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3 PEPMIT#95— CLUTE, Thomas & Nan-, 1673 Catalyst Way M ehome Uma13`tlj LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE s iding Permit No. �?GSV/S�/7 CLLJ/42A-NGLr Cor��i0 14s' ONi' OWNERS A.P. NAME:-s�eric�a� FAH/cy T�ys7 �Sr� iA.aN NUMBER: 0-467-010-06G � 06 PRINT LAST NAME FIRST COUNTY ZONING DESIGNATION: SR -3_ N%l FLOOD ZONE: A FLOOD MAP: 09-5-16 APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL' PARCEL CREATION BY DEEDS P" OR MAP DEED INFORMATION: DATE OF CREATION: Jyxet U0 , /�I �I DEED REFERENCE: 1993 02 3 12—If LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: LEGAL ACCESS REQUIRED: YES NO YES NO COMMENTS/CONDITIONS: r/rit Diyperfy was 048-- O/O- OlD !.✓HR -Al T&V /T iymd ft s 7-wu f99A4 13c)7- 7s 01je Zor aA /ocTlnrc iT" Pv2 poles MAP INFORMATION: DATE OF RECORDING LOT BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. -- 1. Maintain a 50 ft. building setback from centerline of road.(AC4 SCIIZAMr�vAriL/'r' X 2. Maintain a SS ft.building setback from rico#-we5r/centerline of Co A&s56rT 3. Maintain a 100 ft. leachfield setback from all existing wells. 4. Maintain a ft. leachfield setback from _ 5. Pay water tender fees in the amount of S to Battalion Number of the Butte County Fire Department. X 6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. _ 7. Connect to a public water supply. _ S. Connect to a public sewer system. 9. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Pbymeit to be to dw PftwAkg Dhszf=7. _ 14. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 15. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 16. Pay school impact mitigation fees. X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 18. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 19. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 20. 21. 22. 23 24. 25. LD 9196 - CAWKITORMS.MBLDGPERM.CLR LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Bid/di-ng Permit No. OWNERS A.P. NAME:S�Gertc�u.. �A.•+�/ TNUMBER: 048 - 010 - 066 t 067 PRINT LAST NAME RiRST COUNTY ZONING DESIGNATION: SR 3 M / FLOOD ZONE: FLOOD MAP: 6795- APPROVED - ?9S -APPROVED- CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: Fisc' PRiteb2 . A4,40 7' PARCEL CREATION BY DEEDS ✓ OR MAP env*w pq*/La a c DEED INFORMATION: M VX.4d 7V Or1iG cw/lt /��c• DATE OF CREATION: /99U DEED REFERENCE: yo -5-1960 LEGAL ACCESS PROVIDED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: LEGAL ACCESS REQUIRED: YES NO YES V' NO COMMENTS/CONDITIONS: P161/1o11S ,P11n.et2 0+9-0/0-0/0 CyL&r*r� .JW_1 8, / 7S", r 9 y3 0& 3/ Z- 40 'i,4c p/ uet .40 co* -pt -14-w w rtf CODG-r K�Aioit 77r 01W11vAn/Gd /757, Ocr-aa& . 2 /, i5,A MAP INFORMATION: DATE OF RECORDING LOT BOOK PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO . IF YES, MARK APPROPRIATE ITEMS) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECKSPECIAL. CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. 111. Maintain a 50 ft. building setback from centerline of rcad!/iL= SU2/lOt/✓Or4b A 2. Maintain a SS ft.building setback from right-of-vwey/centerline of n 4. Maintain a ft. leachfield setback from _ 5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. �g 6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. _ 7. Correct to a au is water supply. —8. Connect to a public sewer system. _ 9. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. _ 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ 11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payniant to be made to the PknrAkg QF *909. _ 14. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. _ 15. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 16. Pay school impact mitigation fees. X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter. 3, Article II of the- Butte County Code. 18. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 19. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of- the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. _ 20. 21. 22. 23. 24 25 LD 9196 - C:\WP51\FORMS.K\BLDGPERM.CLR 16:17 CHICO OAKS REALTY CHICO OAKS REALTY PHILADELPHIA SQUARE 10 DECLARATION DR.,. SUITE E. CHICO, CALIFORNIA 95926 j� Gr -'o �A/ s lc� .0 �I , Ovj-v I % s `7 Z,77)owr rive COMMERCIAL DEVELOPMENT • COMMERCIAL MANAGEMENT • INVESTMENT COUNSELING. • EXCHANGE COUNSELING OFFICE (916) 896.1941 RESIDENCE (916) 893-5919 FAx.(916) 896-1933 11/18/96 16:17 CHICO OAKS REALTY INVV. -14 lot III6'1 1U:10 tftuhl Ia lnL ll0 bla 3044 C. UU_ I�ti 6 ,o.rla►a.l P, PARXCTING AMRRICAN PROAUCTO IWTZRNATiOIi> ' SNe— M . �dR vcogrl'al{uAarp,n{red.a{arrlot.waorRritrWof Ce1l[OrRla 1 Ikm kftby and Re VBPAON V. XoOMplt and MIRIC14 Y. WMPV, MOORS L 1 and vile a I { i 1 p ' ' Ip„ealp,ojerri,imolcdmrAr 1lninaaspOsitsa camty .r rwtl;e ISlareefGtrromt..arentieaYtawA•r: A 6 he Wesb half at the Worth halt Of the�80uthrest gNetter Of sestloR 2. Tevnship 22 North, Mngo 1 Oast, M. 0. 6. i m u 1 1 1 jn101inIdIDlRrvOfwnl rvaI•.r;n4o1 NY• r+•.r.l n..n�.nalr n,nlr alai vul l•. Iv •.lupl.t In•M...nJ 11si. n.Jnonna 1.. 1c .arru1m1t1Yilpdutyam4..ri..a.ai:•.+•MARKETING I PROAUClO• �11'1CRNJITIO u,a•+ ... __1te�co»>Da� i4,,•1ip?6,. INc. i1 is cospo;4—s°�';� IAVATf 9 p r•.4LI14IM\L1 , u 1'<d'N11rlr Bt73'f0.. fly rr soptoWns l6r l976 t4nnrla.. Arlene W. Peace .t..l,h RRI:CINUIN4 W►TA'• Irlluc n a•A I.. rIJ --''Q1°p' isil ..• Kw•.l.awsltreuunt DAN2ii. a P.. -Wo rrl�lu 11rt:A' sasp ' ►RMI.Nwr n.b l4o .--_ � I.1'MIIRII,� p�v r�,ll • r'. „�I.yiryal�ll�pl l n� Y.1..ri 11v • \ gIVf111{h!4 �a M• �r 1. ti• Ilr– r�+.a .l.. r..:..e.11h. w gwaaI�� NrN� � �Mx.tr+a rar, s.rw�lih.l u• 1 . .1 �.IiCd N .Idull.,l. W_PYAwL CiJA'�1 �.t,b.. fel w»,Iuur,nM.art— WMMi;.a>.ry Ivya i1Yc;•a •f4r•r•••: April 6, 1290 .,._�...►_��.`�.a�....---•.Ira----"ssv � too ApkB .a...c.n.r r ::VAWe NU PNA►u: Y1fIN IN/I�YrHM Gw/,Nl' sm OF mm TAX I:a emf Tor vmm n. Mo0fAN, xr 1,e Rladeir eta". OS49c I 11/18/96 16:20 CHICO OAKS REALTY CPO? IV U V. 114 ti0 1 fl tj 1U: 10 bbUhT Itu:`110 6`10 vit o le z JA 11 r. VU0 III a• kit 11/18/96 16:18 CHICO OAKS REALTY PO4 NUV. -14 1hu) 14:44 uevl,l _ — ; • � ; �saosawa �[gllaalsP r __... .� -• _ •:�i' � ' . ;, , ;.;.•.;i : v u s s_E•j•ji•:t.��.":.;�1;: ..'i' ..ft W.90 A 09004 ••'L N I'ttr. k v". Opt Bays ... tr. O. >9� 0 Obioo/ -i t. FL r r a•ar.� a r im /asa rr . r:.,. � �c,,•a4�rr t flonvil. F TMA MUMAT { ►: ME 1:'-s:;':6: N 6[t;)eJ[B LE —osacg hung TWO 64" sea Itstcamours jiI c¢tn-:'t _ r: ! p•-orAy cm-ove6. a I CeunD: r d e r 1 k o 1Y:1.:•:. •A of D n end ancdnL/aacc• r.f..;:.�.P7 01 I�Tr el :ass. bC.4 .1 (s) �„ liairpra..c lsnni 1 I oily of ...._.�.w.r" 1N� L Joinc Tenanoy Gree ant Dd adnw.+a■rv.ar.v..ar..wa.uauralW/a'.araa""� l yaW"saLss CpNliPEAI►T10►6.IIIlM al .1W M>+'1k1 i0l4 i. nr.At► •M DAIS! 13. NIDI . r oaAM101 TO 0X MAYS .I,a ms sale An.ka� � osta• AS Imm Tu4AHm Ib. r.11 per a Ills. of andel. &-NOW .' caaaly y auaao. ttifi Ronal► Aoit of �. poi belt of 00. 1ooi"os 4aoert °t �� i" GeVLqA !.:otellibtr stat b"=db+ laallN 1 foil fa0.1.k sea ®(�,,¢ m s y4� ti's! . . . -•i.. ;,\f11 ,Irarc m oUlolsl+ o rs ' IYn' .,n OI— rlil a•M• .. .qrJ.. A..-rr r�v I...J w11 �.•.• pu...1b ►wa I. r pOMAlO Ls Y � me �JJIlVF.r � n 1«rV'r« �.�•• wr. I.,r.rwf W r►.os••I.d r{yl.�ait%J—^.qrl .M a4:I�sMa 111M� 0<.�.r M IN7 sttI11W' w� vallawrl.law . .3pa+r•_ rTr.... ra .f..i.l .Go. rm IMP rkd.r N..__ ..— --... _ �• p� 00 ODWMWI AWL lox (slik11w111i 64 PIK" 11/18/96 16:18 NOV, -14' 96(THU) 14:44 CHICO OAKS REALTY BECKY i, bip .::rii%s;�!�iil!'.1fi{:i11)jil%({flif�:f�I�f��,:Pril!�I1+:��'I'il%1�r=`•��31�1:i:.. t ::IiiJ��y3?}rI� h �'i�i0'`�(1(���`f +E��S� �y�1�)f{�,��'I(♦;��j1�I'ud! �',I"•',':,i•, . .,I:' : t1":,'.;.rw�qu;'; !`>{fr`;Ifl�jlll ;.:,a.�; ; I, . i,�i ; •1, ij{ : I:Vl{�!'� Its. � . �`{)• ` r� I'� {(j�2�' <If :11• . afaiastad . A..prdad �sit�lln� Qp1n_. t:�ilt. rc TEL!916 893 5694 P. 005 Fie'T rr �r•.rl f --Pu rstr; �r Fl "gal no:�1:C 6na:N:,tn W J1f R 6ft007[A� iC[ 94 -w12368C 7 GLINT DEFT) (ledMdo01) per Volvo ..drd JM 11. fli•D and WIN A. OW gRAfiT .Is IA#f fi. WMIX. it 13101 .11 Ieµ nal pf•ptfr •lo•.I0 Is 1M• CAtalr of 111111 be , Mitts of Callfw0k dfoo bod N (01101'11 Tu )forth felt of all, iKs1t halt of If• iortfNtt quarter vir."a- tion 1. Two•Rlp 1111 Narthe, Anse L Xa•t. 11.11.1. t flop mt4nitd Tmounwo IN ffarthso�ly 80 test of tm Aapbb fall Of •o•t fall of /Ps •11gg9016 Owrt•p et land t•eelm i. 1pA01't a evil ma simant, fav road pwPosep ofer Oft tfordwrlj 20 toot at awe ierthfott 411arter of sho Aaith"al 411•lter of Aaetloo A. 1OR11•tlt hr• to IlQtaj1• 1 !1••t. Ileu. Be A 1., t!d o>rap qtr aZu 18 fo t of td• Aaa04r•1$ qquuaroer os ea. 10ofAt+••A yeaPSW d Ae•uafl 305+ ad the ionto 3 t••t of W1 RN1 3Q lret 0f 61W ftlAt latt daw1w of 0111 1011th"11% 1lwtrtor at 24013411 A ffatfluh3p 83 Instills MAUS 1.11"1, rt9. aJ.. -el D 1 4- ••'tI''t.;j�aU' •.�`y �lN.. .f• ; rr.C' "40 Il�den{good gr9nlmt Itl dfrbrwo� �r D•QWIIOhlary 1f011tfnr f,. It 1 %Soai.��� lit aa^pt4d eo hill -rtly of prap.rfr easayed, tang.nsd ee fun welu. lost VOW of JIM e„ d O �� 1 L NIiW11baM•I nfw�einp al flay of mf.. (sJ tkIIM•rpM•tsd (10116141 M•Ia l dtI/IX we) sr.m ( —imlltg4tAYr ll.iY" or CAUPOtI1f1A (� "09 10...,x_ w...a.44UMu�s.�l�..., a p•r:•s lows o....�.._.....�..IlIF3,L r. ,oil 1.►'.w ......- --n .w unr, alr.1.•ti• �r.o.d_.IAAD 3tt IIt11A 1121 .., AtLI.�+Jlt,ttl 0.w. is M M Y Ike rm....l..«...,.aalrlrLnllrr fo dw 111.1. pW,aswr, .w of led I. wr , i,wn ►.►. �st.r v+p a ooalo�fr , 11/18/96 16:19 1 4 y0 l Inv) 14 : 40 CHICO OAKS REALTY or, kA1 �I((ill:'�i('itfi�l�i;l'i�:'1'I�II?'lf?I(:!;�;�i>;g�:i:�::i.� .• • t, t t:;. r 1 • ,tC�: ..,, �S•'�!''>' :. , c 1�i ��t;•r:n!'s;�i'it"is'iw � fi�''r'.rfl:•••yS.�'�a # t� 005 IGL:hIb >Y`1J 3044 Y. UUJ h•A jlaeardat/tt6Y:t(�Q �� �� �:II! !f r� alp yo ��r:: ;, •:�' Jill 4 20 CSft "TIS• VRdewloft-d grantor (.I claim !{I oao»> bat clan Glints Dino 41841.ww) . For w12e Madead J4111 R. Ri4D Ood DA911 A. am@ GRANT'..,........ As JL1fs L• MM1113. O Widow •11 tout coal propnt>r dtalu In an , meaty of BO4te , state of c•ll wal•. detwl6ed r fo1N1lOt T04 RODS "tt of the Werth 4el! Of W 10110>s1111Os q"VISV Of AS SOOLSeD i. Tev"Up Its Bdttt114 Illsop l last$ Novella Is No. NLU5R uro Of eoeuf+l f r� alp yo ��r:: ;, •:�' ,_.��;::'.�.•t�r..,.4 ria:. � "TIS• VRdewloft-d grantor (.I claim !{I D"wm0fl1ery Ifem6f M las is Il 39a:5_ >d 0— wyd an Ph v#vo of properly cwm"w. r 1 1 t�elptAed on fill vo:I+e late V" of 6" end OiNtdlttiNMot r••Ietn;ng all lbu Of b� 4 4^ueorpnne w awn 1{ C* of .L.� �j ' ttTATtO OF tat gOANit1 r _,.. _. _aeene d s Stiles. A►. �. Y� � n-21. Iliem ne. + . �rLri1111It�.. ,, • it t+w i, L �• e.e fa erect.. .„,Cwaq set telt.. tytlwoOe .rrl�-����� Bt1A.�{1l11It.14a�lil. prrsA pNu onaoLilMbrdeel Is M adOka larehrlm mad •N tee � 1 Me. cewnUdw ..roil.■ ._.--_....�, .. /CI��!'sO��•-- uro Of eoeuf+l f • ....W.- •' rti O c•� �n tuim man rti O c•� �n tuim man ^ "'4f V3Wd073A30 GNN7 l ns d0 A1Nno:, 96619 1 A e; d a3AI33, d DEC. -03' 96 (TUE) 11 : 53 BECKY S� TO: TEL:916 893 1853 P. 001 AP 048- 010 -_,IIS Ai\iE�l C'-1 A/Gu✓ 048 -oro -(,4 First .American Title Insurance Company DATE: FILE NO.: TIME: ESCROW OFFICER: S4c", FROM: L.) DEC FAX NUMBER: S 3s J o /c/o—. PAGES BEING SENT: NOTES: Mid Valley 7Yde and .Escrow Co. Chico - 1-(916)-893-5644 FAX # 1-(916)-893-1853 DEG. -03' 96 (TUE) 11:53 BECKY TEL:916 893 1853 P. 002 Ali , .3i,t{,.•:• `� 2 ><`:.::+: aamA. now e,w Aatw "comma aom"oP 131Aalell Title i ESCL l+ 2-14357SWO y etea o MA& TO F -W . William A. Sheridan. Jr. tr.0. em1 6907 Chico, CA 95927 _j pg -040173 Roo Fee 5.00 DOC 231.00 Recorded : Total 23®.00 -1 Offtctal Record* i county or ' Butte s BIDWELLTITLECo. Candace J. Grubbs I RIcorder J B100Aw Z9-Nav-98 I SPAM ASOYE THIS LINE FOR RECW'DFA'S 116E Individual Grant .Deed Cos L t1aL TAt 1TATt YEMri TO FShow dwe as Abow r arra - L lS- -10 68-40173 f The undersigned grantors) decl (sl;00 Dotvnunnry transfer ta: is S convey�� PA1D ( aa) computed on full value o property ( ) computed on full value less uc f Bent and encvmbranoa remaining u of wand ( tae) Unincorporated arena( ) City Of FOR A VALUABLE CONSIDERATION, receipt of which is bereby acknowledged. VFM1 D. MoGRAW And P=1=A V. MMAM- h19tOtlr►1 and WO Hereby GRANT(S) to to an handfvided 7J� U%eMtl and yam! A. aNER 0MO JR. ani �aMto An utwdiwritied 1/8 y erect as Avid M3 M wnzd s An hutnarr . the following described real propey m the Sate of Califaraitu County of Butte glee West half of the Nosth Half of the Southwest q�nstex of Section 2. TownshiP 22 rth. Range 1 Fast. M.D.6. b NoM. Dated - .,TATE Of CALIFORNIA 7 COUNTY OF Bhitt E f before o. ,u, the unden-tned, a Notary Public in and for acid Stare. pawaally appeared 'ad Wr ppeersonally known 10 me nal prQyCJ to au on the bath Chi aat- lafaaory e•ideaet to be tl1e perwn�.whotc name 'L� snbsttibed to the within maan rumcnL d ackno�rlcdjtd ,%n t hey _ ewee icti the nine. WgTR4" my hand and official aeaL BI,q6n,.q,r:U,,,M,,,'ngR,altHarrlr•,T.twlq c,i• 5la.h. r. II.:J.I:J�.1 OAlFY g 0,''...•,� ��' a1WN11w,/ru C°tea I.�. t.a. 77. 1471 Mw,swwa,uawww,wrwu Www 1Thb arta to. am"d —slid -alt ' a..,, TAar STATEMENTS AS OIRECTEO AEOYE c*,n K nnrt taaclUT 1 �� DEG. -03' 96 (TUE) 11:54 BECKY TEL : 916 893 185.3 P. 003 175 aaoollewo uoussrso n SIMM T17M t. MAW CCWAW ceras•• 2-14 3S75aad YO Ma== mcowo a" TO I pe W11.liah A. 9wridan. Jr.. etal ` M P.O. ERA= 800 QLioo, California 95922 I e 88�O173 I Roo F0405.00 61111 L.• I Total 5.00 wTsaeTAl"M To Roeed 1 Offielal Records 1 r .a"".... SHC AS ABoI/E r a.e 4e-1-10 county of I Butt* ' BIDWELLTITLE CO- Candscs J_ Grubbs I Recorder I BG 1 J Bt00aa 29 -Nov -88 I SPACE AOOVE THIS LINE FOR RECOR11101% YBE Individual Grant Dead TIW Farrar lo;j wo nr V OWFLL TITLE • t;scla. WNP&Mt The undersigned Srantor(s) declare(s): s Documentary trewc► VAX is $ '�� '•t_LP. ,-. ( )computed on full value o pro Conveyed. a f ) computed on full value less value of liens and encumbrances remaining at time o[ pte.� (X) Llnincotporated sres: ( ) city of FOR A VALUABLE CONSIDERATION. receipt of which is hereby aeknowledgrd. W33;t.IJIM �. . JR.. an urwa=ied Mort - A. 99'1iIA1W. SR., ardZ�II1;1 JR- �tM, hur-hwA arld wife as hereby GRANTS) to tiii[ivided 5/8 interest; WA WILLIAM A. SIlE DM# JR. an pmlreality property as to ea n undi tanetr vied um as, to an u r divi4ed 2/8 interest the following described Teal property in the , State of Califanir Crusty of Butte nLe Wast (calf of the Wrth half of the Southwat quotes of Sectigm 26 fte hip 22 Nath. R811w 1 Fa91; N.P.B. b N. Dated: Noir 23. 1988 STATE OF CALIFORNIA COUNTY OF to r On IbVe"Mr 23. 1988 Aetote me, the uadaliEned. • Notely Pubht in and for said Snta. peesonally appeared _ wi l 1:.,., e peewa,tly hanw'11 to me ar proK4 to me on the buie ar wt- n=eclnryc.eJence co bt the person—vial- aame,q,� 19"h,rrdKd to the urilhln inllevment sad &cenawleJ`cd ,MI eaetwe4 the same. WITNESS my hand and otflabi Wei C /r Wi311em A. Sheridan. Jr- , lenNeMltnnLlj11011-1pl"".... IIIIpINUI� U= FIGIA'r.d6 (.%'UINDA DALEY ta.ule W Nile Mv.. r•a r.e )7. rotir �N.,INe,el le e.eele,l:I 1111111 U111nNFeapIl111eeW ITIIn lr,� Iw ol(ow wo.M,d well i .aer wteasaallan MAIL TAX STATEMENTS AS DIRECTED ABOVE END OF DOCUMENT w 0 I DEG.-03'96(TUE) 11:54 BECKY TEL:916 893 1853 : 89-46665 ptC,000M AFOUESTU By e.Q UK% w4catma lw to rCARR,McC1.ELLAN,INGERSOLL.-1 ~' THOMPSON a HORN b^" Philip A. Golden, Esq. 69-046665 Rec Fe♦ 5.00 ...� Pose Office CAx 94011-0513' Total 5.00 aw LSurlingamo. Recorded t ewTYn��e.�MTO OfficI&I R000rdo t r- County of ,,,» kutte I ATTORNEY SHOWN Candace J. Grubbs DO voT CNANGB Recorder I Ova L 6 02a■ 22 -Nov -09 1 Gf ewaem rlIu.c ll....i .......... - --- TTust Transfer Deed rrn a>a 111 ms � FUNIS"M IT f 0"To : Y01ry J Grant Deed owsbed *— sttl/p "us" r-""- to ts. Ctur c la Act 63A411 ea -0 I The sldereilllat Grprorle/ geelerelel osbcr pewh7 a( periar7 tMt t11c [allo.ir: telt esb corts�t: THERE IS AO CON5fOERATION FOR THIS TILANSFEIL Dwvmaw* tmaeftr lag o t ---IM- =SIDERATION Q Campkdm(Wil*k dptepmycoovgycLot QCa0pMWofaram volmkwvokwaf igmaodexambra.aesledWaW810m of fak of 118011a- Tt Cob a tDediessaa BMW" Tbara: M Dammea m 03010 Iaa 4- (am Iowa ldd i O t2Aismrpsr 444 ares: 17 Cby da.b lies a Tne Tnater 011M 1W sgdw Reow a#A Tatatiaa Cabe and fwaotar(d ia(11aTe11Acetd.lAt sppitat� saci:ow METrudcr to t —00" Meal: Oas Trekr a. dan4ao asa so tatwfml 11 Mese aitb asam MWkv dtt rr.tMM C Traslfar to a tr4a soberc dt U mr w got Initu" epas+t w tht salt IMWk9 wX Q (.'Hirt of moo k"Re'*w, wwao% Wow ager a tnw w eatltdte (rasa reapraieal atld'(w a tshollr amsd&TW106 M0641 d shift btwadlaa.k� tebne /T� IH 0 oust: GRANTqfiR NIz1. M A. SHMIM, SL WA tZM R• MMUMS Aid a+d ttd 6s b.Wby MAIMS) h k'EUJ 1ff A. 1 and MM R. SM=M as ,Allah Or tAD s�sid id- y must 1s18er trust aggeelMM dated Octet W 8, 1984 A5 TO M1R uwrv=Fp 5/8 IMMM in Md te. agpol I dowNWIl .tar /f0111M6 11• 41110 C511101111 • Ba tee . sga'd CalYaaeial The last half of the Worth 6asi OOfOthe SouthMest quarter of SeCtL*n 2, Ttmaship 22 Worth, Rang APHS 48-1-10 0olary a 64"t ur wl"]LAA A. Sterniwv&n$ .•n. LEONA R. SHERIDAN Gnaw - Trtst(e'tw M Sheridan -+moi. r�r. +►'Ea��` MI n. trw l� (T.a ove r..r eTirid no1/g1 rots Thlt Ch do No. Etasw, Mas w Allwnef VIC No - MAIL TAT STATEPUTS AS DIRECTED ABOVE END OF DOcuMEW P. 004 J , aeltlt (COW Ro of r,.rsn Ocrubp Ivaco w ard~ieps°d Ne1ad MD1K. II7 epptlsb . William �x t>�ii11T U1eaa M ala P prrtW to w w ltr baew of wadttlw7 ovideaw ' r b. dw �erea111e1 �110e1 aa.,.�.��-- •�es.+eM u w n it "at JHt� ..rtYltd i Nnand � 6I 0olary a 64"t ur wl"]LAA A. Sterniwv&n$ .•n. LEONA R. SHERIDAN Gnaw - Trtst(e'tw M Sheridan -+moi. r�r. +►'Ea��` MI n. trw l� (T.a ove r..r eTirid no1/g1 rots Thlt Ch do No. Etasw, Mas w Allwnef VIC No - MAIL TAT STATEPUTS AS DIRECTED ABOVE END OF DOcuMEW P. 004 J , DEG. -03' 96 (TUE) 11 : 55 BECKY TEL: 916 893 1853 P. 00.5 90-5 1960 ? 3ti:,,, ••l , aeeonvoc inawafto of 'f Bidwell Title L F':CCO r Cb - Am um atcof "Wb TO F r.. Wfllian A. Sheridan . Jr. Dated: NOv'FlaIER 13 1990 P.O. Box Sa07 NILLIM4 A. SIERT Chian, CA 9S937 STA7� Of GI_IIjOKN1A j COUNTV OF 90-031960 1 see Fee 7.00 wi On Def,sle : Check 7.00 Inc. the Ilnderel fneJ• a NJU1Y Pbhllc in IMI ft+r said Scale, Recorded I r mmiilly arrcared Wllltwit A_ St1'ri J Official Records I 1ttuRT4s11TATt"amTo County of I �.` !. (� 1•Ibunhe.l to the within Imtrvmcnt std mAnao"grd Butte I won WAIT �_ r■c.utrJ ttlt• vine `� `rf Candace J. Grubbs : 1c17�1 NS my hlnJ Imd.Ifh.Ll Ir11. _ _ , /• _ (•-• �a.unn,,, l,p,.,,,,., u..ule�u;Inp1•p Recorder i .d;. SAME AS ABOVE: 81004■ 4 -pec -00 CD 2 L ' 1 11111 ,If, 1•u 01".41 Wal. 9pACE ABOVE THIS LINE DOR REWROE7M811aE f0A. W f U301 S. MAIL TAX STATEMENTS AS DIACCTEO ABOVE Individual Grant Deed .., 4"1-10 no FORA iURtIISMFP 131 eMwO.L TITLE A OCR01M MWAM1 The undersigned grantor(s) declare(s): Documentary aaasfer ux is S NMI ( ) computed on full value of property conveyed, of ( ) computed on full value less value of liens and encumbrances remaining fit aloe of sale•�d ( xx) Unincorporated area_ ( ) city of FOR A VALUABLE CONSIDERATION, receipt of which is hereby ackno'W"Bcd. W7Ujm A.%WtUM. JR., dealing with his separate p=0pt:sty hereby GRANT(S) to 11ITUJ M A. 90RMW, JR., Trustee under the NAS Im 1R1151• %tGJIODGE10, dated WRYMber 13, 1990 the following described real property m the , Sore of California: County of Butte SEE ATl'A00D BCIMME ' C a POR LEGM DESCRIPTION Dated: NOv'FlaIER 13 1990 NILLIM4 A. SIERT . -JR. STA7� Of GI_IIjOKN1A COUNTV OF 9� On Def,sle Inc. the Ilnderel fneJ• a NJU1Y Pbhllc in IMI ft+r said Scale, r mmiilly arrcared Wllltwit A_ St1'ri J fxrvrnatl� kn„w•n rn Inn 1•r CIn.eJ In Inc .In lar ba,ta n/ fat• nflio,ry,rlJrncr I" Lc Thr rrn••n_nh..W 031110 �.` !. , V,� �Y - 1•Ibunhe.l to the within Imtrvmcnt std mAnao"grd ^` '• WAIT �_ r■c.utrJ ttlt• vine `� `rf IJIII fe". 77. 1791 1 1c17�1 NS my hlnJ Imd.Ifh.Ll Ir11. _ _ , /• _ (•-• �a.unn,,, l,p,.,,,,., u..ule�u;Inp1•p •n l,.no..� / _ ' 1 11111 ,If, 1•u 01".41 Wal. f0A. W f U301 S. MAIL TAX STATEMENTS AS DIACCTEO ABOVE DEC. -03' 96 (TUE) 11:55 BECKY TEL:916 893 1853 P. 006 �•;.. ,,; ;.,.. ,3�:'�,., 9 � - 515 6 0 - � " - r SCHEDULE C Tho land referred to herein is described as follows: All that certain real property situate in the County of Butte, State of California, described as follows: The West half of the North half of the Southvest quarter of ?�;<' '•tf' :- i ' Saction 2, Township 22 North, Range 1 East, N -D -B. & N npo04"1-0-010 1 I. TOM REED P.O. BOX 1258 CHICO, CA 95927 // J^ BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965.3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 6/26/97 Re: B.P.#97-1178,1179,1180, & 1181 A,P.# 048-010-067 With reference to the above subject, attached is: [ x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other Action Required: [ x] Comply with Plan Check List [ ] Resubmit Plans with Revisions As Required [ ] Return All Original Materials and Revised Plans to the Building Department [ ] Other Should you have any questions,, please contact this office at the address or phone number listed above. Sincerely, ' MARTHA WHITNEY - PLAN CHECKER CC: BOB HEATON PERMIT APPLICANT ASSESSOR'PARCEL NO. TOM REED 048-010-067 PERMIT N0.97-1178,1179,1180,& 1181 DATE 6/26/97 The above referenced building plans were reviewed by this office. Provide additional information and/or make appropriate revisions to plans, specifications, and calculations as follows: 1. PROVIDE ELEVATION VIEWS OF ALL STRUCTURES AS.SITUATED ON'PROPERTY. 2. PROVIDE ASSUMED PROPERTY LINES BETWEEN BUILDINGS. SHOW FIREWALLS WHERE REQUIRED. (A&B B&C) 3. ALL OFFICES/RESTROOMS MUST BE PROVIDED WITH MECHANICALLY OPERATED VENTILATION SYSTEM PER SEC 1202.2.1 UBC. SHOW PROVISIONS FOR THIS ON PLANS. 4. PROVIDE THE NUMBER OF MULTI -OUTLET BRANCH CIRCUITS THERE WILL BE IN EACH BUILDING. 5. PROVIDE INFORMATION ON SETBACKS ADJACENT TO SLOPES PER ATTACHED DETAIL. 6. PROVIDE HAZARDOUS MATERIAL FORM FOR EACH BUILDING TO BE SIGNED BY BUILDING OWNER. 7. REAR EXITS TO BUILDING ARE ALSO REQUIRED TO BE HANDICAP ACCESSIBLE. 8. TENANT SPACES WITH MORE THAN 4 PEOPLE EMPLOYED BY BUSINESS WILL REQUIRE ADDITIONAL RESTROOMS. 9. PLAN IS IN LINE-UP FOR STRUCTURAL REVIEW. 10. PER CONVERSATION WITH ARCHITECT AND OWNER BUILDINGS ARE SI OCCUPANCY AND VN CONSTRUCTION WITH AREA SEPARATION WALLS. If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:0Op.m. and 4:00 p.m., Monday through Thursday. MARTHA WHITNEY - PLAN CHECKER tiq a ♦ Off. Each of the following conditions, if applicable to your job site, will require special setbacks and/or design requirements. 1. Excavation and Fills: 1994 Uniform Building Code, Section 3301.1. Slopes for permanent fills shall not be steeper than 1 unit vertical in 2 units horizontal (50% slope). Cut slopes for permanent excavations shall not be steeper than 1 unit vertical in 2 units horizontal (50% slope) unless substantiating data, by a registered engineer, justifies steeper cut slope. Fills to be used to support the foundations of any building or structure shall be placed in accordance with accepted engineering practice. A soil investigation report and a report of satisfactory placement of fill (compaction report), both acceptable to the building official, shall be submitted. 2. Footings on or Adjacent to Natural or Manmade Slopes! 1994 U.B.C., Section 1806.4. The placement of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3% slope) shall be setback according to the sketch below, unless an investigation report from a registered engineer demonstrates code intent is satisfied. FOR SLOPES STEEPER THAN 3 TO 1 Top of slope but neednot exceed 40' Face of Face of - ' footing H structure Toe of H/2 slope but need not exceed 15' The above items are provided to call attention to special construction requirements for sloped building sites. Required setbacks due to sloped site conditions may differ from zoning requirements as stamped (or) noted on plans. If setback problems arise from these requirements, a registered engineer may be able to provide an alternate solution by designing for specific site conditions. Plans and details for alternate solutions (stamped and signed by the engineer) shall be submitted for approval prior to construction. November 1996 427 B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 Thomas Reed/H.R. Van Triest , B. V. FAX: (916) 538-2140 P.O. Box .1258 Chico, CA 95927 rA y Re: Buildings A Through -D Date: 7/15/97 A.P. No. 048-010-067 Permit #97-1178, 97-1179, 97-1180 & 97-1181 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other: Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested. [x] Additional calculations with revisions as necessary. [ ] Return originally submitted materia: Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 PM and 4:00 PM. SincerelyZ � George R. Kellogg Plan Check Engi Robert B. Heaton, Architect 2044 Palm Avenue Chico, CA 95926 SUPPLEMENTAL PLAN CHECK LIST Permit Applicant: Thomas Reed/H.R. Van Triest , B.V. Date: 7/15/97 Permits #97-1178, 97-1179, 97-1180, & 97-1181 Plans for the above referenced project were reviewed by this office. Please provide additional information and/or make revisions to plans, specifications, or calculations as follows: Buildings A, B, C & D: The building fabricator is to show compliance to Section 2202.2 of the 1994 Uniform Building Code by fu ish'ng the ide tification system used to meet compliance. t!�ee, /Y%�7`uQ loii�Ya�s L-2--- Provide structural drawings and calculations for note items 2 and 4 on sheet A, B2 pf the plans by American Building Company. SE -19 KJr-W GBS -C -s AI& St g7#' L- Calculations say foundations design is based on an allowable bearing pressure of 1200 psf and plans state design based on 1000 psf. Please clarify. If 1200 psf is used, verifv. that the site soil is class 4 or better material per Table 18-1-A of the UBC. A.) A Butte County soils map shows this area as having the possibility of highly expansive / soil. Please provide classifications of subgrade soils in the foundation areas. If any are class 5, provide verification of the soil's expansion potential. This could be determined xpa si n Index Tests. Revise si ns to a count f r e ac a di N- ,9-ivs rr/� — ;✓ ,�rr� - " l '� Tis z,✓ L4� Provide special inspection per the attached Special Inspection Policy sheet. The special inspector to be used will have to be approved by the Butte County Buildin Di}'isio p for to the issuanc f the build'ng p rmit. S 2G la ( eG o►� ►;' n i jh S'�'YP�y I -L/h wili�2 ena�e 10y /�/ieo� / .5tn c.co �l 14 L5� Calculations supplied by engineer for the metal building must be s roped and wet si�ed. e -(,Z, e spU su N('#Iti7ns/ ICES A-- Provide details descriBtioq of compone, and connections for lateral bracing on plans. se -e- L7' Supply Standard Erection sheets indicated on sheet ABC -1. Drawings are to be stMSmped and wet signed by te,steel building engineer. / Iola i S . . L-8" Provide the additional items requested in Martha Whitney's plan check letter dated June 26, 1997 and the remaining items requested on the Permit plication Data Sheet. Cj A7 7-41c6� /tel e / X6S f'DvSe- C- SPECIAL INSPECTION POLICY 1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform Building Code, list the type of special inspection required and any special requirements for testing. 2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require special inspection. 3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required prior to issuance of the building permit. 4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements and procedures. 5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor. 6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the qualifications and certification of the special inspector. 7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building. SPECIAL INSPECTION NOTE In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in this building in accordance with the Uniform Building Code Section 1701. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior to the new fain performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special inspection is required for the following items: [ ]Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). [ ]Structural Masonry / / Lp�A High Strength Boltin� S /v [X]Welding 'F�i6t-U.)rV, 1i— k► -j-( . F.r1<�c t -C, t) [ ]Bolts installed in Concrete [ ]Other: June 1996 R, Q v I (L �� a f v 2 S I (LU G k j a& -L- 4.0 LAND OF NATURAL W E A L T H AND BEAUT`( BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 Thomas Reed/H.R. Van Triest , B. V. FAX: (916) 538-2140 P.O. Box 1258 Chico, CA 95927 A y 3�! 3 - 3 v SU Re: Buildings A Through D Date: 7/15/97 A.P. No. 048-010-067 Permit #97-1178, 97-1179, 97-1180& 97-1181 With reference to the above subject, attached is: [x] Plan Check List [ ] Red Marked Calculations [ ] Red Marked Plans [ ] Other: Action Required: [x] Comply with plan check list [x] Resubmit Plans with revisions as requested. [x] Additional calculations with revisions as necessary. [ ] Return originally submitted material Should you have any questions, don't. hesitate to contact me at (916) 538-7541 Monday through Thursday between 1:00 PM and 4:00 PM. Sincerely./.! .r George R. Kellogg Plan Check Engi Robert B. Heaton, Architect 2044 Palm Avenue Chico, CA 95926 I./ SUPPLEMENTAL PLAN CHECK LIST Permit Applicant: Thomas Reed/H.R. Van Triest , B.V. Date: 7/15/97 Permits #97-1178, 97-1179, 97-1180, & 97-1181 Plans for the above referenced project were reviewed by this office. Please provide additional information and/or make revisions to plans, specifications, or calculations as follows: The building fabricator is to show compliance to Section 2202.2 of the 1994 Uniform Building Code by furnishing the identification system used to meet compliance. Provide structural drawings and calculations for note items 2 and 4 on sheet AB2 of 'the plans by American Building Company. Calculations say foundations design is based on an allowable bearing pressure of 1200 psf and plans state design based on 1000 psf. Please clarify. If 1200 psf is used, verify that the site soil is class 4 or better material per Table 18 -I -A of the UBC. �il. Butte County soils map shows this area as having the possibility of highly expansive I , Please provide classifications of subgrade soils in the foundation areas. If any are class 5, provide verification of the soil's expansion potential.. This could be determined by Expansion Index Tests. Revise designs to account for the actual site conditions. Provide special inspection per the attached Special Inspection Policy sheet: The special inspector to be used will have to be approved by the Butte County Building Division prior to the issuance of the building permit. Calculations supplied by engineer for the metal building must be stamped and wet signed. Please supply such calculations. �6 Provide details/description of components and connections for lateral bracing on plans. y7� Supply Standard Erection sheets indicated on sheet ABC -1. Drawings are to be stamped and wet signed by the steel building engineer. Provide the additional items requested in Martha Whitney's plan check letter dated June l�^ 26, 1997 and the remaining items requested on the Permit Application Data Sheet. 0 o�� COMMERCIAL PLAN CHECKING GUIDE (1994) U.B.C. OWNER: BUILDINGP ER: 9 %- // 78 .PLAN CHECKER: Miyi APNUMBER: d -010 - O(p 7 A. GENERAL: Zoning requirements, Planning approval. 2. Valuation. Plans signed by an engineer or architect. Proper description or work on application. r5! Existing violations on property. 6: Items on data sheet (W.C., fees, Health, Impact Fees, License Law, etc.). Improvements or drainage, Land Development approval. B. PLOT PLAN: Complete parcel size and dimensions. .2 Setbacks, sideyards, easements, etc. - Other buildings or structures. - Grading, fills, drainage. - 5 Flood hazard Special conditions on creation map (noise, C.D.F., sprinklers, foundations, etc. 7. F.A.U. & F.A.S. road set back. - - - Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REQUIREMENTS: Building use: Occupancy Group: 15i Type of Construction: Building floor area: DDO OccupantLoad: stj Basic allowable floor area. 9000qTotal-allowable-floorarea- 1 Z,C00 s . i. Basis for increase: 1. Compliance with specific occupancy requirement. x Occupancy separations (Section 302). Area separations (Section 504.6). Firewalls due to location on property (Section 503). Y Maximum height requirements (Section 506). Draft stops (Section 1505). jY Ventilation and special hazards requirements (Section 3). X Automatic fire sprinkler system (Section 904). 9. Fire alarm systems (Section 310.10). Mechanical code requirements (Grease hood w/fire sprinkler system -,,Section 507). 11 ' Environmental Health Review - (a) Restaurant Act, (b) Commercial Pool, © H Occupancies. 12. Smoke detection system. ` C.D.F. or State Fire Marshal plan review. 1 Electrical Code Requirements (Medical - Article 517, Assembly - Article 5-18, etc.). j Physical -Disability Requirements (Title 24). Wholesale Food Manufacturing (Plans to state DHS/FDB). ' ` D. TYPE OF CONSTRUCTION REQUIREMENTS: Roof covering requirements (Section 1503). Parapet walls (Section 709.4). Toilet room floors and walls (Section 807). ' /1!• Guardrails (Section 509). .. February 1996 3.4 j>! Detailed types of construction requirements. 6. Proper roof pitch for roof covering (Section 1507 & 1508). �7 Attic access and ventilation (Section 1505). ( 8Roof drainage (Section 1506). Skylights Section (2409 & 2603). Stages and platforms (Section 405). 11. Interior wall and ceiling finish (Section 801). Fire resistive requirements. Walls, floor, ceiling, penetrations (Section 702). 13. Wall and ceiling covering installation (Section 2500). je Glass, glazing, Human Impact - Safety Glazing (Section 713.9 & 2406). .Y� Foam Plastic (Section 1715). E. STAIRS -EXITS -AND OOCUPANT LOADS: 1. General Exit Requirements (Section 1001.4 & 1006.3). - Number of exits, width and locations (Section 1003). Doors (Section 1004). Corridors and exterior exit balconies (Section 1005). Stairways, rise and run, width, winders, and construction (Section 1006). V Horizontal exit (Section 1008). - Exit and smoke proof enclosures (Section 1009). Exit signs and illuminations (Section 1013). Aisles and seating (Section 1014 & 1015). Exits for occupancy groups (Sections 1016 - 1019). ,l -r - Floor level exit signs (Title 24 & Section 1013). F. MISCELLANEOUS REQUIREMENTS 1. Masonry chimney (Section 3102). 2. Veneer (Section 1403). 3. Special Inspection per U.B.C. Section 1701). a. High Strength Bolting. b. Field Welding. . C. Masonry (full stress). d. Concrete (f c>2500psi). 4. Special Certifications - Mill Certificates. 5. Expansive soil - Special design. 6. Cut/Fill slopes, compaction tests Ladino. 7. Noise requirements (Planning, Appendix Section 1208). 8. Weld electrode, welder certificate. G. ENGINEERING REQUIREMENTS: 1. Complete calculations, correct design criteria. 2. Complete shear transfer details, roof to foundation. 3. Complete structural material specifications. 4. Shear wall anchorage based upon wall shear. 5. Roof diaphragm chord, collector, drag struts. 6. Combined tension and shear @ steel RF anchor bolts. 7. Braced roof and wall bays. H. OTHER: 1. 2. _Proode /5" '- ►at,u l d ►rxc cv�, e 4 s) 3 Akfj February 1996 1- O�Ceto y 4,i zk k.Av- providtA o_(44i V,e': WIT* ' EM He ount BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965.3397 TELEPHONE: (916) 538-7541 TOM REED FAX: (91 6) 538-2140 P.O. BOX 1258 CHICO, CA 95927 6/26/97 Re: B.P.#97-1178,1179,1180, & 1181 A.P.# 048=010-067 With reference to the above subject, attached is: [ x] Plan Check List [) Red Marked Calculations [ ] Red Marked Plans [ ` ] 'Other Action Required: [ Comply with Plan Check List [) Resubmit Plans with Revisions As Required [ ] Return All Original Materials and Revised Plans to the Building Department [ ] Other Should -you have any questions, please contact this office at the address or phone number listed above. Sincerely, MARTHA WHITNEY - PLAN CHECKER CC : BOB__ HEATON �A PERMIT APPLICANT ASSESSOR PARCEL. N0. TOM REED 048-010-067 PER N0. 97-1178,1179,1180,& 1181 DATE 6/26/97 The above referenced building plans were reviewed by this office. Provide additional information and/or 'make appropriate' revisions to plans, specifications, and calculations as follows: -1. PROVIDE E EVATI��NN V WS 0 A L S RUCTURES AS SITUATED ON PROPERTY. - -/ � e- IeW �Y�iea �- A• 2 A A -7-a.1 A, 3 c �4' I D lig PROVIDE ASSUMED PROPERTY LIUS BETWEEN BUILDIN S. �HZW FIREWALLS WHERE REQUIRED. (A&B B&C)' 1 $ '3. ALL• OFFICES/RESTROOMS MUST BE PROVIDED WITH MECHANICALLY OPERATED VENTILATION SYSTEM PE$,SEG 12 2.2.1 U�BCC - SHOW PROVISIONS FOR THIS ON PLANS. .5e� evLr Z4uJ%� yKS -- F[.m=rz Pc 4-,.s `�. PROVIDE THE NUMBER OF MULTI -OUTLET BRANCH CIRCUITS THERE WILL BE IN EACH BUILDING. 0 _J;)a ,A --340 6C�Pq. C /30 1-6. PROVIDE INFORMATION ON SETBACKS ADJACENT TO SLOPES PER ATTACHED DETA L NOTE'- 1,10 OF OF 7tf& SCOTx� S &c 14 T, V'r( ' OT,(1+�MIN. S6TSACt PROVIDE HAZARDOUS MATERIAL FORM FOR EACH BUILDING TO BE SIGNED BY BUILDING = 7,0 / OWNER. ?'o /Toff A*Alvv!/T t -n !by 6u.l 8n- "7. REAR EXITS TO BUILDING ARE ALSO REQUED TO BE HANDICAP ACCESSIBLE. VAAF"=0(2 f'c*r / � sh*_gT nb. 4c• 1 48' TENANT SPACES WITH MORE THAN 4 PEOPLE EMPLOYED BY BUSINESS WILL REQUIRE ADDITIONAL RESTROOMS . 7-H rT 4-(- 1 15 E �✓ IV r0_rU/� (f1Y d t�J�✓97'� PLAN 3S IN LINE-UP FOR STRUCTURAL REVIEW. 8 p/✓� - S erig- �-rrAe.6t t30 L__+G' PER CONVERSATION WITH ARCHITECT AND OWNER BUILDINGS ARE SI OCCUPANCY AND VN .CONSTRUCTION WITH AREA SEPARATION WALLS. —3 cf- � / - /C)O/— If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:OOp.m. and 4:00 p.m., Monday through Thursday. MARTHA WHITNEY -.PLAN CHECKER deedY ��5 Ca�:l -Iv (pec 4 -en � l . —3 cf- � / - /C)O/— If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:OOp.m. and 4:00 p.m., Monday through Thursday. MARTHA WHITNEY -.PLAN CHECKER �r Each of the following conditions, if applicable to your job site, will require special setbacks and/or design requirements. Excavation and Fills: 1994 Uniform Building Code, Section 3301.1. Slopes for permanent fills shall not be steeper than 1 unit vertical in 2 units horizontal (50% slope). Cut slopes for permanent excavations shall not be steeper than 1 unit vertical in 2 units horizontal (50% slope) unless substantiating data, by a registered engineer, justifies steeper cut slope. Fills to be used to support the foundations of any building or structure shall be placed in accordance with accepted engineering practice. A soil investigation report. and a report of satisfactory placement of fill (compaction report), both acceptable to the building official, shall be submitted. 2. Footings on or Adjacent to Natural or Manmade Sloes: p 1994 U.B.C., Section 1806.4. The placement of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3% slope) shall be setback according to the sketch below, unless an investigation report from a registered engineer demonstrates code intent is satisfied. FOR SLOPES STEEPER THAN 3 TO 1 Top of slope, but need not exceed 40' Face of Face of footing H structure Toe of H/2 slope , but need not exceed 15' The above items are provided to call attention to special construction requirements for sloped building sites. Required setbacks due to sloped site conditions may differ from zoning requirements as stamped (or) noted on plans. If setback problems arise from these requirements, a registered, engineer may be able to provide an alternate solution by designing for specific site conditions. Plans and details for alternate solutions (stamped and signed by the engineer) shall be submitted for approval prior to construction. November 1996 427 i 97 -1�7� �r�� COHASSET INDUSTRIAL WAREHOUSES TOM REED & H. R. VanTRIEST, --B. V. COHASSET ROAD, CHICO, CALIFORNIA tOGO �- 5u tc- e2t�A-p n! G- Isolated endpost footing Metal building foundation design rev. -1.o 5/26/97 21:02 Building D Perimeter footing at Endwall Grid 1,5 Width 12.00 inches Overall depth 16.00 inches d 12.00 inches Depth in to soil 12.00 inches Reinforcing and section capacity 1 no. 5 top and bottom As 0.310 in^2 p(actual) 0.0022 p(min) 0.005 Adjushnent for p(actual) 0.75 r mn 1.0.934 ft -kips �Mn 8.200 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary zv ftg 0.244 kips/fl (without cantilevered slab) IV ftg 0.345 kips/ft (including slab) Effective L 12.21.9 feet (To resist uplift) P di 4.21.1. kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall / a Base bearing cap. — 2W ksf Increase for depth 0.000 ksf increase for width 0.000 ksf Bearing capacity _.jou4' ksf(Bearing capacity if footing weight neglected) Bearing capacity ZR515 ksf -?71� (Net bearing capacity if ftg weight included) Design brg cap. p qW ksf •-1 P axial capacity —AA(YJ— kips (Allowable point load without point footing) 6•Zt Applied loads P (axial) P (uplift) Reduction Actual Allowed 3.100 kips < 16.8©5 Ok! 2.800 kips Z 0.70 Per A4BMA Handbook P (uplift) with 1.5 s.f. 2.940 kips < 4.211. Ok! Page 1. Main frame reactions Metal building foundation design iev. to . 5/26/97 21:02 Check uplift at main frames Front sidewall Grid A Rear sideivall Grid B P uplift (actual) (5.00) kips (maxintnnt) P uplift (achtal) (5.00) kips (niaxinnint) Factor of safety read 1.50 Factor of safety reqd 1..50 Red►tction 0.70 Per MBMA Handbook Redaction 0.70 Per MBMA Handbook P uplift (design) (5.25) kips P uplift (design) (5.25) kips P dl 5.28 kips ok! P dl 5.28 kips Check outward lateral thrust at main frames Hairpin. steel required Siduvalls Grid A As win P lateral (DL+LL) 0.40 kips -0.282 in^2 P lateral (Otl►er cases) 3.90 kips -0.081 ill ^2 Footing contribution _64Y5 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 6.90 kips/bay (inaxinnttn) Factor of safety reqd 1.50 P lateral (design) 10.35 kips/bay (maximnnt) Cl►eck resistance to lateral sliding: Lateral bearing of peritneter footings Footing Passive depth (ft.) bearing cap.(kips/ft depth) Total Front sidewall 1..00 P -TL 0 , OS--OAMO kips/f t Rear sideioall 1.00 Q -1T , / O p.F -4- NT kips/f t Frictional resistance Dead load s►unntary wdl Friction Element (kips/ft) coefficieut o Slab 2.63 -023-v 0,K kips/ft Perimeter footings 0.49 -0-25-0 0410 kips/ft Tie footing - ivliere occitri.ng 0.00 0.25 0.00 kips/f Surface resistance (Class 5 soils) —9:90 kips/ft Mi.nfilm-ni bay spacing required to resist lateral sliding 2 feet Actual bay spacing 25.00 feet ok! Page 2 ok! 0 Main frame reactions Metal building foundation design rev. 1.0 Building D Main frame reactions Grid 2 thru 4 Pit Pv Front sidewall 4.800 Grid A Sign. convention —> T Load combination Pit PV DL+LL 0.400 4.900 DL+GVLL (3.900) (5.000) D L+WLR 3.000 1.000 DL+WL Parallel 1.200 (2.000) 0.000 0.000 0.000 0.000 3.900 Check footings at main frames for axial load: Front sidetvall Grid A P axial (ntaxinntm) 4.90 kips Rear sidewall Grid -4 B T Lateral sliding Pit Pv (0.400) 4.800 0.00 (3.000) 1.000 6.90 3.900 (5.000) 6.90 (1.200) (2.000) 0.00 0.000 0.000 0.00 0.000 0.000 0.00 3.900 P axial (allowable) WW kips (Line footiicg only) Line fboiing OK Point footing data 05' Z/ Soil bearing capacity OX716ksf (M4 ftrlt bearing capacity at line footing) Point footing nnist provide an additional s.f. of bearing area Minimten► footing size 0.00 feet. square 5/26/97 21:02 Use 2.67 feet sq. x 1.00 feet deep ok! Uplift: ok! Rear sidewall Grid B P axial (maximtumt) 4.80 kips P axial (allowable) 1r6j kips Point footing data -16 6.2 / Soil bearing capacity 9-W ksf Point footing nrnst provide an additional Mintmn►n footing size Use (Line footing only) Line tooting OK (Ma ck bearing capacity at line footing) s.f. of bearing area 0.00 feet square 2.67 Pei sq. x 1.00 feet deep ok! Uplift: ok! Page 1. 0 OU Isolated endpost footing Metal building foundation design m. to 5/26/97 20:36 Building C Perimeter footing at Endwall Grid 1,12 iNidth 12.00 inches Overall depth 22.00 inches d 18.00 inches Depth into soil 1.8.00 inches Reinforcing and section capacity 2 no. 5 top and bottom As 0.620 in^2 p(actual) 0.0029 p(min) 0.005 Adjustinent for p(actual) 0.75 tMn 32.576 fl -kips �Mn 24.432 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary tv jig 0.31.9 kips/ft (without cantilevered slab) za jig 0.420 kips/ft (Including slab) Effective L 19.1.13 feet (To resist uplift) P Ott 8.021 kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perinnetcr footing at Endwall Base bearing cap. 0 -..20T ksf Increase for depth _0:907 ksf . /0 increase for width 0.000 ksf Bearing capacity _]�00" ksf /, /© (Bearing capacity if footing Weight neglected) Bearing capacity —D.88f ksf , 7$ (Net bearing capacity if ftg weight included) Design brg cap. ",Q81 ksf - P axial capacity b kips (Allowable point load without point footing) /l,Zyb Applied loads Actual Allowed P (axial) 6.200 kips < I L,<vv Ok! P (uplift) 6.800 kips f� Z16 Reduction 0.70 Per MBMA Handbook., P (uplift) with 1.5 s.f. 7.1.40 kips < 8.021. Ok! Page 1. qI Main frame reactions Metal building foundation design Te,,. to 5/26/97 20:36 Check uplift at main frames Front sidemail Grid A Rear sidewall Grid D P uplift (actual) (8.70) kips (ntttrimum) P uplift, (acetal) . (8.70) kips (maximum) Factor of safety reqd 1.50 6 Factor of safety rend 1.50 0.00 Rednclion 0.70 Per MBMA Handbook Redndion 0.70 Per MBMA Handbook P uplift (design) (9.1.4) kips P uplift. (design) (9.14) kips P dl 9.1.6 kips ok! P dl 9.1.6 kips ok! Check outward lateral thrust ai main frames Hairpin steel required Sidewalls Grid A As min P iateral (DL+LL) 7.90 kips ,11V --O-tll- i.n^2 P lateral (Otl►er cases) 9.70 kips l� 3 �803� i.n^2 Footing contrib►ttion --IOr73 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 9.60 kips/bay (maximmnt) Factor of safety rend 1.50 P lateral (design) 14.40 kips/bay (maxitt►►rnt) Check resistance to lateral sliding: Lateral bearing of perimeter footings Footing Passive tit) Total Front sidemall 1..50 --04r, to 417 DAaEr kips/ft Rear sidewall 1.50 . t o -0 .fib kips/f t Frictional resistance Dead load summary wdl Friction Elentent (kips/ft) coefficient p Slab 2.63 .-0:65- kips/ft Perinteter footings 0.64 6 _,OA. kips/ft Tie fooling - where ocatring 0.00 0.25 0.00 kips/f t Surface resistance (Class 5 soils) —DAO— kips/ft -1-7b /,43 Mininnt.n►. bay spacing required to resist lateral sliding 4a16— feet. Actual bay spacing 25.00 feet ok! Page 2 Main frame reactions Metal building foundation design rev.1.0 Building C Main frame reactions Grid 2 thru 11 Pit Pv (7.900) Front sidewalI 0.00 0.100 Grid A Sign convention ($.700) -) T Load combination 3.00 Pit Pv DL+LL 0.000 7.900 12.900 DL+WLL (9.700) (8.700) DL+WLR (0.100) (5.500) DL+WL Parallel (3.500) (8.100) DL+WL Parallel (0.500) (6.100) 0.000 0.000 9.700 Check footings at main frames for axial load: Front sidewall Grid A P axial (niaxininiii) 1.2.90 kips Rear sidentall Grid -+ D T Lateral sliding Pit Pv (7.900) 12.800 0.00 0.100 (5.500) 9.60 9.700 ($.700) 9.60 0.500 (6.100) 3.00 3.500 (8.1.00) 3.00 0.000 0.000 0.00 9.700 P axial (allowable) U-75� kips (Line fooling only) Point footing required! Point footing data A?,.r 79 Soil bearing capacity JXB9- ksf (Match bearing capacity at line footing) Point. foolitig nntst provide nn additional 7,f2 -1-M- s.f. of bearing area Mininin Pit footing size Z.Oy X75 feet square 5/26/97 20:36 Use 2.25 feet sq. x 1.50 feet deep ok! - ---- Uplift: ok! Rear sidewall Grid D P axial (tnaxi.nnnun) 12.80 kips P axial (allowable) _A -n- kips Point footing data /f�z-r7r6 Soil bearing capacity _Q ksf Point fooling n►nst provide an additional Mininnini fooling size (Line footing only) Point footing required! (Match bearing capacity at line footing) .1r2d sf of bearing area Z.07 -1-16 feet square Use 2.25- feel sq. x 1.50 feet deep ok! Uplift: ok! Page 1 Isolated endpost footing Metal building foundation design rev.l.o 5/26/9719:37 Building B Perimeter footing at Endwall Grid 1,7 Width 12.00 inches increase for depth Overall depth 22.00 inches d 1.8.00 inches Depth into soil 18.00 inches ksf(Bearing capacity if footing weight neglected) Reinforcing and section capacity ksf •761 (Net bearing capacity if ftg weight included) Design brg cap. 2 rto. 5 top and bottom As 0.620 in^2 p(actual) 0.0029 p(min) 0.005 Adjustnnent for p(actual) 0.75 �Mn 32.576 ft -kips +Mn 24.432 f3 -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary zv 11g 0.319 kips/j! (without cantilevered slab) zv f►g 0.420 kips/jl (including slab) Effective L 19.1.1.3 feet (To resist uplift) P di 8.021. kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. -f-�no ksf 1,0 increase for depth X18@0- ksf . 10 increase for width 0.000 ksf Bearing capacity Ii1811W ksf(Bearing capacity if footing weight neglected) Bearing capacity 0' .88'1 ksf •761 (Net bearing capacity if ftg weight included) Design brg cap. 0J381 ksf ,161 P axial capacity kips (Allowable point load without point footing) //-7, Applied loads P (axial) P (uplift) Reduction Actual Allowed 5.900 kips < 11.746 Ok! 6.400 kips 0.70 Per MBMA Handbook P (uplift) with 1.5 s.f. 6.720 kips < 8.021. Ok! Page 1 Main frame reactions Metal building foundation design rev. 1.o Check uplift at main frames Front sidewall Grid A Rear sidemall Grid P uplift (actual) (8.20) kips (ntaxinnint) P uplift (actual) (8.20) Factor of safety reqd 1.50 Factor of safety reqd 1.50 Redtiction 0.70 Per MBMA Handbooh Redaction 0.70 5/26/9719:18 D kips (maximinn) Per MBMA Handbook P uplift (design) (8.61.) kips P uplift (design) (8.61) kips P dl 8.92 kips ok! P dl 8.92 kips Check outward lateral thrust at main frames Hairpin steel rewired Sideivalls Grid A As min P lateral (DL+LL) 7.30 kips -0.172 iu.^2 P lateral (Other cases) 9.10 kips -0.061 in.^2 Footing contribution 1.0:93- kips (Resistance to lateral sliding provided by footings) ,5-,6-_? k Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 9.10 kips/bay (maxinwnr) Factor of safety reqd 1.50 P lateral (design) 13.65 kips/bay (maxinnini) Check resistance to lateral sliding: Lateral bearing of perinreter footings Fooling Passive depth (ft.) bearing cap.(kips/ft depth) Total Front sidetnall 1.50 -0-IT , /O 4/7 Da33 kips/f t Rear sidelall 1.50 D,1-2 , t 0 .1t3 -@935 kips/ft Frictional resistance Dead load sitimnary 7101 Friction Element --- --- (kips/fl) --- coefcient Slab 2.63 0.25 ---kips/./i t Periu►eter foot 0.64- 0.25 � kips/ft Tie fooling _zlhere occuring 0.00 0.25 ' 0.00 kips/ft _ Sin fact. resistance (Class 5 soils) _J .W kips/ft 73T /63 Mini►num bay spacing required to resist lateral sliding -4157 feet Actual bay spacing 25.00 feet ok! Page 2 ok! 3D til Main frame reactions Metal building_foundation design rm.i.o Building B Main frame reactions Grid 2 thra 6 12.100 Front sidewall 0.000 Grid A Ciort �nrtnnr!tirn! I � �' Load rcrrr"ir:.^.ticn Ph Pz, DL -,-LL 7.300 12.100 DL+WIL (9.000) (8.200) DL+WLR 0.000 (5.200) 0.000 0.000 0.000 0.000 0.000 0.000 9.000 Check footings at main frames for axial load: Front sidewall Grid A P axial (ninximunl) 12.1.0 kips Rear sidewall Grid D —a T Ph PZ? I II t ntornt Sildilrg (7.300) 12.100 0.00 0.000 (5.200) 9.00 9.100 (8.200) 9.1.0 0.000 0.000 0.00 0.000 0.000 0.00 0.000 0.000 0.00 9.100 P axial (allowable) 44-.75" kips (Linefooling only) Point footing required! Point footing data // 7j- ,-7'6 Soil bearing capacity -0,W ksf (Match bearing capacity at line footing) Point footing must provide ait additional /a 9-9:$8 s.f. of bearing area Miitil11n111 footing size -141, feet square 466 5/26/971.9:18 Use 2.00 feet sq. x 1.50 feet deep ok! Uplift: ok! Rear sidewall Grid D P axial (nraxintunt) 12.10 kips P axial (allowable) _A4-75 kips Point footing data �� g Soil bearing capacity W ksf Point footing ninst provide an additional Minilnurn footing size (Line footing only) Point footing required! (Match bearing capacity at line footing) 8� e9s.f. of bearing area /,6`131 fleet square Use 2.00 " feet sq.'x 1.50 feet deep ok! Uplift: ok! Page 1. IS Isolated endpost footing Metal building foundation design r,,.i.o 5/26/9720:49 Building A Perimeter footing at Endwall Grid 1,17 Width 12.00 inches Overall depth 18.00 inches d 14.00 inches Depth into soil 1.4.00 inches Reinforcing and section capacity 2 no. 5 top and bottom As 0.620 in^2 p(actual) 0.0037 p(min) 0.005 Adjustment for p(actual) 0.75 �Mn 25.136 ft -kips �Mn 1.8.852 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load sunnnary zv Jtg 0.269 kips/ft (without cantilevered slab) w jtg 0.370 kips/fl (Including slab) Effective L 1.7.889 feet (To resist uplift) P dt 6.61.2 kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. X288' ksf a Increase for depth 0.886— ksf Increase for width 0.000 ksf Bearing capacity x-286- ksf /.03.E (Bearing capacity if footing weight neglected) Bearing capacity 9-9S}- ksf ,7(f (Net bearing capacity if flg weight included) Design brg cap. , 76,f - -0-934- ksf P axial capacity 19,318' kips (Allowable point load without point footing) 9,s7Y Applied loads Actual Allowed P (axial) 5.600 kips < 10.318 Ok! P (uplift) 6.100 kips Reduction 0.70 Per MBMA Handbook - P (uplift) with 1.5 s.f. 6.405 kips < 6.612 Ok! Page 1. Main frame reactions Metal building foundation design reg. 1.0 5/26/97 20:54 Check uplift at rtiairi frames Front sidewall Grid A Rear sideiaall Grid D P uplift (actnal) (7.50) kips (maxi►nun►) P uplift (actual) (7.50) kips (n►aximun►) Factor of safely regri 1.50 Factor of safety regd 1.50 Reduction 0.70 Per MBMA Handbook Reduction 0.70 Per MBMA Handbook I- upnjt (design) (7.88) kips P uplift. (design) (7.88) kips P dl 8.1.8 kips ok! P dl 8.18 kips Check outward lateral thrust at main frames Hairpin steel required Sidewalls Grid A As min P lateral (DL+LL) 6.50 kips -0.047 int^2 P lateral (Other cases) 8.10 kips 0.025 ill ^2 Footing contribution 9-.44" kips (Resistance to lateral sliding provided by footings) 3. vo Check lateral sliding at typical frame bay Grid 2 thni 6 P lateral 8.60 kips/bay (maxinnu.nn) Factor of safety regd 1.50 P lateral (design) 12.90 kips/bay (rnaximunr) Check resistance to lateral sliding: Lateral bearing of peri►neter footings Footing Passive depth (ft.) bearing cap.(kips/fl depth) Total Front sidetrall 1.17 O Gn kips/fI Rear sidewall 1.1.7 r o , 40 DMZ kips/f l Frictional resistance Dead load sumn►ary zodl Friction Element (kips/fl) coefficient o Slab 2.63 0.25 ,0:60 kips/ft Perin►eter footings 0.54- 0.25 -0-13 kips/fl Tie footing - where occuring 0.00 0.25 0.00 kips/fl Surfnce resistance (Class 5 soils) -)-.W kips/ft Mininnnn bay spacing required to resist lateral sliding -135L' feet Actual bay spacing 25.00 feet ok! Page 2 ok! iq B Main frame reactions Metal building foundation design reg. 1.o Building A Main frame reactions Grid 2 thru 16 Ph Pv (6.500) Front sidewall 0.00 (0.500) Grid A Sign convention (7.500) 8.60 T Load co;nbinat.ion 3.00 A Pv . DL+LL 0.000 6.500 11.600 DL+WLL (8.100) (7.500) DL+WLR 0.500 (4.600) DL+WL Parallel (2.800) (7.000) DL+WL Parallel 0.200 (5.100) 0.000 0.000 8.1.00 Check footings at main frames for axial load: Front sidewall Grid A P axial (111axi►IIidll) 11.60 kips Rear sidewall Grid -4 . D T Lateral sliding Ph Pv (6.500) 11.600 0.00 (0.500) (4.600) 8.60 8.100 (7.500) 8.60 (0.200) (5.100) 3.00 2.800 (7.000) 3.00 0.000 0.000 0.00 8.1.00 P axial (allowable) 10`32 kips (Line footing only) Point footing required! 5/26/97 20:54 Point footing data s7 -76 Soil bearing capacity 9,93 ksf (Matcli bearing capacity at line footing) Point footing ninst provide an additional 1..38 sf of bearing area Miiiinutin footing size J. 78' feet square 21 Z0 Use 3.00 feet sq. x 1.16 feet deep ok! Uplift: ok! Rear sidewall Grid D P axial (rnaxinninr) 11.60 kips P axial (allowable) 1A'Jf kips (Linefooting only) Point footing required! Point footing data 9.S7 16 Soil bearing capacity 0.95" ksf (Match bearing capacity at line footing) Point footing ninst provide an additional 'I -W s. -f. of bearing area Mininiurn footing size J,7K feet square 1-7o Use 3.00 ,feet sq. x 1.16 feet deep ok! Uplift: ok! Page 1. Soil data Allowable bearing capacities at perimeter line footings Perimeter footing at Front sidewall Increase for depth 0.000 ksf Increase for Width 0.000 ksf Bearing capacity. 1.200 ksf Bearing capacity 0.869 ksf P axial capacity kips If, '),y Perimeter footing at Rear sidewall hirrease for depth 0.000 ksf increase for width 0.000 ksf Bearing capacity 1.200 ksf Bearing capacity 0.869 ksf P axial capacity JA -M kips v-ly (Bearing capacity if fOOting Weight neglected) (Net bearing capacity) (Allowable pond load without point footing) (Bearing capacity if footing weight neglected) (Net bearing capacity) (Allowable point load without poi.iit footing) Page 1. Soil data Metal building foundation design rev. 1.0 Soil classification 6 User defined 5/26/9719:15 Input data for user defined classification ', 0 Allowable bearing pressure — -2W0 ksf Max. allowable pressure - —1-.200 ksf increase for depth 0.000 ksf/fl depth increase for width 0.000 ksf/f .. width Friction coeficient Lateral bearing (passive) I per' ksf/f1. of depth below grade Increase for wind/seistnic 1.330 Soil data from 1994 UBC Allowable bearing pressure 1 —L200— ksf Max. allowable pressure 3.P 1-206 ksf in crease for deptit 2-0JQ� ksf/f1 depth Increase for width 0.000 ksf/fi. width Friction coefficient Lateral bearing (passive) 0 9,129' ksf/ft. of depth below grade Increase for wind/seismic 1.330 Resistance 1.000"' ksf .13 0 inch.ide footing Weight wlien calculating soil pressure ? yes Page 1. C', 7 08 1170 / STRUCTURAL CALC U L--- AT..I0'N S. - 61AM60V hoop b9imalm dOHMM-1 Iii U NIAL WMEHOUNS tom "rte V. -. AR It B. 0. 19 cls Q. N 3-3V q� CA ROBERT B. HEATON Architect 2044 Palm Avenue Chico, California 95926 (916) 143-903R gThUCTUMAL CALtULAT"HoNg 6-AN60V N660 MOON COHASSET INDUSTRIAL WANtHOUSES Tom "ren A "; K vifif"Wal, B.; V.- dONAM& h6W. dHld0j_.O.,A0POfiNlA TAIALP. OP GOIVTEI\IT'8 Pave Destrloflod PAp_e Nudiber(§ Hat Section Design 2 - 9 Typical Canopy Truss tO - 16 Hip Truss Design 17 - 24 de's►yp, hat sec,+i'o-J Gs. pv'rlfkij I I - GSSVk,je 5 i -o" o_C. sPC,_c.,Ky 4,4m SS --j 5 T W I , 02o � I • -Co J �� S/2 �, o ZY,� = O (o O k/ Vl o • d , ck4a x exlt owa lle lor- 4 I OYZ/ o z y — /,7T '•�.� � I •{ i PC ! Gd CAf SOLt rov Sex.. I I { 3 CFS Version 2.10 SECTION: RAT1 Rev. Date 05-26-1997 Rev. Time 23:16:45 n Section Input Yield (Fy) 33.000 One Inch = 1 1.0000 Modulus (E) 29500.000 Cw Override 0.0000 Unit Weight 3.4000 J Override 0.0000 Part 1 Thickness 0.0300 22 Gage R Y Length Angle Radius Web k CG Placement 0.000 0.000 0.375 270.000 0.0625 No 0.00 from Lower -Left 1.469 0.734 0.672 0.000 0.0625 No 0.00 from Upper -Right -1.470 -0.766 1.500 90.000 0.0625 Sgl 0.00 1.655 0.000 0.0625 No 0.00 1.500 270.000 0.0625 Sgl 0.00 0.672 0.000 0.0625 No 0.00 0.375 90.000 0.0625 No 0.00 CFS Version 2.10 Analysis Input Section Start End RAT1 0.000 60.000 Loading 1 Multiplier 0.001 Dir Magnitude Start End Y 3.500 0.000 60.000 ANALYSIS: CFS1 Rev. Date 05-26-1997 Rev. Time 23:20:13 Support Location Width . R XYT 0.000 1.0000 0.20 %YT 60.000 1.0000 0.20 Axial/Bending Check at 30.000 Rx = 0.200 Ry = 0.200 Rt = 0.200 Lx = 60.000 Ly = 60.000 Lt = 60.000 Cbx= 1.000 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Section RAT1 05-26-1997 23:16:45 Loads: P Mx Vy My Vx Total 0.0000 1.5750 0.0000 0.0000 0.0000 Applied 0.0000 1.5750 0.0000 0.0000 0.0000 Allowed 2.9220 1.5853 1.0415 2.1160 0.0000 Ae = 0.19108 Ixe = 0.06655 Iye = 0.15856 Sxe(t)= 0,08692 Sye(1)= 0.10790 Sxe(b)= 0.09062 Sye(r)= 0.10790 AISI Interaction Equations C5-1 (P,Mx,My) 0.000 + 0.993 + 0.000 = 0.993 C5-2 (P,Mx,My) 0.000 + 0.993 + 0.000 = 0.993 C3.3-1 (Mx,Vy) 0.986 + 0.000 = 0.986 C3.3-1 (My,Vx) 0.000 +*imi=++mi Web -Crippling Check at 0.000, Right Side Bearing Width = 1.000 Section HATI 05-26-1997 23:16:45 Part Elem Equation Pa Pay Mi ' 1 3 C3.4-1 0.16536 0.16536 1 5 C3.4-1 6.16536 0.16536 Section Capacity 0.33072 1.58626 Section Load 0.10500 0.00002 AISI Interaction Equations C3.5-1 0.381 + 0.000 = 0.381 <=1.5 C3.5-2 0.349 + 0.000 = 0.349 <=1.5 Y Direction Minima/Maxima Location Shear(1) Shear(r) Reaction 0.000 0.00000 0.10500 0.10500 60.000 -0.10500 0.00000 0.10500 S ��., le Sp 2,, CFS Version 2.10 ANALYSIS: CFS1 Rev. Date 05-26-1997 Rev. Time 23:29:54 Section Start End Rev. Date Rev.Time RAT1 0.000 120.000 05-26-1997 23:16:45 Y Direction Minima/Maxima Location Shear(1) Shear(r) Reaction 0.000 0.00000 0.07875 0.07875 60.000 -0.13125 0.13125 0.26250 120.000 -0.07875 0.00000 0.07875 Location Moment Location Defl. 22.500 0.88594 25.292 0.12514 60.000 -1.57500 60.000 0.00000 97.500 0.88594 94.708 0.12514 Ck a. S S ✓ ..,., /" 9 C. o N y,, vim. -til 3 p v-, 7'-f CFS Version 2.10 ANALYSIS: CFS1 Rev. Date 05-26-1997 Rev. Time 23:24:54 Section Start End Rev. Date Rev.Time rn e m 64-% c o I -T, Dv -t. 3 BAT! 0.000 120.000 05-26-1997 23:16:45 S vP p c,- tJ Axial/Bending Check at 22.500 Rx = 0.200 Ry = 0.200 Rt = 0.200 Lx = 60.000 Ly = 60.000 Lt = 60.000 Cbx= 1.750 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Section BAT1 05-26-1997 23:16:45 Loads: P Mx Vy My Vx Total 0.0000 0.8859 -0.0000 0.0000 0.0000 Applied 0.0000 0.8859 -0.0000 0.0000 0.0000 Allowed 2.9220 1.5857 1.0415 2.1160 0.0000 Ae = 0.19108 Ixe = 0.06655 Iye = 0.15856 Sxe(t)= 0.08692 Sye(1)= 0.10790 Sxe(b)= 0.09062 Sye(r)= 0.10790 AISI Interaction Equations C5-1 (P,Mx,My) 0.000 + 0.559 + 0.000 = 0.559 C5-2 (P,Mx,My) 0.000 + 0.559 + 0.000 = 0.559 C3.3-1 (Mx,Vy) 0.312 + 0.000 = 0.312 C3.3-1 (My,Vx) 0.000 +*x**** _+* Axial/Bending Check at 60.000, Left Side Rx = 0.200 Ry = 0.200 Rt = 0.200 Lx = 60.000 Ly = 60.000 Lt = 60.000 Cbx= 1.750 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Section BAT1 05-26-1997 23:16:45 Loads: P Mx Vy My Vx Total 0.0000 -1.5750 -0.1312 0.0000 0.0000 Applied 0.0000 -1.5750 -0.1312 0.0000 0.0000 Allowed 2.9220 1.7211 1.0415 2.1160 0.0000 Ae = 0.19108 Ixe = 0.06655 Iye = 0.15856 Sxe(t)= 0.08692 Sye(1)= 0.10790 Sxe(b)= 0.09062 Sye(r)= 0:10790 AISI Interaction Equations C5-1 (P,Ma,My) 0.000 + 0.915 + 0.000 = 0.915 C5-2 (P,Mx,My) 0.000 + 0.915 + 0.000 = 0.915 C3.3-1 (Mx;Vy) 0.837 + 0.016 = 0.853 C3.3-1 (My,Vx) 0.000 ++*+*i* =****** CFS Version 2.10 ANALYSIS: CFS1 Rev. Date 05-26-1997 Rev. Time 23:24:54 Section Start End Rev. Date Rev.Time HAT1 0.000 120.000 05-26-1997 23:105 Axial/Banding Check at 60.000, Right Side Rx = 0.200 Ry = 0.200 Rt = 0.200 Lx = 60.000 Ly = 60.000 Lt = 60.000 Cbx= 1.750 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Section HAT1 05-26-1997 23:16:45 Loads: P Mx Vy My . Vx Total 0.0000 -1:5150 0.1312 0.0000 0.0000 Applied 0.0000 -1.5750 0.1312 0.0000 0.0000 Allowed 2.9220 1.7211 1.0415 2.1160 0.0000 Ae = 0.19108 Ixe = 0.06655 Iye = 0.15856 Sxe(t)= 0.08692 Sye(1)= 0.10790 Sxe(b)= 0.09062 Sye(r)= 0.10790 AISI Interaction Equations C5-1 (P,Mx,My) 0.000 + 0.915 + 0.000 = 0.915 C5-2 (P,Mx,My) 0.000 + 0.915 + 0.000 = 0.915 C3.3-1 (Mx,Vy) 0.837 + 0.016 = 0.853 C3.3-1 (My,Vx) 0.000 +iii+*+=iiki+i Axial/Bending Check at 97.500 Rx = 0.200 Ry = 0.200 Rt = 0.200 Lx = 60.000 Ly = 60.000 Lt = 60.000 Cbx= 1.750 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Section HAT1 05-26-1997 23:16:45 Loads: P Mx Vy My Vx Total 0.0000 0.8859 0.0000 0.0000 0.0000 Applied 0.0000 0.8859 0.0000 0.0000 0.0000 Allowed 2.9220 1.5857 1.0415 2.1160 0.0000 Ae = 0.19108 Ixe = 0.06655 Iye = 0.15856 Sxe(t)= 0.0869.2 Sye(1)= 0.10790 Sxe(b)= 0.09062 Sye(r)= 0.10790 AISI Interaction Equations C5-1 (P,Mx,My) 0.000 + 0.559 + 0.000 : 0.559 C5-2 (P,Mx,My) 0.000 + 0.559 + 0.000 = 0.559 C3.3-1 (Mx;Vy) 0.312 + 0.000 = 0.312 C3.3-1 (My,Vx) 0.000 ++*+i+* =i*i*** CFS Version 2.10 ANALYSIS: CFS1 Rev. Date 05-26-1997 Rev. Time 23:24:54 Section Start End Rev. Date Rev.Time BAT1 0.000 120.000 05-26-1997 23:16:45 Web -Crippling Check at 60.000 Bearing Width = 1.000 Section RAT1 05-26-1991 23:16:45 Part Elem Equation Pa Pay Mx 1 3 C3.4-4 0.28382 0.28382 1 5 C3.4-4 0.28382 0.28382 Section Capacity 0.56763 1.72109 Section Load 0.26250 -1.57500 AISI Interaction Equations C3.5-1 0.555 + 0.915 = 1.470 <=1.5 C3.5-2 0.509 + 0.915 = 1.424 <=1.5 6 �- Cr 1989 AISI Amendment Section E4 screw connections No. 12 No. 10 No. 8 No. 6 Gauge -----------------=------------------------------------------------------------------------ Shear Pullout Shear Pullout Shear Pullout Shear Pullout ------------------------------------------------------------------------------------------ 25 --- --- --- --- 66 39 60 33 22 --- --- 131 69 121 59 111 50 20 188 95 177 84 164 72 151 61 18 280 124 263 169 244 94 224 79 16 394 156 370 137 344 118 --- --- 14 557 196 523 173 --- --- --- --- I 1 i . , , t k Ik k !o iii _��� �o �� �i:f l � % `Z) �::� �f �� �,_� �a�� �L) ��� ����� ,� -p'Ililll� ,f RISA -JD (R) Version l.ld AES Job 20 Constitution Drive; 11 Page: 1 Chico, CA 95926 Date: 5/26/97 Reactions, LC 1 : DL+LL Joint +----------- forces -----------+ +----------- Moments ----------4 No. X Y Z Ma My Mz ----------- K ---------- R---------- K ----------- R -ft ------- R -ft ------- K -ft ----- 1 0.89 0.39 NC NC NC NC 2 -0.89 0.52 NC NC NC NC Totals: 0.00 0.92 0.00 -0.56 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 2.611, 2.116, 0.000 Reactions, LC 3 : DL+WL Joint +----------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Ma My Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 -0.46 -0.39 NC NC NC NC 2 0.46 -0.22 NC NC NC NC Totals: 0.00 -0.56 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 2.320, 1.102, 0.000 fL RISA -3D (R) Version 2.1d AES Job 20 Constitution Drive, #1 Page: 1 Chico, CA 95926 Date: 1/14/91 13 Member SectioA Forces, LC 1 : DULL Member Joints Shear Shear Moment Moment I- J Sec Axial p -y i -a Torque y -y z -z ---------------------- K -------- K -------- K ------- R -ft ------ K -ft ------- K -ft --- 1 2- 5 1 -0.92 0.38 0.00 0.00 0.00 0.00 2 -0.91 0.32 0.00 0.00 0.00 -0.15 3 -0.90 0.25 0.00 0.00 0.00 -0.21 4 -0.89 0.19 0.00 0.00 0.00 -0.36 5 -0.88 0.13 0.00 0.00 0.00 -0.43 ---------------------------------------------------------------------------- 2 1- 1 1 0.00 0.05 0.00 0.00 0.00 0.00 2 0.00 0.04 0.00 0.00 0.00 -0.02 3 0.00 0.03 0.00 0.00 0.00 -0.04 4 0.00 0.03 0.00 0.00 0.00 -0.05 5 0.00 0.02 0.00 0.00 0.00 -0.06 ---------------------------------------------------------------------------- 3 1- 3 1 0.91 0.00 0.00 0.00 0.00 0.00 2 0.91 0.00 0.60 0.00 0.00 0.00 3 0.91 0.00 0.00 0.00 0.00 0.00 4 0.91 0.00 0.00 6.00 0.00 0.00 5 0.91 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 4 4- 3 1 -0.05 0.00 0.00 0.00 0.00 0.00 2 -0.05 0.00. 0.00 0.00 0.00 0.00 3 -0.05 0.00 0.00 0.00 0.00 0.00 4 -0.05 0.06 0.00 0.00 0.00 0.00 ----------------------------------------------------------------7----------- 5 -0.05 0.00 0.06 . 0.00 0.00 0.00 5 5- 6 1 -6.88 6.13 0.00 0.00 0.00 -0.43 2 -0.81 0.06 0.00 0.00 0.00 -0.41 3 -0.86 0.00 0.00 0.00 0.00 -0.48 4 -0.85 -0.06 ' 0.00 0.00 0.00 -0.41 5 -0.84 -0.13 0.00 0.00 0.00 -0.43 ---------------------------------------------------------------------------- 6 6- 3 1 -0.84 -0.13 0.00 0.00 0.00 -0.43 2 -0.82 -0.19 0.00 0.00 0.00 -0.36 3 -0.81 -0.25 0.00 0.00 0.00 -0.21 4 -0.80 -0.32 0.00 0.0 0.00 -0.15 ---------------------------------------------------------------------------- 5 -0.19 -0.38 0.00 0.00 0.00 0.00 1 . 1- 8 1 0.00 0.02 0.00 0.00 0.00 -0.06 2 0.00 0.01 0.00 0.00 0.00 -0.06 3 0.00 6.00 6.60 0.06 6.00 -6.66 4 6.00 -0.01 6.00 0.00 0.06 -0.06 ---------------------------------------------------------------------------- 5 0.00 -6.62 0.00 6.00 0.00 -0.06 8 8- 4 1 0.00 -6.02 0.60 0.00 0.00 -0.06 2 0.00 -0.03 0.00 0.00 0.00 -0.05 3 0.00 -0.03 0.00 0.00 0.00 -0.04 4 0.00 -0.04 0.00 0.00 0.00 -0.02 13 RISA -3D (R) Version 2.1d AES 20 Constitution Drive, 11 Chico, CA 95926 Job : Page: 2 Date: 7/14/97 Member Section Forces, LC 1 : DULL Member Joints Shear Shear Moment Moment I- J Sec Aaial y -p z -z Torque y -y i -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 0.00 -0.05 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- H RISA -3D (R) Version 2.1d AES Job 20 Constitution Drive, #1 Page: 3 Chico, CA 95926 Date: 7/14/97 Member Section Forces, LC 3 : DL+WL Member Joints Shear Shear Moment Moment I- J Sec Axial y -p z -z Torque Y -y z -z ---------------------- R -------- R -------- R ------- R -ft ------ R -ft ------- R -ft --- 1 2- 5 1 0.49 -0.14 0.00 0.00 0.00 0.00 2 0.49 -0.12 0.00 0.00 0.00 0.06 3 0.48 -0.10 0.00 0.00 0.00 0.10 4 0.48 -0.07 0.00 0.00 0.00 0.14 5 0.48 -0.05 0.00 0.00 0.00 0.16 -------------------------------------------------------------------7-------- 2 1- 7 1 0.00 -0.16 0.00 0.00 0.00 0.00 2 0.00 -0.13 0.00 0.00 0.00 0.06 3 0.00 -0.11 0.00 0.00 0.00 0.11 4 0.00 -0.08 0.00 0.00 0.00 0.15 5 0.00 -0.05 0.00 0.00 0.00 0.18 ---------------------------------------------------------------------------- 3 1- 3 1 -0.50 0.00 0.00 0.00 0.00 0.00 2 -0.50 0.00 0.00 0.00 0.00 0.00 3 -0.50 0.00 0.00 0.00 0.00 0.00 4 -0.50 0.00 0.00 0.00 0.00 0.00 5 -0.50 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 4 4- 3 1 0.16 0.00 0.00 0.00 0.00 0.00 2 0.16 0.00, 0.00 0.00 0.00 0.00 3 0.16 0.00 0.00 0.00 0.00 0.00 4 0.16 0.00 0.00 0.00 0.00 0.00 5 0.16 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 5- 6 1 0.48 -0.05 0.00 0.00 0.00 0.16 2 0.47 -0.02 0.00 0.00 0.00 0.18 3 0.47 0.00 0.00 0.00 0.00 0.18 4 0.46 0.02 0.00 0.00 0.00 0.18 5 0.46 0.05 0.00 0.00 0.00 0.16 ---------------------------------------------------------------------------- 6 6- 3 1 0.46 0.05 0.00 0.00 0.00 0.16 2 0.46 0'.07 0.00 0.00 0.00 0.14 3 0.45 0.10 0.00 0.00 0.00 0.10 4 . 0.45 0.12 0.00 0.0 0.00 0.06 ---------------------------------------------------------------------------- 5 0.44 0.14 0.00 0.00 0.00 0.00 7 7- 8 1 0.00 -0.05 0.00 0.00 0.00 0.18 2 0.00 -0.03 0.00 0.00 0.00 0.19 3 0.00 0.00 0.00 0.00 0.00 0.20 4 0.00 0.03 0.00 0.00 0.00 0.19 5 0.00 0.05 0.00 0.00 0.00 0.18 ---------------------------------------------------------------------------- 8 8- 4 1 0.00 0.05 0.00 0.00 0.00 0.18 2 0.00 0.08 0.00 0.00 0.00 0.15 3 0.00 0.11 0.00 0.00 0.00 0.11 4 0.00 0.13 0.00 0.00 0.00 0.06 AES 20 Constitution Drive, Chico, CA 95926 RISA -3D (R) Version 2.1d !1 Job : Page: 4 Date: 7/19/97 Member Section Forces, LC 3 : DL+WL Member Joints Shear Shear Moment Moment I- J Sec Aaial y -y t -s Torque q -q t -t ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 0.00 0.16 0.00 ---------------------------------------------------------------------------- 0.00 0.00 0.00 1b Wim-- f,l�/2�Z� .00`i I,yl = • 00A1 - w •009'`x- WzQQ : 3,16�z W3di- V,)qA= „J,rQR" oZZ�`/ -GA12 Cti) (L),003 3)(612. (z) .0 I e i e � (S RISA-3D (R) Version 2.1d AES Job 20 Constitution Drive, #1 Page: 6 l l Chico, CA 95926 Date:,7/14/97 Reactions, LC 1 : DL+LL Joint +----------- Forces-----------+ +----------- Moments----------+ No. X Y Z Mx My Mz ----------- K---------- K---------- K----------- K-ft------- K-ft------- K-ft---- 1 0.76 0.02 NC NC NC NC 2 -0.76 0.45 NC NC NC NC Totals: 0.00 0.47 0.00 Center of Gravity Coords (X,Y,Z) (ft) 4.810, 1.944, 0.000 Reactions, LC 3 : DL+WL Joint +----------- Forces-----------+ +----------- Moments----------+ No. X Y Z Mx My Mz ----------- K---------- K---------- K----------- K-ft---- --- K-ft------- K-ft---- 1 1 0.07 -0.05 NC NC NC NC 2 -0.07 0.02 NC NC NC NC Totals: 0.00 -0.03 0.00 Center of Gravity Coords (X,Y,Z) (ft) -5.785, -8.446, 0.000 RISA -3D (R) Version 2.1d AES 20 Constitution Drive, #1 Chico, CA 95926 Job . Page: 7 Date: 7/14/97 Z'b Member Section Forces, LC 1 : DL+LL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 3 1 0.76 0.02 0.00 0.00 0.00 0.04 2 0.76 0.02 0.00 0.00 0.00 0.03 3 0.76 0.01 0.00 0.00 0.00 0.01 4 0.76 0.01 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 0.76 0.00 0.00 0.00 0.00 0.00 2 3- 4 1 -0.03 0.01 0.00 0.00 0.00 0.00 2 -0.03 0.01 0.00 0.00 0.00 -0.01 3 -0.03 0.00 0.00 0.00 0.00 -0.01 4 -0.03 -0.01 0.00 0.00 0.00 -0.01 ---------------------------------------------------------------------------- 5 -0.03 -0.02 0.00 0.00 0.00 0.01 3 4- 5 1 -0.02 0.03 0.00 0.00 0.00 0.01 2 -0.02 0.03 0.00 0.00 0.00 -0.01 3 -0.03 0.03 0.00 0.00 0.00 -0.02 4 -0.03 0.03 0.00 0.00 0.00 -0.04 ---------------------------------------------------------------------------- 5 -0.03 0.03 0.00 0.00 0.00 -0.05 4 6- 5 1 -0.30 0.12 0.00 0.00 0.00 0.05 2 -0.30 0.07 0.00 0.00 0.00 -0.03 3 -0.29 0.01 0.00 0.00 0.00 -0.07 4 -0.28 -0.07 0.00 0.00 0.00 -0.04 --------------------------7------------------------------------------------- 5 -0.27 -0.15 0.00 0.00 0.00 0.05 5 2- 6 1 -0.29 0.02 0.00 0.00 0.00 0.04 2 -0.29 0.02 0.00 0.00 0.00 0.03 3 -0.29 0.01 0.00 0.00 0.00 0.01 4 -0.28 -0.02, 0.00 0.00 0.00 0.02 ---------------------------------------- 5 -0.28 -0.06 0.00 0.00 0.00 0.05 6 2- 3 1 -0.62 0.00 ------------------------------- 0.00 0.00 0.00 0.00 2 -0.62 0.00 0.00 0.00 0.00 0.00 3 -0.62 0._00 0.00 0.00 0.00 0.00 4 -0.62 0:'00 0.00 0.00 0.00 0.00 ----------------- 5 ------------------------ -0.62 0.00 0.00 _ 0.00 0.00 0.00 .7 3- 5 1 0.37 0.00 ------------------------------------ 0.00 0.00 0.00 0.00 2 0.37 0.00 0.00 0.00 0.00 0.00 3 0.37 0.00 0.00 0.00 0.00 0.00 4 0.37 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 0.37 0.00 0.00 0.00 0.00 0.00 8 3- 6 1 0.19 0.00 0.00 0.00 0.00 0.00 2 0.19 0.00 0.00 0.00 0.00 0.00 3 0.19 0.00 0.00 0.00 0.00 0.00 4 0.19 0.00 0.00 0.00 0.00 0.00 AES 20 Constitution Drive, Chico, CA 95926 RISA -3D (R) Version 2.1d #1 Job . Page: 8 Date: 7/1.4/97 Member Section Forces, LC 1 : DL+LL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ----------------------K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft -- 5 0.19 0.00 0.00 0.00 0.00 0.01 ------------------------------------------------- RISA -3D (R) Version 2.1d AES 20 Constitution Drive, ##1 Chico, CA 95926 Job : 2.2 Page: 9 Date: 7/.14/97 -----____< Member Section Forces, LC 3 : DL+WL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 3 1 0.07 -0.05 0.00 0.00 0.00 -0.03 2 0.07 -0.02 0.00 0.00 0.00 0.00 3 0.07 0.00 0.00 0.00 0.00 0.01 4 0.07 0.02 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 0.07 0.04 0.00 0.00 0.00 -0.02 2 3- 4 1 0.00 -0.04 0.00 0.00 0.00 -0.02 2 0.00 -0.02 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.01 4 0.00 0.01 0.00 0.00 0.00 0.01 ---------------------------------------------------------------------------- 5 0.00 0.03 0.00 0.00 0.00 -0.01 3 4- 5 1 0.03 0.00 0.00 0.00 0.00 -0.01 2 0.03 0.00 0.00 0.00 0.00 -0.01 3 0.03 0.00 0.00 0.00 0.00 -0.01 4 0.03 0.00 0.00 0.00 0.00 -0.01 ---------------------------------------------------------------------------- 5 0.02 0.00 0.00 0.00 0.00 -0.01 4 6- 5 1 -0.06 0.02 0.00 0.00 0.00 0.01 2 -0.06 0.02 0.00 0.00 0.00 0.00 3 -0.06 0.00 0.00 0.00 0.00 -0.01 4 -0.06 -0.01 0.00 0.00 0.00 -0.01 ------ --------------------------------------------------------------------- 5 -0.06 -0.03 0.00 0.00 0.00 0.01 5 2- 6 1 -0.06 0.00 0.00 0.00 0.00 0.00 2 -0.06 0.00 0.00 0.00 0.00 0.00 3 -0.06 0.00 0.00 0.00 0.00 0.00 4 -0.06 -0.01 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 -0.06 -0.02 0.00 0.00 0.00 0.01 6 2- 3 1 -0.01 0.00 0.00 0.00 0.00 0.00 2 -0.01 0.00 0.00 0.00 0.00 0.00 3 -0.01 ..0..00 0.00 0.00 0.00 0.00 4 -0.01 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------- 5 -0.01 0.00 0.00 - 0.00 0.00 0.00 .7 3- 5 1 0.07 0.00 0.00 0.00 0.00 0.00 2 0.07 0.00 0.00 0.00 0.00 0.00 3 0.07 0.00 0.00 0.00 0.00 0.00 4 0.07 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------- 5 0.06 0.00 0.00 0.00 0.00 0.00 8 3- 6 1 0.04 0.00 0.00 0.00 0.00 0.00 2 0.04 0.00 0.00 0.00 0.00 0.00 3 0.04 0.00 0.00 0.00 0.00 0.00 4 0.04 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 2.1d AES 20 Constitution Drive, #1 Chico, CA 95926 Job 23 Page: 10 Date: 7/14/97 Member Section Forces, LC 3 : DL+WL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 0.04 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- CFS Version 2.10 Design Parameters: zy SECTION: SJ18. Rev. Date 996 Rev. Time 08:21:10 Kx = 0.650 Ky = 0.650 Kt = 0.650 Lx = 27.000 Ly = 27.000 Lt = 54.000 Cbx= 1.000 Cby= 1.000 Cmx= 1.000 Cmy= 1.000 Loads: P Mx Vy My Vx Entered 0.0000 0.0000 0.0000 0.0000 0.0000 Applied 0.0000 0.0000 0.0000 0.0000 0.0000 Allowed 4.7414 8.8901 1.9962 2.3045 0.0000 Ae = 0.37451 Ixe = 0.92796 lye = 0.13531 Sxe(t)= 0.46398 Sye(1)= 0.26566 Sxe(b)= 0.46398 Sye(r)= 0.12128 AISI Interaction Equations C5-1 (P,Mx,My) 0.000 + 0.000 + 0.000 = 0.000 C5-2 (P,Mx,My) 0.000 + 0.000 + 0.000 = 0.000 C3.3-1 (Mx,Vy) 0.000 + 0.000 = 0.000 C3.3-1 (My,Vx) 0.000 +****** _**** COHA9SET INbUSTRIAL. WAAt*HOIJ!9t9 jFoM htF-b A H. AiVail-tRW9Ti 13; V: COHAS!9tT hOAtli CHIM CALIFOANIA AUBOAT D. I-IF-A-toNj Allef-Iff-ECT 2044 1:0ah-O.Avelitie Ul IICO, CIALIVOIMIA 955926- (916) 341-000 s�rRu0Tuace►r. cwLcuLwTNoNs COHA9SET INbUSTRIAL. WAAt*HOIJ!9t9 jFoM htF-b A H. AiVail-tRW9Ti 13; V: COHAS!9tT hOAtli CHIM CALIFOANIA AUBOAT D. I-IF-A-toNj Allef-Iff-ECT 2044 1:0ah-O.Avelitie Ul IICO, CIALIVOIMIA 955926- (916) 341-000 1'.ABLE QF C-X>N"I'EN r S sTA U- 0TURAL: 0AL.CUL:AT10N8 PROJECT: COHASSES' INDUSTIVAL , WMEHOUSIES TOM MP -O & H. R. VdhtnlF9T, B. V. COtift9r:T WAD, CHICO, CALIMINIA SED ARC O�Rt B. * o. 919 P 2 - a 7- 9 I'o 11 Z7 2a a 3+-+3, 3, 44- s 4s o —5q (a-7 - 71 q --- D�TAI�s �UIt.pING �, FvVNDaTtoN PC -'5(&f3 ANCHo/2,A&r- To C-+JCa-e tM 1> 01 L,D I N G- DIAGtt-A M Fbup✓OATtqj pESIGIv pNC*O2A-G-tc To conJc":7re bUIL06ING C DIACMAM Fout,/pA-T I oa p HS I Gnl ,&NC4oRA&E To conJG�—f E fbUILP/NG- D IAG2AM WDACionl oc-sI -AJ ANC440"CGE -CO c©n1e2197"' P 2 - a 7- 9 I'o 11 Z7 2a a 3+-+3, 3, 44- s 4s o —5q (a-7 - 71 Global data Metal building foundation design reg. 1.o Project. Tom Reed, Chico Airport Chico, California Architect Robert Heaton (916) 343-8038 Code used 1994 Uniform Building Code Lateral design data Building enclosure category Seismic zone 3 @) Enclosed Basic mind speed 80 mph Partially enclosed Exposure C Open Material data Concrete f c 250 psi. 0.90 Unit weight 0.150 kcf Reinforcing steel (footings) fy 40000 psi fs 20000 psi Es 3000000 psi p(nrin) 0.005 Building loading summary Roof loading Total dead load 0.03 ksf Roof live load 0.020 ksf Reducible? Yes Snow load 0.000 ksf 5/26/9719:12 Slab reinforcing - if mesh used .hJ 6000 psi p(niin) 0.003 21 Metal building foundation design rev. to Meng roof height 18.00 feet Basic wind speed 80 mph Exposure C Wind stagnation pressure (qs) 16.4 psf Ref. Table 16-F 1994 UBC Combined height, exposure and gust factor cooeficient (Ce) 1.102 Ref. Table 16-G 1994 UBC Wind loads to main frames Ce Cq qs I p Windward wall 1.10 0.80 16.4 1.00 14.46 psf Windward roof 1.1.0 -0.70 16.4 1.00 -12.65 psf Leeward roof 11.0 -0.70 16.4 1.00 -1.2.65 psf Leeward wall 110 -0.50 1.6.4 1.00 -9.04 psf Wind loads to wall girts Ce Cq qs 1 p Pressure 1..1.0 0.90 1.6.40 1.00 16.27 psf ' Suction 1.10 -0.90 16.40 1.00 -1.6.27 psf Wind loads to end posts Ce Cq qs 1 p Pressure 1.10 0.90 1.6.40 1.00 16.27 psf Suction 1.10 -0.90 16.4.0 1.00 =1.6.27 psf 5/26/9719:15 3 Metal building foundation design r,,,im 5/26/9719:18 Interior slab data 77ti.ckness 3.50 inches Weight 0.044 ksf d 1.50 i.►tches fij (reinforchig) 60000 psi. Slab reinforcing 1.4 bars at 6 inches o.c.. As 0.030 i►t^2 p(aclual) 0.0017 p(nrin) 0.003 Adjustme►tt for p(actual) 0.75 �M►t 0.198 fl-kips �Mn 0.148 ft-kips Modified for p(actttal) Sec. 1910.5.2 Effective slab width for ttplif . resistance -(Not itichiding footing width) 1 nterior tie footing 4.61 feet 0.202 kips/f t Exterior footing 2.31 feet 0.101 kips/ft r Soil. data Metal building foundation design rev. 1.0 Soil classification 6 User defined Input data for user defined class' ' -anon Allowable bearing pressure 1.20.0—ksf Max. allowable pressure 1.200 ksf Increase for depth 0.000 sk f/f� depth Increase for width 0.000 ksf/fi roidtlr Friction coefficient 0.250 � Lateral bearing (passive) 0.120 ksf/f 1. of depth below grade Increase for zvind/seisntic 1.330 Soil data from 1994 UBC Allowable bearing pressure Max. allowable pressure Increase for depth Increase for width Friction coefficient Lateral bearing (passive) Increase for zoi.nd/seisrnic Resistance 1.200 ksf 1.200 ksf 0.000 ksf/fl depth 0.000 ksf/ft width 0.250 0.120 ksf/ft. of depth below grade 1.330 0.000 ksf Inchzde footing weight When calculating soil pressure ? yes Page 1. S 5/26/9719:15 to l(9oC)�5= vri-t�, Cote �Y� Ofwa, Soil data Allowable bearing capacities at perimeter line footings Perhmter footing at Front sidewall Increase for depth 0.000 ksf Increase for width 0.000 ksf Benri►►g capacity 1.200 ksf Bearing capacity 0.869 ksf P axial capacity 11..746 kips Peri►neter fooling at Rear sidewall htcrease for depth 0.000 ksf Increase for width 0.000 ksf Bearing capacity 1.200 ksf Bearing capacity 0.869 ksf P axial capacity 1.1.746 kips (Bearing capacity if footing weight ►teglected) (Net bearing capacity) (Allowable point load witholtt point footing) (Bearing capacity if footing weight neglected) (Net bearing capacity) (Allowable point load without point footing) Page 1. ®i TYPICAL SLAB ASSEMBLY - REFER REINFOI PLANS 1 FOOTING WIDTH - SEE PLANS TYPICAL PERIMETER X -XX REV: 2-18-91 MB -002_B SCALE: I" = 1'-0'� I 401 CONCRETE PEDESTAL AT FRAME LINE �! SEE PLAN THRUST ANGLE NOTE: ANCHORAGES ARE 1 DESIGNED ASSUMING NO CONTRIBUTION FROM THRUST ANGLE - USE (-�- ANGLE FOR EASE OF BOLT INSTALLATION PLAN VIEW ANCHOR BOLTS - SEE -' - HAIRPIN - BUILDING PLAN BY OTHERS SEE PLANS __4 ---------- --- I 1 r - 11 _ ' I 1 I i T I I GRADE BEAM I I BEYOND I 1 1 • • 1 - I I I I SIDE VIEW FOOTING - SEE PLAN TYPICAL FRAME FOOTING -} REV: 2-18-9.1 MB -001_B I SCALE: I" = I' -O" , U b FRAME CENTERLINE - CONCRETE COLD JOINT MAY ALSO OCCUR tt4 HAIRPII U.O.N. - SI EDGE OF CONCRET TYPICAL HAIRPIN X -XX REV: 2-18-91 MB -003_A D SEE SCALE: 1/2" ■I rim 17-"Klb", _ I Z 3 q S- 6 -? 5 1 (o (" 12 13 W Ir 16 17 Joe- 6b C, f- � ot Perimeter footings Metal building foundation design rev. to 5/26/97 20:49 Building A Perimeter footing at Front sidewall Grid A Width 12.00 inches / Overall depth 18.00 inches d 14.00 inches Depth into soil 1.4.00 inches Reinforcing and section capacity 2 no. 5 top and bottom As 0.62 in^2 p(actual) 0.0037 p(min) 0.005 Adjustment for p(actual) 0.75 �Mtl 25.1.4 ft -kips �Mn 18.85' fl -kips Modified for p(actual) Sec. 1910.5.2 Dead load sununtary tv ftg 0.27 kips/fl (without cantilevered slab) w ftg 0.37 kips/fl (Including slab) Effective L 1.7.89 feet (To resist uplift) P rll 6.61. kips Perimeter footing at Rear sidewall Grid D Width 12.00 inches Overall depth 18.00 inches d 14.00 inches Depth into soil 14.00. incites Reinforcing and section capacity 2 no. 5 top and bottom As 0.62 i.n^2 p(actual) 0.0037 p(tnin) 0.005 Adjustment fur p(actual) 0.75 +Mn 25.14 ft -kips +Mn 18.85 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary IV ftg 0.27 kips/ft (without cantilevered slab) 717 Jtg 0.37 kips/ft (Including slab) Effective L 17.89 feet (To resist uplift.) P di 6.61. kips Page 1 B Main frame reactions Metal building foundation design rev. 1.0 Building A Main frame reactions Grid 2 thru 16 Pv _A (6.500) Front sidewall 0.00 (0.500) Grid A Sign convention (7.500) -4 T Load combination 3.00 Ph Pv DL+LL 0.000 6.500 11.600 DL+WLL (8.100) (7.500) DL+WLR 0.500 (4.600) DL+WL Parallel (2.800) (7.000) DL+WL Parallel 0.200 (5.100) 0.000 0.000 8.1.00 Check footings at main frames for axial load: Front sidewall Grid A P axial (tnaxinuun) 1.1.60 kips Rear sidewall Grid -+ D T Lateral sliding Pv _A (6.500) 11.600 0.00 (0.500) (4.600) 8.60 8.100 (7.500) 8.60 (0.200) (5.100) 3.00 2.800 (7.000) 3.00 0.000 0.000 0.00 8.1.00 P axtnl (allowable) 1.0.32 kips (Line footing only) Point footing required! Point footing data Soil bearing capacity 0.93 ksf (Matclt bearing capacity at line footing) Point footing must provide an additional 1.38 sf of bearing area Minimnttt footing size 1.78 feet square 5/26/97 20:54 Use 3.00 feet sq. x 1.16 feet deep ok! Uplift: ok! Rear sidewall Grid D P axial (maxinntnt) 11.60 kips P axial (allowable) 10.32 kips Point footing data Soil bearing capacity 0.93 ksf Point footing mast provide an additional Minimnttt footing size (Line footing only) Point footing required! (Matclt bearing capacity at line footing) 1.38 s.. f. of bearing area 1.78 feet square Use 3.00 feet sq. x 1.16 feet deep ok! Uplift: ok! Pagel Main frame reactions Metal building foundation design rev. 1.o Check uplift at main frames 5/26/97 20:54 Front sidezvall Grid A Rear sideu7all Grid D P uplift (actual) (7.50) kips (maxi.n►um) P uplift (actual) (7.50) kips (maxinntm) Factor of safety rend 1.50 Factor of safety rend 1.50 Reduction 0.70 Per MBMA Handbook Reduction 0.70 Per MBMA Handbook P ►rplift (design) (7.88) kips P uplift (design) (7.88) kips P dl 8.18 kips ok! P dl 8.18 kips Check outward lateral thrust at main frames Hairpin steel required Sidemalls Grid A As min P lateral (DL+LL) 6.50 kips -0.047 i,,^2 P lateral (Other cases) 8.10 kips 0.025 i.tt^2 Fooling contribution 7.44 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 8.60 kips/bay (n►axinn n) Factor of safety regd 1.50 P lateral (design) 12.90 kips/bay (n►axi.nn►nt) CI►eck resistance to lateral sliding: . Lateral bearing of peritneter footings Footing Passive depth (ft.) bearing cap.(kips/ft depth) Total Front sideWall 1..17 b.1.2 0.082 kips/f , Rear sidetvall 1.17 0.12 0.082 kips1ft Frictional resistance Dead load stutnnary uydl Friction Element (kips/ft) coefficient Slab 2.63 0.25 0.66 kips/ft Perimeter footings 0.54 0.25 0.1.3 kips/ft Tie footing - rvltere occuring 0.00 0.25 0.00 kips/ft. Surface resistance (Class 5 soils) 0.00 kips/ft Mininnt►u bay spacing required to resist lateral sliding 1.3.52 feet Achtal bay spacing 25.00 feet ok! Page 2 ok! iq Isolated endposi footing Metal building foundation design rev. 1.o 5/26/97 20:49 Building A kips/ft (without cantilevered slab) Perimeter footing at Endwall 0.370 Grid 1,17 Width 12.00 inches 1.7.889 Overall depth 18.00 inches d 14.00 triches Depth into soil 1.4.00 inches (Max. uplift resistance) Reinforcing and section capacity Perimeter footing at Endwall 2 no. 5 top and bottom As 0.620 in^2 p(actual) 0.0037 p(min) 0.005 Adjustment for p(actual) 0.75 �Mn 25.1.36 ft -kips �Mn 1.8.852 ft -kips Modified for p(actual) Sec. 1.910.5.2 Dead load summary zo ftg 0.269 kips/ft (without cantilevered slab) W ftg 0.370 kips/ft (Including slab) Effective L 1.7.889 feet (To resist uplift) P dt 6.61.2 kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. 1..200 ksf Increase for depth 0.000 ksf Increase for width 0.000 ksf Bearing capacity 1.200 ksf (Bearing capacity if footing weight neglected) Bearing capacity 0.931 ksf (Net bearing capacity if ftg weight included) Design brg cap. 0.931 ksf P axial capacity 10.31.8 kips (Allowable point load without point footing) Applied loads Actual Allowed P (axial) 5.600 kips < 10.318 Ok! P (uplift) 6.100 kips Reduction 0.70_ Per MBMA Handbook P (uplift) with 1.5 s.f. 6.405 kips < 6.612 Ok! Page 1 J` Isolated endposi footing Calculate minimum point footing size required for actual loads As controlled by axial load Minimum additional brg area required 0.000 ft -2 Minimum footing size 0.000 feet square As controlled by uplift Minirnurn additional dead load required 0.000 kips Additional dead load provided 0.000 kips Net additional dead load required 0.000 kips Footing depth 16.00 inches Minimum footing area required 0.000 f}^2 Minimum footing size 0.000 feet square Page 2 Av,c,kore�e- CQM.Z �L�wLL �k ; 2,�K L)�- <a?2(, I6-19 F i Vo 1-T5 = ALJ i V-,A-c-rn C� C rc7 �� S w / d c -e Ci 17 CONCBOL3 10:22 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building A >>Case 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c ` > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > .000 kips T (WL) > .000 kips V (LL) > 6.500 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.71, > 11.050 kips (9-2) U = 0.75*(1.4D + 1.11, + 1.7W) > 8.288 kips (9-3) U = 0.91) + 1.3W > .000 kips Vu Umax * multiplier > 22.100 kips Load combinations - Tension 12.000 inches (Unloaded edge> ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > .000 kips (9-3) U = 0.9D + 1.3W > .000 kips Pu Umax * multiplier > .000 kips -------------------------=---Bolt group data---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in -2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches (Loaded edge> ED2 > 12.000 inches (Unloaded edge> ED3 > 8.000 inches (Side 1) ED4 > 8.000 inches <Side 2> E14: II --------------------------------Summary---------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge tVc > 38.150 kips 2.600 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge Pc > 38.150 kips 2.600 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs. > 31.810 kips Ps > 47.714 kips 0.9 i Ab t f's> Ao > 463.274 in'2 d ensile stress area> �Pc > 60.226 kips <t * 1 * (f'c)".5 * 4 * Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- l/fi(Pu/P02 + (Vu/Vc)l) > .373 (Pu/Ps)2 + (Vu/Vs)z > .483 CONCBOL3 10:23 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description » Building A »Case 2 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 :> Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 8.100 kips T (WL) > 7.500 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 10.328 kips (9-3) U = 0.9D + 1.3W > 10.530 kips Vu Umax * multiplier > 21.060 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1:4D + 1.7L > .000 kips (9-2) U : 0.75*(1.4D 1 1.71, + 1.7W) > 9.563 kips (9-3) U = 0.9D + 1.3W > 9.750 kips Pu Umax * multiplier > 19.500 kips --------------------------=--Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 :> A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in'2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24:000 inches ED1 > 12.000 inches <Loaded edge> ED2 > 12.000 inches <Unloaded edge> ED3 > 8.000 inches <Side 1> ED4 > 8.000 inches <Side 2> 0 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge OVc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs > 31.810 kips Ps > 47.714 kips (0.9 * Ab * f's> Ao > 463.274 in -2 (Tensile stress area> tPc ) 60.226 kips (t * 1 + (f'c)'.5 4 Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/t[(PU/PC)2 + (Vu/Vc)t) > .407 (Pu/Ps)Z + (Vu/Vs)Z > .605 ZZ CONCBOL3 10:23 PM 5/26/91. ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building A >)Case 3 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate 'supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 2.500 kips T (WL) > 1.800 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 3.188 kips (9-3) U = 0.9D + 1.3W > 3.250 kips Vu Umax * multiplier ) 6.500 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.1L > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 2.295 kips (9-3) U = 0.9D + 1.3W > 2.340 kips Pu Umax * multiplier > 4.680 kips ---------------------------=-Bolt group data ---------------------------- Bolt grade > 1.000 1 :> A307 2:> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in -2 Bolt spacing > .000 inches Row spacing > 4.000 inches Number of bolts/row > 1.000 Number of rows > 2.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI ) 8.000 inches <Loaded edge) ED2 > 8.000 inches (Unloaded edge> ED3 ) 12.000 inches <Side 1> E04 > 12,000 inches <Side 2> --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear "strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 17.090 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 38.453 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Case 1 > 34.181 kips Case 2 ) 34.181 kips Case 3 > 38.453 kips �Vc > 34.181 kips VC > 40.212 kips Vs ) 31.810 kips Ps > 47.714 kips <0.9 + Ab + f's> Ao ) 463.274 in -2 (Tensile stress area) tPc > 60.226 kips 1 * (f'c)-.5 t 4 t Ao> Pc ) 92.655 kips ------------------------------Unity check ------------------------------- 1/t[(Pu/Pc)l + (Vu/Vc)1] > .044 (Pu/Ps)l + (Vu/Vs)Z > .051 ti3 ftNUtn�✓ci. �1, a'j' IrlCAS '61/ /j 17/ C/ ;C/7 s I I pup ' 6• i 7"` i I j I i I � I I � i I I I 7"` C6NCBOL3 10:26 PM 5/26/97 ---------=-------------------------------------------------------------- Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building A »Anchorage at grids B1,B17,C1,C17 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ?. > y @ for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 3.000 kips T (WL) > 6.100 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 3.825 kips (9-3) U = 0.9D + 1.3W > 3.900 kips Vu Umax * multiplier > 7.800 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.11, + 1.7W) > 7.778 kips (9-3) U = 0.9D + 1.3W > 7.930 kips Pu Umax * multiplier > 15.860 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Head diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in -2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 eumbet of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 5.500 inches (Loaded edge) ED2 > 6.500 inches (Unloaded edge> ED3 > 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> Z6 Zb -------------=------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolts) farthest from free edge �Vc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.000. Bolts considered Case 1 > 11.734 kips Case 2 > 11.734 kips Case 3 > 11.734 kips �Vc > 11.734 kips VC > 13.804 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 * Ab + f's> ' Ao > 192.000 in'2 <Tensile stress area> �Pc > 24.960 kips 1 * (f'c)".5 + 4 * Ao> Pc > 38.400 kips ------------------------------Unity check -------- + (Vu/Vc)2) > .754 (Pu/Ps)Z + (Vu/Vs)Z > .171 I IZ�`XLL�� 1 a 3 Y s , 7 w iz' `kvz _B -A, -0 Main frame reactions Metal building_ _foundation design rev. 1.0 Building B Main frame reactions Grid 2 thru 6 I LnFnrnl Front sidewall 12.100 Grid A Ciap rn/inp/(fii»t (5.200) Lord c^nr�:::.^.ticn Pli P17 DL -11 -LL 7.300 12.100 DL+bVI,L (9.000) (8.200) DL+WLR 0.000 (5.200) 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 9.000 Check footings at main frames for axial load: Front sidezoall Grid A P axial (niaxinutin) 12.10 kips Rear sidewall Grid D PI., �' Pvsliding I LnFnrnl (7.300) 12.100 0.00 0.000 (5.200) 9.00 9.100 (8.200) 9.10 0.000 0.000 0.00 0.000 0.000 0.00 0.000 0.000 0.00 9.1.00 P nxial (allowable) 1.1.75 kips (Line fooling onty) Point footing required! Point footing data Soil bearing capacity 0.88 ksf (Match bearing capacity at line footing) Point footing must provide alt additional 0.40 sf. of bearing area Mininnun footing size 1.31 feet square 5/26/971.9:18 Use 2.00 feet sq. x 1.50 feet deep ok! Uplift: ok!, Rear sidewall Grid D P axial (nmxi.nnun) 1.2.1.0 - kips P axial (allowable) 11.75 kips Point footing data Soil bearing capacity 0.88 ksf Point fooling Hurst provide an additional Mi.ililntfin footing size (Line footing only) Point footing required! (Matti( bearing capacity at line footing) 0.40 sf of bearing area 1.31 feet square Use 2.00 feet sq. x 1.50 feet deep ok! Uplift: ok! Page 1. 3D Main frame reactions Metal building foundation design rev. 1.0 Check uplift at main frames 5/26/9719:18 Front sidemall . Grid A Rear sidewall Grid D P uplift (actual) (8.20) kips (nimxin►nnt) P uplift (actual) (8.20) kips (maxinnun) Factor of safety regd 1..50 kips/ft Factor of safety read 1.50 0.25 Reduction 0.70 Per MBMA Handbook Reduction 0.70 Per MBMA Handbook P uplift (design) (8.61) kips P uplift. (design) (8.61) kips P dl 8.92 kips ok! P dl 8.92 kips ok! Check outward lateral thrust at main frames Hairpin steel regu.ired 25.00 feet Sidezvalls Grid A As nrin P lateral (DL+LL) 7.30 kips -0.172 in^2 P lateral (Other cases) 9.10 kips -0.061 i.n^2 Footing contribution 10.73 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thrn 6 P lateral , 9.1.0 kips/bay (n►axinnun) Factor of safety regd 1.50 P lateral (design) 1.3.65 kips/bay (niaxinitun) Check resistance to lateral sliding: s Lateral bearing of perimeter footings Footing Passive depth (f t.) bearing cap. (kips/ft depth) Total Front sidemall 1.50 0.12 0.1.35 kips/ft Rear sidemall 1.50 0.12 0.1.35 kips/f . Frictional resistance Dead load su.nnnary wdl Friction Element (kips/ft) coefficient Slab 2.63 0.25 0.66 kips/ft Perimeter footings 0.64 0.25 0.16 kips/ft Tie footing - where occuring 0.00 0.25 0.00 kips/ft Surface resistance (Class 5 soils) 0.00 kips/ft Mini►nu.►n bay spacing regrdred to resist lateral sliding 1.2.57 feet Actual bay spacing 25.00 feet ok! Page 2 31 Perimeter footings Metal building foundation design rev. to 5/26/9719:18 Building B Perimeter footing at Front sidewall Grid A Width 12.00 inches Overall depth 22.00 inches d 18.00 inches Depth into soil 18.00 inches Reinforcing and section capacity 2 no. 5 top and bottom As 0.62 in^2 p(actual) 0.0029 p(min) 0.005 Adjustn►ent for p(actual) 0.75 +Mn 32.58 ft -kills +Mn 24.43 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary w Jtg 0.32 kips/ft. (without cantilevered slab) . 711 Jig 0.42 kips/ft (Including slab) Effective L 1.9.11 feet (To resist uplift) P di 8.02 kips Perimeter footing at Rear sidewall Grid D Width 12.00 inches Overall depth 22.00 inches d 18.00 i►iches Depth into soil 18.00 inches Reinforcing and section capacity 2 no. 5 top and botto►n As 0.62 in^2 p(actual) 0.0029 p(n►in) 0.005 Adjustment for p(actual) 0.75 +Mn 32.58 fl -kips +Mn 24.43 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load su.mn►ary W Jtg 0.32 kips/ft (without cantilevered slab) i►► Jtg 0.42 kips/ft (including slab) Effective L 19.1.1 feet (To resist uplift) P dI 8.02 kips Page 1 3L Isolated endpost footing Metal building foundation design to 5/26/971.9:37 Building B Perimeter footing at Endwall Grid 1,7 Width 12.00 inches Overall depth 22.00 inches d 18.00 inches Depth into soil 1.8.00 inches Reinforcing and section capacity 2 M. 5 top and bottom As 0.620 in^2 p(actual) 0.0029 p(inin) 0.005 Adjushnent for p(actual) 0.75 tMrl 32.576 ft -kips tmn 24.432 ft -kips Modified for p(actual) Sec. 1.91.0.5.2 Dead load sinnnary w Pg 0.319 kips/ft (without cantilevered slab) W Ag 0.420 kips/ft (Including slab) Effective L 19.113 feet (To resist uplift) P dt 8.021 kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. 1.200 ksf Increase for depth 0.000 ksf Increase for width 0.000 ksf Bearing capacity 1.200 ksf (Bearing capacity if footing weight neglected) Bearing capacity 0.881. ksf (Net bearing capacity if ftg weight included) Design brg cap. 0.881 ksf P axial capacity 11.746 kips (Allowable point load without point footing) Applied loads Actual Allowed P (axial) 5.900 kips < 11.746 Ok! P (uplift) 6.400 kips Reduction 0.70 Per MBW Handbook P (uplift) with 1.5 s.f. 6.720 kips < 8.071 Ok! Page 1 33 Isolated end.post footing Calculate minimum point footing size required for actual loads As controlled by axial load Minimum additional brg area required 0.000 fl^2 Minimum footing size 0.000 feet square As controlled by uplift Minimum additimial dead load required 0.000 kips Additional dead load provided 0.000 kips Net additional dead load required 0.000 kips Footing depth 16.00 inches Minimum footing area required 0.000 ft -2 Minimum footing size 0.000 feet square Page 2 CGS LAJ G) PU( � r- 31-3% -- 12 6-VII W/ Caf gap, W CONCBOL3 10:06 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building B >>Case 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N 0 for concrete tension strength > .650 ---------------------------------Loading------- ------------------------- Shear: Tension: V (WL) > .000 kips T (WL) > .000 kips V (LL) > 7.300 kips T (LL) > .000 kips V (DL) > 000 kips T (DL) > .000 kips Load.combinations - Shear ----------------------------------------------------------- (9-1) U = 1.4D + 1.1L > 12.410 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 9.308 kips (9-3) U = 0.9D + 1.3W > .000 kips Vu. Umax * multiplier > 24.820 kips Load combinations - Tension ----------------------------------7------------------------ (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > .000 kips (9-3) U = 0.9D + 1.3W > .000 kips Pu Umax * multiplier > .000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches <Loaded edge> ED2 > 12.000 inches <Unloaded edge> ED3 > 8.000 inches <Side 1> ED4 > 8.000 inches <Side 2> 3�- 36 -------------------------------- Summary ------------------------ = Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge OVc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs > 31.810 kips Ps > 47.714 kips (0.9 * Ab * f's> Ao > 463.274 in'2 (Tensile stress area> �Pc > 60.226 kips 1 * (f'c)".5 * 4 * Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/�t(Pu/PC)2 + (Vu/Vc)2) > .470 (Pu/Ps)2 + (Vu/Vs)2 > .609 V CONCBOL3 10:07 PM 5/26/97 --------------------------------------------`---------------------------- Rev 05-09-94 Anchorage to concrete Description )>Building B )>Case 2 --------------------------------- Genera -------------------------------- Special inspection ? > N Use multiplier : 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Piate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y @ for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 9.000 kips T (WL) > 8.200 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 11.475 kips (9-3) U = 03D + 1.3W > 11.700 kips Vu Umax + multiplier > 23.400 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : IAD + 1.7L > .000 kips (9-2) U : 0.75x(1.4D + 1.76 + 1.7W) > 10.455 kips (9-3) U = 0.9D + 1.3W > 10.660 kips Pu Umax * multiplier > 21.320 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 :> A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in -2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches <Loaded edge) ED2 > 12.000 inches <Unloaded edge> ED3 > 8.000 inches <Side 1> ED4 > 8.000 inches <Side 2> ----------------------------=---Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the tow of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 * Ab * f's> Ao > 463.274 in -2 (Tensile stress area> OPc > 60.226 kips <0 * 1 * (f'c)'.5 * 4 * Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/0[(PU/PC)2 + (Vu/Vc)21 > .500 (Pu/Ps)2 + (Vu/Vs)2 > .741 6NCBOL3 10:07 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description » Building B >>Case 3 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension stiength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 6.300 kips T (WL) > 4.600 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > 8.033 kips (9-3) U = 0.9D + 1.3W > 8.190 kips Vu Umax * multiplier > 16.380 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.11, > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.1W) > 5.865 kips (9-3) U = 0.9D + 1.3W > 5.980 kips Pu Umax * multiplier > 11.960 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > .000 inches Row spacing > 4.000 inches Number of bolts/row > 1.000 Number of rows > 2.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 8.000 inches (Loaded edge> ED2 > 8.000 inches (Unloaded edge> ED3 > 12.000 inches (Side 1) ED4 > 12.000 inches <Side 2> 112 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge tVc > 17.090 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Check bolt(s) farthest from free edge tVc > 38.453 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Case 1 > 34.181 kips Case 2 > 34.181 kips Case 3 > 38.453 kips OVc > 34.181 kips VC > 40.212 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 * Ab + f's> Ao > 463.274 in'2 (Tensile stress area> �Pc > 60.226 kips 1 * (f'c)'.5 * 4 + Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/0[(Pu/Pc)l + (Vu/Vc)z) > .281 -r , -4 7 o ' -7,-Q (Pu/Ps)Z + (Vu/Vs)2 > .328 +-, 6 0 -- ,937 I CONCBOL3 10:11 PM 5/26/97 -----------------------------------6------------------------------------ Rev 05-09-94 Anchorage to concrete kips ------------------------------------------------------------------------ Description )>Building B 0.75*(1.4D + 1.7L + 1.7W) » Anchorage at grid B1,B7,C1,C7 kips ---------------------------------General-------------------------------- 0.911 + 1.3W Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi * multiplier Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 inches Is reinforcing provided for shear ? > y for concrete shear strength > .850 6.000 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V,(WL) > 3.000 kips T (WL) > 6.400 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.411 + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) ) 3.825 kips (9-3) U = 0.911 + 1.3W > 3.900 kips Vu Umax * multiplier > 7.800 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4U + 1.71, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 8.160 kips (9-3) U = 0.9D + 1.3W > 8.320 kips Pu Umax * multiplier > 16.640 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Read diameter (dh) > .1.125 inches Bolt aiea (Ab) > .442 in"2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows ) 1.000 Bolt embedment > 12.000 inches Concrete depth ) 24.000 inches ED1 > 5.500 inches <Loaded edge) ED2 > 6.500 inches <Unloaded edge) ED3 ) 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> q2 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge tVc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge tVc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.600 Bolts considered Case 1 > 11.734 kips Case 2 > 11.734 kips Case 3 > 11.734 kips �Vc > 11.734 kips VC ) 13.804 kips Vs > 31.810 kips Ps > 47.114 kips <0.9 * Ab * f's> An > 192.000 in'2 <Tensile stress area) OPc > 24.960 kips <0 * 1 * (f'c)".5 * 4 * Ao> Pc > 38.400 kips ------------------------------Unity check ------------------------------- 1/�[(Pu/Pc)' + (Vu/Vc)z) ) .780 (Pu/Ps)2 + (Vu/Vs)Z > .182 q3 i qq 17-" x2Z" A Main frame reactions Metal building foundation design rev. 1.0 Building C Main frame reactions Grid 2 thru 11 Ph Pv (7.900) Front sidevall 0.00 0.100 Grid A Sign convention (8.700) 9.60 T Load conibination 3.00 Pl► Pv DL+LL 0.000 7.900 12.900 DL+KILL (9.700) (8.700) DL+WLR (0.100) (5.500) DL+WL Parallel (3.500) (8.100) DL+WL Parallel (0.500) (6.100) 0.000 0.000. 9.700 Check footings at main frames for axial load: Front sidezvall Grid A P axial (n►axi►nun►) 12.90 kips Rear sidezvall Grid -a D T Lateral sliding Ph Pv (7.900) 12.800 0.00 0.100 (5.500) 9.60 9.700 (8.700) 9.60 0.500 (6.100) 3.00 .3.500 (8.100) 3.00 0.000 0.000 0.00 9.700 P axial (allowable) 11.75 kips (Line fooling only) Point oti.ng_required! Point footing data Soil bearing capacity 0.88 ksf (Matcli bearing capacity at line footing) Point. fooling n►nst provide an additional 1.31 sf of bearing area Mi.ninnin► footing size 1..75 feet square 5/26/97 20:36 Use 2.25 feet sq. x 1.50 feet deep ok! Uplift: ok! Rear sidezvall Grid D P axial (►naxin►uni) 12.80 kips P axial (allowable) 1.1.75 kips Point fooling data Soil bearing capacity 0.88 ksf Point footing znnst provide an additional Mini.►nun► fooling size (Line footing only) Point footing required! (Match bearing capacity at line footing) 1..20 s. f. of bearing area 1.70 feet square Use 2.25 feet sq. x 1.50 feet deep ok! Uplift: ok! Page l J �p Main frame reactions Metal building foundation design rev. to 5/26/97 20:36 Check uplift at main frames Front sidavall Grid A Rear sidewail Grid D P uplift (actnal) (8.70) kips (mazimun►) P uplift (actual) (8.70) kips (n►ari►nu►►►) Factor of safety rend 1.50 Factor of safety rend 1..50 Reduction 0.70 Per MBMA Handbook Reduction 0.70 Per MBMA Handbook P uplift (design) (9.14) kips P uplift (design) (9.14) kips P dl 9.16 kips ok! P dl 9.1.6 kips Check outward lateral thrust at main frames Hairpin steel required Sidezvalls Grid A As min P lateral (DL+LL) 7.90 kips -0.142 in^2 P lateral (Outer cases) 9.70 kips -0.039 in^2 Footing contribution 10.73 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 9.60 kips/bay (maxims►n►) Factor of safety regd 1.50 P lateral (design) 14.40 kips/bay (maximum) Check resistance to lateral sliding: Lateral bearing of perimeter footings Footing . Passive deptl► (ft.) bearing cap. (kips/ft deptl►) Total Front sidervall 1.50 0.12 0.135 kips/ft Rear sidetvall 1.50 0.1.2 0.135 kips/ft Frictional resistance Dead load summary wdl Friction element (kips/ft) coefficient Slab 2.63 0.25 0.66 kips/ft Perimeter footings 0.64 0.25 0.1.6 kips/ft Tie footing - Where occuring 0.00 0.25 0.00 kips/ft Surface resistance (Class 5 soils) 0.00 kips/ft Mininn►nr bay spacing required to resist. lateral sliding 13.26 feet Actnal bay spacing 25.00 feet ok! Page 2 ok! 0 Isolated endpost footing Metal building foundation design rev. to Building C Perimeter footing at Endwall Grid 1,12 Width 12.00 inches 0.000 Overall depth 22.00 inches d 18.00 inches Depth into soil 1.8.00 inches Bearing capacity Reinforcing and section capacity ksf Design brg cap. 2 no. 5 fop and bottom As 0.620 in^2 p(actual) 0.0029 p(inin) 0.005 Adjustment for p(actual) 0.75 �Mrz 32.576 ft -kips �Mri 24.432 ft -kips Modified for p(actual) Sec. 1.910.5.2 Dead load summary w ftg 0.31.9 kips/ft (without cantilevered slab) zv jtg 0.420 kips/ft (including slab) Effective L 19.113 feet (To resist uplift) P (it 8.021 kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. 1.200 ksf Increase for depth 0.000 ksf increase for width 0.000 ksf Bearing capacity 1.200 ksf Bearing capacity 0.881 ksf Design brg cap. 0.881 ksf P axial capacity 11.746 kips Applied loads 5/26/97 20:36 (Bearing capacity if footing weight neglected) (Net bearing capacity if ftg weight included) (Allowable point load without point footing) Actual Allowed P (axial) 6.200 kips < 11.746 Ok! P (uplift) 6.800 kips Reduction 0.70 Per MBMA Handbook P (uplift) with 1.5 s.. f. 7.140 kips < 8.021 Ok! Page 1. Isolated endpost footing Calculate minimum point footing size required for actual loads As controlled by axial load Minimum additional brg area required Minimum footing size As controlled by uplift Minitmnn additional dead load required Additional dead load provided Net additional dead load required Footing depth Minimum footing area required Minimum footing size 0.000 ft -2 0.000 feet square 0.000 kips 0.000 kips 0.000 kips 16.00 Holies 0.000 ft^2 0.000 feet square Page 2 7 SOA I (nL-+L) -C, 0 Cop 3,0 k Low,l��n� reJt.-f -Fro>" CoAd) ss4C In It . SI CONCBOL3 9:49 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building C >>Case 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y @ for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > .000 kips T (WL) > .000 kips V (LL) > 7.900 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.4D + 1.71, > 13.430 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 10.073 kips (9-3) U = 0.9D + 1.3W > .000 kips Vu Umax * multiplier. > 26.860 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.71, + 1.7W) > .000 kips (9-3) U = 0.9D + 1.3W > .000 kips Pu Umax * multiplier > .000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in'2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches (Loaded edge> ED2 > 12.000 inches (Unloaded edge> ED3 ) 8.000 inches (Side 1> ED4 > 8.000 inches (Side 2> S -Z' --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolts) farthest from free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs > 31.810 kips Ps > 47.714 kips 0.9 i Ab * f's> Ao 1> 463.274 in'2 <Tensile stress area> �Pc > 60.226 kips 1 * (f'c)'.5 + 4 * Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/t[(PU/PC)2 + (Vu/Vc)2J > .551 (Pu/Ps)I + (Vu/Vs)z > .713 CONCBOL3 9:50 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building C >>Case 2 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength f'c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ------------------------4--------Loading-------------------------------- Shear: Tension: V (WL) > 9.700 kips T (WL) > 8.700 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.11, + 1.7W) > 12.368 kips (9-3) U = 0.9D + 1.3W > 12.610 kips Vu Umax + multiplier > 25.220 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.11, > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 11.093 kips (9-3) U = 0.9D + 1.3W > 11.310 kips Pu Umax + multiplier > 22.620 kips -----------------------------Bolt group data---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in'2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row .> 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 12.000 inches <Loaded edge> ED2 > 12.000 inches (Unloaded edge> ED3 > 8.000 inches <Side 1> EDI > 8.000 inches <Side 2> 0 0 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 38.150 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 38.150 kips Case 2 > 38.150 kips Case 3 > 38.150 kips �Vc > 38.150 kips VC > 44.882 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 Ab f's> ' Ao > 463.274 in -2 (Tensile stress area> tPc > 60.226 kips <t + 1 x (f'c)".5 4 Ao> Pc > 92.655 kips ------------------------------Unity check ------------------------------- 1/t[(Pu/Pc)2 + (Vu/Vc)21 > .577 , (Pu/Ps)2 + (Vu/Vs)2 > .853 ss CONCBOL3 9:50 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building C >>Case 3 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 4.200 kips T (WL) > 3.000 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load -combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 5.355 kips (9-3) U : 0.9D + 1.3W > 5.460 kips Vu Umaa * multiplier > 10.920 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : 1.4D + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + 1.7L + 1.7W) > 3.825 kips (9-3) U : 0.9D + 1.3W > 3.900 kips Pu Umax * multiplier > 7.800 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 :> A307 2:> A325 3 => A36 Specified min. tensile strength ) 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > .000 inches Row spacing > 4.000 inches Number of bolts/row > 1.000 Number of rows > 2.000 Bolt embedment > 12.000 inches Concrete depth ) 24.000 inches EDI > 8.000 inches <Loaded edge> ED2 > 8.000 inches <Unloaded edge) ED3 ) 12.000 inches <Side 1) ED4 ) 12.000 inches <Side 2> --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 17.090 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 38.453 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Case 1 > 34,181 kips Case 2 > 34.181 kips Case 3 > 38.453 kips �Vc > 34.181 kips Vc ) 40.212 kips Vs > 31.810 kips Ps > 47.714 kips 0.9 * Ab + f's> Ao > 463.274 in'2 <Tensile stress area) �Pc > 60.226 kips <t + 1 * (f'c)".5 * 4 * Ao> Pc ) 92.655 kips - ------------------------------Unity check ------------------------------- 1/t[(Pu/Pc)2 + (Vu/Vc)z) > .124 + , SSI = • (,-7 o � (PU/Ps)Z + (Vu/Vs)Z > .145 +,'1 f3 = 856 °-� S7 CohGroie. Q,,uLt av e a j' c1 v Loki -P711 6 CONCBOL3 9:58 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description >>Building C ))Anchorage at grid B1,B12,C1,C12 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 :> Plate supported on grout pad 2 :> Plate supported on concrete surface 3 :> Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 3.000 kips T (WL) > 6.800 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips ' T (DL) > .000 kips Load combinations - Shear ----------------------------------------------------------- (9-1) U : 1.4D + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + 1.71, + 1.7W) > 3.825 kips (9-3) U : 0.9D + 1.3W > 3.900 kips Vu Umax * multiplier > 7.800 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U : 1.4D + 1.11, > .000 kips (9-2) U : 0.75*(1.4D + 1.71, + 1.7W) > 8.670 kips (9-3) U : 0.9D + 1.3W > 8.840 kips Pu Umax * multiplier > 17.680 kips -----------------------------Bolt group data -----------------=---------- Bolt grade > 1.000 1 :> A307 2=> A325 3 :> A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in -2 Bolt spacing > 4.000 inches Row spacing > .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches ED1 > 5.500 inches <Loaded edge> ED2 > 6.500 inches <Unloaded edge) ED3 > 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> NE --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall. be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge fVc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 11.734 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 11.134 kips Case 2 > 11.734 kips Case 3 > 11.734 kips OVc > 11.734 kips VC > 13.804 kips Vs > 31.810 kips Ps > 47.714 kips (0.9 * Ab * f's> Ao > 192.000 in"2 (Tensile stress area> OPc > 24.960 kips < 1 + (f'c)".5 + 4 * AO) Pc > 38.400 kips ------------------------------Unity check ------------------------------- 1/0[(Pu/Pc)l + (Vu/Vc)Z) > .817 (Pu/Ps)z + (Vu/Vs)2 > .197 0 i i • { ! i I j ! I i t { t i r ! t ' L- Cl w — d S" - s , � N L- Cl w Perimeter footings Metal building foundation design rev. 1.0 5/26/97 21:02 Building D Perimeter footing at Front sidewaH Grid A Width 12.00 inches Overall depth 16.00 inches d 1.2.00. inches Depth into soil 12.00 inches Reinforcing and section capacity 1 no. 5 top and botto►n As 0.31 in^2 p(actual) 0.0022 p(n►in) 0.005 Adjustment for p(actual) 0.75 r M►z 10.93 ft -kips +M►t 8.20 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load sunn►►ary zv ftg 0.24 kips/ft (without cantilevered stab). ill Jtg 0.34 kips/ft (Including slab) Effective L 12.22 feet (To resist uplift) P Ott 4.21 kips Perimeter footing at Rear sidewall Grid D Width 12.00 incl►es Overall depth 16.00 inches d 12.00 iiicl►es Depth into soil 1.2.00 inches Reinforcing and section capacity 1 no. 5 top and bottonn As 0.31 in.^2 p(actual) 0.0022 p(n►itn) 0.005 Adjust►nent for p(actttal) 0.75 +Mn 1.0.93 ft -kips +M►n 8.20 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load sunrnnary to ftg 0.24 kips/ft (without cantilevered slab) w f►g 0.34 kips/ft (Including slab) Effective L 1.2.22 feet (To resist uplift) P (it 4.21 kips Page t z Main frame reactions Metal building foundation design rev. 1.0 Building D Main frame reactions Grid 2 thru 4 Ph Pv Front sidewall 4.800 Grid A Sign convention -4 T Load combination Ph Pv DL+LL 0.400 4.900 DL+WLL (3.900) (5.000) DL+WLR 3.000 1.000 DL+WL Parallel 1.200 (2.000) 0.000 0.000 0.000 0.000 3.900 Check footings at main frames for Axial load: Front sidewall Grid A P axial (maximum) 4.90 kips Rear sidewall Grid _+ B T Lateral sliding Ph Pv (0.400) 4.800 0.00 (3.000) 1.000 6.90 3.900 (5 -OW) 6.90 (1.200) (2.000) 0.00 0.000 0.000 0.00 0.000 0.000 0.00 3.900 P,axial (allowable) 6.81 kips (Line footing only) Litte f ..9otitig OK Point footing data Soil bearing capacity 0.96 ksf (Match bearing capacity at line footing) Point footing must provide an additional -1.99 sf of bearing area Minimum footing size 0.00 feet square 5/26/97 21:02 Use 2.67 feet sq. x 1.00 feet deep ok! Uplift: ok! Rear sidewnll Grid B P axial (maxilniiln) 4.80 kips P axial (allowable) 6.81 kips Poiiit footing data Soil bearing capacity 0.96 ksf Pointfooling must provide ati additional Milii111ii1►i footing size (Litie footing only) Line footing OK (Match bearing capacity at litre footing) -2.10 sf of bearing area 0.00 feet square Use 2.67 feet sq. x 1.00 feet deep ok! Uplift: ok! Page 1 0 Metal building foundation design reg. i.o Check uplift at main frames Front sidewalt Grid P uplift (actual) (5.00) Factor of safety rend 1.50. Reduction 0.70 P uplift (design) (5.25) P dl 5.28 0 Main frame reactions A Rear sidetvall kips (maxinnnm) P uplift (actual) Factor of safety read Per MBMA Handbook Reduction kips P uplift (design) kips ok! P dl Check outward lateral thrust at main frames Hairpin steel required 5/26/97 21:02 Grid B (5.00) kips (nn(minnun) 1.50 0.70 Per MBMA Handbook (5.25) kips 5.28 kips ok! Sidewalls Grid A As min P lateral (DL+LL) 0.40 kips -0.282 in^2 P lateral (Other cases) 3.90 kips -0.081 in^2 Footing contribution 6.05 kips (Resistance to lateral sliding provided by footings) Check lateral sliding at typical frame bay Grid 2 thru 6 P lateral 6.90 kips/bay (nnaxinnun) Factor of safety reqd 1.50 P lateral (design) 10.35 kips/bay (►naxinnon) Clceck resistance to lateral sliding: Lateral bearing of perimeter footings Footing Passive depth (ft.) bearing cap.(kips/ft deptli) Total Front sidewall 1.00 0.12 0.060 kips/ft Rear si.dewall 1.00 0.12 0.060 kips/ft Frictional resistance Dead load summary wdl Friction Element (kips/ft) coefcienI Slab 2.63 0.25 0.66 kips/ft Perimeter footings 0.49 0.25 0.12 kips/ft Tie footing - where occnnring 0.00 0.25 0.00 kips/ft Snnrface resistance (Class 5 soils) 0.00 kips/ft Minimum bay spacing required to resist lateral sliding 11..52 feet Actual bay spacing 25.00 feet ok! Page 2 Metal building foundation design rev. 1.o Building D Perimeter footing at Endwall Grid Isolated endpost footing 1,5 Width 12.00 finches Overall depth 16.00 inches d 1.2.00 inches Depth into soil 12.00 inches ksf Reinforcing and section capacity 0.000 ksf 1 . no. 5 top and botto►n As 0.310 in^2 ksf p(actual) 0.0022 p(►nin) 0.005 Adjust►nent for p(actual) 0.75 +M►n 10.934 ft -kips �Mn 8.200 ft -kips Modified for p(actual) Sec. 1910.5.2 Dead load summary to ftg 0.244 .kips/ft (without cantilevered slab) zo Pg 0.345 kips/jt (Including slab) Effective L 1.2.219 feet (To resist uplift) P d1 4.211. kips (Max. uplift resistance) Allowable bearing capacities at perimeter line footing Perimeter footing at Endwall Base bearing cap. 1.200 ksf Increase for depth 0.000 ksf Increase for width 0.000 ksf Bearing capacity 1.200 ksf Bearing capacity 0.956 ksf Design brg cap. 0.956 ksf P axial capacity 6.805 kips 5/26/97 21:02 (Bearing capacity if footing weight neglected) (Net bearing capacity if jtg weight included) (Allowable point load without point footing) Applied loads Actual P (axial) 3.100 kips < P (uplift) 2.800 kips Reduction 0.70 Per MBW Handbook P (uplift) with 1.5 s.f. 2.940 kips < Allowed 6.805 Ok! 4.21.1 Ok! Page 1. �c Isolated endpost footing Calculate minimum point footing size required for actual loads As controlled by axial load Minimum additimial brg area required 0.000 ft^2 Minimum footing size 0.000 feet square As controlled by uplift Minimum additional dead load required 0.000 kips Additional dead load provided 0.000 kips Net additional dead load required 0.000 kips Footing depth 16.00 inches Minimum footing area required 0.000 fl^2 Minimum footing size 0.000 feet square Page 2 CASe� ip W L 3,9K 0k y-----�-- Concrete Pedes dee 10, G% -O bo Ids . Oz) 3/q S`� AaSR '�- (� �V��Na� load, �) Ph = 5-,0 SRA- 1' 11 I J -I f lj C6NCBOL3 9:40 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete Description >>Building D >)Case 1 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3 => Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N t for concrete tension strength > .650 ---------------------------------Loading------------------------------- Shear: Tension: V (WL) > 3.900 kips T (WL) > 5.000 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load.combinations - Shear (9-1) U = 1.4D + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 4.973 kips (9-3) U = 0.9D + 1.3W > 5.070 kips Vu Umax * multiplier > 10.140 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = 1.4D + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.11, + 1.7W) > 6.375 kips (9-3) U = 0.9D + 1.3W > 6.500 kips Pu Umax * multiplier >. 13.000 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > .750 inches Bead diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in"2 Bolt spacing > 4.000 inches Row spacing >, .000 inches Number of bolts/row > 2.000 Number of rows > 1.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 12.000 inches (Loaded edge) ED2 > 12.000 inches (Unloaded edge) ED3 > 6.000 inches <Side 1> ED4 > 6.000 inches <Side 2> & 1 J -------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge �Vc > 31.540 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Check bolt(s) farthest from free edge �Vc > 31.540 kips 2.000 Bolts considered Vs > 31.810 kips 2.000 Bolts considered Case 1 > 31.540 kips Case 2 > 31.540 kips Case 3 > 31.540 kips tvC > 31.540 kips VC > 37.106 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 * Ab * f's> Ao > 380.008 in'2 <Tensile stress area> tPc > 49.401 kips <t * 1 * (f'c)'.5 * 4 * Ao> Pc > 76.002 kips ------------------------------Unity check ------------------------------- 1/t[(Pu/Pc)l + (Vu/Vc)z] > .160 (Pu/Ps)2 + (Vu/Vs)Z > .176 .r y CONCBOL3 9:41 PM 5/26/97 ------------------------------------------------------------------------ Rev 05-09-94 Anchorage to concrete ------------------------------------------------------------------------ Description » Building D >>Case 2 ---------------------------------General-------------------------------- Special inspection ? > N Use multiplier = 2.0 Concrete strength V c > 2.500 ksi Lambda > 1.000 Normal weight concrete Base plate type > 2.000 1 => Plate supported on grout pad 2 => Plate supported on concrete surface 3,=> Plate embedded flush with concrete for bolt shear strength > .600 Is reinforcing provided for shear ? > y � for concrete shear strength > .850 Are bolts embedded beyond far face reinforcing ? > N � for concrete tension strength > .650 ---------------------------------Loading-------------------------------- Shear: Tension: V (WL) > 5.000 kips T (WL) > 4.500 kips V (LL) > .000 kips T (LL) > .000 kips V (DL) > .000 kips T (DL) > .000 kips Load.combinations - Shear ----------------------------------------------------------- (9-1) U = 1.0 + 1.7L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 6.375 kips (9-3) U = 0.9D + 1.3W > 6.500 kips Vu Umaa * multiplier > 13.000 kips Load combinations - Tension ----------------------------------------------------------- (9-1) U = IAD + 1.1L > .000 kips (9-2) U = 0.75*(1.4D + 1.7L + 1.7W) > 5.738 kips (9-3) U = 0.9D + 1.3W > 5.850 kips Pu Umax + multiplier > 11.700 kips -----------------------------Bolt group data ---------------------------- Bolt grade > 1.000 1 => A307 2=> A325 3 => A36 Specified min. tensile strength > 60.000 ksi Bolt diameter (d) > ,750 inches Read diameter (dh) > 1.125 inches Bolt area (Ab) > .442 in'2 Bolt spacing > .000 inches Row spacing > 4.000 inches Number of bolts/row > 1.000 Number of rows > 2.000 Bolt embedment > 12.000 inches Concrete depth > 24.000 inches EDI > 6.000 inches <Loaded edge> ED2 > 6.000 inches <Unloaded edge> ED3 > 12.000 inches <Side 1> ED4 > 12.000 inches <Side 2> 10 --------------------------------Summary--------------------------------- Shear check For anchor groups, the concrete design shear strength shall be taken as the smallest of: 1. The strength of the weakest stud times the number of studs. 2. The strength of the row of studs nearest the free edge in the direction of shear times the number of rows. 3. The strength of the row farthest from the free edge in the direction of shear. Check bolt(s) near free edge OVc > 9.613 kips 1.000. Bolts considered Vs > 15.905 kips 1.000 Bolts considered Check bolt(s) farthest from free edge OVc > 26.704 kips 1.000 Bolts considered Vs > 15.905 kips 1.000 Bolts considered Case 1 > 19.227 kips Case 2 > 19.227 kips Case 3 > 26.704 kips �Vc > 19.227 kips VC > 22.619 kips Vs > 31.810 kips Ps > 47.714 kips <0.9 Ab * f's> Ao > 380.008 in -2 <Tensile stress area> �Pc > 49.401 kips <0 + 1 * (f'c)".5 * 4 * Ao> Pc > 76.002 kips ------------------------------Unity check ------------------------------- 1/0[(PU/PC)2 + (Vu/Vc)I) > .545 , (Pu/Ps)Z + (Vu/Vs)2 > .227 O ZL 0.5.51 208.30 ------- GRATE=206.0 dNST INLET INV=204.5 4 PVC TYP Uiar var%L. ri i � l lr-) rcrt ' BUTTE COUNTY REQUIREMENTS I 1Ut5.1 GRATE=204.0 / 208.50 208.90 INV=201.62 4" PVC SL 1000 GAL.TANK 207.2 4" PVC SL `- 4' TYP � 1000 GALTANK COTG (TYP) ts] 208.90 o Z A BLDG A Y_ Z m FF = 209.5 I 4 Ile o O UNIT 11 UNIT UNIT 9 UNIT 8 UNIT 7 UNIT 6 UNIT 5 UNIT 4 UNIT 3 NI7 2 UNIT 1 1500 SF 150 SF 2400 SF 1500 SF 2500 SF 3000 SF 3000 SF' 1500 SF 1500 SF 2000 SF 4000 SF Aj 1" WATER i /SERVICE (TYP) ZL 0.5.51 208.30 TRUCKING 206.9( LN / 207.2 208 .1 Q � ! ts] o Z V Y_ Z m � � I= I 4 Ile o O