.HD6A L th A C4 5,800 200 MST60 718' 2.96 2-HD8A A 1.8 8x18 2,410 9x18 2,132 A C5 6,440 202 2-MST37 718' 318 2-HD8A 5A 29 8x32 3,660 9x32 3,160 A C6 8,310 2.2x10 HST5 718' 423 HD10A 5A 43 808 5,390 9x48 4.610 10x48 3,920 A C7 11,170 2.200 HST6 718' 5.69 2-PHD6 5A 56 8x64 6,560 9x64 5,660 10x64 4,850 A C8 17,691 3.2x10 718' 901 2-HD10A 5A 69 8x80 7,250 9x80 6.310 10x80 5,440 1 Provide Cont.Rim Joisl/Rafter or Solid Blocking at all Shear Wall Grid Lines I Mfg By Simplified Structural Systems 800 754-3030 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 2 Follow Mfg literature for all HD,anchor 8 other installation rea Is 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 3 Provide mfq post or beam under free ends of frames if not stacked 4 Run All-thread Rod Ihru RfUJst,Iqlh=Load/Shear(plf),secure ends wt Washer or HD 4 V adi of 1.43 for bottom floor of 3 floor buildings made on page 7 8 8 5 Provide Washer wl Dia.(inches)at end of blocked RftlJst bays,Mal.iron or 114'SI. 5 Other Standard andm Sizes arev it bl 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft1JsI. Mfg.by Simpson Strong-Tie Cal C-99 ROOF/EXT.WALL UPLIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Diaphragm Load Material Nail Diaphragm Load Material Type [pIQ at 16'oc at 24'cc at 16' at 16'or; Symbol (plQ Note 1,2,4 Note 3 Symbol (plQ Note 1.2.4 50 8d Nail 10d Nail A T 100 Ply Nailing or H2 H2 A R6 180 112"Ply 6" A F6 215 314"Ply A U 180 A35 H4 H2 A R4 112"Ply 4" A F4 314"Ply A V 310 SPI H10 Ht H2 A R3 112"Ply 2.112" A F3 314"Ply A W 460 SP4 H7 H10 LTS10 A R2 112"Ply 2" F2 314"Ply A X 600 SP2 H10 H7 A Y 1,170 FTA2 1 Sheathing:Floor 314 CD-AC Ply/OSB,Roof 112 CD or CC PlyIOSB,Unblocked A Z 2,560 FTA7 2 Framing: 2z lyp,3x req'd if 1Dd pen more lhanl-518',or nails spaced less than 3'oc 3 Typ.Fasteners:Bid Com.@ Roof,10d Com.a()-Floor(no sinkers)field 12'()Rf,10'@,Fl �>1 t Anchors and Clips as Mfg by Simpson Strong-Tie Co.Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms 5 See Table 23-11-B-2 for Hiah Wind2.Mf 7nnp N ilio Reo'mls dolled'or/Tie& Diaphragm Loads, Lines 1.8 Page 11 MaxQuake 91995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kililthau,Inc All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon By: MH 099.03We7 Construction Design Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Seq C/T Load(back)-max load on the Collector/Tie between this and Seg above CR Type-min adequate ColleclorrTie.Seq beg-feet Seq begins front of Quad Line front-GT load at front side of the front most S ment Shear-the a rage Diaotiraorn Shear along the Line. IF'Ga'appears correct Line CrT disconhnuit 2nd M Load CR Seq CR Load CIT Seq, CfT Load CIT Seq CR Load CIT Seq CIT Load CIT Seq CfT Load CIT Seq CR Load Crr Seq Crr Load CIT Seq Roof Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg 1,2,3.. Wall Lines Run From Front to front front front front front front front front Back Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plQ Shearlplf) Shear(plf) Shear(plf) Rf Diaph Rf Dlaph Rf Dlaph RI Dlaph Rf Dlaph Rf Diaph RI Diaph Rf Diaph 1 Rf CrT Load CR Se.c CIT Load Crr Sec CIT Load CIT Sec CR Load CIT Se.Crr Load CrT Sec Crr Load CR Sac Crr Load Crr Se-CIT Load CIT Seq 2 FI Seg back Type W Seg back Type Seg back Type be_ Seg back Type Seg back Type beq Seg back Type bec Seg back Type beq Seg back Type beg a a to 1666 A C1 b 1341 A C11 c 1779 A C1 c 2416 A C2 front 1057 A C1 front 1382 A C1 front front front front front front Shear(plf) 163 Shear(plf) 163 Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(plf) Shear(plf) Rf Diaph A R6 Rf Dlaph A R6 Rf Diaph Rf Diaph Rf Dlaph Rf Diaph Rf Diaph Rf Diaph FI Diaph A F6 Fl Dlaph A F6 FI Dla h FI Olaph Ff Dialth FI Dlaph FI Dlaph FI Diaph 1st CR Load Cft Sec CrT Load CIT Sec CIT Load Crr Sec CR Load CIT Se(CIT Load CfT Se(CIT Load CIT Sac CrT Load C1T S .Crr Load CIT Seq Floor Seg back Type Seg back Type Seg back Type Seg back Type Seg back Type be. Seg back Type Seg back Type Seg back Type beg front front front front front front front front Shear(plf) Shear(plf) Sheai Shear(plf) Sheart Shear(pin Shear(plf) Shear(plf) .Q FI Diaph F1 Dlaph FI Dlaph FI Diaph FI Diaph FI Dlaph FI Diaph FI Diaph It Rf or FI Diaph return'block?',load values are higher than the diaphragm capacity Chane to blocked diaphragm or fastener Option 101 or add Shear Wall 3or4 l� Wind Pressure for Components&Cladding Page 13 MaxQuake ©1995 Archforms Ltd. Date: February 10 2001 Rev 1 Firm: Kihlthau,Inc. All Rights Reserved Lateral Load Analysis& Job: Lot#2FOr K ly Gordon By: MH Q99.03We7 Overturning Calculation Template Wind Wind Pressure P and Wind Coefficients GCp for Components and Cladding of enclosed Buildings Pressure for GCp Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Walls Do 10 GCp GCp GCp . 30 � IZI t-BHorizP 132 -zs 28 -GCp P -e 1.6 61 -2.4 -2 4 -1 43.6 -08 -2 o z o L2 w e Z Uplift -3 4 A5 18 :1 -tie e w - os e e or -3.2 A2 :i4 1 2 r ' ri �z Out- •3.0 -40 1 0 1 0 0.6 Plus:in.Minus:out,design for Force -28 -37 -0.8 -0 8 Ed IE of Roof 0 8 maximum:pressure -2.6 -34 -o 6 0 fi LO 1.2 For partially enclosed buildings -2.4 -32 0.4 0 2 e 1 6 +GCp add 0 1.-GCp minus 0.4. 06 04 e 1.8 Reduce GCp 10%when a<10 -2.0 -26 Figure1606.2D GCp for Roof Slope 0<a<10 0<a<10 10<a<45 Figure 1606.2C Wall GCp •1.8 -24 .30 -30 -1.6 -21 ze z s Vertical Wind Loads for Monoslope Roofs 14 -19 26 26 lZI A IA- 34 1.2 -16 22 -22 = 30 IZI IZI 1 0 -13 .2 0 .20 28 Z -0.8 -11 -116 -16 .2.4 -0.6 -8 1 4 1 4 -2 2 -04 .5 10 10 s r ri 1e -0 2 -3 -0 6 0 6 E of Roof -�4 f 5 0 0 0 -1 2 E of Roof Down 0.2 3 04 0 q .1 0 Load 04 5 06 06 r r Figure 1606.2F 3<a<10 or 0.6 8 Figure1606.2E GCp for Roof Slope 10<a<30 In- 08 11 0<a<10 10<a<45 36 S C ie -18 -32 3<a<30 Force 1.0 13 16 -16 -3.0 1.2 16 -i4 -14 28 1.4 19 -12 -12 .26 16 21 b8 - gig_ _ a 24 a Note -06 -06 -2.0 1 1.Values are for -1 B enclosed Buildings. 1 z o .4 o 16 - 2 SBCCI Values for t2 O zo 100 loo0 0 20 10o toot) a zo 100 r.r: GCp are equivalent Overhang GCp include effect Reduce C 10%i13<a<5 -2�11 to UBC Table 16-H Effective Wind Area sq ft. Effective Wind Area sq ft- of both upper&lower surface Effective Wind Area(sq it I If a<3 see Figure 1606 2D �� 1 for va''ues of Cq i Flgure1606.2E GCp for Roof Slope 30<a<45 Degrees Figure 1606.213 Monoslope Roofs 10<a<30 Degrees Collector/Tie& Diaphragm Loads, Lines A•H Page 12 MaxQuake ©1995 Archforms Ltd. Date: February 102001 Rev 1 Firm: Kthlthau,Inc. All Rights Reserved Lateral Load Analysis& Job: Lot#2For Kelly Gordon B : MH 099.03We7 Construction Design Software Line A Line B Line C Line D Line E Line F Line G Line H Seg CIT Load(left)-max load on the Collector Me between this and Seg to tell. CIT Type-min adequate Colleclorrrie, Seq beg-feet Seq begins right of Quad Line. no ht-CIT load at ri ht side of the ri hl most Se ment. Shear-the avers a Dia hra m Shear along the Line.If'Ga'a ars correct Line CIT discontinuity 2nd CIT Load CR Sec Crr Load CR Sec CIT Load CIr Se,CIT Load CIT Sec CIT Load CrT Se,CfT Load CfT S Crr Load Crr Se.CIT Load W Seq Roof Seg left Type bec Seg left Type bec Seg left Type bec Seg left Type bec Seg left Type W.Seg left Type beg Seg left Type beg Seg left Type beg A,B,C.. Wall Lines Run From Side to right right right right right right right right Side Shear(plQ Shear(piQ Shear(plf) Shear(pin Shear(pIQ Shear(plf) Shear(pIQ Shear(plQ Rf Diaph Rf Ofa h Rf Diaph RI Diaph Rf Diaph Rf Diaoh I Rf Dia h Rf Diaph 1 Rf CIT Load CR Sef CfT Load GT Sec CfT Load Cfr Sec CIT Load CfT S CIT Load Crr Se.Ctr Load Crr Sec CIT Load CIT Sec Crr Load CIT Seq 2 FI Seg left Type W Seg left Type bec Seg left Type Seg left Type bec. Seg left Type W Seg left Type bec. Seg left Type W Seg left Type beg 1 1 1 2 2748 A C2 2 4447 A C4 1 1002 A C1 2 2047 A C1 2 2004 A C1 2 1180 A C1 right 513 A C1 right 1964 A C1 right 100 NA right right right right right Shear(pin 64 Shear(plQ 131 Shear(pIQ 67 Gar Shear(pin Shear(pIQ Shear(plf) Shear(pIQ Shear(plo Rf Diaph A R6 Rt Diaph A R6 Rf Olaph A R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph FI Dia h A F6 FI Diaph A F6 FI Diaph A F6 FI Olaph FI Diaph FI Diaph FI Diaph FI Diaph 1st CIT Load CIT S CIT Load CR Se(CIT Load CIT Sec CIT Load CIT Sec CrT Load Crr S CIT Load Crr Sec CIT Load CIT S Crr Load CR Seq Floor Seg left Type ber Seg left Type bec Seg left Type beq Seg left Type Seg left Type W Seg left Type Seg left Type W Seg left Type beg right right right right right right right right Shear(PIQ Shear(plf) Shear(plQ Shear(pIQ Shear(pIQ Shear(plf) Shear(pIQ SheaOplQ A Diaph IN Diaph IFIDaph I FI Diaph IFI Diaph Ft Diaph FI Diaph FI Diaph If Rf or FI Diaph return'block?*,load values are higher than the diaphragm capacity. Chane to blocked djaphracim or fastener Option 101 or add Shear Wall loft 3or4 —Q` ENGEOTECH, INC. Soil and Geological Engineers 186 South Hillview Drive • Milpitas,CA 95035 • (408) 946-3887 File No.ETO-0810-S1 July 24,2000 %!Ilii � ,> ,_�'�• Kelly Gordon Development Corp. 12241 Saratoga-Sunnyvale Road Saratoga,California 95070 - Attention:Mr.Brian Kelly Subject: Proposed Residential Development Orion Lane Cupertino,California SOIL AND FOUNDATION INVESTIGATION •k '1 9 Gentlemen: We are pleased to submit herewith the results of our soil and foundation investigation performed on the site for the Proposed Residential Development located on Orion Lane in Cupertino, California. The investigation was performed in accordance with your authorization. This report presents our findings derived from field investigation and laboratory testing._ The results of our findings indicate that the site is suitable for the proposed Residential Development provided the recommendations contained in this report are followed carefully. If you have any questions,please give us a call. Yours truly' SUBMITTAL a ENGEOTECH,INC. 4 tilES ^ ROFESSioiy , G l rnio GE1b0941 �r'slF OF CAO F��\P 111ttt��. SOIL INVESTIGATION Objective and Scope This report presents the results of our soil and foundation investigation performed on the project site for the proposed Residential Development located on Orion Lane in Cupertino, California. The site covers about 2.88 acres of land. The purpose of the investigation was to evaluate the near- surface and subsurface soil conditions underlying the project site. Based on the conditions revealed, the objective was to provide recommendations for earthwork, foundations, slabs-on-grade, and retaining walls for the project. The scope of the work performed for the project consisted of the following: 1. A site reconnaissance by the Soils Engineer; 2. Drilling of six exploratory borings; 3. Sampling of near-surface and subsurface soils; 4. Laboratory testing of the samples collected during field investigation; 5. Engineering analyses of the field and laboratory data; and 6. Preparation of this report. Site Description The project site is located on Orion Lane in Cupertino, California. There are two residential dwelling with associated structures at the site. Most of the site is covered with weeds and fruit trees. ENGEOTECH,INC. file No ETO-0810-51 - 1 - The project site is bordered by residential dwellings on the east and west sides. Regnart Creek borders the site on the north and Orion Lane is on the south side. The site description is based on a site reconnaissance by the Soils Engineer 1 and a Site Plan prepared by Power Engineering Contractors of Alameda, California. The location of the site in relation to its surroundings is shown in Figure 1. 1 Field Investigation After reviewing the available data on the area, a comprehensive field investigation was conducted on the project site. The objective of the field investigation was to obtain near-surface and subsurface soil samples and other pertinent data for the project. It consisted of a site reconnaissance by 1 the Soils Engineer and drilling of six exploratory borings. The field investigation was performed on June 28, 2000. The depth of the borings ranged from 20 to 25 feet below existing ground surface. All the drilling was accomplished with a truck-mounted, power-driven drill rig using 6-inch diameter augers. The soils encountered were logged continuously in the field during drilling operations. Relatively undisturbed samples of the subsurface soils were obtained by advancing the split-tube sampler into the ground with a 140-pound hammer falling 30 inches. Penetration Resistance was recorded for each sample. Bulk sample of the near-surface soil was collected for further analyses in our I 1 ENGEOTECH, File No ETO-0810-SI 4 in different borings. The soils between 7 and 10 feet consist of clayey sand of brown color. From 10 feet to the depths explored, the soils consist mostly of clavey sand with gravels. The size of gravels increased with depth. The density and stiffness of different layers increased with depth. Free ground water was not encountered to the depths explored. The detailed description of the soils and the other data are presented in "Exploratory Boring Logs". Liquefaction Liquefaction is the transformation of granular sediments from a solid state to a liquid state. The soils most susceptible to this phenomenon are loose, clay- free, fine grained granular materials that are saturated. It is caused mostly by shaking such as triggered by earthquakes. No loose, fine grained materials were encountered during drilling operations. All the layers consisted of materials that were medium stiff and stiff in nature.Granular material consisted of materials that were coarse and dense to very dense in nature. Based on the results of our investigation, we feel that there is a low potential ifor liquefaction at the project site. F.NG EOTEC H.INC. File No ETO-0810-S1 3 laboratory. Figures 2 through 7 show the depths and descriptions of the soils encountered and the vertical locations of the relatively undisturbed samples. The drilling and sampling was performed under the supervision of the Soils Engineer from our firm. Laboratory Testing The samples collected during the field investigation were subjected to different types of tests to determine the physical and engineering properties of the soils underlying the site. All the relatively undisturbed samples were tested for their in-place moisture contents and densities in order to determine their consistencies throughout the explored soil profile. The strength parameters of the foundation soils were determined through direct shear tests performed on selected relatively undisturbed samples. Atterberg Limit tests were performed on the near- surface soil to make an evaluation of the expansion and shrinkage potential of the soil. Results of the laboratory tests performed are presented in Figure 8 and Table 1. Subsurface Soil Conditions The surface and subsurface soils vary over the project site. The surface and near-surface soils consist of sandy clays of brown color. The extent of this layer varies from 3 to 4 feet below the existing ground surface. From 4 feet to 7 feet, the soils consist of gravelly sand with clay. The amount of clay varies ENCEOTECH.INC. File No.ETO-0810-S1 b File No ETO-0810-S1 5 Seismicity The site is in a region of high seismic activity, as are all the sites in the San Francisco Bay Area. The significant earthquakes which occur in the Bay Area are associated with crustal movement generally along well-defined active fault zones. These zones include San Andreas, Hayward, and Calaveras faults. No Fault has been traced in the close proximity of the site. The nearest known active fault is Monte Vista—Shannon Fault, less than '/< kilometer to the southwest of the site. San Andreas Fault is about 5 kilometers to the southwest and Hayward fault is 15 kilometers to the northeast of the site. Potential activity on these faults is well known and a major earthquake is possible. Available data suggest that potential for both ground surface rupture and significant ground shaking on the site due to earthquake on these faults is high. Based on current technology, it is reasonable to assume that the proposed structures will be subjected to at least one moderate to major earthquake that might effect the project after construction. During such an earthquake, the danger from fault offset through the site is slight but strong shaking of the site could occur. Elle No ETO-0810-SI b CONCLUSIONS Based on the results of our field investigation and laboratory tests, it is our opinion that the project site on Orion Lane in Cupertino, California is 1 suitable for the proposed Residential Development. The soils underlying the site have adequate strength to support the loads anticipated from One and Two-Story structures without detrimental settlement provided the ' recommendations specified in this report are carefully followed. These 1 recommendations should be incorporated into the design considerations and specifications of the project. The site should be cleared of all the old structures not to be incorporated in the final development. The trash should be hauled away from the site. The site should be stripped of weeds and other deleterious matter. The stripping material should be placed in the landscaping areas or hauled away from the site. The depth of stripping will depend upon the condition of the site at the jtime of grading. Trees not to be incorporated into the final development should be removed 1 along with their roots and the trash should be hauled away. ' The proposed structure may be supported on continuous perimeter footings with isolated interior spread footings. Recommendations for these types of foundations, slabs-on-grade, and retaining walls are discussed in the following pages. 1 ENGEOTECH,INC. File No ETO-0810-SI 7 RECOMMENDATIONS A. GRADING AND EARTHWORK i. General The placement of fill and control of grading operations at the project site should be done in accordance with the recommendations set forth in this report. These recommendations set the minimum standards to satisfy other requirements of this report. All the grading operations should be performed under the supervision of a Soils Engineer from our firm. Sufficient notification prior to commencement of grading operations is essential so that all the grading work will be properly observed. 2. Clearing and Striping All the structures not to be incorporated in the final development should be removed and the trash should be hauled away. The old footings should be removed and hauled away. The site should be cleared of all the weeds and other deleterious matter. The stripping material may be used in the landscaping areas only. Any irrigation pipes under the building pad should be removed or crushed in place. Trees not to be incorporated into the final development should be removed along with their roots. Any depression caused by the removal of pipe, trees,or other structure should be backfilled in thin lifts and compacted properly under our supervision. Septic tank, if any, should be removed and the area should be cleared of all the muck. ENGEOTECH•INC. File No ETO.08I O-S 1 10 File No.ETO.08IO-SI 8 3. Subgrade Preparation After stripping and removing the utilities from the site, the areas to receive engineered fill or buildings should be scarified to about 8 inches. The scarified areas should be moisture conditioned to about 1-2% above optimum moisture and compacted to at least 90% relative compaction. The fill should be placed in thin lifts. Each lift should be moisture conditioned to about 1-2% above optimum moisture and compacted to at least 90%relative compaction. The cut areas in the building pad or the pavement should be scarified and compacted properly after rough grading. 4. Material for Fill The native soil is suitable for engineered fill at the site. In case the site requires imported material, it should be: (a)Free of organics,debris, and other deleterious matter; (b)Granular in nature; (c)Free of rocks in excess of 4 inches in size; (d)Contain no more than 20%by dry weight of rocks between 2 and 4 inches when the rocks are distributed within the fill; (e) Possess sufficient fine soils to provide a competent matrix surrounding all rocks; (0 Have a Plasticity Index of 12 or less; and (g)Have Resistance "R"-Value of 25 or higher. When the fill material includes rocks, nesting of rocks will not be permitted and all voids must be carefully filled and properly compacted.The material to h.le No ETO-0810•S 1 be imported should be approved by the Soils Engineer before it is brought to the site. 5. Compaction All engineered fill should be placed in uniform horizontal lifts of not more than 8 inches in uncompacted thickness and compacted to at least 90% relative compaction. Native soil used as fill should be moisture conditioned and compacted like the subgrade. The areas under the pavement should also be compacted to at least 90% relative compaction after rough grading. The baserock on the building pad and in the paving areas should, however, be compacted to at least 95%relative compaction. The percent of relative compaction must be based on the maximum dry y density resulting from a laboratory compaction curve performed on the material as described in ASTM D1557-80 Test Designation. The optimum moisture content for the material should also be determined in accordance with the above procedures. If the field density tests indicate that the density of any layer of fill is below the required standards, the particular layer should be reworked until the required standards are obtained. Any fill placed without the approval of the Soils Engineer will have to be taken out and replaced under the supervision of the Soils Engineer. mile No ETO-0810-S1 10 6. Trench Backfill Utility trenches that cross under the building or pavement should be backfilled with engineered fill and compacted. If on-site material is used, the material should be placed in lifts of not more than 8 inches in uncompacted thickness and compacted by mechanical means to a minimum of 90% relative compaction. Imported sand may also be used for backfilling the utility trenches provided it is compacted to at least 90% relative compaction. Water jetting associated with compaction using vibratory equipment will be permitted only with imported sand backfill and with the approval of the Soils Engineer. Where utility trenches cross under or through footings, they should be completely sealed to prevent moisture intrusion into the areas under the slabs and/or footings. The sealing of utility trenches should be accomplished by compacting impervious material and should extend at least 3 feet on either rside of the exterior footings. 1 File No ETO.0810-S I 11 B. FOUNDATIONS 1. Footings After the aforementioned site preparation procedures are completed, it is our opinion that the proposed Residential Structures on the site located on Orion Lane in Cupertino, California may be supported on continuous footings with isolated interior spread footings. Recommendations for the foundations are discussed in the following paragraphs. All continuous perimeter and isolated interior spread footings should be embedded at least 12 and 18 inches into the final compacted soil building pad for the One and Two-Story structures respectively. For the he foregoing conditions, the footings may be designed for an allowable bearing value of 2500 p.s.f. This value is for dead plus live loads and may be increased by one-third to include short-term seismic and wind effects. The weight of portions of the footings embedded in the ground may be neglected in determining the footing bearing pressure. In order to maintain adequate support for the footings, the bottom of the utility trenches adjacent to or within the building should not extend an imaginary plane having an inclination of 2 horizontal to 1 vertical downward from the bottom of edge of the footings. Final design of foundation and the reinforcing required shall be determined by the Structural Engineer for the project. ENGEOTECH,INC. File Ko ETO-0810-SI 12 Concrete Slabs-on-Grade A minimum of 4 inches of Class 2 baserock should be placed between the subgrade and the concrete slabs. The baserock should be compacted to at least 95% relative compaction. Thickness of slabs should be adequate to support the anticipated loads and the intended use. Use of vapor barrier under the slabs is optional depending upon the nature of floor coverings. Plastic membrane, if used, should be covered with 1 inch of sand. The sand should be wetted with water before pouring concrete. The exterior slabs are more susceptible to movement and cracking due to environmental factors than the interior slabs. The soils at the site could exhibit volume changes due to fluctuations in water content. An increase in moisture content of the soil under the slabs due to irrigation or rainfall would result in swelling of soil and heaving of slabs. Decrease in moisture content in soil due to drought or root system from trees or shrubs near the area may result in shrinkage of soil and settlement of slabs. Exterior slabs or pavements near the landscaping areas may require periodic maintenance or replacement. 3. Retaining Walls The retaining walls should be designed for a lateral earth pressure (active) equivalent to 45 pounds equivalent fluid pressure, plus surcharge loads. In designing the walls for allowable resistive lateral earth pressure (passive), 225 pounds equivalent fluid pressure may be used with the resultant acting at the third point. EVGEOTECH.IVC. File No ETO-0810-SI 13 A friction factor of 0.3 may be used between the bottom edge of the footings and the underlying soils in designing the wall against sliding. This value may be increased by one-third to include short-term seismic and wind effects. The above values are for drained conditions and the moisture content compatible with those encountered during our investigation. To promote proper drainage, a layer of one foot of gravels should be placed behind the wall. The water from behind the walls should be drained through the weep holes or a pipe placed near the bottom of the gravel layer. Waterproofing (Damp-proofing) and Mira Drain system may be used in place of gravel layer. Minor seepage may occur if damp-proofing is adopted. The soil behind the retaining walls should be compacted to at least 90%relative compaction. ENGF.OTECII=j ,INC. File No ETO-0810-S1 14 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report are based upon the assumptions that the soil conditions do not deviate from those disclosed in the borings. If anv unusual soil conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, ENGEOTECH, INC., should be notified for supplemental recommendations. 2. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the recommendations and information contained herein are called to the attention of the Architect and the Engineer for the project and are incorporated into the plans and specifications of the project. 3. The findings of this report are valid as of the present time. However, passing of time will change the conditions of the existing property due to natural processes or the works of man. In addition, legislation or the broadening of knowledge may require other recommendations. Accordingly, the findings of this report may be invalid, wholly or partly, by changes outside of our control. Therefore, this report should not be relied upon after a period of three years without being reviewed by a Soils Engineer. 4. The conclusions and recommendations contained herein are professional opinions derived in accordance with the current standards of professional practice and no warranty is intended,expressed,or implied. ENC EOTECIi.INC. a4. fy a 1 It 9-El I� ✓ t tty C S-H l-H i �o • 6-9 Iw DVH ' i • � �• 'gad i 4 M 1Y1 1 EXPLORATORY BORING LOG pJOB N0. ETO-0810-51 DATF DRILLED 6-28-00 30R1NG NO. B-1 LOGGED 9Y M.H. :N PLACE W _ c_ u o Z o DESCRIPTION 3 2E .-3 F- Z�-' E w Z 7_ OJ j ` - z, < ::c � W REMARKS S r ` o c z na a _ `1 d CCJ O E N C O O m tea . Reddish brown sandy Clay; Dry, stiff 108.' 9.7 31 1-1 3-4 Reddish brown gravelly Sand w/clay -o• Moist, dense � '., • Brown sandy Clay; Wet, stiff 76.4 12.8 26 1-2 9-10 •• 110.0 11 .0 36 1-3 16-1 Brown clayey Sand w/gravels; S Moist, dense Boring terminated @ 20' I I • i E NG E O T E C H FIGURE .'i11. 2 - LOG OF TEST PORI IIG SAIL AND GEOLOGICAL ENGINEERS EXPLORATORY BORING LOG .IOB NO. ETO-0810-51 DATE ORILLE9 6-28-00 BORING NO. B-2 M.H. LnGGF1) R✓ PLACE w o ow Z o DESCRIPTION k REMARKS r C C C Z NO d c Evac acn ZE � C C I = C m Brown sandy Clay; Dry, stiff 105.4 14.0 22 2-1 2-3 Q ebReddish brown gravelly Sand i Moist, dense Reddish brown sandy Clay; Moist, stiff to very stiff i 107.2 14.7 30 2-2 10-11 �D Brown clayey Sand w/gravels psi Wet, dense Boring terminated @ 20' i . i i p i E NG E O T E C H FIGURE N(1. 3 - LOG OF TFST RORI'G SOIL AND GEOLOGICAL ENGINEERS to EXPLORATORY BORING LOG JG NC. ETO-0810-51 DATE DRILLED 6-28-0 L' q_nR?NG NO. B-3 LnGGED R� M.H. PLACE z oDESCRIPTION 8 o wLn L5 r V W 2 O O =z ¢ a W REMARKS ca ZO z W a 5�: r: wwu ZG w O d CC] Brown sandy Clay; "�. Dry, stiff Moist from 3' i ' Og.t 11 .0 28 3-1 4-5 Brown clayey Sand; Wet, dense Brown clayey Sand w/gravels; Moist, dense to very dense t .01 12.4 41 3-2 13-14 fit' I I af�d I ,M I . .Y I Boring terminated @ 20' I ' E NG E O T E C H FIGURE No . 4 - LOG nF TEST RORI'IG -OIL AND GEOLOGICAL ENGINEERS 19 EXPLORATORY BORING LOG N ETO-0810-S16-28-00 DATF DRILLED B-4 M.H. LOGGED Ry _ o W o DESCRIPTION 8 .•- U W Z O O 3 F- Z� W Z Z J :'> � �-� — �-• W � REMARKS Z V C CD O i O , I..� i Brown sandy Clay; ;•r Dry, stiff i iNO RECOVERY 24 4-1 3-4 j Brown clayey Sand; '•' Moist, dense .. 51: 14,4 34 4-2 9-10 • •'' tel . Brown clayey Sand w/gravels b•%j Moist, dense 10.8 44 4-3 15-16' p' very dense from 40' X70,5� • i � O: i Boring terminated @ 25' I E NG E O T E C H FIGURE No. 5 - LOG OF TEST BORING -j— „ND GEOLOGICAL ENGINEERS r. �u EXPLORATORY BORING LOG r :05 110. ETO-0810-S1 DATF ORI LLP 6-28-00 ■ SnRING NO. B-5 LOGGED Rr M.H. rIN PLACE r o o; t, DESCRIPTION 8 f V W Z O O r 3 f-Z' Z w 2 Z J = z ¢¢ - c� REMARKS V) w r O V)In O� FS- Z >G O C Z N V �i a. Cr C-zcJ7 �f ✓i C m O Brown sandy Clay; i Dry, stiff 1109.0 11 .6 38 5-1 4-5 r + Reddish brown gravelly Sand Moist, dense Reddish brown sandy Clay; ' I ;•�•; Moist, dense ' 06.1 13.4 27 5-2 11-12 ' ' 'C;s. 'C;s. Brown clayey Sand w/gravels Wet, dense 1 1 2.tl 948 5-3 17-18 1 Boring terminated @ 20' 1: 1 ' E NG E O T E C H FIGURE X111. 6 - LOG IF TEST RORI'lG SOIL AND GEOLOGICAL ENGINEERS EXPLORATORY BORING LOG ETO-0810-51 DAT= ORIL_En 6 �9 0_ ' . . ?nRtNG No. B-6 LOGGF� 5'r MH ' :N PLACE Z"_w o LL DESCRIPTION 3 z� c z c <� �- w REMARKS _ fCac uu-� L` zG w O azo Oo vi c m Reddish brown sandy Clay; � Dry, stiff ;dG RE OVERY 23 6-1 2-3 o- •� Reddish brown gravelly Sana; 1 w/clay ?';,i, Moist, dense ,,o.C+ 1 Brown sandy Clay; 107.61 15.0 29 6-2 9-10 Moist, stiff 1 Brown clayey sand w/gravel ; ,D.•� Moist, dense 0t r •;;.oy 109.3 13.2 37 6-3 18-19 ,�e• Boring terminated @ 20' 1 ' E NG E O T E C H FIGURE Nn. 7 - LOG nF TFS-7•,G SOIL AND GEOLOGICAL E',GINEERS File No. ETO-0810-Si -- TABLE 1 " SUMMARY OF MOISTURE, DENSITY, UNCONFINED COMPRESSION AND DIRECT SHEAR TESTING Sample Depth In-place Conditions Unconfined Direct Shear Testing No. Ft. Moisture Dry Compressive Angle of Unit Content Density Strengthk,s.tInternal Cohesion + , p.c.t. Friction p.s.f. Dry wt. Degrees 1-1 3-4 9.7 108.3 24.6 610 1-2 9-10 12.8 106.4 1-3 16-17 11.0 110.0 2-1 2-3 14.0 105.4 2-2 10-11 14.7 107.2 3-1 4-5 11.0 109.1 3-2 13-14 12.4 111.0 4-1 3-4 NO RECOVERY 4-2 9-10 14.4 105.8 4-3 15-16 10.8 110.5 5-1 4-5 11.6 109.0 .25..4 590 5-2 11-12 13.4 106.1 5-3 17-18 9.2 112.1 6-1 2-3 NO RECOVERY _ 6-2 9-10 15.0 107.6 6-3 18-19 13.2 109.3 ENGEOTECH.INC. File No. ETO-0810-51 23 PLASTICITY CHART 60 CV CE 50 •• CHME x 40 0 NY 30 CI i 20 HH CL 10 7 - MI 4 -" ML 00 10 20 30 40 50 60 70 80 go 100 Liquid Limit 2 PLASTICITY DATA PlastI- Unifled Key Mole De0th Liquid city Soil Clas Symbol No. Ft. Limit Z Index >; sIf:catIo BAG "A" 1-1.5 34.0 12.8 CL • Soll ty0e cla ssificatlon based on Brl tlsh suggested revlsions to Unified Soils Classification System Figure 8 - Atterberg Limit Tests ENGEOTECH CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R Project Title. . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 Project Address. . . . . . . . LOT 2 & 4 ORION LANE ******* CUPERTINO, CA. *v5.10* Documentation Author. . . DAVID W. KNIGHT ******* Building Permit Monterey Energy Group 227 Forest Ave. , Suite 5 Plan Check Date Pacific Grove, CA 93950 831-372-8328 Field C ec Date Climate Zone. . . . . . . . . . . 04 Compliance Method. . . . . . MICROPASS v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM CF-1R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS GENERAL INFORMATION Conditioned Floor Area. . . . . 2855.2 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Building Front Orientation. Front Facing 225 deg (SW) Number of Dwelling Units. . . 1 Number of Stories. . . . . . . . . . 2 Floor Construction Type. . . . Raised Floor Glazing Percentage. . . . . . . . . 16.2 % of floor area Average Glazing U-value. . . . 0.62 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.66 Average Ceiling Height. . . . . 8.9 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-value Location/Comments Wall Wood R-13 R-0 R-13 0.088 Roof Wood R-19 R-0 R-19 0.051 Door n/a R-0 R-n/a R-0 0.330 Solid Wood Floor Wood R-19 R-0 R-19 0.037 S1abEdge n/a R-0 R-n/a F2=0.720 To Outside FENESTRATION Over- Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Front (SW) 87.0 0.600 0.650 Standard Standard Yes Window Left (NW) 123.3 0.600 0.650 Standard Standard Yes Window Back (NE) 199.2 0.600 0.650 Standard Standard Yes Window Right (SE) 16.0 0.600 0.650 Standard Standard Yes Skylight Back (NE) 36.0 0.800 0.730 None None None SLAB SURFACES Area Slab Type (sf) Standard Slab 607 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-1R Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM CF-1R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Equipment Type Efficiency Location R-value Leakage Manual D Type Furnace 0.800 AFUE Attic R-4.2 No No Setback ACSplit 10.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value Large Gas Recirc/TimeTemp 1 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light Large 0.76 n/a 0.03 R-8.7 300 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS CF-6R AND INSULATION CERTIFICATE TO BE POSTED ON JOB. H2O: STATE PR6-75-NRRT 75 GAL./ 75.1K. INPUT. FAU: BRYANT 395CAV048091 88K. INPUT/ 71K. OUTPUT. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-1R Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM CF-1R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS 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 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 Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name. . . . BRIAN KELLY JR. Name. . . . DAVID W. KNIGHT Company. KELLY GODRON DEV. CORP. Company. Monterey Energy Group Address. 12241 SARATOGA SUNNYVALE Address. 227 Forest Ave., Suite 5 SARATOGA, CA. 95070 Pacific Grove, CA 93950 Phone. . . (408) 873-8774 Phone. . . 831-372-8328 License. Signed. . Signed. . ate ate ENFORCEMENT AGENCY Name. . . . Title. . . Agency. . Phone. . . Signed. ate COMPUTER METHOD SUMMARY Page 1 C-2R Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 Project Address. . . . . . . . LOT 2 & 4 ORION LANE ******* — CUPERTINO, CA. *v5.10* Documentation Author. . . DAVID W. KNIGHT ******* Building Permit Monterey Energy Group 227 Forest Ave. , Suite 5 Plan Check Date Pacific Grove, CA 93950 831-372-8328 Fie Ch_ec_k7 Date Climate Zone. . . . . . .. . . . 04 Compliance Method.. . . . . MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM C-2R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS MICROPAS5 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating. . . . . . . . . . 14.90 14.58 0.32 Space Cooling. . . . . . . . . . 8.06 6.58 1.48 Water Heating. . . . . . . . . . 9.98 7.75 2.23 Total 32.94 28.91 4.03 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area. . . . . 2855.2 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . New Building Front Orientation. Front Facing 225 deg (SW) Number of Dwelling Units. . . 1 Number of Building Stories. 2 Weather Data Type. . . . . . . . . . ReducedYear Floor Construction Type. . . . Raised Floor Number of Building Zones. . . 1 Conditioned Volume. . . . . . . . . 25390 cf Slab-On-Grade Area. . . . . . . . . 607 sf Glazing Percentage. . . . . . . . . 16.2 % of floor area Average Glazing U-value. . . . 0.62 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0.66 Average Ceiling Height. . . . . 8.9 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Lone 'Type (sf) (cf) Units itioned Type (ft) (sf) Credit HOUSE Residence 2855 25390 1.00 Yes Setback 8.0 Standard No C_`OMPUTER METHOD SUMMARY Page 2 C-2P. Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM C-2R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 671 0.088 13 225 90 Yes W.13.2X4.16 2 Wall 588 0.088 13 315 90 Yes W.13.2X4.16 3 Wall 597 0.088 13 45 90 Yes W.13 .2X4.16 4 Wall 695 0.088 13 135 90 Yes W.13.2X4.16 5 Roof 2212 0.051 19 n/a 0 Yes R.19.2X8.16 6 Door 38 0.330 0 225 90 Yes None Solid Wood 7 Floor 1641 0.037 19 n/a 0 No FC.19.2X8.16 PERIMETER LOSSES Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments HOUSE 8 S1abEdge 110 0.720 R-0 No To Outside FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (SW) 87.0 0.600 0.650 225 90 Standard/0.76 Standard/0.68 2 Window Left (NW) 123.3 0.600 0.650 315 90 Standard/0.76 Standard/0.68 3 Window Back (NE) 199.2 0.600 0.650 45 90 Standard/0.76 Standard/0.68 4 Window Right (SE) 16.0 0.600 0.650 135 90 Standard/0.76 Standard/0.68 5 Skylight Back (NE) 36.0 0.800 0.730 45 28 None/1 None/1 OVERHANGS AND SIDE FINS -Window- Overhang -Left Fin- -Right Fin- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 87.0 n/a 5.5 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 123.3 n/a 3.5 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 199.2 n/a 6.1 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 16.0 n/a 5.2 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (sf) HOUSE Standard Slab 607 COMPUTER METHOD SUMMARY Page 3 C-2R Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-FORM C-2R User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS HVAC SYSTEMS Minimum Duct Duct Tested Duct ACOA Duct System Type Efficiency Location R-value Leakage Manual D Eff HOUSE Furnace 0.800 AFUE Attic R-4.2 No No 0.782 ACSplit 10.00 SEER Attic R-4.2 No No 0.763 WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R-value 1 Large Gas Recirc/TimeTemp 1 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light 1 Large 0.76 n/a 0.03 R-8.7 300 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS CF-6R AND INSULATION CERTIFICATE TO BE POSTED ON JOB. H2O: STATE PR6-75-NRRT 75 GAL./ 75.1K. INPUT. FAU: BRYANT 395CAV048091 88K. INPUT/ 71K. OUTPUT. HVAC SIZi :G Page 1 HVAC Project Title. . . . . . . . . . KELLY-GORDON LOTS 2&4 Date. .12/11/00 16:26:14 Project Address. . . . . . . . LOT 2 & 4 ORION LANE ******* CUPERTINO, CA. *v5.10* Documentation Author. . . DAVID W. KNIGHT ******* Building Permit Monterey Energy Group 227 Forest Ave., Suite 5 Plan Check Date Pacific Grove, CA 93950 831-372-8328 Field C ec Date Climate Zone. . . . . . . . 04 Compliance Method. . . . . . MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-KELLG2&4 Wth-CTZ04S92 Program-HVAC SIZING User#-MP0113 User-Monterey Energy Group Run-R-19R R-13W R-19F 2P GAS GENERAL INFORMATION Floor Area. . . . . . . . . . . . . . . . . 2855.2 sf Volume. . . . . . . . . . . . . . . . . . . . . 25389.6 cf Front Orientation. . . . . . . . . . Front Facing 225 deg (SW) Sizing Location. . . . . . . . . . . . CUPERTINO Latitude. . . . . . . . . . . . . . . . . . . 37.3 degrees Winter Outside Design. . . . . . 33 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 88 F Summer Inside Design. . . . . . . 78 F Summer Range. . . . . . . . . . . . . . . 30 F Interior Shading Used. . . . . . No Exterior Shading Used. . . . . . No Overhang Shading Used. . . . . . No Latent Load Fraction. . . . . . . 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar. . . . . . 18175 5334 Glazing Conduction. . . . . . . . . . . . . . . 10512 2841 Glazing Solar. . . . . . . . . . . . . . . . . . . . n/a 21713 Infiltration. . . . . . . . . . . . . . . . . . . . . 12902 1622 Internal Gain. . . . . . . . . . . . . . . . . . . . n/a 2100 Ducts. . . . . . . . . . . . . . . . . . . . . . . . . . . . 4159 3361 Sensible Load. . . . . . . . . . . . . . . . . . . . 45748 36971 Latent Load. . . . . . . . . . . . . . . . . . . . . . n/a 7394 Minimum Total Load 45748 44365 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow recr,lirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc. , must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. MANDATORY MEASURES CHECKLIST:RESIDENTIAL Pa e 1 MF-1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk(')may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Designer Enforcement Building Envelope Measures '150(a):Minimum R-19 ceilin insulation. y 150(b):Loose fill insulation manufacturer's labeled R-Value. y '150(c):Minimum R-13 wall insulation in wood framed walls or equivalent LI-value in metal frame walls Y (does not apply to exterior mass walls). '150(d):Minimum R-13 raised floor insulation in framed floors. y 150(1):Slab edge insulation-water absorption rate no greater than 0.3%,water vapor transmission rate no N/A nater than 2.0 perm/inch. 118:Insulation specified or installed meets CEC qualitv standards. Indicate type and form. y 116-17:Fenestration Products,Exterior Doors and Infiltration/exfiltration controls y 1.Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2.Fenestration products(except field fabricated)have label with certified Ll-value,certified solar heat gain coefficient,and infiltration certification. 3.Exterior doors and windows weatherstrip ed;all ioints and penetrations caulked and sealed. 150(g):Vapor barriers mandatory in Climate Zones 14 and 16 N/A only. 150(f):Special infiltration barner installed to comply with N/A Sec.151 meets Commission uali standards. 150(e):Installation of Fireplaces,Decorative Gas Appliances and Gas Logs y 1.Masonry and factory-built fireplaces have: a.Closeable metal or glass door b.Outside air intake with damper and control c.Flue damper and control 2.No continuous burning as pilotiTIlowed. Space Conditioning,Water Heating andPwlumbin S stem Measures y 110-113:HVAC a uipment,water heaters,shoerheads and faucets certified by the Commission. Y 150(h):Heating and/or coolin loads calculated in accordance with ASHRAE,SMACNA or ACCA. y 150(i):Setback thermostat on all aPplicable heating and/or cooling systems. y 150(j):Pipe and Tank insulation Y 1.Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2.First 5 feet of pipes closest to water heater tank,non-recirculating systems,insulated(R-4 or greater). 3.Back-up tanks for solar systems,unfired storage tanks,or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4.All buried or exposed piping insulated in recirculating sections of hot water system. 5.Cooling system piping below 55 degrees insulated. 6.Piping insulated between heating source and indirect hot water tank. '150(m):Ducts and Fans Y 1.All ducts and plenums constructed,installed,insulated,fastened,and sealed to comply with the IC601997 UMC sections 601 and 603;ducts insulated to a minimum installed R-4.2 or duds enclosed entirely within conditioned space.Openings shall be sealed with mastic,tape,aerosol sealant or other duct closure system that meets the applicable requirements of UL181,UL181 A,or UL181B and other applicable specified tests for longevity given in Sec.150(m). 2.Exhaust fan systems have backdraft or automatic dampers. 3.Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dam ers. 114:Pool and Spa Heating Systems and Equipment N/A 1.System is certified with 78%thermal efficiency,on-off switch,weatherproof operating instructions,no electric resistance heating and no pilot light. 2.System is installed with: a.At least 36 inches of pipe between filter and heater for future solar heating. b.Cover for outdoor pools or outdoor spas. 3.Pool s stem has directional inlets and a circulation Pump time switch. 115:Gas-Fired Central Furnaces,Pool Heaters,Spa Heaters Or Household Cooking Appliances Have No Y Continuousl Burnin Pilot Li ht(Exception:Non-Electrical Cooking Appliances With Pilot<150 Btu/Hr). Li hting Measures 150(k)1:Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or Y greater for general lighting in kitchens.This general lighting shall be controlled by a switch on a readily reicacy ible li htin control ane)at an entrance to the kitchen. :Rooms with a shower or bathtub must either have at least one luminaire with lamps with an Y of40 Iumens/wador greaterswitched at the entranceto the roomorone ofthe alternatives to this ment allowed in Sec.150(k)2.;and recessed ceiling fixtures are IC(insulation cover)approved. Revised July 1999 4 3"LONG SCREWS PER SCHEDULE 110"HARDY 48"HARPY FRAME 1 "HARDY LTP4 EA END PANEL LTP4 AT BOTH SIDES (Mr) CONT'S PLATED ( 2.64"6180"FRAMES ARE SIMILAR) PANEL EA SIDE 18"HARDY SDS SCKEW5 FROM FRAME CONTINUOUS 8"HARDY I PANEL TO TOP SLATES O ST8224 PLATES PANEL ' LTP4 SEE 3/1-1•4 I I ( LTP4 2X FILLER 4 OCKEW13 AT EA END INTO- T T I I DDLE 2x 4x OR I }W SCREW KING STUD TO 2x FILLER I I FRAME WITH#IOx2I4" 4x OR 2-2x GARAGE TEN BREWS,SELF TAPPING, LTP4 AT EA SIDE OF I I I I I I W/4 SDS POST TO HEADER I I I SCREWS O I HEADER 2-2,OR I I MIN 4 SCREWS 4x rw r I I I i I ( I I I LTP4 AT EA SIDE 4 808 SCREWS OF POST to PLATE Q FRAME TO I I I B I 4 8D5 4 BD5 5CREW5 FROM I I END STUD SCREWS FROM PANEL TO KING OR F08i l STUD&FOOT(TYF.) I I L L L L • ', ,t", ; . •i s,r 4x F05T ( I I I 111"+S H-D,DOLT Y ' , o 11 or LTP4 END LPt4 FROM POST TO LTP4 AT EA SIDE EA SIDE 0 2x KING STUD BOTTOM PLATE AT O F DILE 2x IB"F15HEAR BOLTS 171PJ H.D.BOLTS 7 Li P844 I O I EA BIDE I I TREATED � 18"PANELS WITH 111"m H.D.ARE D.P. PLATE + TREATED SET ON CONCRETE FOUNDATION DIAG,FRAMES(u2",48.64- 18"PANELS Wrro H,D,ARE ' •• , ; 7 r D F PLATE INSTALL 4x OR 2.2x NEXT TO PANEL &80'1 ARE SET ON TREATED SET ON TREATED D.P.PLATE • ' ' • ' ' • � • • AND SECURE WITH 4.05 6GREW5 AT D.P.PLATE EA� END,AND LPT#13 FROM POSTS NOTE , T rL ,IM .t"4s TO PLATES DOWN ANCHOR ' D'P!HOLD-DOWN FOR PRY-PACK �--�" 8A FOR UPLIFT GREATER THAN 1Q,000 LBS, us"g PLACE THE FRAME ON CONCRETE 09 S ANCHOR DOLTS DRY-?ACK, SEE DETAILS 8•H2&12•H2. FRAMES WITH 111'10 HOLD DOWN ANCHOR BOLTS ARE SET ON CONCRETE FOUNDATION FRAMES WITH 170 HOLD DOWN ANCHOR OR USE FOR DRY-PACK 8A DOLTS ARE SET ON TREATED D.P.PLATE. 48" HARDY FRAME & 18" HARDY PANEL zQ ONE STORY BUILDING H•4 N0 T.E : FOR UPLIFT GREATER THAN 10,000 LSD, 18" HARDY FAM5 1 PLACE THE FRAME ON CONCRETE OR DRY-FACK• SEE DETAILS 8+2 H" AT GARAGE DOOR r. C 2 4 s �' j L J 93210 HOLES err $ PER SCHEDULE U. Tyr THIS MNIS G IAS CZEN REVIEWED I I 13/4" FOR I R; J 1,7,1A1t r t-1 frFi — TA1;ONSAND , P 5ECTION A-A RKING POINT I 0 V4' V4" U0 (1 1S"HARDY SCREWS FROM PANEL CONTINUOUS 8"HARDY 31518' V4' 3518" Q Psnn ,ww,,,,w . PANEL TO HEADER PLATES PANEL I6d NAIL5 3Uz' Era x 12OA � � V KING brUP ,"qIB x 14GA• TO HEADER 2x KILLER x 1� L i O tne" I HT1 " 0 I 6 1116" '■` R ST8224 WITH 3 tl2k t 1lzk 10410x314"O TEK ` _ \ STUDS 6VACED EQUALLY SELF TAFPING Tyr.ALL g>�, 1 V2' CL �" SCREWS INTO FRAME, N � 14.18dTOHEAVER SEAMS 2' z' 1/18" --- 6T6224 LT14 AT EA SIDE OF AT EA END ON — — x 14GA \ FACE OF FRAME TYP•ALL O I FOOT TO HEADER GARAGE O — \ 31l2' 1/18 2 12' 5EAM5 L HEADER I I — 120A � _ � (ONE PIECE) 710 HOLES {� uys I a Z-a'0•C, J� \ m31/2'x 14GA, 1 ' FROM BOTTOM 4 b 7160 HOLES Qi 2'•0"DAG 8/32'f1 HOLES 14GA CO'vER.PLAiE 4 SCREWS — — FOR 114' 1 EA.SIDE FRAME TO FROM BOTTOM P ALL 43"LONG SCREWS END STUD FOR ELECTRICAL WOOD SCREWS 4 SCREWS, I I FROM PANEL TO P05T OR POET ACCESS —. — (STM BIDES) S M5 V4" (TYP) I I I TYP, 18'k31/2k3/4"THK. O 4'k31/2k8IN'THlG I 1118" \ 1/18 TOP&DOM 4x F05T(USE 2x 3x OR 4x ( I / WASHER PLATE 3V10 HOLE WASHER 61 5 \ DEPENDING ON SPACE AVAILABLE) LPT4FROM POST TO ��yy EACH5IDE I I EACH6105 O BOTTOM PLATE AT I J I (SEE DETAIL) EA SIDE M N -/PB44 OPTIONAL+ II I i x.146k l 4'k312'kl8"THICK � 1 &j Ll LaWASHER PLATE / VW TREATED EA SIDE I V4" 1/4" 114" " + ' D.P.PLATE 'a' vAluEe AUG 2 3 2001 t HOLD • e• • , , ,' — I V#V WEEP HOLE6 13118" 0c 2'BLOT Q DOWN ANCHOR HARDY I TTP,DOTH SIDES V4'YJWEEPFIOLE9 _ til 5 17''0 HOLD-DOWN 15/1898 x 211 SLOT N• ANCHOR BOLTS p0�� 1&4" tYP,OF(2),Tor&BDtt, NP'60TH SIDES 13/4 11A" 0 x 2'SLOr FRAMED WITH IWO HOLD DOWN ANCHOR , --�`+� I ttP,OF(2) TOP&BOtt• z zi Il BOLTS ARE SET ON CONCRETE pOUNDAt10 ANCHOR H84 THRU H134 H' — FRAME5 WITH 170 HOLD DOWN -- o- OR USE FOR bRY•pACK 8A BOLTS ARE BET ON TREATED D.P.FLATE, r 3,5"x3. V4 GA L TUBE SECTION 4 erd a I bane t t/7 bane OR UPLIFT GREATER THAN 10,000 L1381 G PLAN VIEW AT BASE PLAN VIEW AT BASE 18" HANDY PANELS 3 PLACE THE FRAME ON CONCRETE OR �' HARDY DRY-PACK. SEE DETAILS 8•H2&12•1-12• AT GARAGE DOOR H-4 HARDY PANELS 0 HARDY FRAME6 r7 £HEFT: CRUSHING IWO091.1/8"O ANCHOR 3,5"x3,5"x14GA TUBE RECTION H•4 t'LAT 4 H H.a LOM > ,. V i. ,.. . . _ _ _. ... ✓uLL 1 �f�l I� � � Ir 1 11I�dk"intra*...'.... . ... 77T17 I 3I t 41 h81 1 2 3 4 5 6 7 8 9 10 11 12 13 14, 15 I R 3 x HARDY FRAME ABOVE aW�[ HARDYFKAMET3 WALL FRAMING ABOVE AT UPPER FLOOR 2X DLKG 04'-0"O,C.(MIN.) 1/4'k 3"LONG WOOD DY ENGINEER OF RECORD TO CHECK SCREWS PER SCHEDULE BY ENGINEER OF RECORD 4X SOLID RIM BY 2x DOT,PLATE 1/4'k 3"LONG WOOD ILL NAILS TO CHECK ENGINEER RECORD FLOOR SHEETING 5CREW6 PER SCHEDULE DY ENGINEER OF RECORD FLOOR SHEETING i0 CHECK FLOOR SHEETING TO CHECK MANUFACTURER TRUSS OR ROOF RAFTER 4ATV G SIMPSON A36F EA SIDE �. PER PLAN(ICBO 0531 S) SIMPBON A35F EA 813E ' BY ENGINEER OF RECORD PER PLAN(10130#'5313) 51MP60N (ICD EA315) ��'�_____ TO CHECK BY ENGINEER OF RECORD PER PLAN(IGDO 05913) TO CHECK DY ENGINEER OF RECORD .�4x RIM OR BLOCKING TO CHECK z SIMPSON A35F EA SIDE 2e60LID RIM DY PER PLAN(10800013) ENGINEER OF RECORD7X 6LK'G�4 0'O.C.(MIN.jBY ENGINEER OF RECORD TO CHECK 1/4'k 3"LONG WOOD DY ENGINEER OF RECORD a,DOUDLE TOP PLATE TO CHECKSCREWS PER SCHEDULE BY t0 CHECK1/4'kWLONGWOOD CONT.DOUDLE TOP P1103"LONG WOOD CONT.DOUDLE iOP PLATE ENGINEER OF RECORD SCREWS PER SCHEDULE BY SCREWS PER SCHEDULE BY TO CHECK ENGINEER OF RECORD coNr,DOODLE 10P PLATE TO CHECK ENGINEER OF RECORD HARDY FRAME BELOW WALL FRAMING BELOW HARDY FRAME HARDY FRAME TO CHECK AT FIRST FLOOR DETAIL DETAIL DETAIL DETAIL 4 a M H-3 r a z NOTE FOR 5CREW5 1/#'0 x 3" WOOD 5CREW5 PER 5CHEDULE; ENGINEER "^ ' OF RECORD TO CHECK C. J Y'1 E2. Jri h •IV _` •L�p. D V1� ROOF OR FLOOR SHEATHING THIS DRANiNG 1Aq UrN REV0VED 0 SEE NOTE FOR SCREWS FOR(-ENEE r,i 01; 01 LAKE ;VilTIi I= N 2.2rCONT. Q ir',L- ir!N i THE T;uv I I L t ' I T .nonS AND H-3 TOP PLATES H a EhG.'.� .,i 1, :. .(. a SEE NOTE FOR SCREWS SEE NOTE FOR SCREW H-3 0 H-3 ' 2-ZK CONT. 2-3c CONi. 1/4'k 3"TANG WOOD SCREWS TOP PLATES TOP PLATES3 PER SCHEDULE DY ENGINEER 2-2+c CONr. , OF RECORD TO CHECK TOP PLATES J > Zr 6TU05 0 18"O,C. V 0 2c 6TUD6®18"O-C, Q 1l4'k 3"LONG WOOD 5CM% Qu SILL PLATE NAILING ac STUDS 0916 O.C. PER SCHEDULE DY ENGINEER V SEE NOTE FOR SCREWS BY ENGINEER OF REGARD OF RECORD TO CHECK O 718"9 ALL-THREAD 7/D 9ALL THREAD 7/8'1 ALL THREAD WiNUT d WASHER Lu SEE NOTE FOR 8CREW$ W/NUT&WASHER W/PLATE WASHER 51LL PLA1E HAILING I I �I &WAS ERS,SIZE DY ENGINEER 8EE NOTE FOR SCREWS hWA5HER5,512E BY ENGINEER 6IMP60N LTP4 DY ENGINEEKOF RECORD OR EQUAL PER PLAN DY ENGINEER OF RECORD 4X50LID RIM DY Of RECORD TO CHECK 4X SOLID DLOCK RIM ENGINEER OF RECORDAaff BY ENGINEER OF RECORD 4 OR EOU N FFK 7t8"9 ALL•THREAD H a SIMPSON LTP4 PER PLAN SEE NOTE FOR SCREWS OR EQUAL PERP N w ICDO 03913 lV DY ENGINEER OF RECORD ( ) cl 71&'0A d PLATEFLASHERS W1 FL ALL-THRHER 4'RIM BETWEEN FRAME EXTEND DY ENGINEEF OF RECORD REAM DETWEEN FRAMES SEE NOTE FOR SCREWS wi PurE WASHER 8 PART THE UPPER FRAME TYP. ui PER ENGINEER OF RECORD SIMPSON LPt4 PER PLAN BY ENGINEER 11 ENGINEER OF RECORD RECORD -1/4'k 9"LONG WOOD 5CREW5 NOTE: t0CHECK NO DOLTS REQUIRED UNLESS , PER SCHEDULE ENGINEER OF RECORD TO CHECK CONNECTING TO FRAME ABOVE NOT AT ENDS. ' : ' SES NOTE FOR SCREWS NO BOLTS REQUIRED UNLESS 3 TRANSFER DEAM CONNECTING TO FRAME ABODE N 3 DY ENGINEER OF METAL STRAP DY RECORD eLIDE4k312'kl6" ATEND5. ENGINEER OF RECORD L# THICK WASHER PLATE 4 CONNECTION BY KIN05TUDTKIMMER BEAM DY ENGINEER ENGINEER OF FOR UPLIFT H,3P05T BY ENGINEER 2e 5tUD5 0016"O,C. H-3 ac STUDS W 16'0,C. Of RECORD RECORD OF RECORD CONNECTION BY WINDOW ENGINEER OF RECORD HARDY POST W/4"9ANCHOR DOLTS OPENING W/CUT WA5HER8 N WINDOW F06TEA,END OPENING DY ENGINEER OF RECORD 110V ALLTHREAD ROD i(7'ANCHOR DOLTS 3/4'1Ph 10'ANCHOR BOLTS 3/4"9x 10'ANCHOR BO TS FLATS 3'k 9/4"AH W/CUtWASHERS WICUTWASHERS W/CUTWA5HER6 A/ EM DSCHE USES POST TIEDOWN DY 7/6'0 ALLTHREAD KOO 9 POST TIEDOWN OY ENGINEER OF RECORD Wti/2'k 3'k 30 2 ENOINEEK OF RECORD PLATE WASHER SEEAI + EMBED SCHEDULE ------ ------- — --°'--e -- —°— e --- -- ------ r v < a e e d-'------ -a r---- ---° -- ---- d v e ------a—-- --—v— e AUG A e[ a v ° �j t 7U01 N° ------ — --------------- --- 1$4ti ' —I v yie"�ROD Tr. I If• 'Tr T--iH--1� -7m LTi-11 —TF1- ' . W/V2k3'k61 7!8'YAROD DEEPEN FTG.AT 3"CLX` 1 W/1/Zk3k 3 TYP. TOP&DOiTOhI REBAR6 EXTENDED TOP a DOTTOM 2.04 MIN.REBAR TYP. y/b'G ROD 1 PLATE WA6HEK 2.04 MIN.REBAR 0 TOP 2-04 MIN,REDAR AT TOP&DWOM,EXTEND ANCHOR DOLT 3 0 PAST EACH SIDE FRAME, EXTENDV-O"PA5TSIPEOFFRAME W/l/7k 3'k 3" H-2 &BOTTOM,EXTEND PAST BIDE FAST SIDE Of FRAME AND SIDE H'2 O.WfPLATE ABACI AND SIDE OFP06t,ENGINEER OF PLATEWASHERBEE OF FRAME AND SIDE OFP06T OF POST PER ENGINEER OF RECORD 6.22t1tCAPACITY HERA6 REQUIRED ENGINEEROFRECORD EDESIGN N RECORD TO CHECK EMDED SCHEDULE PER ENGINEER OF RECORD FO OVERTURNING MOMENTS, JOB: HARDY HARPY FRAMES: HARDY FRAMES: 2-5T0RY- OFFSET STAGGERED5 2.5TOKY- OFFSET 5TAOGERED 2o5TOKY- OFFSET STAGGERED 2-STORY STAGGERED SHEET, H•3 H.g � H"3 H.g H m3 .1 IC80 #PFC-5342 M ._. . ,.,.... .... .9..�«.. .. ...._s_•.� ._.... _ ._ _ . . •r,> •� a• I � ;, , , it -TTT I 'T777 1 �—77 2T � I 41 I 51hg1 1 2 3 4 5 8 8 9 10 11 12 13 14, 16 Y - �w. . ... ,. CUT WASHER&NUT 16" HARDY PANEL TIGHTEN FRAME END BOLTS SNUG•TIGHTWITH NO$FACE —� BETWEEN FOUNPATION, HARDY $ILL PLATE AND HARDY FRAME — FRAME AND COMPLETE WITH ONE ,51*'&10'ANCHOR BOLTS 716"9 ALLTHREAD ROD FULL TURN. W/CUT WA5HERD W/U2k 9'k W H.P.REINF. PLATE WASHER CORNER P. PLATE AOTTOM PLATE BOLT TEMPLATE A • a UL_ Ak I 4,; I 9 ---- ---- _ -_--_-_-• C d ° p 4 ° APD TOP&BOMM REBAR ADD TOP&DOTTOM REBAR d d A IN FOOTING, ENGINEER IN FOOTING. ENOINEER d -_a_^ -- ---__--_Q_ _-- -- - - 4 • OF RECORD TODESONFOR OF RECORD TO DESIGN FOR dd 114'k 3"LONG WOOD SCREWS a OVERTURNING FORCE. OVERTURNING FORCE. C d tt TO CHECK, ENGINEER OF REGARD SEND 1613 AT CLIC PLATEWASERW/DOUBLE NUT$ CLR. VE NC� �T V QP OF d C a 4 C3 H.13 TO CHECK SLR' NorE, DEEPENANCHOR EXTERIOR ORTACKWELDTOROD 7 N N d d iD 2-2c CANT, NO DOLTS REQUIRED UNLESS ADO TOP&BOTTOM REBARS EXTENDED /� + N 7S L /� ca TOP PLATES CONNECTING 10 FRAME ABOVE. AS REQUIRED 3'-0"PA5T EACH SID?OF FRAME. SECTION "� 5ECTION A-A &R Ti°o p �0 Q ENGINEER OF RECORD TO DE51ON FOR . OVERTURNING FORCE, EXTERIOR FOUNDATION INTERIOR FOUNDATION Ab,EM13EDMENT 1 4 d RK a STUDS®19"ac, DOUBLE NUT FOR LEVELING THE FRAME 1q TO REDUCE THE CRUSHING H-2 , CRUSHING PLATE o W/O EA 1/4'10x3" WOOD SCREWS AT 3/4 k6c tO'ANCHOR DOLTS EA END W1GUT WA6HER6,6p ED 2x FLOOR JOISTS a a 12'OR 18"O.C, 718"9 ALLtHREAD KOO 2x BLOCKING FOUNDATION 4x RIM OR BEAM 2x BLOCKING W/10(3'k 3" FOUNDATION 2x FLOOR JOISTS Ax RIM R BEAM OR RIM OR RIM A36F OR EQUAL DBL�¢DONT 2x P tE PLATE WA5HERSEE 2 EA BIDE 0 7/$u TOP PLATE _--- EMBEDOCHEDULE 4EASIDE®1118" d !'-----_ a -_ A a L}yJ' a d iDP&BOirOM KEBABS EXTENDED d 3'-C"PAST EACH SIDE OF FRAME. HOLD-DOWN NUT ,•---.,, .- w tl' T I ENGINEER OF RECORD TO DESIGN FOR I I 1/4"0 x$"WOOD SCREWS &WASHER ,` RAME g DEEPEN FTG,AT -`' i _ _ OVERTURNING FORCE. AD "PAD" PER RECORD TSCHEDULE: ENGINEER DRY•PACK 3'CLR, PANE LOCATION ROVE ABOVE FRAME OF R&LOBO TQ CHECK 2x TRTD ANCHOR DOLT SILL PLATE As REQUIRED rrP. rrP, FRAME LOCATION ABOVE 4 6D6 PER SCHEDULE ADJUSTING NUT �.• 18"HARDY FRAME HARDY FRAME. Q 4Zic�POST • f : ; 2'2x 3 FRAMED FOUNDATION �} &WASHER OR 4x VNGLE r,�' RY 2 FRAMED D FOUNDATION W/O RA 15"HARDYFRAME I , H'2 H-2 W19<xA 114" 1 V8 HOLD-DOWN FOUNDATION A.S.PER TOP VIEW OF ME WOOD LtP4EAEND �L7 bRY•PACK ": H•2 TOP VIEW OF FRAME EA SIDE II. 6A ENGINEER MONO POUR FLOORIFTG END / 2x PLATE OF RECORD H 2 Ai' 3" �' A.D.NPER � PLYWOOD ENGINEER �� • ° °° a OF RECORD $ILL PLATE • ° cl CRUSHING FOLATE • W/O EA 114"OX3" 4x OR Ox ° A IPI 0 WOOD SCREWS AT 7 BEAM � � EA END ^^ N 4x RIM OR BEAM ptl a dtl h 1l4'P1 x 3"WOOD SCREWS PER ENGINEER 4x RIM OR BEAM • ° A lU- PER SGHEDULE;ENGINEER (MIN A36) SILL PLATE FOUNDATION OF RECORD TO CHECK 18" FRAME 2x BLOCKING ° �' • rHARVYP ME 2x BOT,FL, OR RIM ° d PER ENGINEER 2x BLOCKING Q (MIN A35) OR RIM 2"P ST AME PLYWOOD 18" HANDY FRAME 2x BOT,PL, 2x TREATED Q BOTTOM PL • a 4 DRY"PACK OPTION H 2 Q 1 2 a 2-ZxCON.i. F1 OR U4'1c 3"LONGWOOD SCREWS H`S •. TOP PLATES PER SCHEDULE BY ENGINEER • • . ♦ , • d ° " ° • I3"I 18" OF RECORD 1O CHECK ♦ ° • + " i ! ° ♦ e ♦ • ' ° ' ! . ' • • ,. 11/q 9 HOLE 1.,`, :, N ° r a f ♦ .. D D u Q H DOOLT PRE DRILL BLOCK ' HOLP DOWN t• •I !?' •, r/w�' A pRE•DRILLFOR , ••, CRUSHINGPLATE:314"x3x24r - Mw� L�jJ • SHEAR BOLTS ACCURATE LOCATION . FOR ACCURATE LOC. •. z t Ev / '� "" FRAMED FOUNDATION MED FOUNDATION 18" HARDY FRAME '�5 FRA H`2 PANEL H`2 CRUSHING PLATE WOOD FRAME FLOOR H^2 j THIS ni�1 �/i GHA$ :E111PF�IEWED I 1 BIMPSWN A35F 09 EQUAL PER FRAME i /' �' W o�;ro,,1�1�;(�r �rrf► �rr 'SII ` �� , t;1 '41 i'LI IJ 4 PLAN BY ENGINEER OF RECORD AND TO CHECK I I i. U4'k 3"LONG WOOD SCREWS U0 3"LONG WOOD SCREWS 1 PER SCHEDULE BY ENGINEER OF PER E CHEDUIE BY ENGINEER RECORD TO CHECK iO CHECK 2-2x4 CONT. ~ ' -.,ti LATERAL SUPPORT AT TOP 4x RIM BETWEEN FRAME TOP PLATES FRAME BY ENGINEER OF b PLATE EXTEND S"PA51 THE UPPER FRAME TYPICAL A36F OR EQUAL DSL 2x4 CONi _� RECORD TO CHECK 2 EA SIDE 0 718" TOP PLATE 2 CONT. 7/&'9ALL•THREADW/NUTS& 7 4EAOVE01 r TOP PLATES WA6HER9,51ZE BY ENGINEER OF s RECORD TO CHECK 4 PLYWOOD SHEAR x RIM OR BEAM PLYWOOD SHEAR 4x RIM OR BEAM 4'k 3"LONG WOOD SCREWS EDGE NAILING pERSCHEDULEBYENGINEER ;HAF LTP4 HEADER UGARAGE EDGE NAILING 1100 x 3"WOOD SCREWS DYFRAME 1 "H DY FRAME RECORD TO CHECK 2x BOt PL PER SCHEDULE; ENGINEER 2x BOT.PL, CRUSHIN I 2x BL KING 2'k4""PAD" 1/4"TD x 3"WOOD SCREWS POST OF RECORD TO CHECK PLATE ABOVE FRAME PER SCHEDULE; ENGINEER BEAMICOONNECTIO A 12"P ST ME PER PLAN 91320 HOLES FOR AUG SLIDE IN 4'k 8' PART + PLYWOODto 314'kl6"THGK roP PLATES I ME TOP PLATES OP RECORD TO CHECK " JAMB 1/4';0x 3"SCREWS WASHER PLAT 2x BLOCKING AT STEM A FOR UPLIFT 24 STUDS 016"O,C. AT 91EM WALL P A END OF WALL 18 HARDY FRAME P08t PANEL INTO POST OR KING STUD 2xi2.2x OR W1R W/4 BPS SCREWS KING a STUB 7/8'9OR 1•U8" EPC46 PC40 ALLTHREAD ROD PLYWOOD SHEAR 31N!0,�1O'ANCHOR BOLt6 ENA. PER }� ^ WALL BY EN(INFER OF RECORP P/LATEWA5HEKBEE 2x CRIPPLE 2x CRIPPLE � � OF RECORD TVP) SILL PLA c EMBED SCHEDULE w1CurWA5HER6 STUDS STUDS ?x PLATE 7/69 ALLTHREAD ROD (IYP) (Tyr) U. 0. 1 1 W/U2'k 3'k 3" PLATE WASHER SEE 80TTOM P V ------ _ EMBED SCHEDULE Bd170M PLATE CONT TO dV ° a° �- -"" - e"MIN,FROM d PLATE SOLE FL ° a u• OF BOLT 10 A • ! ♦ A --6 ---- ------�------- - --- TOP&BOTTOMREBAR6EXTENDEO PB48 ° r a 1 , ! •° HA ' 4 3't a TOP&DOTTOM REBAR6 v 3'-0'PAST EACH 51DE OF FRAME. � � .• ' 718';0 A9,THREADED EXTENDED 4.0"PA5T EACH END - JOB: HARDY PLYWOOD SHEAR ., OF FRAME(WKAP AT CORNER) r ENGINEER OF RECORD TODE8IGN 1/2 k3 k3" ♦ a ♦ • e pB46 ' , . W/11Z' N3 3 PL WASHER FOR OVERTURNING FORCE, . • WALT.BY ENGR '+ '• OR FOR UPLIFT GREATER THAN 10,000 LBB, J *� ENGINEER OF RECORD t0 DESIGN DEEPEN FTG•AT rrP. PLATE WASHER \�7(8 ALLTHREAD OF RECORD 1118"9 A,S,THREADED FOR OVERTURNING MOMENTS, PLACE THE FRAME ON CONCRETE OR SHEET: AN R QUIRKED INTO FOUNDATION ' , •' W1 i/2'k4'k4"PL.WASHER ' d DRY-PACK. SEE DETAILS 8•H2 d 12•H2, d HARDY FRAMES; N HARDY PANELS >> 2.5TOt�Y STACKED 8 RAISED FOUNDATION 10 RA15ED FOUNDATION 11 18 HARPY FRAME 12 1� HF818, HF918 & H�1018 H-2 PANEL H"2 CONCRETE FOUNDATION OPTION H-2 H`2 `\ H♦2 FRAME IC80 #PF'C`5342 ' .. .. a ._ .. ..._�-_._. .,.. _ ,......_._ ., __.__ ....,..--_-_..:-«.�.__ .. . . e- .... ._ ... . . .. _ _ .. .. . _. . ,x•...y � ii II � w tlll 'il iIY iI 1i 1111 7,,"... ....., .,; •.*` - -•w $ 1 II 11 21 T 7773 �' 4 5 I IT81 1 2 3 4 5 8 7 8 9 10 11 12 13 14. 16 • TA13LE-1, HARDY FRAME LOAD TABLES TAHLE-3, HARDY PANEL LOAD TADLE5 3.5"x 3,5"x 14 GA TUBE 6EnON BRACED FRAME C18"x 3,5'I x 3,6"x 12 GA PAN46 e e ALIO- ex ALLO- APDiTI• TOP PLATE a ALLO- ADDITI• ONAL ALLO• NAND•PERPENDIOULAR TO WALL 4 ALLO• TOP PLATE e DRIFT WABLE CONNECTN MAXIMUM DRIFi ONAL ALO• W1ND•PERPENDICULAKTOWALL SILL BOLTb WABLE VERTICAL WABLE MAX.ALLOWABLE BAOIC WN0 OPEED WABLE WABLE ONNECPN MAXIMUM AT MAX. WON WlU4'iB+�3" WALL AT MAX, VERTICAL WABLE , MAX.ALLC4VAOLE BASIL WIND SPEED TABLE•8 MODEL HEIGHT LENGTH HOLD-DOWN MINIMUM SHEAR LOAD UPLIFT MODEL HEIGHT LENGTH HOLD-DAWN SHEAR WON W/V49x3" WALL TABLE 7 V 6HEAR HEADER ON POST LpO, WOOD a WEIGHT EXP,B 8 EXP.G EXP,D NUMPER V SHEAR HEADER LOAD P UPLIFT WOOD WEIGHT a EXP,6 A EXP.C 0 EXF.D EMBEDMENT SCHEDULE FOR HOLD-POWN ANCHORS LZ'D NUMBER (IN) (IN) DOLT NUMBER L�Li IN LB/PT LOS.e SCREW (pefl Ce=0,82 Ce=1,08 Cmt39 (IN) (IN) BOIL LOS, IN eA LD/FT ON P06T 165, s REDUCTION(ACTOR IN IBS,T SCREW (Pei 7 C" .82 C =TOB Co=L ALLOWABLE SHEAR FOR ALLOWABLE UPLIFT THREE STORY BUILDINGS TYPE ROD EM6EDMENT -NO INSPECTION REQUIRED HF832 8225 32 7/8"DIAM, 2.3/4"DIAM, 4080 0,313 2844 9,838 18,355 10 12 130 130 122 HF78.18 78 18 7/6"DIAM. 2850 0.116 15,000 16,333 10 18 130 190 130 PIA. -HALF BTRE56 HF646 92,25 48 718"DIAM, 3.3/4"PIAM. 5800 0,201 980 10,890 15,935 22 12 130 127 115 HP78.18 78 18 1 V&PIAM, 4709 0,191 18,OOp 2544 18 18 130 130 130 HF832 018 A 7/8" 12 9122511 HF884 92,25 04 7!8°DIAM. 3.314"DIAM, 7020 01150 491 12,351 15,353 28 12 130 116 100 .•-• HF848 0'74 6 718 10 1Q1601 HF680 92,25 80 7/8"DIAM. 4.5/4"DIAM, 7700 0,121 298 13,791 16,333 90 12 130 109 08 HF(018 9225 18 7/6"DIAM, 2410 0,161 15,000 15,333 10 i5 HF884 0.73 HF818 92125 18 1 V8"DIAM, 3982 0205 15,000 25,333 14 15 130 130 130 HF860 0,71 C 7/&, 21" 15,3331 130 130 130 D 1 V8" B8" 25,333k HF932 104,26 32 7/8°DIAM, 2,314'DIAM, 3390 0.373 2844 9,164 16,333 14 10 130 114 102 -••- 4920 0.237 880 10,096 16,533 18 10 130 108 97 HF916 104,28 18 7/8"DIAM, 2132 0,205 16,000 1OA33 8 12 150 130 110 HF948 104.26 48 7/8"DIAM. 3.3/4"DIAM, HF916 104,28 18 1118"DIAM, 9523 0,339 "' 15,000 28,338 12 12 130 120 110 HF932 0.73 Hf984 104,28 B4 7!8"DIAM. 3.3/4"DUM. 8000 O.T74 491 11,310 18,335 22 10 127 102 92 HF948 D 71 1. NORMAL WEIGHT CONCRETE WITH F'o=2500 P51 MINIMUM. ---• HF984 0,71 2 EDGE DISTANCE 164INCH MINIMUM,FOR LESSER EDGE HF9b0 104.25 60 7/6"DIAM, 4.3/4"DIAM. 8080 0,138 298 12,671 15,335 2B 8 119 98 88 HF1018 118,28 18 7/8"DIAM, 1812 0,256 15000 15$33 8 12 130 150 110 HF080 0.70 DISTANCE,SUPPLEMENTAL ANALYSIS IS REQUIRED OR HF1032 11625 32 718"DIAM. 2.3/4"DIAM. 2860 0,431 2844 DA45 18.335 12 8 130 97 67 HP1018 116,2B 16 11/&'DIAM. 3159 0,421 •.. 15,000 25,333 12 12 , W 130 120 110 BEND ANCHOR DOLT 180 MAK HFl048 11896 48 7/8"DIAM. 3.3/4"DIAM, 4180 0.272 980 9,285 180339 18 8 117 93 84 <d HF1032 0,71 6, SPECIAL INSPECTION 15 NOT REQUIRED, 7/8"DIAM. 5.314"DIAM. 5130 0,197 491 10,308 15,333 20 8 111 69 80 HF1048 0,71 Hf1084 118,25 94 G HF1048 0,85 4, EMBEDMENT DEPTH MAY VARY PER ENGINEER OFRECORO, HF1060 11825 60 7/8"DIAM. +3/4w DIAM. 5780 0,154 296 11,429 15,333 22 1) 104 84 75 FOR 51: 1 INCH = 25,4 MM 1 BF = 4.448n 1 LBF/FT. 14,59339 N/m 1 PDF = 47,88 Pa HPIO80 0,88 HM 48 12825 48 7/8"DIAM. 3.3/4"DIAM. 3510 0,302 900 6,458 •15,333 14 8 102 61 73 1 MPH = 1.61 Km/HR 1 PSI = 6,89 kPa HF1148 0,89 HF1104 12826 64 7/8"DIAM, 3.3/4"DIAM, 4370 0.216 481 9,338 18,533 10 8 97 78 70 1, 441.OWABLESHEAR V1'0RONE AND 1VJ05TORYCONSTRUCTION, HFiiBO 128,25 60 7/8"DIAM, 4.3/4"DIAM, 4920 01106 298 10,371 16,353 18 a 93 74 67 HF1164 0188 2, LOAD P INDICATES ADDITIONAL LOAD ON TOP OF PANEL HF111160 NOT ALLOWED HF1zB4 tao25 64 7/8"DIAM, ' 3.3/4"DIAM. 3700 0,236 491 6,414 15,335 14 8 88 89 82 PEEDS IGHT ESS 40 HF1264 NOT ALLOWED TH162 PLAN 5HALLONLY 13E U5ED BY HF1280 14025 &0 7/64 DIAM. 4-5/41 DIAM, 4160 02DO 298 9,344 15,333 18 8 63 Be 80 3. WINDFOR OTHER Ce AND ONCEFFICIENT%SDINGNENTALAN&Y6 19REUI FOR OTHER Ce AND CgGOEFFIGiENTS,SUPPLEMENTAL ANALY61519 REQUIRED. P HF1260 NOT ALLOWED 7/8"DIAM. 3.3(4"DIAM, 3090 0,248 491 7,578 18,333 12 8 77 62 50 4, CONNECTIONS APPLY TOWOODWITHASPECIFICGKAVVOF0,50ORGREATER REG19TERED ENGINEER OR ARCHITECT. HF1304 18228 "DIAM, DIAM, 3874 0.187 298 8382 16333 14 5 74 00 54 V HF1380 15225 80 7!e4314" 5. THE WO x KONG WOOD SCREWS ARE FORMED FROM AISI 1022 STEEL,GRAPE 5,t HF1384 NOT ALLOWED NOT ALLOWED ENGINEER OOF RECORD 16 EapO{��t �yN5I6I�LE THE ALLOWABLE LOAD FOR WOOD TO METAL 15 300 POUNDS COMPLYING WITH HP6 OR HF1380 FOR THE ENTIRE BUILDING. FOR 61: 1 INCH = 26.4 MM 1 BF =4.448M 1 LBF/FT= 14,6939 N/m 1 PDF =47,88 Pa ICBOE6EK•k528809EQUAL BYENGINEEROFRECORD, 1 MPH = 1.61 Km/HR 1 PSI = 6.89 kPia 8. WOOD SILL PLATE,WHEN USED,MUST BE F0159VATIVE-TREATED DOLIGLE6 FILL 1, ALLOWABLE SHEAR V FOR ONE AND TWO STORY CONSTRUCTION. 7. FOK SEISMIC ZONE 3&4 LOCATIONS.WALL WEIGHT CANNOT EXCEED THE TABULATED VALUES. 2 ALLOWABLE SHEAR V MUST BE REDUCED BY THE FACTOR GIVEN IN TAPLE4 FOR HARDY PANELS 8, DRIFT AT MAKIMUM SHEAR 15 CALCULAtEb,BASED ON ELASTIC REQUIREMENTS WITH WALL a 3 STORY CONSTRUCTION, HF78.18,HF818, INSTALLED ON UNYIELDING SUPPORTS, Q Q a 3. ADDITIONAL TOAD P=P ALLOWABLE x 139,DEDUCT VERTICAL LOAD PRODUCED 6Y HF916&HF1018 OVERTURNING LOAD FROM YxH/d 9. WHEN A HARDY FRAME OR A iB-INCH HARDY PANEL 19INSTALLEO ON PRESERVATIVE Pollowo17,542 Ibe, H84 P W P 4, WIND SPEEDS BASED ON Cg42 AND BUILDING HEIGHT LESS THAN 40 FEET. TREATED WOOD SILL PLATES,THE ADDITIONAL DRIFT CAUSED BY COMPRESSION OF THE WOOD SILL PLATE MUST BE GON5IDEREO, 162W loo, H94 V FOR OTHER Ce AND Ca COEFFICIENT%SUPPLEMENTAL ANALYSIS 15 REQUIRED, 15,169 IM. H104 HARC7Y FRAME INSTALLATION 13J+'951bo, H114 8. CONNECTIONS APPLY tOw17oDWITH ASPECIFIC GRAVITY 0F0.5o0RGREATER O 12764156. Hi24 B, THE 1/4"8 x 3"LONG WOOD SCREWS ARE FORMED FROM A1511022 StEEL,GRADE 5.1. LU LU 11,552 It*, H134 THE ALLOWABLE LOAD FOR WOOD TO METAL IO 300 POUNDS COMPLYING WrH HIPS OR U Pollow I6 MAX.ALLOWABLE ICBG E6 ER462B8OK EQUAL BY ENGINEER OF RECORD, STEP h PREPARE FOR CONCRETE ~ A:THE ARCHITECT OR STRUCTURAL ENGINEER SHOULD DETERMINE THE MOST LOADS FOR VERTICALPOODT9 7. FOR5EISMICZONE3&4LOCATIONS,WALL WEIGHT CANNOT EXCEED THE iA6ULATEDVALUES. STRATEGIC LOCATIONS FOR THE HARDY FRAME, BRACED FRAMER P05T9 B:CONCRETE CONTRACTOR SHOULD USE HARPY TEMPLATE,WHICH WILL ENSURE HF662 THROUGH HF1380 8, WOOD BILL PLATE,WHEN USED,MUST BE PRESERVATIVE•TREAtED POUGLES FIR. ACCURATE SPACING BETWEEN ANCHOR BOLTS,THE FRAMING CONTRACTOR 9, DRIFT AT MAXIMUM SHEAR CALCULATED,BASED ON ELASTIC KEQUIKEMENTS WITH WALL INSTALLED ON UNYIELDINGG SUPPORTSUPPORTS, SHALL VERIFY THE TEMPLATE LOCATION. 10, WHEN A HARP(FRAME OK A*INCH HARDY PANEL 195 INSTALLED ON PRESERVATIVE Q PLACE THE BOLTS IN TEMPLATE(7/8"BOLTS ON THE OUTSIDE COKNER6.3/4" TREATED WOOD SILL PLATES,THE ADDITIONAL DRIFT CAUSED BY C40MFKEE-6 ON OF THE WOOD DOLTS ON THE INSIDE)WITH PROPER EMBEDMENT LENGTH POUR THE CONCRETE. SILL PLATE MUST BE CONSIDERED, STEP II;PLATE PREPARATION A!AFTER SLAB5 ARE POURED,PERFORM THE REGULAR LAYOUT PROCEDURES. n~ B:PLOT THE BOTTOM PLATE AND CUT TO SAME SIZE AS THE FRAME, IF THERE 15 A DOOR OPENING NEXT TO THE FRAME,ALLOW THE ~ BOTTOM PLATE TO CONTINUE INTO THE OPENING, y ni MATERIALS IDENTIFICATION H, ARD `,� FRAME , , iw� A STEP III!FRAME INSTALLATION STEEL COMPONENTS ARE FORMED FROM ASTM A 68380 GRADE 50 STEEL.ALL ,^,;, n,; G' THE FRAMES AND POSTS ARE IDENTIFIED BY LABELS BEARING THE MANUFACTURER'S J A:SET THE HARDY FRAME ON THE BOTTOM PLATE,ALIGN WITH THE ANCHOR BOLTS. ELEMENTS HAVE A HOT-DIPPED GALVANIZED FINISH, NAME(SIMPLIFIED STRUCTURAL SYSTEMS)AND ADDRESS,THE PRODUCT NAME AND THIS SECTION IS THE COPY OF THE COO APPROVAL PCF 6542 ON6EPTEMDER 1, MODEL NUMBER(HARDY FRAME)om OR 18 INCH HARPY PANELI THE EVALUATION LUL_ 1999 FOR THE HARDY PRODUCTS. DOLTS ANCHOR BO116 AND LAG BOLTS SHALL COMPLY WITH ASTM A-30.1, THIS D2FW!"iii r E1,�5 [ EEi`I RcVIrWEU REPORT NUMBER(IOBo E9 PFC 6342}THE FABRICATORS NAME(INDUSTRIAL Q- f THREADED RODS AND PLATE WASHERS SHALL COMPLY WITH ASTM 4-58. STRUCTURED,NORTH STAR COMPANY,INC,OR MORGAN SHEET METAL,INC.):AND N 46 B:APPLY THE NUTS TO THE 7/8"CORNER HOLD-DOWN5.OUT DO NOT TIGHTEN YET: THE DETAIL DRAWINGS INCLUDED IN THE COO APPROVAL ARE SHOWN THUCr I (' . ( �r'' R: ' It"J_ .I i"";,,C' tYiTH C:APPLY THE CUT WASHER TO THE INSIDE 3/4'"ANCHOR DOLTS, CONCRETE!NORMAL-WEIGHT CONCRETE MUST HAVE A MINIMUM 2,500 PSI TF T i v ` 1 C _ i i I .O S AND THE NAME OF THE CONTROL AGENCY(RAMTECH LABORATORIEr. S). THE FOLLOWING ITEMS CONSTITUTE THE HARDY PRODUCTS! 17,2 MFA COMPRE66NE STRENGTH AT 26 DAYS, CONCRETE MATERIALS MUST en;.1a_ . ..\ "f , 1..I is I. ( ) I'-"' THE HARDT FRAME SCREW 15IDENTIFIED WITH THE PRODUCT NAME,THE MANUFAC• > D:TIGHTEN DOWN ALL NUTS FIRMLY UNTIL FRAME IS PLUMB AND LEVEL MAKE HARDY FRAME COMPLY WITH SECTION 1905 OF THE CODE, TURER5 NAME(HARPY INDUSTRIES)AND ADDRESS,AND THE EVALUATION REPORT w SURE TO USE THE CUT WASHERS. HARDY 10 INCH PANEL NUMBER(PFC•5642). THE HEAD OF EACH SCREW DEARS H THE MARK' F5"ANO C" HARDY FRAME SCREWS(HF6) THE LENGTH, 0.. E:THE SHEAR RESISTING ELEMENTS FOR THE FIRST STORY IS NOW COMPLETE. THE HARDY fRAME IG A WELDED,BRACED FRAME,FORMED FROM LIGHT GAUGE, INSTALLATION 0 WAIT FOR THE INSPECTION PRIOR TO FRAMING OF THE WALLS, COIR-FORMED STEEL THE 16-INCH HARDY PANEL 16 A ONE-PIECE C-CHANNEL, FORMED FROM LIGHT GAUGE COLD FORMED STEEL INTENDED TO REPLACE THE ICBG APC'ROVAL l F;AFTER FRAMING AND PLUMB&LINE,SCREW THE CONTINUOUS TOP PLATES TO 6HEAR WALLS IN WOOD-0R STEEL-FRAME CONSTRUCTION,THE SYSTEM RESIST$ FABRICATION SHALL CONFORM TO SECTION 11.1.201'THE NDS. Z � U VERTICAL GRAVITY LOAP6,WHILE 51MULTANE0UDLY KE61STING IN-PLANE OR PENETRATION INTO MAN MEMBERS SHALL COMPLY SECTION 1L3.3 OF THE THE HARDY FRAME,FLOOR ONE Ii COMPLETE, MAKE SURE TOP PLATE6 ARE OUi-OP-PLANE LATERAL LOADS,RESULTING PROM MNOOR EARTHQUAKE, NOS, SPACING,EDGE DISTANCE,AND END DISTANCE SHALL CONFORM TO SECTION EVIOENCE SUBMITTED: 2U CONTINUOUS OR APPLY A MINIMUM OF 8-0PLATE LAP, M4.1 OF THE NDS, FRAMES: REPORTO 6OFSTATICANDCYCLICLOADTESTS;STRUCTURALCALCULA• 0 TIONS%INSTALLATION INSTRUCTIONS AND PETALS,AND A QUALITY HARDY FRAMES&18-INCH HARDY PANELS ARE LOCATED IN WOOD-OR 9TEEL•FRAMED CONTROL MANUAL o w WALLS BETWEEN THE SOLE PLATE AND TOP PLATES,THE FRAMES AND PANELS ARE SCREWS% DATA IN ACCORDANCE WITH THEICBO E6 ACCEPTANCE CRITERIA FOR d STEP IV:THE 2 STORY CONDITION(STACKED FRAMES) HARDY FRAME CONNECTED TO CONCRETE FOUNDATIO0WITH ANCHORS THAT ARE POSITIONED IN W'OODSCKEWE(AC 120).DATEDJULY 1997, THE CONCRETE USING TEMPLATES, THE FRAMES AND PANELS ARE SECURED TO A,FWAPE 4x PJM DEAM OR 4x BLOCKING BELOW THE HARDY FRAME AT 2ND STORY, THE HARDY PKAME IS A NO,14 GAGE[00747INCH(IS MM)]ROLL-FORMED THE EMBEDDED BOLTS,USING NUTS OVER PLATE WASHERS, AFTER THE FINDINGS �U TUBE.5.5 INCHE6(69 MM)SQUARE,WITH AN INTERMITTENT WELDED SEAM ON BALANCE OF THE WALL 15 CONSTRUCTED,THE FRAME9 AND PANELS ARE CONNECTED THAT THE HARPY FRAME,THE 18-INCH HARDY PANEL,AND HARDY FRAME B:PREDRILL THE 4x KIM•BEAM6 OR BLOCKING FOR EASY INSTALLATION OF THE THE TUBE JOINT, INTERMEDIATE VERTICAL 6TUDS BPACEP 181NCHE6(400 MM) TO THE TOP PLATES USING FASTENERS IN ACCORDANCE WITH TABLE 1. 6CREW(HFS)DESCRIBED IN THIS REPORT COMPLY WITH THE 1997 ON CENTER MAY 6E WELDED OR MECHANICALLY FASTENED TO THE DIAGONAL TUBE UNIFORM BUILDING CODE,SUBJECT TO THE FOLLOWING CONDMON91 ALL-THREAD DOLTS THAT CONNECT FRAMES VERTICALLY,USE TEMPLATES FOR AND TOP AND BOTTOM PLATES,AND SERVE AS ATTACHMENT FOR EXTERIOR OR PROVISIONS ARE INCLUDED FOR ATTACHING"KING"5TUD5 TO THE SIDES 'FRAME BILES,DIMENSIONS AND INSTALLATION ARE AS SET FORTH IN ACCURATE LOCATIONS, INTERIOR LATHING,PANELING OR DRYWALL APPLICATION. INTERMEDIATE VER- OF THE HARDY PRODUCTS WHERE NECESSARY,FOR INSPECTION OF BOLT AND NUT, THIS REPORT. u TICAL STUDS ARE DESIGNED FOR THE WIND SPEED CAPACITY OF THE HARDY AN INSPECTION HOLE 15 FKOVlDED AT THE DIAGONAL SIDE,AND THE DOLT/NUT 'ALLOWABLE LOADS COMPLY WITH THIS KEPOKT. T C:AFTEK SECOND FLOOR 15 6HEETER SNAPPED AND PLATED,CONTINUE WiTH THE FRAME, ONE 7/8-INCH-DIAMETEK(22 MM)HOLE 16 PROVIDED IN THE MIDDLE- INSTALLATION ACCE6615ON THE IN51DE Of THE FKAME,WHEN THE DOLT/NUT CALCULATIONS JUSTIFYING THAT APPLIED LOADS COMPLY WITH THIS �•�w INSTALLATION OF THE HARDY FRAMES ON THE SECOND STORY. THIRD OF PROVIDED ALONG ST THE STUD- HOLESH-DIAUST E S ACED A MAXIMUM OFRE ALSO ACCESS THE TOUT 15 ON 5ION THASHE OUTSIDE,THE"KING' EEN IN STUD SHOULD NOT DE INSTALLED REPORT ARE SUBMITTED TO THE BUILDING OFFICIAL FOR APPROVAL Di PLACE THE HARDY FRAME ON THE 60TTOM PLATE WITH THE ALL-THREADS FRAMEM)APART, BAILABLE SIZE FRAMES- SEENOTED AI N TABLE 4 I POK ADDITIONALE HARDY CALCULATIONS AND DETAILS FOK CONNECTION OF THE HARPY PRODUCTS TO STEEL TUBE FOR TWO AND THREE-STORY WOOD FRAMED 6TRUCtURE6 THE HARDY PRODUCTS MAY CONSTRUCTION MUST BE SUBMITTED TO THE 15UILPING OFFICIAL FOR APPROVAL PROTRUDING FROM THE FIRST STORY- INFORMATION, BE EiTHERSTAGGERED OR VERTICALLY ALIGNED WITH FRAMES AT OTHER LEVELS. FOR STEEL FRAMING APPLICATION USE THE TABLES 4&B FOR ALLOWABLE SHEAR BOTH INSTALLATIONS REQUIRE MINIMUM 4-INCH-THICK(102 MM)LUMBER BELOW VERTICAL LOAD AND CONNECTIONS, THE FRAMES,THE LUMDER 15 PREDRILLED TO RECEIVE THREADED RODS AT THE E:ATTACH AND TIGHTEN HOLD DOWN NUTS AND INSTALL WOOD SCREWS FOR SHEAR VERTICAL DOUNPARIES OF THE FRAME, VERTICALLY ALIGNED FRAMED OR PANELS THE HARDY FRAME AND THE HARDY 18 INCH PANEL ARE FABRICATED BY THE HARDY 18 INCH PANEL ARE PLACED DIRECTLY OVER FRAMES IN THE LOWER STORY ON THE SOLE PLATE, FAOKICATORD AS DESCRIBED BELOW: F1 WHEN THE SECOND FLOOR FRAMING 15 COMPLETE AND WALLS HAVE BEEN AND ARE CONNECTED TO THE LOWER FRAME OR PANEL USING THE THREADED RODS "INDUSTRIAL STRUCTURES,250 WEST STANLEY AVE,SUITE B PLUMBED&LINED,SCREW THE HARDY FRAMES TO THE CONTINUOUS TOP PLATE, AND PLATE WA6HER6, STAGGERED INSTALLATIONS REQUIRE ONE END OF THE UPPER VENTURA,CA 93007 THE WINCH HARDY PANEL CONSISTS OF NO,12 GAGE[0.1048 INCH(27 MM)) FRAME OR PANEL t0 BE ALIGNED WITH ONE END OF THE LOWER FRAME OR PANEL "MORGAN SHEET METAL INC,12100 KNOT TAVE, TOP AND BOTTOM TRACKS WELDED TO A NO,12 GAGE(0,1040 INCH(2.7 MM)I THE HARDY PROPUCT6 ARE CONNECTED AT THIS END IN THE SAME MANNER AS GARDEN G 3,5•INCH-WIDE•DY•18•INCH•DE 'NORTH STAR CO EF(89 MM BY 457 MMI ONE PIECE C-CHANNEL, VERTICALLY ALIGNED FRAMES,UNALIGNED ENDS ARE CONNECTED TO NO. • P 92841_2WINC,14MPANY, 9t2 S.BROADWAY DESCRIBED IN DETAIL 151H4. AVAILABLE SIZES ARE NOTED IN GAGE STEEL TUBES,WHICH IN TURN EXTEND DOWN TO THE FOUNDATION GARDENA,CA 90248 TABLE 3 FOR THE 10-INCH PANEL AND ARE ANCHORED TO IT,THE OASE OF THE FRAME OR PANEL BETWEEN THE WITH QUALITY CONTROL INSPECTIONS BY KAMTECH LWKATORIE5(NEI QA293), TUBES 0 THEN ATTACHED THROUGH THE SOLE PLATE INTO THE LUMBER EITHER USING THE HARDY FRAME SCREWS(HF6)GR USING THE SIMPSON STKONG•DRIVE THIS REPORT 19 SUBJECT TO RE-EXAMINATION IN TWO YEARS, S SERIES WOOD SCREW9 DESCRIBED IN EVALUATION REPORT EK-6288, 0 NGINEER OF RECORD HARDYpo6T6 FOR DETAILS AND CLA1,ENGINEER OF RECORD SHOULD IDENTIFY HARDY FRAMES TO BE USED ON STRUCTURAL DETAILS 4&5/H•4 DESCRIBE THE HARDY FRAMES THE*INCH HARDY PLAN5,AND INCLUDE DRAWINGS H-1 TO H•4 RIFICATIONS, PANELS AND ANND PRE5ENT51N6TALLATION DETAILS, AUG `� ZOO' HARDY P0515 AKE FABRICATED FROM No. GAGE[007471NCH(1.9 MM)] 2,ALL FRAMES IN COMMON LINE OF KEE715TANCE SHALL BE SAME HEIGHT AND SAME ROLL-FORMED TUBE, THE POSt 16 AVAILABLE TO iRANSFERVEKTICAL LOADS WIDTH,UNLESS ENGINEER OF RECORD SPECIFIES DISTRIBUTION OF SHEAR ONLY, COLUMN LOADS FOR RECOGNIZED HEIGHTS ARE SHOWN IN TABLE 1, DESIGN INDETAILS FOR THE HARDY POST 15 SHOWN IN DETAIL VH-4, ACCORDING S ENGINEER U 3.THE ENGINEER OF RECORD SHALL CHECK ALL DEAMS UNDER THE HARDY FRAMES FOR ALLOWABLE LOADS ARE DESCRIBED IN TABLES", FOR EARTHQUAKE LOAD, Lu UPLIFT AND OVERTURNING. R=4,4 MAXIMUM,AND =22 MAXIMNi�. WHERE HARDY FRAMES OR HARDY 8 HARDY FRAME 6GREW (MFS): PANELS AKE PLACED IN WALLS AND COMBINED WITH OTHER SHEAR•RE5151ING 4,THE ENGINEER OF RECORD SHALL DESIGN FOR OVERTURNING,FOR COMPRE9510N SYSTEMS,APPLIED LOADS SHALL BE PROPORTIONED RASED ON RELATIVE E 6TIFFNE65E5. AND TENSION IN THE HOLD-DOWN BOLTS AND COLUMNS, DESCRIPTION: THE HARDY FRAME WOOD SCREW S AN ALTERNATE TO WOOD SCREWS FOR APPLICATIONS WITH HARDY FRAMES ANCHORED TO CONCRETE,THE MAXIMUM N USED IN LATERAL LOAD APPLICATIONS SPECIFIED IN THE CODE, THE SCREW DRIFT SHAH BE P TIMES G(D x FR WHERE D 15 THE DRIFT C MAXIMUM B.ENGINEER Of RECORD SHALL AL50 DESIGN THE FOLLOWING: 15 MANUFACTURED FROM AI6C 1022 STEEL(SAE GRADED)WITH A FINISH COAT ,. OF ZJNC AND DICHROMATE, THE DIAMETER 19 V4 INCH(8k MMI THE HEX SHEAR"VALUE PROM THE CORRESPONDING HARDY FRAME LOAD TABLE,AND IS A)CONCRETE GRADE DEAM5 WASHER 19 3/8 INCH(9.5 MM)ACROSS HEX FLATS AND 9/10 INCH(14 MM) D)DRAG AND SPLICE CONNECTIONS FOR STRUCTURE, ACROSS THE WASHER AND SCREW LENGTHS RANGE FROM L5 t0 0.0 INCHES(68 THE SHEAR MODULUS FROM TESTING T =228FOR 16"HARDY PANELS C)AT EACH HARDY FRAME,THE OVERTURNING DESIGN FOR COMPRESSION&TEN510N. i0152 MM). G=L00 FOR OTHER HARDY FRAMES D)FOUNDATION 6YSTEM iO RESIST UPLIFT&DOWNWARD LOADS FOR ANCHOR ALLOWABLE WOOD MEW DESIGN VALUES: DESIGN 15 GOVERNED BY THE CODE O FOR APPLICTHE MAXIMUM DRIFT SHALL BE THE SUM ATIONS WITH HARDY FRAMES ANCHORED OF THE DE BASE,6ucH A5 A Jog: MARRY AND THE REVISED 1991 EDITION OF,AND THE SUPPLEMENT TO,THE ANSVNFoPA TO WOOD COMPRES610N PROM THE DESIGN LATERAL LOAD,THE DEFLECTION DUE N DUE DOLTS AND COLUMNS, NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION(NDS)AS ADOPTED TO WOOD MOISTURE-CONTENT SHRINKAGE,AND THE FRAME DRIFT D G,WHERE D SHEET: 6.ENGINEER OF RECORD G RESPONSIBLE FOR DESIGN OF THE ENTIRE BUILDING, BY REFERENCE IN DIVISION III,pARi t,CHAPTER 23,OF THE CODE, IS THE"DRIFT AT MAXIMUM 6HEAR"FROM THE CORRESPONDING HARDY FRAME LOAD ALLOWABLE LATERAL DESIGN VALUES FOR WOOD-TO-METAL AND WOOD-TO-WOOD TABLE,AND G G THE SHEAR MODULUS, 7,FOR SHEAR TRANSFER Of TOP PLATES TO DEAM,BLOCKING,JOIST OK TRUSSES, CONNECTIONS ARE SPECIFIED IN TABLES 7 AND 6. ALLOWADLE LATERAL DESIGN USE 61MPSON LiP40R EQUAL VALUES ARE BASED ON BENDING YIELD STRENGTH Of 219,000 PSI(1.5 MPA), FOR DESIGN LOADS THAT ARE LESS THAN THE ALLOWABLE SHEAR,DRIFT l5 ALLOWABLE WITHDRAWALYALUE6 ARE DETERMINED IN ACCORDANCE WITH SECTION DETERMINED AS FOLLOWS: DRIFT=D x(DESIGN LOAD)/(ALLOWABLE SHEAR) 113,5 OF NDS, THE MAXIMUM DRIFT 15 DRIFT x G. Hml IC80 #PFG-53421 J P > _rT _rT I ' 1 2I mI 31 I ' 4 51 I I�81 1 2 3 4 5 8 8 9 10 '11F712 13 141 15 N: W 2x4 Studs La 16"O.c REVISIONS BY Shear Material, See Plan And 10"Cone,Slab,5oe Fuorulation Shear Wall 5chedu1e, Shear Material 10 Plan For Reinforcing, 16d Nelle W Some Spacing P.e Shear Wall 5111 Nailing 5/B""type-x"Oyp.Bd, 4x6 DF#2 Girder Or Bonar P g ng 2x Stude Wall Per Shear 3/4"T&g P�wood 5uMoor 3/4"T&g Plywood Subfioor 2 X 4 Studo Ca 16"O,c. 2x4 Sole Plate Wall Schedule, 3-8d Too-Nall Each Jet 3/4"T64 Plywood Subfioor A36 2(Ptdf 8111 W/5/8"Dia 2x8 Floor Jets 20 Floor Jets 2k8 lfiDF, Mudoill W/ Wl8 d La 6"O,c,(E)&10"0.10 Fm a 16"ox, By 10"A,b. 0 40;O.a(u.n.o,) Floor Sheathing E.M. oor Sheathing EM 5/8"Dia,A,b.0 4'.0"01c 5111 Nalling, led W 16"o,0.(U.N.O. Bill Nailing.10d 016"o.c.(UN,O, (U,N,O.On Shear WWI Schedule) 2x8 Floor Joists 416"O.c, E On 5haarWill Schedule) On Shear Wall Schedule) Finish Grad EN. E.N. Full 2x Bik'g,(Flat Blkg May ( Be Replaced W/A35 0 48"O,c.) EN Wali E,N. See Plan& Wall E.N.EN8oa Plan& (p yll Shear Wali Schedule) EN. I 5hearWallSchedule) E.N. Zx8 P1OF.Mudoill W/ — —— —— —— _ II —— _— —_ 2xB Rim Jolot/Solid Blkg. 5/8"Ola,AP.W 4'-0"01c — �^ —^ —— A35 016"o.c.(U,N,O,On Plan) A35 0 t8"o.c. A35 W 16"o.c.(UN.O,On Plan) .3 (U.N.O.On ) �—— -'•—•——••ns— (U.N.O.On 5hmr Well Schedule) ;.;. , I� E.N.III WaII E.N.(See Plan& o r , , °o° • • e P7.Rn+d.MudellI Shear Wal15cheduie) S 1 #4Rsbar 5/8"VIA,x12"A.15Finish.046"ox, — ` Grade Cont, (T)& (B) p o 6' O U.N.O.On Shear Wall Schedule. 4 — P 1#4 Rebar 3 Continuous#4 Ro on, 2 1 #4 Rebar P,TRwd,Mudsfl Cont (T),(B)&Middle 1 � 5/8"Ola,x 12"A.9,0 46"o.c. &#3 Ties 018"ox. � (1) Top(2)Bottom, � � 4"Conc.51ab w/ o_ ` > Cont. a a 93 U.N.O.On Shear Wall Schedule. � 8x6-10x10 WWM. Over 2"Sand,Over FF " 1#4 Rebar 10 MII, Viequaen, Cont. (1), (B)&Middle Over 4"Gravel ' is#3 Ties 016"o.c. 1 12 / (As Per Boll Report) �D ~ ° e 2r iq e / 2r 4"Conc,Slab w/6x6.10A0 W W.M, 12 12 min, Over 2"Sand, Over 10 Mil Vlequeen, e. Over 4"Gravel.(Ae Per Solt Report) 12 12 g TYPICAL FOUNDATION DETAIL TYPICAL INTERIOR FOUNDATION DETAIL TYPICAL INTERIOR FOOTING DETAIL FUONDATION AND SHEAR TRANSFER DETAIL TYPICAL EXTERIOR FUONOATION AT GARAGE N.T.5 N.T.5 AT CONCRETE 5LA8 FLOOR N.T.S, AT COMMON WALL N.T.S AND SHEAR TRANSFER DETAIL N.T,5 4x6 1?F#2 Girder Or Better 3/4"T&g P(ywrod 5ubfloo 3/4"T4 Plywood OuMoor Floor Sheathing(See Plan) 3.8d Too-Noll Each Jet 3.8d Toe-Nail Foch Jot &8 Floor Jets, 26 Floor dote 26 Floor Jots (See plan) Floor SheathingE. Floor Sheathing E . 4x 8 OF#2 Or Better . 5111 Nailing,16d�18"ox.(U.N.O. 3.8d Toe-Nall 5111 Nailing.i8d La 16"o.c.(U.N.O. 5111 Shear Wall Schedule) Each Joist. On Shear Wali Schedule) WAY E.N. See Plan& Wall E.N.(Sae Plan& Wa ( Shear Wall Schedule) EN. Shear Wall Schedule) EN. 516"Dia,x 12"AB.0 48"o.c. A35 A35 16"o.c, (U.N.O.On Plan) U,N.O.On Shear Wall Schedule. La 16"o.c. ' Wall EN.(see Plan& Wail EN.(see Plan& Shear Wail Schedule) SIMPSON"GH„ SIMPSON BC Shear WaII Schedule) • Finish Grade Girder Hanger Type Hardware 2 Finish Grade Poet(5oe Plan) ' f PT.Rwd.MudoillSIMPSON"P65" I-: ? P,T,Rwd.Muds tv <c 1'0' C .1 '= rn o ti Tpe Hardware" " " ciear Z U.N.O.OnShear Wall Schedule. Cont. (T), (B)&Middle Pad GraA I „ 1#4 Rebar Cont. (T)&(B)— &#3 Ties 6a 18"o.c. '�; -G: ti�;abw ��3•tech @ � z Z Concrete Pad THIS D"';`"li�IG !SAS E':Ff 1 REVIEWED i � O T1-:` 11:.' t � ' �;1.L I'�CtiS AN1 12 18"5q. 1 j 14 Q L(•'v1��:'-:�:", Ott ::. ,:.V ..I \ o TYPICAL EXTERIORFOOTING ° FOUNDATION AND SHEAR TYPICAL GIRDER-PIER DETAIL � EN g W/ MASONRY VENEER DETAIL N.T.6 TRAN5FER DETAIL N.r,S N.T.S W/8 d w 6"0•c.(E)&10"O.c.(F) 2x12 Full Blocking w/A35 016"o.c. 3/4"T&g Plywood Subfioor —EN. 99 Q LLL W/6 d 0 6"O,c.(E)&10"O,c,(F) LZ � 2x12 Full Blocking w/A35®16" ,c. ® IU 26 DF#2 Full Blocking w/A35 016"o.c. 71e To 2x12 Full Blocking Line w/3-16d Q In Es. Blckg.) 2x8 DF#2 Full Blocking w/A35 0 16"o,c, � Fln.Grade — Z. • • 11/2„ (Tie To 2x12 Full Blocking Line w/ Clr 3-16d . Cir. O 16 o.c. n . Blc . 2x8 DF#2 Fir.Jets� I Es. kg) (Max. Span +/-9'-0") (M Full Blocking w/A35F da 16"o.c. 2x12 DF#2 Fir.Jets 16"o.c. 2x8 DF#2 Fir.Jets 016"o.c. \� ° ° I ® � Q It (Max. Span+l•5-O') r (To lie To Dbl, Top Plate.) L ; •I Dbi, Top Plate c ° °- ; #4 0 6' ,c.Vertical � r 1 G 4x Full Blocking w/A35F 0 16"o.c, / 2x12 #2 Fir,Jets 16"o.c. 0 0 0 Vulkem 116 Caulk Sealant Along Upper ' I 1"Alr Space c (To no To Dbi Top Plate.) I , O °°,' #4 16"o.c,Horizontal � O Edge Bevelled to Shed Water. 1; •I D , Top Plate r ° ° (v)#4 0 6"o c. I ( i"Air Space 1( ° x° 1 r `0 11/2" i i , 0 0 0 Or, 24 Paraterm Bar w/HILTI Nails / / l \ \\ 0 0 - G0 0 ' 0 ° #4 016"ox,Horizontal 10' • (EO.) (EQ.) 10„ I 10"C,LP,Concrete Stem Lj Paraeeal Waterproof Membrane Install e Horizontally Tape Vertical Joints, -0 - @ � o °o 'O #4 W 16"o.c.Each Way G § c ` Ternp,5t1. `0 v o Z O r I M C ° ° II I w � 0) L O 0 o I 32" #4 6"o,c, W > a n C� aiU � � 12"TND Drain Rock. o °°° AUG 2 3 2001 > < = 6N ° ° 4"Conc.Slab w/6x6-10x10 W.W M. 0 4'Cona Slab w/6x6•IOx10 W.W.M. . �U 2 CL M .. g 0 0 O ° " p • ° I " q i 0 °0p ( I Over 2"Sand, Over 10 Mil. Viequeen, CO C E 6 q -0 00 24 Min, La � O o0 I Over 2 Sand,Over 10 Mil.Vie ueen, - 10"THK Slab On Grade w/#4 016" Damp Proofing& "Mira Drain • Over 4"Gravel. (As Per Boll Report) Damp Proofing&"Mira Drain a Over 4"Gravel(As Per 5011 Roport) W N p „ a Damp Proofing& 'Mira Drain" --; I I• •I ox. c EW(B) I ; r Z V LL 'ro Over 2"Sand, Over 10 MIL Vlequeen, a o ` 0 1•#4 Continue(T)&(B) o- o ` o Q T_ o_ o ` I I (10 (Min.) LOTH) A` m 10" I I I 1•#4 Continue(T)&(B) ° Over 4"THK Pea Gravel. ° _ #4®4 ex de Top Only ° ' o` 0 W ° I • - a IIo (Or#5 06) ' ° ——— ° I I I 11 0S _ °Paraterm Bar w/HILTI Nails ° o o I I Exp,Joint o o: ° _ ° °" MtLP #4 212 w ° ° �- ° -� °°• (M �II• I U (0 Top Ony) � � ° ° -- r —I--- --� ° \�=° ° °o h�t � ° % - I I • o ' ° eo ° ° in,) °° - � o °- 00 o° Caes 2 Permeable Drain Rock, o— See 5olle Report. op ° o It • N • • • 10 , o p ° 4"PVC Perf,Drain Line o p= 0. _ 4 Perf, Drainlfne ° ° 4"PVCPerf, Draln no ° ° r.` e ' 3 w/Filter Fabrfc. o ° o • _ • • __ • e 1v w/Filter Fabric o tv w/ Ifter Fabric. � ,� , (PerSolleReport) ° - --�—� _ o uj er5oileReport) a -- --- m (PerSofleR ort,) , m ; -- ZZ --- Paraterm Bar w/HILTI Nails --- - #5 Cont, c #5 Cont. ,•-, _ \ �\ G In Footing r:\1cont g- o p oo p o-o 0 0— °- % ° o° ' In Footln#5 Cont.In Footing In Footing I DATE: Wed, Feb 07,2001 #4 0 24"ox I #4 0 24"o.c #5 Cont,In Footin I #5 Cont, In Footdn I SCALE: 1/4"=1'•0"(U,NA.) DRAWN: DTNP #4 0 6"o.e • #5 Cont. #4 0 6"o.c. • #5 Cont, in Footing In Footing JOB: 2020A SHEET 12" 2T' 12" 12" 2T' 12" , 6-0" MAX, CONCRETE RETAINING WALL INTERIOR CONCRETE RETAINING WALL 20 6-0" MAX. CONCRETE RETAINING WALL TS S OF II SHEETS _rT '7777,�� 21 T 3 4I I 51 I h81 I 1 2 3 4 5 8 7 8 97071- IT 10 11 12 13 14, 16 1 4. 16d Naito(Brace to Rklge Board) — 20.1&4 Nails Each REVISIONS BY Side Ridge Board(Purlin) SIMPSON 576236 Flush Beam Or Ridge Beam Flush f3aam Or Eq. � _ r- —) (Seo Plan For Size) ++ / I+ + ( 2 X 6 California Framing 8d 0 6"o.c.(Floor / + / I + Diecontinoue Edge Nailing)U.N.O. / / Roof Sheathing 16d Nails W 6"O.c,5tagg'd Ea,Side Poet (see — P 16A do 3' o.c. ;, To Platoe Seo Shear Wall 45� + k Plan For Size) Schedule ;; ;; &Solid Biock6ig Roof Stud(Typ,) equal equal + Rafto k 2 X 4 King Stud Ea,5de ad W 6"o.c,(Floor Bd w 8"o.c.(Floor 2.2 X Brace To Will FLUSH BEAM Floor Edge Nailing)U.N.O, Edge Nailing)U.N.O. Or Beam Below A Sheathing + Wall Top Plate k equal11 1 equal 8d 0 4"o.c,(Shear Wail (or Beam) 2X 8 Min, Board Notch As Req A SIMPSON 576236 E.N. Edge Nailing)See + W/3. 16d Per RIR Following Line Or Eq. Cont~ Bickg.or Mm a 16"o.e, Shear Wall Schedule. k Of California Framing King Poet Rim Jolet Metal Strap Diecontinoue 3/8"P(y Wd. E.N. See Plan Show Panel lop Pbtae 30 Poet8d 012"o.c. Plynvod Roof Sheathing Need No Min.See Plan 4- In Field Ply Wd. Continue Feet 2 X 8 Board Beam Or Header Roof Sheathing 5T72 Ea,Side K.P.70 Supporting Dm- A-23 Brace 70 Supporting Member -*-TSupporting Beam Double$tude(when Brace Gose To Wali) (_.`X DROPPED BEAM WALL TO WALL UPPER FLOOR TO LOWER BRACING DETAIL CALIFORNIA FRAMING TYPICAL ROOF OVERHANG FULL DRAG CONNECTION DETAIL TIE-DOWN N.T,s, WALL SHEAR TRANSFER INTERIOR N.T,$, N.T.S SHEAR TRANSFER N,T.S AT SLOPE CEILING N.T.S D N.TS Railings Shall Be Conetruoted To Resist The Horizontal Force As Per UBC Table 16-8, Openings Between gal/Inge Shall Be lase Than 2-164®Wd. Poet 0 468" r Tice 4'.The TRlangubrr Openings Formed By The Moore, G.I.Flashing Tread And Bottom Element Of A Guardrail At A Stair Shall Be lees Thin 6': 51p41ght 8.16A Brace 7o Hip 2 X 8 Rafters(see flan) (see Plan For Size) 44 Poet®6•0"(Max) (Valley Or Rafter) From Strut O R 15'Round Handrail Installed TO As Per Manuf.Spec.&Or UBC To Rafter Hip,Valley,Rafter ,• ' Plywd Subfir,(typ.) 5.8d From Tie f—Stair Nosing Lyne w/A35ullMocki ng 2-26(Seo Plan,Brae Nall To Rafter 2 X 6 Curb Together w/led 012 o.c. 1/2"Pbwd COX VOL Fir,Jote 2x6 DF#2 Deck Jets EA'Side) W/8d 0 6"O.C. W.Hangars Dbl.2X8 16"o.c. (E)&12"O.c.(F) 10.5 Head Off __— DbL2X4 1X4"7&G" jPlary Decking 2X 6 Purtin Cont.LeUlnPlate To 2X 6 Struts(Use2 X 4 Studs2x6 DF#2 dd Ea. Eq Eq (2)A23 Two OSame Size Purlfn Ae Rafter) 5/8"type'X' 5140 Of Poet One W Ea. Sid Gypbd, X 19 7/8"Rieor � 2 X 6 Bracae W 48"O.c. a43OF#2 Rim Jet — ------------------- To5aPringWAIIaelow it/8"TrraAe 45 Deroe Min. C 3-2x12Stringer i/2"Gyp.Bd. 2x6 DF#2 , i - FuIlBlockfng —'----------------- > DbLcig Jete (� 2.5/8"Dia. M.B. Ce ifIn Jets. 2x Solid Blck'g W MWepan Bearing Member g (T'Min.Apart) (Where Occur). A35 0 Each Side To Tie 2x Trues Blckg 2 X Coiling Jolete 018"O.c (Wall, Beam) O 40 DF#2 Girder(Or Better) To DbL Top Plate MM Dbt pr.Jete QQ TYPICAL STAIRS DETAIL QD TYPICAL SKYLIGHT DETAIL g GUARD RAIL DETAIL ° BRACE DETAIL TYPICAL STRUT DETAIL 0 UD N.T. N.Tq N.T5 N.T,S N.T.$ 3x4(Min,)Plate At Top&Bottom 48"Min, Re Q C5 0u, f6.- Min.Lap w/32-16d Naito Lj O 3x4(Mtn.)At Holdawn Slice Over Center Of Stud r v Q c, Locations (see Shear WWI ® 4 ui I'd I Plana For Locations) p L r,L1r� Firoblocking 0 Midheight Of Fireblocking eD Mldheight Of � Q THIS DRf:'.1'i;G AS 1'cE rrviEUrEo All Wall Over B'-O"High w/ All Wall Over 8'-O"H1eh w/ O �J FOR �R,`�_°r,l . ASK: '�i-',R E I N.E 2.10d Nolle Ea.end Of Firobick 2-10d Natle Ea.end Of Firobick 0 L15 T1; I U, LI:iIONS AND 3x4(Min.)Plate At lop&Bottom 1x8 Ologonai Let-In Brace 0 _Zj Ea.Comer&26-0"o,c. Max. Stud To Sill Toe-Nall w/2-164 Stud To 5111 Too-Nall w/2.1&1 (Or W0126'Alt. Resign) Naito Each Side 2 x Studs 16"o.c. Naito Each Side 2 x Stade W 16"ox, 6j O d For Rafted Wood Floor&Second Floor, 2.8d Naito Per Stud For Raised Wood Floor&Second Floor, 2.8d Nails Per Stud See Plane For Moro Detalle &P.T.D.F. Sill Plate See Piano For More Details 2x P;T.RF. Bill Plate / O 1 °° o p o ° p ° Op Op. o° °p 0 0 Io 00 . o p 0 ° ° p o 0 0p 0p• o° °p 5/B"Dla,x10"AB.6a 0 M ° 06' It '° ° ° ; ° • 0 . ' 5/8"Die.x 10"A.B,de 0°p' (� 2 .° ° 0 o b o , ` , . ,^ 4) N •• i O 1• 0 •Op • ,p • ' • ° ° 48"O,e. Max U.N.O. •, • p r• i• O . O°•♦ ,p • Op. ° ° • V/ ) C3 N o • o o • 4#"ox,Max, U.N.O. • ° ° ° T'Embedment Min, o b ° T'Embedment Min, Q (n Q 0) M aiU� r 16d Naito 0 24"o.c.Max,w/ 16d Naito W 24"o.c.Max.wl > Q —yy C M X 3x4(Min.)Plate At Top&Bottom 2.16d Ea,Stud 11=6"Or Leet. 2164 Ea,Stud 11'•6"Or leve N 9a CO 3•i0W Ea.Stud Over 11'•6" 3-16d Ea.Stud Over 11'•6" U) C E — O a d w AUG 2 3 2UU1 z U v f° 3464 End Nall Typ.Solid Lintel,Bee Plan 3-164 End Nall Typ.Sold Lintel, See Plan For Size. For Size. �' r v Fireblocking W Mldhelght Of Fireblocktng W Mldheleht Of All Wail Over 8=0"High w/ All Wall Over 8'•0"High wl 14 2.10d Nails Fa,end Of Firobick 2.10d Nalle Ea.end Of Firobick 4 ' s ' 3x4 Stud&Trimmer Mtn.At 2x Stud IS Trimmer Min.0 2x Stud&Trimmer Min.0 2x Stud&Trimmer I Holdown Locations(See$hear Jambs,See Plan For Additional Jambe.See Plan For Additional Jambe.See flan o 'ttona Wall Plane For Locations) Support. Support, Support DATE: Wed, Feb 07,2001 For Raised Wood Floor&Second Floor, 2x P T D F Bill Plata For Ratted Wood Floor&Second Floor, See Plane For Moro Vetolto see Plane For Moro Detalle 2x P,TD.F.5111 P SCALE: 1/4"=1'•0"(U.N.O.) DRAWN: OMP , • °0° O100 b y ° 0 0 00 O 00 O p O t> p O 00o�• ° o o ° 5/8Dia,x 10"AB. 0 b o °p. S"Min., " Max.F o 5/8"Dia.x 10"A.B n., Max From I Op` 48"0,0 MaU.N.O. t> JOB: 2020A 48"ox, Max, U.N.O. 5111 , n Sill End. T'Embedment Min, T'Embedment Min. SHEET . o2 TYPICAL WALL CONSTRUCTION (& SHEAR WALLS GrtieAN-e c- THAN 350 PLF.) TYPICAL WALL CONSTRUCTION ( & SHEAR WALLS EQUAL OR LESS THAN 350 PLF.) 20 N.TS 20 N.T5 OF II SHEETS i ri .i,�e•z". �>1-le i of u u ° Ir "ill i n I , sry-R- ��( `�'�f�"T�j�T�f��"�`T�'�' � I I 1 11 121 I 31 I 41 I 51 I h81 1 2 3 4 5 8 7 8 9 107111 12 13 14, 15 1 � BMI Conc.Shakos Roof Cone,Shaka Roof REVISIONS BY 2 X B OF#2 Raftaro 010"O.c, Over 30#Felt 0/1/2"Solid P(W. Over 30#Felt 0/1/2"6olid P(wd, Too-Nail Outrigger To First Rafter, Bothelda 5ht'g W/Bd Nails is 6'ac. Edge 5htg W/ad Naito W 6"ac. Edge &12"O,c, Field d 12"O,c.Field Roof Sheathing ` 2 X Solid Bik'g, 2 X Coil,Jate. bee Pon.— 2 X 4 Flat Outrigger, (w/A 35'5 0 48"o.a) g. goof Sheathing E.N.Condition E.N. 2 X 5o1W B04 (w/A,35'5 X48"0,0,) I.N. 2X4 Contlnuoue Blocking Alt,To A365 Toe-Nailed Alt,To A35'5 Toe P llod r - -- 18 d W 6"O,c, At 6"o,c.From Blocking To At 6"o.c,From Blocking To ' Double Top Pots Double Top Plate 1X1Trlm2XBRaftero E•N 2X6Raftero E.N. 3-16d Face 2 X 8 Faecal Bd. 6a Plan. 50e Plan, Nall Between E.N. Top Piste, Splice Per %\\ Top Plate, Splice Per /nRftm\ J�&cig 6tructurat bpece, 6tructural Space, 2X4 Nailer fief Plan 2X Fascia 2X Faecla btude Well See Plan bee Plan Gyp.Bd, o 16"ac. (Saloon) Type Of Shear Wail DBeam Ae Occuro Beam As Occurs ShfarWall Per Plan Op Shear Well Per Plan Material May Occur MateriAl May Occur On Either 61do Of Wall On Either Silo Of Well ROOF OVERHANG AT GABLE END TYPICAL ROOF OVERHANG TYPICAL ROOF OVERHANG N.TO � ATSLOPE CEILING N.r,6 � N.TS { Bd06"a . T 1/2"Roof COX 1/2"Roof COX SIMPSON ST0230 ull Del Blocking. UNO Ridge t earn Ridge Beam 26 Raftero See Pte, 2x10 Raftoro Seo Plan, See Plan, Per Plan.w Slope Hgr, I O o DRAG DETAIL ACRO55 AL RIDGE BEAM " RIDGE BELOW RAKER5 NVT,5 NT5 o � CQ r Fi �4 O m 0 ® �1 THIS -3'A11';` I; s EcEN REVIEWED fOR t =O,VIANU V ITH Q THE !CU! T 0NS AND � ENG C•! INTENT , 16n g 7 Lj 0 0 Oo Cs LU in Q a8r2 N w ? r� 6 & z - 2 � c4) U c E^ov LU) 0 DO CL 0 � w CL '1 AUG 2 3 2001 DATE: Wed,Feb 07,2001 SCALE: DRAWN: DTNP JOB: 2020A ,1 SHEET �. O OF II' SHEETS I ' Y ra.: 1I I 21 � 31 I 4 5 61 1 2 3 4 5 8 8 9 10 11 12 13 14, 16 ,, P_ REVISIONS BY -- "Brletolite"8lyllte Mode13030 Aev or Equal 1.0,o.02469 'Vulcan 6upp( Corp,"15"Radius Haff Round Vent,Stock#V230 or Equal 10=0"Mln, 12 2x6Cap Maroo Chimney Cap. Model 6 2x Nailer #793096a or Equal.Anal 721.44 and 721,50 Approved. N 2 x 2 Balusters — Framed Chimney Composition Roof Material =, w/8"Lap Siding T� 2 x 4 Flat Bottom Rall Top Plate 7 _ Top Plate 9,,0„ 9 ° 4"Ogen Outter Over Floor Syetem 4" 6"Fascla Bd. NO (Sed Plan) 2 x 2 Comer Trim �Q 8"Lap Siding 2 x 4 Surround Trlm Ad-1 Gaurdrail Detail Pee ) Floor Line Floor Line 0.0 - ----- Finish O•o ihrosh Hold(Typ.) Thresh Hold(Typ.) 8068 51.GL Door(Temp.Gl.) L 38"Ht.Guardrail As Per UBC (2) 2668 French Poore(Temp Glass) Install Per Manuf.Spec.And & w Up Concrete Porch Or Industry Standard. Built-Up Concrete Porch Weep Screed(TW.) 6 x 12 0.1.Screened Vents Lightwell Wall 1 Rear Elevation 11 Scale: 1/4" i 0 . v � C o � "Brletolite"51pAite � Q � 0 Model 3030 Aev or Equal I.C.6.0. #2469 ® o 12 6 'Yulcan 5upp(V Corp."15"Radius Half Round Vent,Stock#V230 or Equal O 0 Marco Chimney Cap.Model 0793096a or Equal.Anel OO Mj 721.44 and 221.50 Approved. ® O Composition Roof Materiav Framed Chimney a.y wl8"Lap 51dine O Top Plata � 0 Top PlateRLJ 4"Ogee Gutter Over 9' 0 6"Feecia Bd. (Tyr.) 0 2 x 2 Comer Trim z 0) 8"Lap 51dingLILL D ce) C 12"Sq. Wd.Column w � Q (1) Q (8, � Base Cap. Ty?. 0) U Iwo Co FR'4 w tidy IIFTIIL - ±11 CCo 4' CE60 - a Floor Line w v Line _ -------- —0,.Ly, Z �• — Finish Orad O U. Lightwell Wal w w 36"Ht.Gaurdrall As Per UBC— 36"Ht,Ouardrail As Per UBC n' See Detali On Sheet#11 Install Per Manuf.Spec,And 6 x 12 OJ. Screened Vente or Industry Standard, (see Ad-0) weep Screed(Tyr.) 2 Klebt 51de Elevation AUC 23 2001 11 Scaler 1/4" DATE: Wed,Feb 07,200 SCALE: DRAWN: DTNP JOB: 2020A SHEET OF II SHEETS , r■ ,�1 �4�, 1_,4TH T1�TT �( �'� 1 B n f I i i 21 1 2 3 4 6 8 7 8 9 10 it 12 13 14, 181 r REVISIONS SV Compoeltlon Roof Material 12 6 Marco Chimney Cap,Model #793096a or EquaL Anel 221,44 and M.50 Approved. We-13 Framed Chimney W/6"Lap Skiing 9,•a, Top Plato_ 4"0,6 OutterOver top Plate 91-0" 8"Faecla EW.(Typ,) 2 x 2 Corner Trim —B"Lap Siding IFT71M � � 2x6q. Wd.6urround Trim Column � 12"5q. Wd.Column w/ Base Cap ryp. 000 0 Floor Line r---� �—'� (n �� - -- e 9 — 01 a, Gare a Floar 0'0 �L_--_--I —�_--1 �l-=� amu_ i4 Flnleh Grade Floor Lin • �— 3/4"P(rivood 5offlt 36"Ht,Oaurdro)I As For UBC (� Stone Veneer Built-up Wd. Porch See Detail On Sheet 11 Folee 15 Wd,5huttero !I i Front Elevation 10 Scale: t/4"- 1,-On � 0 � o � 0 L. a "Bdetolite"51pAlte L O VV Model 3030 Aev or Equal LC,B.D,#2469 � 0 � r4-.E� 'Vulcan Supply Corp."15"Radius Half Round Vent,Stock#V230 or Equal � g 12 89 U `� 0 Compoeltion Roof Material � �g00 rh Top Plate Z Top Plata — — 91-01, 70 (!) m 4"0,1,Outter Over (n co C 6"Faecla Ed,( ,.1'P T ) LU 05 0) t U) aD M ai U 00 x2Comer Trim Q d6 c ! "Lap Siding C m M C N i9 2 x 4 Surround Trim W U kStone Veneer 0 Z U. a W Floor Line — Floor Line —�I t 0'-0" t 11 Finish Orods Threeh Hold(Typ.) ` s 6 x 12 OJ,Screened Vente Built-up 4"Concrete AUG 2 3 2001 2 Left Olde Elevation O Scale; DATE: Wed,Feb 07,2001 SCALE: DRAWN: PMP Job: 2021 A 1 SHEET 0 OF II SHEETS _rT 21 I 31 T 41 5 hBI 1 2 3 4 5 6 8 9 10 11 12 13 td, 15 p i i REVISIONS 9V 6V Composition Roof Material 2 x 0 Roof Raftare 0 24"O.C. 2 x 6 Ceiling Joists 0 16"ax. 1 Top Plata R-19 Insulation 1/2"Gyp. &d, &"Shingled Siding Garage fig(( 13edroom No, 2 4 2 x 4 Stud Wall 3/4"PW. Sub-Fhti 2 x 12 Fir,Jolste 4"Coro,Slab 016"O.c. 0 Finish Grads _ _ ' d' Floor Line `� Finish Grade / / /A/ / / / , ♦ ,�\40 l ♦ , , , , , , ,+ , ,, \ ,, „ '+,,��♦\, \�, ,\ „, �, ♦�, % , �\ / / / / / � / III / / 11 I / / III 01 41,40 I, 01 ♦ , 11 , \ , ♦ \ , , , , 5,/ „ / / 4011n 1111 / / / / / 41 41 IF 11 11 % ��, 1 01 1 / 11 11 / / 1 \ , , ,'rte, \ „ \140 10 5 D3 1 2 p.3 D-3 Cross - Section "A " A 5ce If = I 1-011 9 I — Composition Roof Material 0 12 2 x 6 Roof Rafters 6 0240.0. 1A — a !,.~. 2 x 6 Ceiling Joists X16"O,c :� •' Q Y 0-1 10 Ridge Deem ' THiSSDRAWIN HAS ' C,IREVIEWED 12 fC IENIERA [0^, �' !'XE VJTH y 91-011 TF 'TRUC I. ).�, i(iONS AND L,.,..ieEER11. C 5... ilT. Top Plata 1 1 R-19 Insulation r� 2x4 Stud Wall Gyp. -- 0 „ 0 1/2 G &d. 8 5hingted Composition Roof Material ® 0 2 x 12 Floor Joists Master Bedroom 5elvic �raae 51d1ng 0 16"O.c. 0 U ,ate R-19 Insulatio 4"Conc, 51ab D-1 '4 2 x 6 Ceiling Joists 2 x 4 Stud Wall 016"O.C. 2 x 6 Roof Rafters + Q 3/4"P( wd. Sub-Floor 0 24"O.c. 6� 0 0_011 !A3/4"Plyx d. Soffit 00 ' Q Floor Line U 1 0 1 = ----- ;� ;,� - - - 9-d' ::n:11 ' 4x6Glyder r „� , \ „ \ „ 40 . . 40 111111 / ------ 1 ♦ .�, , , , , , , , , , ♦ , . , ♦,, , , Top Plate . 11 . .%40%, . 11:.','.' / '.'::\, 11 Finish Grade `11i`i 12”5c{. Column I' ll„ \ „ \ , , , , , ♦ , \ , ♦�\ R-19 Insulation - 11 1101 111 .1 1/ 40 40 / 11 40 N 11 1 1 / / &”shingled 6shingled Z 11 ding v2 Bd Kitchen �(( 1 bedroom No, 2 2 x 2 wd. CornerTrim W C D3 �p o00 N 1 7 D 3 3/4"P( wd.sub•Flr. 0000 0 D 3 D-3 36"Height Railing W Q = CS d x Naco) " a do" W a) Eoq $ —�j it U C r o 6 e - CJ e c t i o n " C " C Top Plate Floor Llne 0 Z U. Scale: l/4" - 1'-011 9 &, d W a. 11111111111111 / 11 1 L' � / Ig , } 10"Conc. Finish Grade Guest 13ed room 2 x 12 Fin Joists 2 x 6 Deck Joist + % + + 4 x 6 Girder(Typ.) 2 x 6 Spaced Decking ' :�%11% i I 23 D•3 Retaining Wall 1 AUG 2 3 2001 1 p.3 Floor Line ; 0'-0" id'Conc. 51ab _. DATE: Wed,Feb O7,2M 2 x 4 Stud Wall 0x71 la,Conc, 5100 • SCALE: 1/4°=1•-�"(U.NA.) (61oped) Cross - Section " B " e WlndowWeil DRAWN: DTNP 5cale, 114" = 1'-0" 9 r if SHEET OF 11 SHEETS j r l 11 1 2I � I 3 I I AI I 51rI�81 1 2 3 4 5 8 9 9 10 11 /2 13 14, 15 RE4ISIONS By ---- --- ProMe 24"x 18' Access For Marl pool HAO FHA07 .1 it I f 'If 1 0 +7 ° TOE SPACE 1n 0 '1 • _-" mpact '1 .'" Q '�♦ \ Fluorescent '1 1 � 1 1 � I I ♦' G.f.'. � 1 V/ --- Fluorescent (In Floor) (In Floor) �J _/ ,, ,•`�,, 1 I I � Com/ 1. PH m sD '..... R- ... pact C.A.R. !I R----- ,� Vent For \ 0 Q Furnace In Attic Area WALIr w/Gae Stub,Elect.Outlet, , Water Heater I ---------- Fluorescent p Q Light And Red D Acceso Per ''` �------ J-/-'- 4 a tam Code I ,' ,\ '• �\ , ♦) ♦♦'-------'' i \♦ ``` _ �y See title 24 For Recom'd W.H.&Fau Size m It!I ' ' '' AD W.H. &Recirculating Pump - 1 Provide(3) 5elemic Straps For FAU&WH. - _; I e Provide 18"Hlgh Platform For FAU&W.H.I Vent Dryer Underfloor _ , „ :Compact ro Outetde ; :Fluorescent i ; ; �yl�❑ -- Fluorescent 1 ; I ® I� w L41;ting 5trlp @ Q -------------------------------- ------- u ----------------------------------------- 1118. O �� y sou o „ n n n 1 Q n n +42' 11 1i +A2 n n u n - X. II It 1 II ,' 11 I I II 1 ♦♦ ' ' I O `n O '0 I �asli a 1 Garage Door ., 1 p Opener ----- -- --- ----- - �..@ I O Duct O -- Chase 0'' Q (� �,//� G. i. av M +42" N C HAO �Q � OD w Q �dd � ,• Z _ � ti ^ � - ----------- W � ccEQ� w 1& HAO � ® ® ® I' � UU & x . . QL AUG 2 3 2001 0 ? U. LU --- ----------------------------------------- - C DATE: Wed,Feb 07,2001 SCALE: DRAWN: MP JOS:' 2020A SHEET: OF I) SHEETS s -rT 'TT 11 1 21 m l 31 I 41 I 5 191 1 2 3 4 5 8 7 8 9 10 11 12 13 141 18 ♦ REVISIONS By 201'-a' z'-a' z4•a' T•a' 21.01' 24-0" 11-011 21-0" 81-01, 21,01 l 111,011 N 90 11 Crown Moldin """""""' 510 91-01,CeilJng 51 5i Height iv ; , , lot Crown Molding g Furr Down To I r Living Room Pinjv4 Roo 0/Cabin 101-0"Calling +.,5 2'-0" Furr Down fo Height 8'•01'Het ht 21,0" R ♦ I 9'-a'Ceiling 10'0"Ceiling % Height % VOf Off Height - -- =' Hei --- 2f.0" � Floor Llne P � Furr Down To 8'-01,Height N i�, o/cabinetry N p-p C e i I I n g C r o o e 5 e c t i o ll "D-D" _1 7 50ale: 1/4" = 1'-0" i' 9'-01'Ceiling ' To Height Crown Molding o 01 16*1 b Geo -%----I-- 1 CrownMoldin b (� N Crown Molding 9'a'Ceiling ' ' Height Crown Moldtn O t I - ---- � 2'- 9 0"Ceiling 01 c Height ; 9'l�'Cail ing R_____ _1 ' >) I 10'-0"Ceiling Q r-- I Height m p �_ ' ' ♦♦ I I I V V ------ Crown Moldte—, 2'-0" Crown Molding N ---- -- -� ------------ -- --- : ::: x.:: ::: -------------- ------------- �0 9'-0"Ceiling , Height N ®CqQ 9 a Calling N Height 2'.011 21-0" 0 ® `J O LJ I 910 e I 11''01Colling 910 o frN �+ Height I+.,'' 1 2'-0" Im O4 Z M 91-0,ceiling O) C Height 9'-a'Soffit !n Height LU (n M .Q � � uLi . N : D ~ V r:::::::, : :•. ::v• :: v: :::•: •:::.: :. V W Q .�Cs 6 I CO CL� Cr) OD E ^C) a W UU0 co AUG 2 3 2001 ML L- E O CL W w 4 } 4 p. 1 i DATE: wed,Feb 07,2001 w; SCALE: IM-I'-O"AN.O.) v DRAWN: VTNF JOB: 20WA SHEET OF 11 SHEETS _ ,. t,•,,. -,4 • ted..._ � :,. _ -I 3 � a 41 51 ITT�I T � 8 7 8 9 10 11 3 14, 1BT� ii a REVISIONS SV ROOF VENT NOTE5: Provide(394)2"Oka. Vent Holee w/OJ, Screening 0 3-Holes per/Bay (128 Bayo)d Provide(2)15"Rwdlue Half Round VenteFor Attic Crooe Ventllotlon, As Per i Sq. Ft✓150 Sq. Ft.of Attic Space To Be Vented or 2723/150=18.15 Sq.Ft.of Total Vent Area Required. (5ee Detail A/6 For Location of 2"Dia Vent Holes) 12 Nota All Roof Rafters Slope: F Q 6 I e W LUz 0 i ROOF NOTES: Z z 0 1,Typical Rafter Shell Be 2x8 Df#2 is 24"O.c.MaxSpan +/-14'-0" j, W j Z V I 9 9 2 Ceiling Jolete Shall Be 20 002 is 24"Ox.More Max Span 13'•0" z = z ■ A Ceiling Jolete Shall Be 2x6 Df#2 016"O.c.More Max Span 15'•0" F g ' 1:6° i 1 8" 4,Ceiling Jolete Shall Be 2x9 002 016"Ox.Where Max Span 20'•0" � W � D i 5.Uee 1x8 Collor Tie 0 48"o.c. (tr.) I p 1 6, Typical Hdr.Shall Be 48 002 Or Better(U•NA•) U 7,0 Or H Denotes 20 Bracing To Beam Or Wali Below. 1'6" 8, Use D01. Stud Post Typical Under Point Load From Roof Hdr. (UNO). 9,Roof DGphragm Shall Be:1/2"Plywd,COX wl W 0 6"o.c. Egde Nallind And 12"o.c,Fend Nailing. j I I 10,Chord Splice Shall Be:4'•0"w/16d 03"o.c•Stagg'd, Two Rowe. _ 4x12 Hdr. R.1&Hdr,4x12_DFA2 — R 1 jidr, 12 D.#2 1_ 0 D5 — 005 — —' •••• 11, Uee 5T8236 To Tie Dbi• lop Plate. O' O 1 I ( r I 12 Use Typical IVill Conetructlon For W<or=350 PLF Typ.Detal p 2 4x4 Post 4x4 Poet I I I I I I I I I I �2 I I i I q(I 1 (f)e t e B, Linelid- IPA Line 2 Grid Line EPC w/EPC I Hdr.4x� 'DF#2 N it Together w/ 6d 12 o,c, Two Membero Are R A —•rl — —,—,— I R 8: HA 3.5 x 9.5 2.0E rol4m PSL Hdr.4�2 DF#2 — _ — I (I 3. ' Denotes Bulid U Bm Whero d ,. 1 i I� � Na Togeth 1 tt ' CaAI rn e Fra Ing I I Ib b �I IISI :: II II I * IN II 3 j I I I II II o I D2 IIN IIN � I ? II II IIS WI I Chimney W1 -- — -- --._ I� I j j " I I�•N—— — I I � I j I I Huc 29.2 �� ' �� ApprNed Sparks Arrestor D i I i OK Raft,Under Ridge Obi ' R•12:Pm.0 4.5. "x 11.875' OE Parailonj P L Bottom Of Bm,+/ 10=0" �w/Bracing From Ridge j I I ,ux� 6�41ght I I A35 0 Each Side To w/EPC P j I j j I j I Tle To R-15 Below I HUC 28 2 Roof Sheathing (Ips 2X4 Flat Outrigger r U28- 4x4 roeUB j j2J j j t j I I I U28-2J Roof Sheathing E.N.Condition e aio w/EPC® '\a I I , ITyP• 1 s TyP• II R-14Bm.W Cg,3.5 _x 9.5 N 24 Contin uou e Blocking HUCEach End x 4Ndr. 7 16d05„O.a _ 0roa rJ n< �° I Ir I II II II I I I I ew obi' 2x9Rf.Rftro024"O.c. I Q Q J / i Xi Trim On 2 X 8 Faeclo&A• — —•——•—— — R-9 2x8 OF02 Purlin Max Span+/-5'-0 _ _ — +a G D<+1i�Q� N I l ^i e I �a. it I • I =c Vi _ _ =PfZ4R6fi.�411�Gf2C41t101YL�`t1�FLiI_—D=2 I = _� A8 r MI.RaftrCollector —j Length To Tia To Full blocking Line 7 I = _ „ Full ,locking Line„ _ _ ( .;� Dbl.Raft.Collector Line w/C516 Full Only For D 2 4x4 Poet I I I I I I i I I I I I 6 I Length To Tie To Full Blocking Line r r Cripple Wall 6 �' I I j THiS DAN"'?: NAS F1 R[111Vf E,N..D Cripple Woll 4x9 Hdr wi EPC I ega�nt i I 7 I I I I I I 5gnlaht I I 4 D 2 I T� c� , �'�i �o1S AND 16d I II IErv.i�- T 2 ILRequired Collector ' 1/2SolidPywd.rooPShtg 5„ O.C. � L f ✓ kne II — _ I p,+ W/8d Node a 6”Ox.E10e6 ti+ o and strap length(+609 ! ` &12 D.c.®Field E.N. II II 51\yl�ht II II II ��a' N j IN I 1 Lower Roof Raft n Carrtliovsr B — Ord Line a R 0 DF#2 RW Maw Span +/ 5'•8" 116 I i 2x Blocking w/ o I _ __ A35024"o.c. Full Blocking Llne �� ! j Lengtih To ne 7o Full blocking Llne I Dbl.Raft,Collector Line I c� 4x4 Poet to I 4x4 Poet Dbl. ® �I Q w/0516 Full L th To Tis Rafter 2 w/EPC I j I D.2 a r� r 7o Full Stocking ins I j Each End R-25:Sm.0 Cla,*12 DF#1— — — — w/EPC E.N. �- — R•9 20 DF#2 Purlin� j I I 44 Poet R-25:Sm.0 Clg,412 OF#1 4x4 Poet LJ p (Max Span+/ 5'-0") j w/EPC i „HUC, w/EPC 7 ( I Each End D2 — -- — —I -- — 7 —'-- -- -- -- -- -- — — Cripple Wolf Or Solid Sm. 0 D2 —'--'-- --'-- -- --. �w/A35F08"oe.7oTie I g� 4x8 Post To 2x4 Below — Purlln MAX Span+/ 5=0 p W/EPC _ _ _ _ —143—" _ _ _ _ I L. I _.— p I , lel _ --- — t— + O D ft For, Wei 0 O O 0 C1 ,5.25"x 14.0"2.0E ParalLam PSL I= GO2 4q\ 0Q j 2 x 8 Rf.Rftro 0 24"ac. Cripple 6 ® o N g I N r� \o — -- �sr--'-- -- --'-- -- -- -- -- — WAIT ropOfpbLTOP PlataLevel — — — — — - $ Top Of Ont.Equal 71/2"Above top Plate I I 14x6 Poelt I I C`�lq} —Or Top Of Bm. Equal Top Of ObL Top Plate j w/EPC I I I _ _— — _ I — _— —_ —_ —_ _— —_ _— _— E. —._. ------_._.------------ I t99'' N R272aci I I _MA2_ j z wA6d m N j Typical9r6236To I I DFAr2Hdr — n[ cti' — -- -- --•--•--•--'--•-- / „ „ 6"o.c.5tvilerrd I _ _ _ _ _ _ _ _ I Ila Dbl, Top Plate — )� Chimney W/ I l`•� 6 I IN I� °—•_—•— — --•--•--•--•--•--•--•--•— N _/•.—. APPrlved5parkeArreetor 1e. 1 Wh�NoWallBelow � @� _ p� 00 ~� 3 I o � e IN 4— -- — —i -- -- -- -- -- -- -- -- -- 1-4X12 DF#2 Hdr. p' UQ I� � •--•— --•--•--•— --•--•--•--•--• '— � � 0 s 001,Raft.Collector DF#2 Hdr. L Raft,Collector 24"(NTS) IA Iii ►c ►�►�►�r.zraorQ - - —}_ _�_—.__f- _ _ i i .319”(NTS) Z M I I I I I I I U210 j 3 5r6236 r Vert 2x4 Strut —_ p i (' m to I (R 17)In Ciq, I ti 0.2 Acroee Ridge t 4x4 Poet I j I 4x4 Plot I I �% 3 I NI I I — AUG 2 3 2001 p Q ^ W p y w/EPC ( .L. I w/EP¢ I I OQ% dB p.i I 14x12 DIf#2 Hdr. — — — R-2:Hdr3.5" 11,875" 06 OE Paral�am PSL - -� / California the 11 g, — I cm'°r �PlateL II I I I j �s j — cf) ° CL Ce) m I % Framing I � UE+x R-20Sm.W C6x10 OF#2 p5 ° . cOv $ —1--l--: --: i_ ' _ A BUILT Ui' WALL ATGABLE END v ' f Scale:l"=1'- Z U. Grld Line — — Footw i Y W 1=6" 402 DF#2 Hdr. I I 1 Dbl,Raft,Collector w/ a 5T6238 Acroee Ridge Cone.Shake Roof(t*) r i D•i 9 3 A i/2"Solid PIyWxoof Sht'g W/Oct Naito 0 6"O.c, Edge &12"Ox.0 Field a 2X Of#2 Ce#,Jste, u a 16"O.e. 2 X Solid Bik'g, En, W/4'k 20"OJ.Scnxned Vents Per Spy For i/150 Sq. - Ft.OfAttic Space 1 E•n• ar 2 X Of#2 Rafters E•n, See Pian DATE: Wed,Feb 07,2001 Gd,Gutter SCALE: 2X4 er 2X FaecGa tom. DRAWN: DTNP see pion `�► JOS: W2 A B TYPICAL OVERHANG 5cale:l"=1'• OF II SHEETS . .. _..... . .. ._.._ _ _. _. _. _ _ ....... . . . "a�a�...... .. ..._ _ _. _. .. ... .. _. .: _. . ,:. _. •.,.•.,..- "�y' ilhi}�I{„«K. k,..,n., . .5 _ .,,. 6WyI�a,Rvw-w.,._ _....... ___. .,. ,.., ..... -rT j I I �t 21 m I 31 11 41 1 51 I 81 1 2 3 4 5 8 7 8 9 10 11 12 13 14, 15 E CONNECTION NAILING REVISIONS By 1,Joist To Sig Or Girder, Toe Nail 3•Bd 2 BrW9k'g To Joiat, Toenail Ea, End 2-ed 3,Sole Plate To Joliet Or Blocking Face Nail 16d 016"0% 2 I 4, Top Plate To Stud, End Nall Y 2 16d 5, Stud to Sola Plate Toe NaiG 4.8d Doukip i End Nal'2. 164 u 76, Toptudio,Face Nail Face Nail 16d 0 24"0% p led loll O/c 5, Top Plato L Apo, Face I C B i I 9,cant.Header. Two Pieces®Edge 16d 016' 0% 9 9 10, Calling Joist To Plate, Toe Nall 3.8d i I ii,Coat,Header to Stud, Toe Nall 4.8d 12 Calling Joist, Lope 0/Parthe,Face Nall 3.16d 13, Calling Joliet To Par?Rafters,Face Nell 3.1&1 14,Rafter To Plate, Toe Nall 3.8d 601.0" 15.1 X Brace To Ea, Stud&Plate,Face Nall 2.8d W 16, Bultt Up Comer Studs 16d 0 24"0% W 17, 1/2"G*Pd. Cooler Nelle 5d 0 701C ? tj pt O 24'0" 22-0" 18. 5/8"GyP.Bd,Cooler Nails 6d 0 4"0% Z u, Z p W W z x e. It; pZ ■ t 3.-3 5.-9„ 5.0 4:6 8 6 9'O J r lS a �2 HOEDOWN SCHEDULE Ad-1 O HTT22(w/32-16d 5inkere in 4x4 Poet)w/65TB24 11 (Le 5.0) 1 7 20 M5T371n 40 Poet To Bm,Wali Below, Typ, Detail D-2 R-13: Han 4x12_DF#2 _ _ _ 4x12 HAr, R 13 HAr,4x12"DF i Install Standard Nutt,Couplers AndlOr Washers As Requ'd(CN 5/8 W), ::•:, _._. 4x4 Post (Q pt1�ry i 4x4 Poet (La t§v w/EPCW Ip Use BP 5/6 6-5061112 Bearing Platee For 5/8"Dia.AA x 12"Lon Per Shear Wail Schedule. 1 4x4 Poet /b< ' ^ 1 `• 7 t Each End I - Grid Line 9 D2 w/EPC RB: HAc3.5"x9.5" w/EPC Hdr.4x12"DF#2 dr,4x12 DF#2 I -( ------ ------------------ X2:0„ I-. 2:6•• - - - - -._.� _._. _._._._._.-._._. _._._._. _._._.-• 10„ , N •Roof Diaphragm Shall Bo i/2' Plywd CDX w/8d 0 6' ox.Edge&12"o,c.Field. 2 i ,... \ . U. -'-- -- 2.0E Panllam PSL •: ,.I, Chord place(OK To Plate Splice)5hai1 B°4'-0"w/161 3"ox, 5ta erect two Rowe. N 0 -- -- D 2 :_- - '- 1 J I I I I I 2x6 DF#2 0 24 o,c. Nail Bottom I 5 P P ) 99 -- -- - -- / - --- - ? I "-Chord(Clg,Jet)To Each Rftr w ' R 6 Bm, Ceiling D'2 Tp,5.16d 0 This Area Only Nota :Cont,5hearWall Framing lhru Attic To Plyxd,Roof Leval I I; U210-2 (2)2<12 DF#2(•) •0" E I I I Ia /1 I I' (TyP•) For Wall Framing Detail w/W<or=350 PLF Us p For Line 1, Line 2,Una A And Line B W I I I I ( ; I I ;,I Ln `t Hardy Frame 10 :Tylia"918"wl7/8"Dia,Holdown Bolt, IC80 PFC#5342 Typ. D°tall 13 0o I, I I ��gg DbI,CIg,Jete, N j I I I I HUS 28.2 H2 t_= _ , I I I R iZ Bm.00 5,25"x11.875"2OE II ` - --;,Iii SII' `, 'Ifs _ II � ._._._._. ._,_._. O 6 a ' o x '-"-' S '�I '�IP'�� parallam PSL Bottom Of Om. +%10=0" I Hardy Frame 2 :Type"932' w/7/8 Dia,Holdown Bolt ICBO PFL#5342 Typ, Detail H2 II SII' II II' dl I Huf ze S 'II �' �'II 5 ate ;IIS' �j I I I I I : � �i("--•--•--•--•--•--•--• 4x�Poet -�II'_--_--- `ill =•==• __•__ __$ II_!_=-`�ill� _ �j � I I I I �II W/t PC - _ vbLCly Jatt, j I I I I °q I I Un -•--•-R•ZBm, WCl9•- -- - ' - ---- 'fie I- -I } }---------------- ------------- c�II 20 I \ I I I I I R•74r Bm,O Cly, 3.5"x k5" N --•--•--._ParallamPSL _._-._ �I .I , 4x4 Poet i 20EParallsmPSL (I i Ad-I II. :�I w/EPC, _._._.L.J._ _ 2x6 DF#2 Com,Jet_P 24"o,c_ Each End q 2-0"I I U210-2(Typ. To a m t Nate •' ,•. �, �, F � A •� �, NIS I R-6:Bm. o Ceilin I From 3'0 76 3 -- (2)&12 1F#2(•)- _ Above I I ° 4x8 K) --=t -p SIR: +II ''� II R-23:Bm.00IO. 2 I( L N O ±LHI - 5'0" o i l j2; V i i I I I I� (2)2x120F92 all !y , 10'3" 5: o $ 5 ata I I $ 2,6„ 5'0V ,-0„ I i$ 2.6„ 4.3„ ' 15-6" u1 4 I� II 3 e a j jN SII ;II e Note I _°° I I j� o I I' I I I I SII i t -Grw Line_ b A (L=15.0) z� U210.2(Typ, HARDY FRAMING NOTE.�g IQ tn HA Project Engineer Must Inspect And Certify The Installation Of f� 15-9" 2-6" 2'6" ::................ os, 2'•p" 2-0" the Hardy Frames Prior To Inspection By the Building Department. 'off N R-25:Bm. 0 C ,4x12 DF#1 Sae Sheets: Hi,H2 H3&H4 For Hardy Frame Design&Details, �dlt _.� _._._.=------ .=.=.=. =.-LIZ (O a J �j Lj V R•25:Bm, W CIg,.402 DF#I v O R tag" Yy 12" 1 2.. O in I'I R•27 8m.0 CIO. (2)2 x12 DF#2 l - - - - --- - j FRAMING NOTE. 1 Use"51M50N"Metal Connectors Or Equal. �1 T Stro I 2 Use Common Nage Oars Not$peceffed OthaWoo, The Nailing F yP P 4x6 Poet 4x8 ` I I. I 9 O o ST8236 To Tie w/EPC :. Hdn c Io o l l -- - - - -- I l o Required Of U.B,C. Table 25 Apply. l� °q g PP O `J Obi To Plate i i; :j j N 3 All Wood Bok Connections Shall Have A Washer Unless Steel Top _._._._._._._._._._._._._._._._._._._._._._._._ ' N { ' R•3 Bm,0 Clg,5.25"x 14.0"20E Parsllam PSL I - -, Plate le Specefed, " II I I 4x6 Poet N 4 D.F,Framing Lumber$hall Conform To Grading Rules Of MVPA, g w/EPC Moisture Content Shall Not Exceed 19%. I 2DF#2Hdr. I;_- _.--.__._-.--•T--.-IIS-- j 5 Use D.F#'2For All 5tuds,Joists,&Rafters, j6 Use RF#1 For Beame&Poste. l% c - __ �- -- --•--•-- ! -� - p 7 ProvWeAL1C,Certificate WlthAll GlubmDooms, e, ;• ' �' 11` T I I N - j N 8 Provide Standar Camber With Glulam Beams(U.N,O.). g 1 .. ...... .............. NII' I D Iat-_ ` 9 For Shear Weil Natling,Anchor Bofte&Shear Transfer `� QQ �� -- - -- -- -- -- -- - I I Nailing See Shear Wall Schedule, Q N -- -_ - L- -,llL - yplcsl Top P Splive Shall Lap Min.48 Long,Nail Wfth C� i P •o � - J'I'- •� nf` 10 7 late 5 if o '1� &6 DF#2 Clg,Jet.6t 24"o,c, 10 Penny Naile o 3"ac. rpm _ � 2'0"I I' 112 0" 2'•0" Floor Plyweod Shall Be Mln,3/4"Cdx(30/12) L&G,Glue 4x12 -!J - - -- -- 11&INaII With 10 �+ 8 Bm,o Collin DF#2 HAr. _ j d 010"O.c. 0 Felid,l0d 0 6"Ole. 0 � ._._. _._. ii II }� Edges, Z M e 4x10 DF#2 Or Better YtO 12 No Structure Member Shall Be Cut Or Notched Unless Noted Or Ur ) __ __ __ _ __ +L;4 _._ Approval By The Structural Engineer, Cl) G ` 13 Provide ON Jolote Under Parefel Partitions, p R•27,•Bm.0 CIO, (2)2x12 DF#2( � -- - Ill (n O 0) y 4x4 Poet 4x4 Poet N 4(U. ,O Q Q 0) M w/EPC dbl.2 x 6 C.Jets 15 All Headers Toal Be 4x8 002 U.M w/EPC I ( ) W > U t I - _ - _,_,- - - _ _ _ _ _,_._._. - -'-'-'- 16 Noncombuetible Fire Stops Shall Be Provided At Opening Around Q = C3 X O R-2 Hdr.3.5 x 11,875 2.0E Poraliam PSL : :: :; :: :: :: ti M 01 4x12 DF#2 Hdc Har�(y Frame Vents,Pipes,Ducts,Chimneys,Firopiaceana Similar Opening At ;' ,•.� Hs►rdy Frame 1 ST6230 To Top Plate O I � LL M w i0 Sae Notes4 Floor And Ceiling. (n C EEO -0 See Notes And Back Of DBL.C.Jets, 00 - 17 All Faetenero Used Far 5lding Shall Be Of Comoolon Reoletant AUG 2 3 Z Q i LLT �j U p `r' n IV..6m,LD CIg,6xiQ DF#2._._._. Type. _ Line I&Approved fate roof Paper$hall Be Provided o Wood Frame ZLL " tC l0 4x12 DF#2 HAr. CdA OHarr{y Frame Handy Frame /% �� Wille 7o Water Splash, --. ee}}• W $es,Notes See Notes 6x6 Poet w/ •.,l •'•I( ; 19 Walls Shown Aro 6"Nominal Dlmenolon. �1 EPC/PC&PB5 1 10 �� a, r�' 20 Do Not Scale,Dimensions,Govern, D2 cy Dt �� P SHEAR WALL SCHEDULE IV - ~ SHEAR EDGE PLATE TO FL PLATE TO FL. ANCHOR L�:pi' SYMBOL MATERIAL (PLF) NAILING �01�' NAILING LAG BOLTS 2'•9" 2-3" 3-6" 5.0" 2.0" 2-0" 3-0" 3.0" 4'•3" 3'-9" 3'•9" 4'•3" Nota 1,2 Note 3 Note 35 Note 7 Note"0 Note " 3/8"PIy,Wd, 260 8d 0 A35 0 1610 1/2"0 5/8''12", FORTHIG NA R,AIO NAS BEEN REVIEWED 6'o,c. 20"ox. 6"o.c, 20"o,c. 40"o.c, FOR Gff�ERAI ONFOR,MANCE WITH © 8d, A35 18a w 1/2"� 5/8''12", THE S-1 RUCTUi 2L Cf LC ULATIONS AND 3/s,"PpN& 380 &d 0 135 0 16d 0 1 2"0 6'M2", 20'-6" 13.6" 4'-0" e'o" 10'0" ENOINEER!N i ESIGi 1 ITEdT• 1/2"0 ® 8d o A35 0 3/8"Pd.WA. 4� 3"o,c, it"o.e, 11"o,e, 21"o.c. 60'•0" - i-Sheathing:3/8"-i12"(4 Pty Mtn,)CD,CC Pb Mht Ail Edges Blocked, 2-Framing:2x DF Typ.016"o.e„3x RegW if 10d wl+15/8"Penetration,2"or 3"o.c, DATE: Wed, Feb 07 2001 3-Typical Fasteners:8d Common or Oaly, Bax Nolte(No Sinkers),Nail Fend 012"o.c. C B 4-3x At Plate Aral Panel Edgse At WAIk wl5hear over 350Lbs,Nati Min.112"From Edge, SCALE: i14"-1'•0"(U,N,O,) 9 9 5-Offset Panel Edges On Opposite Sides Of Wall And Stagger Plate Splices, 6-Anchor Bofte(ASTM A-307)Mtn,7'Imbedment,w/2'k 2'k 3/16"Plate Washer. DRAWN: RTW 7-Stagger 16d Nails in 2(.Lags At 3x Plates When No Sheathing Continuity To Rim Joiet do !, ` 6-Pre-Drill 3/8"Holes For Lag,Provide Washer.Adjust Length For 2"Penetration Into Joist, �v 9-Clips:Plate To Blocks Onb Req'd If No Shear Sheathing Continuity From Wall To Blocks, JOS: 2020A 10-Anchors And Clatpe As,Mfg,By SIMPSON$trong•17e Co.Cat C-99, 12-Structural Observation Required:Seismic Zone 4 With Neor•Source Factor NsA.0 SHEET . 5 • OF 11 SHEETS ...- i �2�T � � 1 1 2 3 4 5 8 7 8 9 10 11 12 13 1+1, 15 a �- NOTES; I....Provide(27)6"X 12"OIL Screened Vento For Under Floor Cr000 REVISIONS BY Ventilation so Per 15q. Ft,/150 Sq. Ft. Of Underflr,Aroa.or 1965/150=13,10 5q.Ft.Of Total Vent Aron Required. 2,..Provide Dbh Jot,, Under Parallel Partition,, HOEDOWN SCHEDULE 3...All Concrete 5ha118e Regular Weight Hard Rock&Have A Min. 2 1 28.Day Compressive Strength Of 2500 PAI.msw Slump 5holl O HTT22(w/32 i6A Sinkoro In 4x4 Post) W/65T1324 staining WallOle 4, Type It Cement Per Aotm C150,�) I 4,..Use Grade 40 Deformed Reinforcing Oar Per Aotm Aft. 2 M6T371n 4x4 Pont To 13m. Wall Votow. Typ. Detali Willi,o% Sea 20 6 O D-2 (Approxi) Stem Walls, I Indicates 2x4(ram0i On Thte 5,..Staggered Reinforcing Oar Contact 5plicee Shull Lap 40 Dismetere, � I Typ, I D•2 @„Support Horiz Steel At Bottom Of footing On Mortar Blocks, Min,3” j I Clearance for Surfaces Poured Against Earth. Area Of Tighter Rebaro, E.N. B I 7,..Min.Anchor Wit:50112"Long 6=0"o% U,N,O, W/A Min, In Top Mat (#4 4 Or#5 W6) ( 9 j 2 Volts Per 5111 Piece, Within 12"Of EA,End,Anchor Volt,,Le,,,,Than FF 10, 0 j 9 j 1.112"From 5111 Edge Shall Ve Replaced With An ExpAnsion Volt, HARDY FRAMING NOTE; 6..Expansion Anchor Volta And Power Driven Nallo Shall Not Ve Installed • Untlli Concrete Hall Reached Doelgn Strength. Project Enginaer Must Inspect And Comity The Installation Of b b 9..Set All Poet Ooeeo Fluoh With Top Of Concrete. The Hardy Frames Prior To Inspection By The Building Dapartment. t0..bee Sias(D3 For Foundation Details, See Sheets: H1, H2, H3 d H4 For Hardy Frame Deo4n&Detalle, W 64'-0'. i1...Typical Floor Joloto Over O,,oement Shall Be 2x12 Df#2 016"O,c, (Max,Span +/ 16'•0") Z _� 12,0round Floor Joloto Shull Be 2x12 Of#2 016"O,c. (Max, Open+/-9'-0') 21'0" 4'0" 13..Typkal Girder Shull Be 4x8 Df#2 Or Getter(Max.Span+/-6'•6") w = W � l� 2=6" 12'-6" 12'6" 14„Typical Conc.PaAo Under Girdor Shall Ve 18"ogA2"Pp.(8”Above Pad GrAde) Ut e Z V 4"BoiW Pipe for Hook-up 15.,For Floor Dlophraer". Uom 3/4"P(y Wd. (T)&(0)Olus&Nall 32 6" to Pere Pipe LIGHT WELL"A" W/8d o 6"O,c.Edge&10"O,o. Faild. j x lu cob Connect Catch Boeln&Overflow To i 10'-0" 4'-0" 16,.Provide Typ, P01,5tude Foot Under FL Om,Hdn (U,N.O,) 16 x 12 Soffit Z V 6'6" Automatic Sump Pump In Lightwell"V" �— 2"Discharge Line Aluminum FDted Acceee Ladder Model 500 By t&*'1 17,Typ,Hdr, Shall Ba 4x12 DF#1 (U.N,O,) p U Top Map is #4 012;EX O'keeffee Inc. Or Equal, Install Ladder As Per 10"Conc.51ab w/:Catch Basin(With Grate) 1"Elect, Cond. UBC&Manufact,Spec. i5 L�k�L FZ ,________________ &2"Dlo,Overflow(With Orate)02"Above -- -- ------- ----- --- (t 1N, Oil.) 0 S E+- 4"Conc. Porch --y „ ———— ——- - — —— #4 Dowole W 42 - Fin.51ah Conc,5Lab To Be 4 Below ! E— 4"Conc. Porch -� ; (") r O,a Max, Typ,� Basement Floor, ro I L— All Conc,Poach 7 LIGHT WELL "B" - --------------- --� I 0 I ----- — — — De 11 FH A70 Lap The RebAro From Ret 1 -0 (Gelling) ©' ; WAII w/Rebaro 0 Conc, 19 I (- ,I,- i- .I (�)Footing (24"Min,LAP) „ - 7 Open To Above 3 I I I 40M GriAllne1------- ' {' I I I I �;C t --------- -�----�--- - -- -�- to I I I EPC ( f3Onu61�00m t ^ 9 `; ' 4 x 8 Df 10"C.I,R Conc, T:.+...I—. .�.... �.� —.�•T•'• ::.M1•. '. �'''y'.:I,V.': I I I 11 I 23 1 I V - --- OiTere I I I I-------- ---------------- �' -_ — — --- - Retaining I I .. I' .I.' �ueet Room ' N �4"5`,x12" p. Conc, ; i I I __�LJi„I I Y I I �I 10"Conc,5 PAd(T}1 P.Of P) I I `t I I I I - �b — I ! I ( I I - - I I I r I `— I I I Over 2"Sand,over 10 Mil.Vieques", ; I g --— 0, "Gravel,(As Per Soil Report) �I E I' 2"Dlechur e Line _ D-3 Typical At Basement 1 I I I I I I I I I i 10"C.I.P,Conc. I Ilfl t �i I II �i� Retaining Will I 14 Ig E �'>x i i , I 15"we Cont. Ftg.w/ x 4"Solid Pipe for Hook-up Dv 5 rn #4 Cont. Top&Bottom(Typ.) 2 '2j :� O to Perf. PipeX. O 6"Cone.Stem w/ ; ; I I I I I I I ! ! ! ' ' I I I h I I I N i F-1:Hdr, I P'Elect.Coral. f I I Com ct 6 Deep Vy 12 Wild I I I I I I ('' I I i` r° I I a I 4x12 DF#2 or Vetter Fluoresced; Cont Footing.Typ. I I I I I I I I I I I I I I I 1 s t 1 j j j "GLr' \ N F-3:Fir Bm.5,25'k 11.875" 5'a6" ! To in loo I N ' " 4=6" ZOE Parallam PSL u ; ' I W PVC Perforated Do-7 I I I I 129 1 , 'Ww/ i Drain PI HAO a - EPC D 2 I — 1'-6 1' 6� iling) ; p �- --! -- -4x8D(#1 - }- I (I ( I .•:,:•...� .. _-..F:.' — 1 , Dv-7 W.P. 0.0, De 6 el, I I ( ��` W C}1 € � •6'9'; 5'3" 4'3" 54.02"dP. Conc, `; FTt1Y,, ` zv I E 1 ;Y. 014) X. I I L-{I --I - I -- I - F-- I- tc --I - I I I 3'-10, 1,-8„ I I I I b b u .,,•.,,... I v I I I I .'^Ir t t -y 3 ! I W ': ......,.. .. ..... .... ..:. .2 0 �n a� ,� O —— I �, to L5'•O Tub w/Tiled WAile To Ceiling Over i/2 W.P. - ------ p eve __�... _ O ; I p Rl a Gyp,Bd.Over 15#Pett Over Face Of Stade To Ir Bm. I I I I f5 i T „ I i -rx FI elm, I I I s I � _ E( Lfin, n. 1 Utility Closet 51+b 4 Mr , W a Full Ht. Provide 7omp, Gisee Enclosure Y O ,i ,I ,_- _-I11j25""'�, ower Than Sa,,ement Slab 3r-9' _ 1 I' II I To 2r4 'P GL11241•l'4 �} it—►J ai .. .ti •>: ��1 � ! ! ,�' �� N � � �. -(-'' ! �'�'. 4 x 8 Df#t> e � � N ,.., -;'� Sump Box w/Automatic Electric Sump P � To Service Bath No.3&Basement Area.um 6 I` —————— —— 3 rid r.. ElecGic Sump Pump 7o Have Ba ry C „' „ Powered Back-Up. Grld L nt e 1 I I I w :c W j j Provide Min,of 18' x 24 ( ^ )- •-•--- T -- 1 --I -- } - - I - (-�f I -- - -- -- t D3 I �., j I I I ( Opening For Crawl SpaceAcceee ; •• e - " 24"5gx12"VP. Conc, i - --'a ' I c I , I PAA(Typ. Of 5) „ i IT - . ' a-' ) I j1 I "'�'- I ' I I I I I 10 C.I.P. Conc, Retaining Wall 1 E s m o T- --- ---------------------- ------------- r -,� - 2 B a s e m e n t Plan I I s t THIS DRA4J.f N f I I I O 1 E l CJ.1 Il G , 11 i LIV'�It1' 3/4 T&G P oA Subtlr, NtD „ i I I I i 1, Lipp The RebAro From Ret, Wall w/ ; O v° Scale. 1/4 1'D THE ,,TE ll !;T,: �' _t ,T'ON�Thl Q b 4"Conc, 2 lued&Nailed W/Bd Nails p G S'.p^ I 6" I I 1:Br, ( I Rebaro 0 Conc.Footing(24 Min.LA ) G!' (., D��;Gid „I ..i`1T, °AND LRS �i ' Q to Porch 0 6"ox, Edges&10"o.c, D 3 I ( 6 X 12 01 Screened Vente i O � Field.Laid Perpendicular I S I I I I I ip e To Fir,Joists&Staggered (Typ.) ; ; I I o I I I ❑ i I ( I i ® None shear WAII Only(Typ.) I 1 D 3 Q 6"Conc. Stem wl 6"Deep ' cp ,.,., I I l i l 20"x 24" I I ® I I I 7 11yr 12"Wide Cont.Footing.Typ, ; " lr� 30 D 2 _ -. I I I I I I I I I 4x4 w/EPC T „ Foundation O 0 D3 •T I ° I I I I I I I Ig ' �' I Access I I I I I cwv n oe a"..""""' �c Ea,End O : 11/2"Veep Control Joints i L. `.' I I $ I I I --- . 1 ; (10'0" Max EachWAy) i i "_"-� I I N I ( I I I I I I N 18"Sgx12"Dp, se A r�••tM ' I I i I I ' X. L. •_' 11 t LO • I "got lyMwAToDse'oow»• ;: i (r' I ; i x i I I I Conc, PAA(LINO) •:::.:• 1 0 . e iapa6tnwtunt8ob (yeasts e.w reP :. 1 1 i .. I I I N I I I I -u----- - - -- - --i 24"5gxl2"Op.Conc. I I I r------ -------------- X - -I �---;-� '''' D3 o • ( 1 Q r--------------------------- ; i PAd(Typ. Of2) I I I ; - -.- 4x8Df#1 — - - — — ' c c ^ nrMm serrata 23 Q QI i I Girclero o. ra..aa«aww*..a D 3 r__ _________ _ I L.l,--1 Y 4•npe6oMPorHwkup • avrrw r"M" fi ' I _ —� j 4%�Df#1 I I U) to roll,rips u n 56 4'O -6 W.W.M.Wi 10 G rA ro I •D' 3'• , 3 0 'Conc,5 wl iOx I 4' lab 6x6 ro,an.r kMe , I i I M e a 1 E4ctrk nn X. 1 � rJ O ' Over 2"Sand,Over 10 MU. Viequeen, ; i I I I P , r_-__"' I I • "•rrn � Over 4"Gravel. (As Per Soil Report) ; ; rr 2°3" 5 I I I 6'I ; ; I i ; I ; ; a op 61.6 t r t I Tot 4rr•nuna„hon,a e� �'• cess ullyann , • c ytu•a„ (n, n 5 , 14-3 I 1 1 I � I i , I 1 I 7 • •- ,� 1 •� I ' I l •X. 4.rip, s lies I I D3 OO lam, r — % Df#i I I ; rrsr lor,M ', ° t �— I to rips bole roc Hookup i 'II`r��Ilr��',y/ —.i i I i 1 ✓rrrrrN ” �- • . to Ped.np LJ lore ( (IY.DMr4P,r) r DxI ,X. , .• .• . • . . •. P Sr eoar.er tb. 6 ip ; i i D3 : : •: : ' :• : ' I I I ( I I 1 ' I ' � 4"Colic'. Sill;, •t:e• , • e•,e. 't P•t•''et CO I'Eke.Rpe V yyyyy X. Same As Walkway I I i i I o ; i I I Z x 6 Deck i ; 7 M C 0"Cone.Stam w/ I IX. i oI� 1 -1- 1- Jete6e16"0-0----- ---- ------ ContlnueFooting Under Slab. , ® L --- ------ ' 0 I 0 U fA :: ::. :X , 0 c0 :. - - - - - -i : I el"Deep 12"Wide , ::: a„rro.rte.we —� V 00 ' P BY I I xi _ ::, ------------Y'-'---------- ----- ----------- -- -- X. I Cont,Footi J � i N '� ' __ _ __ _ ; ` � I � Q — Oa � 3'-2” 7-6' I I I e. 24"5gx18"Pp.Cone. I N CLO ac 'ro 0 ; : i ' I I I ( I PAd(Typ,of 3) , N E p- Hardy Frame Type"9163" L --- - -- ----- --- I---I------ i? ' 4x8Df#1 I I W 13 W/7/8"DW,Noldown Bolt ; J'i- - -�- -•-•-•�- - - -• -�- -I-.-.(- -I - F-wi I - C.I.P.::::............. :•.•: ..... "::..... 'J'l'.•:.4':::. z, GlrAero' ,........,., __ � � o. i I I I I4x12DF#1 one. Orld LineLC.V,O,#PFC5342 L__ _ -' Retaining WAII O Z v ll, � A •—•-------•— �2 i5 i' Irv, 11J 6 Hardy Frame Type"932" in 12" W/7/8"Dia,Holdown Vol I Q. H 2 I.C,11.0,#PFC5342 3'6" i 7 D i r n 2 ! "' HordyFrameType"932' 9 Sump fumpDetail 112" = 1 -0 Scale AUG 1��1 -------------- ----1 6 W/7/8"Dia.Holdown Volt D2 M H 2 111,11.0.#PFC5342 f SHEAR WALL SCHEDULE Note: a Prior to the cotractor requesting a foundation 13=6° 4'-0" 8'-O" 16'O" 2-0" SHEAR EDOE PLATE TO FL. PLATE TO FLI ANCHOR Inspection, the volt engineer shall advise the Bultdin 1'•10" 16'-4" 2'-4" SYMVOL MATERIAL PLATE CLIPS (� 9 9 (PLF) NAILING NAILING LAO VOLTS Offlcfalln writing that Note 1,2 Note 3 Note 9,10 Note 7 Nota 8,8 Note 6 60,-0„ 8A 0 A35 to 10d 0 i/2„0 516'M2,0 a) the building excavation and building pad wAe prepared 3/8"Pd.Wd. 260 6"o.c, 20"o.c, 6"o,c, 20"o,c, 40"o,c. In acordance with the soil report; Feb 07,2001 © 8d 0 A35 W 16d W 1/2"W 5/6'W2"0 b) the foundation forming and grading comply with the DATE: Wed, 3/8"PyWd. 380 fox, 14"o.c. 4"o.c, 15"o.c. 27'o.e. volt report and approved plane; C V ® 3/6"NlVd. 490eldo A35 W 112"05/8'W2"le c)drainage syetem in accordance with the volt report. 9 3"o.c, fl"o.c. 11"o,c, 21"o•c. ` Q 9 V DRAWN:. D1N I-Sheothing:3/8"-1/2"(4 Ply Min.)CD,CC Ply Wiht All Edgee Mocked. 2- Framing:2x 1'Typ. W 16"ac.,3x Req'd If 10d w1+15/8"Penetration,2"or 3"o.c. 3- Typical Feetenere:8d Common or Ooly Vox Naito(No Sinkers),Nall Felid 012"ox, JOB: 2020A 4.3x At PIAte And Panel Edges At Walls w/Shear Over 35OLbe,Nail Min. 112"From Edge, 5-Offset Panel Edges On Opposite 51dee Of Walt And Stagger Plate 5plicee. SHEET J7 6-Anchor 9otte (ASTM A-307)Min,7'imbedment,w/2'k 2'k 3/16"Plate WAeher. //11 7- Stagger 16d Nalie In 2x, (age At 3x Plates When No Sheathing Continuity To Rim Joist, 6- Pro•Driii 3/8"Holes for log, ProWdo Washer. MJuet Length For 2"Penetration Into Joist. 9- Clips:Plate To Blocks Only Req'd If No 5heor Sheathing Continuity From Wall To Blocks 10-Anchors And Ciaipe As Mfg. VY SIMPSON Strong-Tie Co,Cat C-99. OF 11 SHEETS 12- 5tmrcturel 0b""tlan Pequlred: Selerrtic7�ne 41Mth Neer-Saurce Fector NA>1.0 r i i I 1 11 1 21 T I 31 I I 41 1 5I 1 61 1 2 3 4 5 8 7 8 9 10 11 12 13 140 15 z REVISIONS By FLOOR NOT95: i Weatherotrlp All Windows And Dooro Including Door Between Garage A Living Area, 2 All Glase Shall Be Diol,Glass With 0.62 U Value Min, 3 All Glass Shall Comform To 1997 U11C. 4 All joints A Ponetratlons To Be Caulked&Sealed, 5 Poore&Mndowo Shall Be CerteW&Labeled, 6 Insulate All Exterior Walls Including Common Walla With Ganga 7 Locking Devices On Exterior Dooro A Windows Shap Conform To To The Standards Requred BY The Local Agencies. B Weather Resistive Barrier Under Fxterlor Siding Typical 9 Vapor Barrlar Beneath Insulation At Vautted Ceilings, 80'-0" C \13 9 o'-0"Whirlpool w/Tiled y Platform A Tiled Walls to Underside of Window o/W.P.Gyp.Board,NY We i L 11t1Ualn.--- --- -- , -- -- - We 11 lg 10 nT o" - - ---- .. 7777. O • We-3 De 4 O G We-it W-6'56•6"Shower W/Marble Walls To D'W Full Ht,Over 1/2"W,RGyp•EW.Over 150 Dbl.51nk Diol.Oven Felt Over Face Of Studs To Full Ht, ^ w/Diep. N Provide Temp.Glass Enciosuro L� FA IIV Room a ~' Droeeing 7/2 10 Kitchen De-5 "Marco"D41cfl or Equal Cook-Top IcW#2578 3 , " lite .------;� w/Hood ------� Inst.Per Monufact,Spec. BrietolJto 51pr 3� Model 3030 Aev or Equal ' Lc,b o.#2469 De-9 ; ; "Brletolite"51ylite 11 Model 3030 Aev D-2 --- or Equal. Lc.b,o,#2469 Refrigerator Ad 1 Master Bedroom Linen ^^ n 0e•7 8/2 L� � `—� 11/2 Ironing Bd.Compartment I Deek To7 a m t We 1 Da 5 22"x 30"Attic Access LL -------- De 8 42"Ht, Wood Guardaping w/No Moro LThan 4�'Spwce Between EWlustaro A 1 Model 3030 Aev or Equal ' Between Bottom Rail/Fin. Floor LC.B.O,#2469 ' ' ; i O As Per UBC(Typ,) yVe.q 1O , ,Provide 5/B T 7f GYP.Bid, 1 To All Surfaces Under Stair Case n E 1 � � 1 N O RQ i 1' _ 1 3 1 1�1�1(Yl De 2 Walk-In De-7 , 2 2/ De 0 7 � 5-0"Tub w/Tiled Walls To Celling b 4 Iv i Over 1/2"Wi.0-W.Bd,Over 15# 1 i Felt Over Face Of Studs To Full Ht. We-4 o :.............................................:.........................:' (j ; i Provide Temp.Glave Enclosure f� Halms 5/8°Type'x'ayp, Waite ------------------------ ---- &. @' e De 3 :. :::: : Typ,&Common Wail "' ' LJOV Cones Step ^ o Provide Solid Coro Door W/ 10/2 ® Q Self Closer&Smoke Gaeket • We-i � � � Provide 0.1.Screened Vents _;; 2d'x 24" Q ra-4 60 Sq.In.Per Car,Within 6" oundotion e 0 O Off Finished Garage Floor ` ; Access 2 ® O O De-5 e 9 We-7 2 Car Claw Gee ' LlyinRoom 4/2 •--------- f�g "Marco"D41cfl or Equal ---------------------------------------------- Icbo#2576 L Q ` Built In We 5 Inst. Per Monufoct. Spec. Q Peek 0 Bedroom FntT Wei Z ., We-8 M De 14 a W rnr aiUD�od ��j 5 16070AUG 2 cZ _ $i .. � m � O,H. Garage We-i We•2 We-1 i Z�0 � � c; _ p � We 9 We-9 12"Sq, Column w W o w/22"Bullt-up 0- 0aee w/Stone Veneer or Equal + : 36"Ht,Gaurdrall w/No More Than*'Space Between EWlustero& Between Bottom Rall/Fln,Floor As Per UBC(Typ,)See Exterior Elevations. ' C B 9 9 r DATE: Wed,Feb 07,2001 SCALE: w DRAWN: VMP JOB: 2020A SHEET OF II SHEETS i I I11 I 21 I 31 I 4 51 I 81 1 2 3 4 5 A 7 8 9 10 11 12 13 14 16 , + REVISIONS SV Door Schedule Db 51ZE TYPE REMARKS Qt, 1"Wd, Shelves b I I I Backing i ♦---- Mirror Mirror 1 3068 Entry 5olid Core (1) i M.C. I w/5el Clo6er& Flush Hearth M.C. I I 2 2868 5olld Core (1) California Mantel ( lav, I lay. Smoke Garsket "Melbourne"Custom Mantel Tile Top a Tile Top& fi 3 2868 Solid Core (1) � ^ 4" " To 5 lash Wd. p 4Splash p 4 (2) 2668 French Temp, Glace (1) Wd,Counter �lop . E` (7)5 2668 Hollow Core F771 F7 == f 6 2668 Hollow Core w/Louvered Vents (1) U L_ Weda 10 a �P 7 2468 Hollow Core (5) 4 Firebox � —.—.—. _ _• �•—•— •—• �• � � � �' � - � 8 2068 Hollow Core (1) 9 (2) 2068 Hollow Core (1) 4"Toe Space 4"roe Space 10 8068 5i. Glass Temp. Glass (2) 1 Family Room 2 Hall Bath 3 Master Bath 4 Bedroom Desk 11 5068 51. Glass Temp, Glaes (1) �� - ' " 2 Scale: 1/2" = 1'-0" 2 Scale, = 1'-0" 2 Scale: 1/2" = 1'-0" 2 Scale: i/2 - 1.0 12 6068 Hollow Core 51. Closet (1) I NJ 13 5068 Hollow Core 51. Closet (1) 'P 14 16070 O.H. Garage (1) ^ , , , ♦ , , , , , , , ' � ' ' Window Schedule Mirror i M.C. \ / Ws 51ZE TYPE REMARK5 Tile Top& \ / Granite lop Q 0" 1 5050 Single Hung1 6 () „ � Granite Tap& � Wd, 7op gg,^, 9 4 Splash Back Splash Back Splash Y m / 2 5050 Fixed (1) 0 0 3 4030S11ding Temp. GlassNt (1) Q Ln / \ 0 `, M / \ '' 4 3050 Single Hung (2) e Q U 5 '1040 Casement Temp. Glass (1) .. •`♦ " 6 4040 // \ •' ' Single Hung temp. Glass/ Obscure (1) Q hr= 4"Toe Space 4"Toe Space Cutting Board 4"Toe Space 7 4040 Fixed (1) ® RLA W.Sink w/Dlop. 5 Service 6 Basement 5ath Kitchen 8 Kitchen 8 3040 Caeement Temp. Glass (1) a � 2 Scale: i/2" = 1'-0" 2 Scale: i/2"= 1'-0" 2 9caie: 1/2" = 1'-0" 9 2666 Casement See Front Elevation (2) O �a (J 2 5cale; 1/2 = 1 -0 ® � 10 2640 5ingle Hung (1) 1 M CS Frame Housing For Metal Flue 11 2650 5ingle Hung Temp. Glass (2) 0Q 12 2040 5ingle Hung (2) ® � 13 2036 Flied See Front Elevation 1 � —•_•— —,_ Arch Radius=l6'-a l 14• 1668 51de Lite Temp. Glass (1) — — — tq j3R os \ , 15 1650 Casement (2) Q RU3 \\ L / 16 2020 Sliding Temp. Glass/Obscure (2) e -7 \ / Granite Top d e" ip \\ / Cook- Top a Back Splash ♦_ Dining Room Beyond 17 2650 Casement I Z M .+ X 0 CV) c / 00000 �. rn r Z3 2001 >a) NCO FlnlSh Schedule AUG > a �;d ; x OD Co / \ ROOM FLOOR WALLS CEILING BASE KEMARKS z v 4"Toe Space Foyer Hardwood Orange Peel Orange Peel Painted Pine 9'-0"Plate Height w a g Kitchen 10 Archway Living Room Carpet Orange Peel Orange Peel Painted Plne Vaulted Cellfng itl R 2 Scale: l/2" = 1'-0" 2 Scale: l/2" = 1'-0" Olning Room Carpet Orange Peel Orange Peel Painted Pine Vaulted Ceiling ., Granite Top A S" i Granite Top Back Splash `o"rt0 Top oranite Top Master Bedroom Carpet Orange Peel Orange Peel Painted Pine Vaulted Ceiling Bedroome Carpet Orange Peel Orange Peel Painted Pine 9'-0"Plate Height as oo " 12"Op. wd. Shelves ,' `, Guest Room Carpet Orange Peel Orange Peel Painted Pine 8'-0" Plate Height 4 rn to 6onu6 Boom Carpet Orange Peel Orange Peel Painted Pine X.O" Plate Helght Walk-in Closet Carpet Orange Peel Orange Peel Painted Pine 9'-0" Plate Height Pv ' DATE: wed,Feb m, 2001 Kitchen/Nook Hardwood Orange Peel Orange Peel Painted Pine 9'-0" Plate Height ' SCALE: 4' toe 5 v4"=r a'Iu.N.ol ce 4"Toe Space 4"Toe Space 4"Tae Space ' �' 2 5c1, are n DRAWN: OMP11 Island 12 Island 13 leland 14 leland Macter Bath Orange Peel Orange Peel Marble 9-0 Plate Height , 2 Scale: 1/2"= 1'-0" 2 Scale: i12" = 1'-0" 2 Scale: 1/2" = 1'-0" 2 Scale; 1/2" = 1'-0" Bath Room Tile Orange Peel Orange Peel Painted Pine TV' Plate Height JOB: 2o2oA 5ervlce rile Orange Peel Orange Peel Painted Pine 9.O" Plate Height SHEET 2 OF II SHEETS p V I ' T 1I I 21 m I 3I 7 41 I 51 I 1 91 g j 1 2 3 4 5 8 7 8 9 10 11 12 13 14, 15 1 i , VIA w or 1t�1t.'*WSW. - WALX � r 9 OR w r>11111 Ar 24"OR 361 AW OWN us CONDUIT � ttf>M r� p#m STftl► tdICIMIId 411110 11/NI . T. WhrraolAllA>rinl>otA ltioIlio o"` wdk 1ROM GUTTERJOINT . , r tLitSRA�c. A 'A; 49 q ., `� J11'apIllBols�otlor irwtlri� *D bwA / ,�' I am mom •I ��d ` bommoofilawal JUNCTION BOX (0 3 1121 .`; of MEAI(ENLO BANE ' ' T d�o1lo JOINT ON CUT � �� ,. „ { ,. \WATERPROOF FUSE JOINT 1 NAGE, '¢ P � 20. 6 I 12 OR IS 120v SINGLE MNov[ , 1' DEEP ON tl' O.C. if •4m NNk a twilled wiry t PLAN VIEW ' ..-.. ----- 8' ion pall at t oilf w , Of pipe Or1',N�lo part ' NOTE& ' y ' 1. tiM•I•t• MWwys M1 rlNnMlMtn � j . bdlslew RIGID METAL r fl 1 Sw• nwm Qat to •nceed 4'-O. O.C. UNo"' ." ;;�• ' CONDUIT r IRSI0OR110 "Wow sl •wI •IMM Iwo welarY 1 B'� • '..' ' ' ;p',:.�'I;� J ,��' � � I :I �. t IYAK��«�� A FWO is M C w= Irwo /blah. c Or 501 V@NK*a do ase •Mww• r 4. SWesse k to be rsrlso•1 whoMe rrWowal is '� - / �Ildibf wl►e!!p0oldbk f�K � : •', '.'( CONDUIT TO 8E PLACED ON � 5. Eq• N bigw•y III•II M • K+MYIIINII N SUBGRAOE BY TRENCHING Item rrewll IPI• I . ; ( OR PRIOR TO PLACEMENT .rhm kwasof * Of AGGREGATE BASE W sAa L I G H T I N G �: ~`'"' '• art0 1011 foOft► to ;( MATERIAL FOR CURB AND fi W/2 w 4. I LOW VOLTAGE t• 14' GARTER ' 6' 00 f Om sw• our awe Stam • . I .wwih tadm p4ft brw4 • M ••Iti ♦1. N += M iKdUO1rNI t ,, I ,t r —I.3Z is -� • ., • Sial w IA •Z_„i ..• + J Q N C T I 0 N 8 0 X nowI Clwmw� . • • o' NMN• SECTION A - ACAW~ �' wwww" e '" TREE PROTECTION DETAIL FOR BOTH b' ITEAND CREEK iiCIt01MA•A DETAIL 1-20 ELECTROLIER AND CONDUIT LOCATION ---____.__ �___�. �---�— r�•��irr•r.r•i r r•rrr�rrrr�,r,rr� SEE LIGHTING NOTES FOR Ap01TIONAL INFORMATION PER A R BO R I ST LL DDiMAY DETAIL • DETACMEA iIIDEWALK No SCALE 0 SN hehilnv Ar,» f".»(MMI t �• Su OT"m fiHIIT6 l, . � , Qooj brgrN,t FOR sox ON Its �� . ( rOylpATpN Ouw/nR T> n E 1 ...wt itGLJ:. fee 00000000� elf if /, ems.so At bell N 1� we A hVIY, 'lI tit'. a NC t 1k' Ir., , �• I,.. ml w I.rt+r, w I C ALUM LUG ON POLL i t TN Wr two GROUND CLAW ON CONDUIT 0000 cAM. «w/ w w ' GROUND CONDUCTOR W/1S" 1YiNa 4M 'rr� a•4H. .I.0 t.w.Itt. 4r tt Of SLACK r' w W' . 0'•f' w S• Rr.A "r� ii4""�"M"titl OtNIA DETAILS FOO loCl►t1ON rn FI W 0 1' f • VATIM ttQlLf Fmm� C _ 1. Tilt �r[v[l0►[II SMALL NI/ALL 7►9 TRLL ►nOT[CTION p[vICEf • ARM ATTACHMENT DETAIL " � j f .tt'~' A sS Ir PRIOR 10 TH[ START OP ORAO•M OA CLEAA•N WOMI. t : t . ► .�,. .� �," It. THl .ITP R[ALRKS THI RI•MT To I'M A •STOP WORK" NOTICI IF TMS ' T419 FAUM0ION• OLVICIS ARL NOT H4aTALUM Olt 11 TNI . a =1` • ,'' :. ' i Oplp•S ASK NOT MOITAIRO ►IgPIRLT. I/T" 01.C. $4. "At 1 pat I O L ,, !t'+, 1 ill" IjR1Old wndull f' PuRtjprTIONtedt AALL YL,RWM/ PTRIIfAN FRIOUIRIOR 'F'CMOIOC710N TKIKS THAT 09"9 A w .Mr • , .► � I I .� NOTLO. M soe00"4 1 4. NO glICAVAT10NS WITHIN SNI •TRIG MMECTNNI AKA ARI ALLOVAO �• . H) edmi aw,4•pM. UNU1,{ vam TNI IYMIRVISHp OF A A/[Nf[AO TRI[ lKRNC[ C011AINT : ► ' . WAIN 440 •/f Side.w 41"t fi " AMIAtM • r . •', :•t tow as 910 WWAMpw S Altr PILLNN WITHIN THE •TALE MOT[CTION ARIA* SMALL .E DON[ IN h r 004. Nw. b9vrN nt ^ N• I� •r•• �.;I •'.r`,• �•'• 1%..v "rr •a'.•• M M'•••flt.tw4 "ColibWE WITH A WAILLO NMPtf0VIl1INT PLAN Appamb IV TIN CITY. r,' " t.. «« r\ �: , 161 1%'Mt. I Oea f twr ' s, NO T».w1/N, CUTY04,OR ►MMMM4 of KINIMIATIO Tmal CAN OCCUR b11'Y� /MIII.Cri • Z• DCrTti 90141. 1• • • , srtlwr left. 1 wnHlwT A RlatsTwwo to" unv ata CaA1AANr. N r f • - >� 6 —f�vT ISL I RASE PLATE w �• , � •t . vem"Imow 7 COMM+LT ORDINANCE 771 Of THI CITY Of CUP94TING FOR PERWT •Ma y'�'r :i 1 .' �� 4r • RLWNRLM[NTS AND tOC[iT1011B - _ V`•� 11 1�� l I 1 416 "016400 I 1 1 1 �' r . , O, TLNP'AAKY CHAIN LINK FINCINS 11 AN AMIATAOLI SUOSTITUTI TO _.."w • 1 .. r —.—.. 00p rrr raw r�' =S lIr9.Mw• ` :f,•, ; + '� ; ' li A.W.C. Copu GBOUNO tNI 6000 coNlToucnolL `; FLi1NTl i tat0 . I I COLOR COOED owl """' IT11N ;•' " '• •� A by.'7V"ILL MX (INCLUDE !' :t. NOTES: _P ROOT BARRIeg fbLYM AND two SI OH( CRn,1 0 UND RODPY1T11 ' .•' : / ',a =; I , " ' '' 0 is" Psi CONCAIn (PLACED AT GRADE) F7ElJ±ASE FER1ILIZERTABS.) . . •' • u NO RONOWIS a CLAWANuaA t:AFo �- '�! i e ' faoul WILL AI ALlowtro DETAIL 6-4 1• >N Oft ALL VITAL FIR NIC DETAIL 5-10 SU OT TSI TS ' ;�, ,;• ! : : �� .� TREE PROTECTION �IA A�R..� EE P ADETAIL1 ` RIN Loch TR L N ( AN AKIN ' • ' ' DETAIL 5-12 ` IV f i r I•wI Ir>Ti � �0 ELECTROLIEA STANDARD �; ; ; " S4''"":M Fww o« a Lgrl CITY OF CUPERTINO � G U1 LIM M 03XP AMOM W440MI ' I+/ie �a•1 « ' ' ' ' '� ELECTROLIER FQl1N�A71t}NN STANDARD DETAIL 6-10 faTAftWO rw ,W*M sowd" now h•..oiio. Job Not 20 �� =, e tt�s knape appears cut-off or Is not as legbe as this overlay, We due to the poor qua ft of the original document OF • 41 210 �j�� T��T'� �� 1 t i 11 I 21 m I 3I i 41 � 5I 1 181 8� 1 2 3 4 5 8 7 8 9 10 11 12 13 14, 15 GRADING GENERAL REQUIREMENTS _ dK 1. CIVIL ENGINEER OR SOILS ENGINEER TO REVIEW ALL GRADING AND SU13MIT A FINAL REPORT 4 i� TO THE CITY PRIOR TO OCCUPANCY. 4 SCALE 1 2O O W LU'd V i 2. COMPACTION REPORTS AND PAD ELEVATION CERTIFICATIONS ARE REQUIRED ON ALL BUILDING �';� PAD WORK. cc I V r: 2 •iRl 3. CONTACT PUBLIC WORKS, 777-3354, FOR DRAINAGE AND FINAL GRADE INSPECTION. `� ► ao En 1`^I�9 QZ 4. CONTRACTOR IS RESPONSIBLE FOR DUST CONTROL AND INSURING THE AREA ADJACENT TO 'cr \9,m Cf '�nl r r �' �" Nafu/al6raG'/n THE WORK IS LEFT IN A CLEAN CONDITION. v.nl 10 -� ��,C, — a� , g. THE CONTRACTOR SHALL REVIEW STANDARD DETAIL 6-4 ON TREE PROTECTION PF�OR TO —1r' $:2,0,14�J1-� G'roek ACCOMPLISHING ANY WORK OR REMOVINGANY TREES. (SEE SHEET (H FOR DETAIL ~f~ �'��' S. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE SOILS REPORT PREPARED BY `" - �\ r t ENGOTECH, DATED JULY 24, 2000, FILE NO. ETO.1810•S1. _ � 11 /'��- �"Np f� � 7, ALL STORM UNE INSTALLATION WITH SLOPES LESS THAN 2°/u SHALL BE CERTIFIED BY THE CIVIL � \ ENGINEER. c C1101%� /0 90 FCS�j-�xf _?e45l/ � 8. ALL ON-SITE SANITARY SEWER LINES AND LATERALS SHALL BE SUBJECT TO BUILDING ° j R5E/ \ PI j DEPARTMENT APPROVAL PRIOR TO INSTALLATION. N� I►�TE - , -33.45' �� \ \ "``' 1 °�j FOOT TRAIL DETAIL 9. UTILITIZE BEST MANAGEMENT PRACTICES (BMP'S), AS REQUIRED BY THE STATE WATER ( j Op ®� �1 ` RESOURCES CONTROL BOARD FOR ANY CONSTRUCTION ACTIVITY WHICH DISTURBS SOIL. �0 �o HANDICAP RAMP :, ` 3 \` �` ` � 10. A WORK SCHEDULE OF GRADING AND EROSION & SEDIMENT CONTROL PLAN SHALL BE � NO SCALE PROVIDED TO THE CITY ENGINEER BY AUGUST 15, 2001. NO GRADING SHALL BE PERFORMED BETWEEN OCTOBER 1, 2001 TO APRIL 15, 2002 W 11, ALL ROOF DRAINS AND OR DOWN SPOUTS SHALL BE DRAINED SHEET FLOW 2% AWAY FROM i m ____C_-�---- - -- —�� / � _, r ' � ., 1 , `� '• THE BUILDING AND COLLECTED BY DRAINAGE INLET CONNECTED TO PUBLIC STORM DRAIN . K FACILITY M , /� IN C0� . � , • ,�• ° � 12. IN ADDITION/TD ITEM '5 ABOVE THE ARBORIST HAS PUT TDGETH R A REPORT ON ALL TREES ON THE SITE TO WALL. 11 q 04 l S ff E R S`o\ ' 35)\\ e \ \ BE SAVED PROTECTED NU�IB��ED A GUST31 2Do0 A tl�ITY ORDINANCES SNEA SHEE T018CFO D o m ppN �/ PER THE ARBORIST REOORTS '' ' ( +OD TREE PROTECTION DETAIILS FOR TREES 'ON SITE AfID IN THE CREEK. �t 0 , W Y N o 3 � p = r.c =33 •33 hti ,� 66. 9 /�� 20 CEpAR �� k� �1 b0 8\\ ° \ /o `,' , o 33 / `` �3 \\ 44\ r ar�:er oYs ^��I 71 I 336.0 V (BASEMENT / AFF,=,330.99 I �o / (PAD 329,66 IT) IT) r L , / i z L __ — ^ ��'��.5 \ tt ✓ N 12" ala g %CC 1 W 0 ao o I FF =340.03 �k�3� o \ I \ p�C, m tpgj Y \ �N/ Z a LU Zi PAD-337. 5 �� C' i � '� \\ ca � \� o — (v GARAGE ' \ �~ �e \ � \ ` X Z LU r- Ln 3 LLI 4 Q \ _ _ } Z �� t �' _ SPLIT RAIL DETAIL m W \ '— �, t 2p• NO SCALE Y o, 0 tl a INV`3' v 0 Oe ov o ' PAD= 335.0 v �J =0 3 GARAGE I / ^ �0 1 � ( r \ 1,T 1 F.F. = 3 39.33 _ _ _ / / g�•, \ w� � \\\ ' � i is , Al I,. ., 91001 U © `� o PAD 33 8 / ti left t I 1 i�' ,u de c.r6�oAt .1 0 .aleueo wace o 0 oo I /• A �;> 0 ?? t - I h ' I — _- _ i BASEMEN 0%� �i 3N0 j0 _ I ®tp �� ; mo z i ]FPAF 3 ,q�. q C9�3Z6.g6 AB CLASSIC /p ALLAN eL UNIT En r / �1 335. , ,1� +� »lVf t (� i I �{ s GRA`( SPLIT FACE Bl � ' Rtra*eD eo4L LIGHT WEIL�I P, ` '' i �% +�. _ [--. 9t•04 -'� 1 I I 1 -� EA ITEM+k5 SECTID0 z ° _ ( I / �.__ _► •C.' 11.8 /� "�� t I 1 I OFT E GONDITI > > 1 , 3 �•----► / l I OF APPROVAL, ONS m u I + %� , 1 WIt Dae (336) _ TC.*335, 7 90:00 t //' h� I o tt 00 ' i` ! 01� �`o IsQCCK le» L d __ + /+ / ,� ./�' I 10•' i NL 601E N / \ T1/tN ICS IK9 0 pI b , , , , .r "O GRADE �pl "� 03 O / Q / �I �� \ 0 It tn ,' FF•=338.33 U. I — \ J PAD=335.8 ( , 0,°` X236 0 - z PAN 333.3 � 5' 3 , \\ , I . N CRAIN nle / 2, , �� Q /�� Q ,/ 2.2 + 33 s 0� � -3 "HIN SPLIT-RAI ff q Z BASEMENT r , 33� : : a�, / \\ l0 AFF= .2 ' Go RETAINING WALL DETAIL d . _ i 329 9 \ o J (PAD=321.96 % ' \ h / p �, �� i NO SCALE ••+ 1335' / I �' I \N i W I'n e 0 T LOT HAS BEEN APPROVED B BOTH �E THE CREEK RESTORATION WORK A 0 9 � d I I + A WATER DISTRICT PER 3 TA CLARA LLE W i PUBLIC WORKS AND THE SAN AAV Y Z i FAX , DATED JUNE 21 , 2001 33g� PAD= 332.3 PAD =332.0 MGARAGE ( / �h~�h hh�' ,/ v� �ti1 rl �� ,�2 PUBLIC WORKS 3_11 r ti ° ,' 3321 33� \ Ff�s NOTE Q FF=336.73 1 �•,� M 6 �► ' t `� --__ C7 Z (— °CIQ2p p �3 9 v FOR TREE PROTECTION DETAILS SEE SHEET 1 — PAD=334.2 r �, I v , + / d (BASEMENTftu I � ` 144 PAD=326.36,' h - / o 31 1 f3 8 P vc• @ S �D.o688 v `� 1 11 00' / - _ - .1 - 11y '� ► ,�� _ti RETAINING WAIL - ... ' A , r D. �., p I IN , �. l�. I ti` Oc' Q/ O� >) I lq� o h�% `� ,' ��6 N'�FF a�Q Job No, Oc�cV• �"� `�/ �� 0 �. 0 0 rn '� �0 0 4� C yrs ,� NCF i y b e° '� ��' `� `�``� '�Oti�F �o�� °� 20 033 CIV, ®D CoQ SHEET I A `fir`� �� t^� �• �, ` i` -+(--.� � `a At cb• *Lb _ OF 20'DRIVEw` r: ADVAl'i REPRO SUPPI V 115351 / ,: -/�Y��'•" — ` �\ tr` \\\\\ \\ �� 4 i %/:IiROGRANQE PLACE i r i J I I 11 7 21 r I 3I �� 41 I 6 TI si BMI 1 2 3 4 5 6 7 8 9 10 11[-T;2[713 14, 15 VICINITY MAP REVISIONS BY i t t 11''1• 1 � ` j 1 !� 1 / CMQ 9""raw v Ri.. 1 1 YO 5towrr MR ��1 'y ' A4, t t �1� TrR ��i Mf31 :rA •�'� � ,^4f ' i yW14 'n N M 599M,02" E a j 75I00I .�.!�.�..�.�.��.��.�..�..�.�.�. .�.�.^ �1 P 1ria 1 ,1 •r 1A' ;...;- M .I 1 ! Light Well ! . 95 VU01WA 001 7'-0 j !I PROPERTY DESCRIPTION! ! ORION OUB0IVI61ON/ORION LANE ! LOT NUMBER 02, TRACT NUMBER 9335 i Light Well ! CUPERTINO CALIFORNIA. 31 3! AREAS TABULATION $! g! LOrAREA 6,750 5Q. FT. MAX. FLOOR AREA ALLOW 3,075 5Q. FT (457.) z! Z! MAIN FLOOR LIVING AREA 2,296 SQ. Fr ! BASEMENT FLOOR AREA 757 SQ. Fr ! GARAGE AREA 427 SQ. Fr TOTAL FLOOR AREA (WITHOUT BASEMENT) 2,723 SQ. Fr. (40%). 0 IMPERVIOUS COVEKAGE 3,283 SFr. (48.6%) Q. ! _ I 1 � ,00LJBMITTAL INSULATION � o ___________________ ____ I AVERAGEGLA7.ING U-VALUE: 0.6213tu/Hr-Off.-F. „ � 1 copy INSULATE EXTERIOR WALL W1 R-13 FI5ERGLA55 INSULATION 11 AIJi: 2 ,j app - +_ ,oma INSULATE CEILING W/ATTIC 5PACE W/ R-19 FIBERGLASS INSULATION INSULATE VAULTED CEILINGS W/ R-19 FI13ERGLA55 INSULATION a ! INSULATE UNDERFLOOR AREA W/ R-19 FIBERGLA55 INSULATION 1 . ! ! GENERAL NOTES � � ! ! r: 0 ! ! CONTRACTOR & ALL OU13CONTRACTORO SHALL VERIFYALL GRADES, 19IMEN51ON5 0 ! AND CONDIDON5 PRIOR r0 START OF WORK. ! ALL CONSTRUCTION SHALL CONFORM TO 1997 U.3.G, U.M. ., N.E.C.1996 N .9,9 .5,9'm e WALLS SHOWN ARE 6" NOMINAL DIMENSION Re'✓i emle-0 tar A S• f_ 75,00' DO NOT SCALE, DIMENSIONS GOVERN Sc t Ifi7'4 C11-r-1 77l,� j n P � 0 INDEX0 � �-4o 1 SITE PLAN, Z - ORION 0 N LANE - - - - - - - - - - —.—._ 1A GRADING PLAN, w M q 0) r 2 INTERIOR ELEVATIONS, FIN15H 5CHEOULES. ° �; ca < ) Co w .�• 6 3 MAIN FLOOR PLAN. cc E M e m -�o t° 4 FOUNDATION PLAN / BASEMENT PLAN. w °1 �$ z 5 MAIN FLOOR CEILING FRAMING PLAN, f -- -- 0 w 0 ROOF FRAMING PLAN, °' Y. AY 7 MAIN FLOOR REFLECTED CEILING PLAN. Q 8 MAIN FLOOR ELECTRICAL & MECHANICAL LAYOUT, y r SEE PIAN SY KIRKESY ENOINEE91NO FOR:ORADINO,ORAINAOE,DIMENSIONS,AND DRIVEWAY LOCATION. e c a I e : 1/6" = V-0" �- 8 UIL DING CR055 SECTIONS. 10 EXTERIOR ELEVATIONS, 11 EXTERIOR ELEVATIONS. ' I P-1 ROOF'S SrRucruRE DETAILS, DATE: -Wed, Feb 07,2001 ,I 9-2 FRAMING'5 STRUCTURE DETAILS, I , SCALE: D-3 FOUNDATION DETAIL5. DRAWN: DTNP H'S HAROYFRAME DETAIL5, JOB: 2020A SHEET OF II SHEETS 1 I r��1I 21 m I 31 11 AI iri�1 I 1 2 3 4 5 6 8 9 10 11 12 13 1A1 15