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HomeMy WebLinkAboutPermit File 1609 R Avenue f 0--.—, C,. City of Anacortes Invoice/Permit#: BLD-2015-0289 a ; 904 6th Street Applied date: 06/15/2015 `t•�1���� P.O.Box 547 , , _ Issue date: 06/15/2015 Ci}= Anacortes, WA 98221-0547 Aria ct `P (360) 293-1901 Expire date: 12/13/2016 '.,_" Job Address: 1609 RAVE Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2276 Project: APN: P118625 Remarks: Structural foundation repairs new pin piles and replace with structureal slab approximately 3,150 square feet. Owner: RYAY LLC Contractor: CHAD FISHER CONSTRUCTION Address: 1609 RAVE Address: 15900 PRESTON RD ANACORTES WA 98221-2276 MOUNT VERNON WA 98233 Phone: Phone: (360) 757-0580 License#: CHADFFC906DS General Information: Fees: Building Valuation 75000 Plan Review Deposit 266.09 Building Permit Fee 818.75 Plan Review Fee 266.10 State Building Code Fee 4.50 Total Calculated' 1,355.44 Deposits/Receipts. 0.00 Total Due. 1,355.44 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION ,r SIGNATU OF E RAUTHORIZED AGENT ISSUED BY ��2�Q- ( l a • ; �t s•. I-.AN1D) - . ."1E .0.T.rr Commercial Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 -Street Address:904 6th Street Phone: (360)293-1901 Fax: (360) 293-1938 SITE ADDRESS: ItO Oct 0--- CONTRACTOR nevi/ � / U / /� 0 Applicant PROJECT .(DESCRIPTION / Name c1L / 5 4er c.,ss ke.,$.. , L� c51)-4cJt-'v / v"nIC))fh I^d/a.c l>15- Address /..5769 A-41Ah FAce, NG ��,�ti i��s �`� u/ City/State/Zip 84-47 ,,� / !"/ 1 Tg 3 6 Pit 4�"'`�� S!`r�. Cy,,�c /SO .fr ,J Phone 360 "7✓�'0SIr 'AX it//- lt590 State License#CII4OFfe./o60.S Exp 3/c/a PARCEL NUMBER City of Anacortes Business License: tomes ❑No , ec �,cA chC f1 /�/J� PROPERTY OWNER [ plicant LEGAL DESCRIPTION Name pY/t y,j.l.G dick ya- b7 f Q Address 6o'( /2-r l/ See 4 )77 Cie/ City/State/Zip s eA'ASf i " gCyyzl PROJECT VALUATION Phone310-363 ^36gd FAX S 7 a U / E-Mail Address r nu ��..yn y 0 G r Number of Stories Y (/ / Building Area: 0 Architect 0 Designer E Engineer 0 Applicant 1°Floor s.f. 2"d Floor s.f. Name C 6, F.41(ii ,,-:7 3'dFloor s.f. Basement s.f. Address O Y- e• S , 5re 266 Lot Area s.f. Construction Type_ City/State/Zip gii'vl l�lr 9fc' - Use Zone Phone 4}lS" 7 nr---51"49 FAX f Zs-77t S53Z Impervious Area E-mail Address Other(Describe) TENANT U 0 Applicant LENDER ^�J LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name /i7✓.yc_- Fteie'.s_ /IN VALUATION PER R.CW.. Address 160/ -, 14 Aid- Name t/4- City/State/Zip_ 1►1't e-oI.3 J 4,4• ' t 1. Address Phone 2.15 1 FAX f-v FAX City/State/Zip E-mail Address damp € 7'L+xvC.cF. ed ri+ Phone No. CONTINUED ON THE BACK Ai* Commercial Mechanical Fixtures Fuel Type ❑ Natural Gas ❑ Electric ❑ Wood ❑ Propane G. . ❑ Other Type of Equipment Number o Type of Equipme. Number of Fixtures Fixtures Furnace<=100K BTU Gas Fireplac•. Boilers/AC/Heat Pump Other Ulf Gas Outlets Ventilation Fans Gas Water Heater Range Hood C mercial Plumb'I g Fixtures Type of Fixture Number of Type of Fixt e Number of Fixtures Fixtures Toilet Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Si w/Disposal Additional Fixtures Clothes 'asher Electric Water Heater I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENS Wo ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PRO LICE E. 6- As -/s APPLICANT'S GNAT DATE P/ et-1 -1. .601 gi Af (32-P G Last Updated Nov.9,2012 L - CAL D1SCRRTO \ LOT 2, SHORT BLAT \O. ANA-98-003. APPROVED FE3UARY 8, 1999, RECORDED FEBLARY 17, 1999 IN VOLUME 14 OF SHORT PLATS. PAGES 4 AND 5 UDDER AUDITORS FILE NO. 9902170072, AND 3EING A PORTIO \ OF GOVERNMENT LOTS 1 AND 2, SECTION 10, TOWNSHIP 35 NORTH, RANGE 2 EAST. W.N. AND OF LOTS 15, 16 AND 17 "PLATE \O 10, TIDE AND STORELANDS OF SECTION 19, TOWNSHIP 35 NORT-, RANGE 2 EAST, W.M. , ANACORTES HARBOR", ACCORDING TO THE OFFICIAL MAP THEREOF ON FILE WITH THE STATE LAND COMISSIO\ER AT OLYMPIA, WASHINGTON. SITUATE IN THE CITY OF ANACORTES, COUNTY OF SKAGIT, STATE OF WASHINGTON TAX ACCOJ \ T \ V8bRS R32910, R32911 , R32912, R3291 L, 32942, R32944 R32948, R32959, R32960, R32962 SHOHLI \ E DPVIIT # 242 v;J ENGINEcRING STRUCTURAL CALCULATIONS Thrive Fitness Foundation Repair 1609 R.Avenue Anacortes, WA. 98221 j. Glitz�q� of WA '4'0. b 0 ++ liZ,\•.., if' li IP IQsiAL 06/12/2015 250 4th Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 CG Project No.: 15141.10 Project Location 1609 R.Avenue Anacortes,WA. Prolect Description An existing commercial building was built with steel framing and is supported by a slab on grade foundation with interior spread footings and exterior thickened slab edges. A portion of the interior foundation has settled at the north end of the building. The interior slab that has settled will be removed and the exterior thickened footing and interior spread footings will be jacked up to their original elevation using helical piles. Scope of Work Provide structural calculations and construction documents In accordance with current building code. Basis of Design Roof Loads Dead 10 psf Live 25 psf(snow) Floor Loads Dead 80 psf Live 100 psf(gymnasium) Geotechnical Report: Prepared By: AMEC Environment&Infrastructure,Inc. Project No,: 3-917-13119-A Date: 10/4/2013 Subject: Limited Geotechnical Report Date: 3/12/2014 Subject; Geotechnical Supplement No.1 Description By Date a RMK 6/12/2015 Checked Date ® Project Summary ENGINEERING Scale NTS Sheet No. 250 4th Ave South Project Job No. Suite 200 Edmonds,WA 98020 Thrive Fitness Foundatino Repair 15141.10 Gravity loading Dead Load: Roof: Roofing(metal standing seam) 1.5 psf 24 Ga. galvalume 1.0 8.5 Z-girts 2.8 White vinyl V.B.wrap 1 Insulation 1.0 Class III max flame spread 0.5 Misc. 1.5 Total 9.3 psf Snow Load: 25 psf Floor Live Load: Gymnasium 100 psf Description By Date 6/12/15 Checked tt Date ENGINEERING Gravity loads Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Thrive Fitness Foundation Repair 15141.1 Edmonds,WA 98020 • ,icoF ELA4 pDt' !ore ; 5,,= 76-p 4 aW I I\ /NTE/-I°I�. Cotost.J lin - 9 7-As 62rA PaCvw r4 I Er vf+°�" �'' = 25' �No' 35 )o,CzC 1/AM. .0 a�,\r, 1 ' //Pl �, 4' VI. T ti4 v c LMA pea- contend "tit' a //9 J1> (/a psF ,-tt ISF Fr. 171M " gyn . k 6x 7 P.i \ "VP ph Sr Est- $M t++7 c `II ' act#14 Tgtt. TYR = 3 G- £7EEt Cnttl,y Al Bra P. 1 8 • •a. / k 1 d ToKr Bk. F! 4 -goat. r4,— (&'���14t)laro pc+ itv- i H,N 1,- C 6) �*r It' k _T4%/ft /✓r (S,n,Y a (-AFn.) R We t i-er fj AI F77"- At omvi) K.? t- /2oea 4>. 4.8. 4t.- Fx76p-roe Cot-o,n 2.8' sa. mia. 7/2, 4254 = (fz,0(So')(01.) ` 313 fa: , GoAD k ALvm'J ' 3f3 -t (/D fsf It 7E MO ` /1 l` 5r5Et_ BA. Mr ' 3 L 5/aEt Cot-umA) tAir ` I A- j'niAs- is A. Description By n,,,� Date / (J fI CheckedkedV` Date 1e�/y I ENGINEERING FOUAIQjp/J �65(� Scale Sheet No. 250 4th Ave.South Job No. Suite 200 Project r1 Edmonds,WA 98020 710-10i` 'ITAIF Jj l 425.778.8500 4 5�y1 www.cgengineering.com fact .st4p 1)L= 1ps-r -r S.W. /'tr➢nl V/t,J 16 , 'Lc'. LD psi 34- I - St.A3 A-A .i' . . 0 . • o ML4t.J A i-MD\..I b! TP-PB' la" W 6", ) 1.3 H Ill' I ll' •I It' { • cy ' I ' J . ZcvI— iriI t2.Kf 0.-(r'I IJNSA�ANLeD Wb: -mon tY- d Uc . k `c cI A P ' IV i II' t II' N.. n y LI p 9,.p" tot'D^ , i > — /N k-Tr (9Z7.) t lit AAA it k.•dr i • N9'-o- 04' e Ir p.c. e4. wAr ' '% rf69- Tb DOT Put GJ<lFec /u&«l/Nb- st/MIL ....-• r p,K ' 1,7o 7 1.6 L c 29,6 I --IfFib" APSA ' lot' 40- °t (Lc) 20 (Htl) L° 1 ' 41.% I, elk- • I Vr.= G,, n.(a L 1 Ucc ,S" pL. . P )0,`N A[C5 tA5)] ' Ib - eDescription By n,,,v Date IAA-- ----.---- DU U tV 3 kra Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Job No. Project �� Edmonds,WA 98020 T IO r r n NFhS 425.778.8500 I y/,1I I D www.cgengineering.com 1 . • • it . Ilfb la.is Lino 1 Rr.s lit„ b10 BbxAii•1 notod S,do: Vol c.cllt.ot I,._„ Engle cm: Igc!ad10. Vx:.n:h,:rs Thin area Ertglnaot p,g1c110 a1•'Sc14-,02 a,I P,C,�:1 V,_.,. u:•y',_ '.,g; 4nm 'o -, Piled Cn . u^r:'...ur•nO Inn'Fn Ln1.1 I Iho'pr,,•n7 L Ti L:.:Ir::.6 J 1•'_'-0t}6 ,n'':.,.�,...-i,Slll 111r',5 - .�It1a.;}n. :,sill llh i•l' CODGrete Beam —i.' T,.-,,..'1 _ ,,. Il;i;l r i.II I'+ l oricrete Beamu :II. ..w I. f 'r.�rn I.,:,npl:n: sx•AAI".".r_,} 5<1, ,n: :•:nAA lr'.•1",9s,s:-.11-,;n11 CODE REFERENCES _ CODE REFERENCES Col ulaltone not ACl 31B-11,IBC 7012.ASCE 7.10 ColcR1011ena per AC1310.11,IBC 2012,/.SCE 7-10 Load Cnmpinollon Sot:ASCE 7-10 Load Combinnllan Sot t ASCE 7-10 Mnlarinl Pr0000rlie0 Molorlol ns r0 2'•O kd 611.Vo v0:_flex.: 090 to 2.506J 6 Poi Veucn 11o.0ro: 0e0 ytoa'7 VD : 5150pd Sh,s: 0,750 6=lc- Ph.,7.50 = 375.0p. Ph. 0.760 ' ,I'':•r = 145010 Fr = 0 650 'rst"e . 145074 R, - 0.550 7.IM1 rs:h' = 1.0 7,toil Fa::, = 1.0 Hal.-',TWO:s- 3.1.22.014 05.Shmpa 40,0121 a E,asbo},!o.uly_= 3,1270A0 FY-S'n:p, 4001.1 .. 11.11,n Po.ha, = 60.0 Fs, >:.Sbn::• . 09,06001,0 11-A1_nri,bar = G0.014 E•sr,rupr , 30.009.94s1 L.yc:l R':hnr = 28.000,01d 5L,rup ll a•ra p= E.Min Pebo, = 20,003.0W Slnup Oar,,c0a p= p 3 R,mtor of FIK:ctnp L,1'14•SOnul= 2 M1Lm4M,Dinon1r1o1 Loge Par Stiul- 2 loll Cembl wlonASCE 7-10 100iln;r,lun:'sn SCE7-10 t_ # . 'r + r"a_ __+ + + - + r + • + _ t + + +, + + + • _ -- $ Croe15°ellon b Reinforcing 0olelle __ Cr0ls Sco1Ion&RPM1nipming Details Rc:114u:4 0o0:on,WAIN•42.0In,111103-5 01n Rr,=.5.nvlulo,Sedbn,?Ad;n 12 01n,11441.401n Spondl Rr:ninrdn,, Span AI Rclnkrdn7 I-05:,13,0 NI horn Mom.born 001a 11,0 h In Ihis cpan 1.15 2170111 10.n Mon,Ppm 0 0le 110 Rh Ns spd0 0p:a,H711trn0adn0.. Span P2p.1010 er7 1-n5a12.01n horn B:,tlom,lon0 010 11 0 01n0,111010 1-n at3Aln Pon l!wryhom0010 110111n R50a:, Span ll R6n1dd,3. Spann Re,nlari0J,.. 1 1i 0 20:n hem 000:n,Pon 0 0 S 11.01i:n III,e,,n 145 a13,0 in Pen 0oa::n,6m00lo 110 Inn Inis rp1, Appded Loads lenv.,y1s-entered Lea4 Pnelom.wtno=pp::n bw•uxulalnns. _APAprd Loads --—. snvo,roadsenlvrM.load Poc.,sn00o a1P'ad 1PP a,.::+Ant Beam 5oll*vigil(ea collated•ndadded In load. Doom veil might calcololnd and odded to Inds Londla,Span Ilumber 1 load for Sp:ntl....harl lh'inn,Lw.d:0-0,0050,L-0,101_I,rant,aslh=100,tell UnQaam Loaf:0-0 0170111.Intu1,4151d1h=5.311,In} Loed for Span Number 2 Load for Sport Ru0bor2 Idi,ienn Lert:0=04330,1_,010.ii.TnboNlr Nld01=10 R,p,1 0n1k011.41:0=05050,L=0101.F1,inbu,_VV.Idlh=1011.1,0 Lomita,Span Nornher 2 Load!or Span Numbora LkAum Lord:D.00650,L=0 10 V cl,Tnbulo,VWd4.=Oki.) Valle.loll:0=n 0050,I-II 10 As 1rib1dx110dn1=1011,1µ1 DESIGN SUMMARY OE-WY SUMMARY Maximum Bonding S1,es3 Boll° A 0.031:1 Manlnnn,G111101 n Maximum 0enAng She sc Pint, a 0.020:1 AI,Yimnm 001l0tlinn sr 4b n rased!Prthh sp. Typical S0°tion Ws DasrrruonITrnnsnn,0e110n0 00261n Rnllo= 5142 Sor11an urn larinl.:po,l Typical Seellon 1A0,Daanxa0 Thn„cnl D,•Mhbn 0.072 In RnPs. 5987 1F,Ap5L'0 a,061 k-R 1.1.o,Upward T.en,NnlD ecabn .0001 In R00 00210 IA0 Apprwl .3384k-0 Alox lim.,d Trmnn-nl Anen,,n, .0.00001 Ba1o= 16•-00 Ain•Pnl:Anar.eue 3G76k-11 1=„'1Bawreven1Tolnl Cotectwn 304Ch Bo110.= 2097 36761o11 Mac Oanmv.,N Tnral Ornadkn 0042 In Bnfo= 3147 to,11r,-nbho:bn e1.N10.0501r.k47L.1571 Mnn Ulmord T¢1010e xenon •0.007 In nnllo- 40700 Lon et,: a',m II�a.01"ll.l E04,1601 /A••r Uprvod TotallYnedbn .0.091h Rafe•113030 Lps.e.rn olms.monm sp•, 0r0.e 7u 'ran ol,na.71,1100 ep:: 0L-'TV Sn„00l.d'0 mob-..rn w_•r SI:1 it .Str.,0n1wnmadeum awe Sp_;01 $icr$I11pp Aoq•YaiMa Shear Slimrp Ragolrer0onls ..m r-...•rn15 _..114.1.4.,aW.ilt1w.-4,10iiol I.san itens,:ox..0 ci an-,:, ._Fri s,li.-9Sapaaga,W..-s,0 .1P SI I::l F,vltiloGI,vallmpnll.0,1 OP.,, �Looz a4B PMIS CO 'I tAY!Pod W' zo,s 1,44,4x5gh) Sr" • • 4.'UT (06 pi; AYz.3") /•9"/ Ire2tA/' Z to- IA; , (36 k5-)lihk'fl6)' = 2, ii ar,. Cy ) 0'4?) 2•a9" / 44A3 1/5C 5.Cr4,5 x 5/6` PL %�. ti s" eDescription 1 By y� Date [ /r r0/Ht/b4ro N .,�i$/(7,V Checked Date t2/�/�i ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project loh No. Edmonds,WA 98020 ?Wt'IV6 F/?Ness 425.778.8500 t/&/q 1./8. www.cgengineering.com fou&,'trio.✓ Fx, ric—• com r11111111 v k I/ u' 36' P /B pi (26. ' i G' �Dpi 1 /24-751) a 2'17' ) lea pc-f /n1 > 36 ^ (/y^) /5a1f N` /* put 62f p(4 (Adc) I - /4.y i..- ('In) Fki fcunlo4>a'4 dll w/ et-on A4Ax. sPAAJ TD Dint or- . eDescription By n Date64/0— routuLAf (DA1 Qr96,,J Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project % 2'U6 Job No. Edmonds,WA 98020 FLp'A�S$5 425.778.8500 /6A///D www.cgengineering.com Title Block Line 1 Project Title: You can changes this area Engineer: Proiect ID: . using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 PiiIlirn 2 Jun 2015.5 zsFM.l File Prolerl1115141.107hrive Filness nepairl_SlructuraxEnginseringlthrive liilness.ec6 Concrete Beam EtIERc,LC,INC I?83-2014,8u11614.11.18,Ver.6.14.11.18 tic.ri_;1(W-06005t55. . I ensee: t. Description: Exist Conc.Fooling CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties _ fc 1� = 2.50 ksi Phi Values Flexure: 0.90 fr= f c " 7.50 = 375.0 psi Shear: 0.750 ll! Density = 145.0 pcf P 1 = 0.850 X LtWI Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi 0 fy-Main Rebar = 60.0 ksi E•Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= 4 3 Number of Resisting Legs Per Stirrup= 2 N .Load Combination IBC 2012 I01nJ 36 in 011.301�L{0.6251 * 'L * 0(1.3011 L(0.6261 0f1.301�L10.67.51 * .i, 1 I - - - -- L, 6"wx 30"h 6'w x 30"h 0"w x30"h Spam8.0 ft Span=S.0 h Span=8,0 It --- Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=30.0 in,Top Flange Width=36.0 in, Flange Thickness=12.0 In Span#1 Reinforcing.... 3-If5 al 3.0 in from Bottom,from 0.0 to 10.0 ft in this span 1-#4 at 3.0 in from Top,from 0.01010.0 ft in this span Span 42 Reinforcing.... 345 at 3.0 In from Bottom,from 0.0 to 10.0 ft in this span 1-44 at 3.0 in from Top,from 0.010 10.0 ft in this span Span#3 Reinforcing.... 34/5 at 3.0 in from Bottom,from 0.0 to 10.0 ft in Ihls span 1-44 at 3.0 in from Top,from 0.0 to 10.0 11 in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D= 1.301, L=0.6250 kilt, Tributary Width=1.0 ft,(w) Load for Span Number 2 Uniform Load: D=1.301, L=0.6250 klft, Tributary Width=1.0 fl,(w) Load for Span Number 3 Uniform Load: D=1.301, L=0.6250 kift, Tributary Width=1.0 ft,(w) DESIGN SUMMARY I _°' ' f6.1...uf:s---_..` Maximum Bending Stress Ratio = 0.474: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied -16.392 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn" Phi:Allowable 34.602 k-ft Max Downward Total Deflection 0.001 in Ratio= 88498 Max Upward Total Deflection 0.000 In Ratio= 999<180 ' Load Combination +1.20D+0.50Lr+1,60L+1.60H Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Shear Stirrup Requirements Between 0.00 to 7.8011, PhiVcl2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 7.87 to 7.9311, PhiVc<Vu, Req'd Vs=0.2055, use stirrups spaced at 13.000 in Between 8.00 to 15.9311, PhiVc/2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced al 0.000 in Between 16.00 to 16.1311, PhiVc<Vu, Req'd Vs=0,03477, use stirrups spaced at 13.000 in Between 16.20 to 23.93 ft, PhIVcl2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced al 0.000 in • Row/ trioni GAO 31- I,°nb Fe{t- Town]DLkr Ar Piz TYP e 4t. /Ni EQ-1D2 pt41 puts APIA. II/ '/ \D' = 11Dg1/44- /MA • (_e6Dps& + 10 fs{) kID A-2- .- 31, 22$ A- p/LO Ar/'M = 3o/ 4Lz- o4ALE LOAD r 74 k - -• ow- • Ekrcg(o# /(/J At A itriFQ- LDrtn = 1�(6.9(�r 4� -1S psi * Ibspsf)E,Q ` I I$o pry ti , Ply spA0A16- = g'o" o.c. --' "-cc GOAD , //o pc (P-o.) * otimo-Ylse PE)8' + 63/x17'')//') iSe pc-f- ' /4.4 G- 7 34. hte Q5 3.o' fronNe-- >gtt-&W4$t-E tbkD = 2'-I L ' > /7.6 1-- 6k PAoo106 efQ/M6i62 Putt ^€ 1/-t>" nt. F>115r FTfr. CDN?Rws VtokEl s /LD/- AO, ` Al p rf + 116, /(f V1 V: ��oi phf (Sr /}gooB) ?Vs : 04•N !) ° 10 k- Ce Description By 9'dV Date4 `DUnPDrl7/oAJ QC,r�6'Al Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 �//1 Job No. project Edmonds,WA 98020 T¢IQ rUE 7-/77 4SS 425.778.8500 /5/'#,/n www.cgengineering.com Simpson Siranp•Tio'Anchoring and Fastening Systems for Concrete and Masonry SIMPSON SET Pj 5fi3rh-5tfon�tth AnchgrfngAdhesjve Ier cracked dUra tasked Concrete ;Sh'ong-Ti �r / *'St:MB 13 till SET-XP Epoxy Anchor Shear Strength Design Data tor Threaded Rod In Normal-Weight Concrete 1 anexpr,moor,nl h5 _ .1 � . n.. I Nominal Anchor Diameter(in.) Characteristic Symbol Units a 1 Steel Strength In Shear I Minimum Shear Stress Area Ase in' 0.078 0.142 0.226 0,334 0.462 0.606 0.969 �• Shear Resistance dl Steel•ASTM A193,Grade B7 _ 4,875 10,650 16,950 25,050 34,650 45,450 72,675 y -ASTM F1554,Grade 36 2,260 4,940 7,865 11,625 16,080 21,090 33,720 -Type 910 Stainless(ASTM A193,Grade B6) _ VVJ lb. 4,290 9,370 14,910 22,040 30,490 40,000 63,955 -Type 304 and 316 Stainless(ASTM A193,Grade 138 2,225 4,855 7,730 11,420 15,800 20,725 33,140 Threaded Rod and B8M) Reduction for Seismic Shear-ASTM F1554,Grade 36' 0.87 0,78 0.68 0.68 0.68 0.68 0.65 Reduction for Seismic Shear-ASTM A193,Grade 137° _ 0.87 0.78 0.68 0.68 0.68 0.68 0.65 Reduction for Seismic Shear-Stainless(ASTM A193,Grade R6)r C4V,sers 0,69 0,82 0.75 0.75 0.75 0.83 0,72 Reduction for Seismic Shear-Stainless(ASTM A193,Grade B8 0.69 0.82 0.75 0.75 0.75 0.83 0.72 and B8M)" Strength Reduction Factor-Steel Failure 0 - 0.65' Concrete Breakout Strength In Shear Outside Diameter of Anchor do in. 0.375 0.500 10.625 0150 0.875 1.000 ' 1.250 Load Bearing Length of Anchor in Shear re in. hei Strength Reduction Factor-Breakout Failure 4 - 0.702 Concrete Pryout Strength in Shear AlleinallillIMINIK ,Coefficient for Pryout Strength krp - 2,0 Strength Reduction Factor-Plyoet Failure 0 - 0.70' 1. The inlormalion presented In thls table is to be used in conjunction with the design 4. The value old applies when both 111s toad combinations of ACI 318 Section 9.2 are criteria of ICC-ES AC308,except as modified below. used and the requirements of Section D.4.4(c)for Condition B are met.It the load 2. The value of ss applies when the load combinations of ACI 318 Section 9.2 are used. combinations of ACI 318 Appendix C are used,refer to Section D.4.5 to determine II the load combinations at AC 318 Appendix C are used,rater to Section D.4.5 to the appropriate value of 4,. determine the appropriate value al 4, 5, Sand-lightweight and all-lightweight concrete are beyond the scope at this table. 3. The value of 4 applies when both the load combinations of ACI 318 Section 9.2 are 6. The values of V,,are applicable for both cracked and uncracked concrete.Fur used and the requirements of Section D.4.4(c)far Condition B aro mot.if the load anchors installed In regions assigned to Seismic Design Caieeory C,D,E or F,VGa combinations of ACI 318 Section 9,2 are used and the requirements at Section must be multiplied by rrysa1,for the col responding threaded rod sleet type. D.4.4(c)for Condition A are met,refer to Section D.4.4 to determine the appropriate value ci d.If the load combinations of ACI 318 Appendix C are used,refer to Section 0.4,5 to determine the appropriate value of 4, Fr ) g •S:.e pica 12 for N SET-XPs Epoxy Anchor Shear Strength Design Data for Rebar In Normal-Weight Concrete'', 1 1-1 li 1171 ;":i,,':eu's;>its - Characteristic !Symbol UnIIJ Reber Size _ #3 I N4 #5 #6 #7 I 'Pe I f110 g Sleet Strength In Shear t - 'Minimum Shear Stress Area ,4se in2 0.11 0.20 0.31 0.44 0.60 ' 0.79 1.23 g Rabar Shear Resistance of Sleet-Reber(ASTM A615,Grade 60) Vs,` lb. 4,950 10,800 16,740 23,760 32,400 42,660 66,420 E Reduction for Seismic Shear-Robar(ASTM A615,Grade 60)0 av°ors -- 0,85 0.88 0.84 0.84 0.77 0.77 0.59 n N Strength Reduction Factor-Steel Failure 41 - 0.60' p _ Concrete Breakout Strength In Shear Outside Diameter of Anchor do In, 0.375 0.500 10.625 0.750 • 0.875 1.000 1.250 o - Load Bearing Length of Anchor in Shear re in. hot co tll Strength Reduction Factor-Breakout Failure ¢ - 0.703 (-e Concrete Pryoul Strength in Shear _ Coefficient for Pryout Strength ken - 2.0 Strength Reduction Factor-Pryout Failure 0 - 0.70' 1. The Information presented in this table Is to be used in conjunction with tile design 4. The value of 4 applies when both the load combinations MAGI 318 Section 9.2 are criteria of ICC•ES AC308,except as modified below. used and the requirements of Section 0,4.4(c)for Condition B are met.If the load 2. The value ai 4 applies when the load combinations of ACI 318 Section 9.2 are used. combinations of ACI 318 Appendix Cara used,meter to Section D,4.5 to determine II the load combinations of AC 318 Appendix C are used,refer to Section 0,4.5 to the appropriate value of p. determine the appropriate value of 0. 5. Sand-lightweight and all-lightweight concrete are beyond the scope of this table, 3. The value of 4 applies when both the load combinations of ACI 318 Section 9.2 are 6. The values of Vs,are applicable for both cracked and uncracked concrete.For used and the requirements of Section D.4,4(c)for Condition B are met.t the load anchors installed in regions assigned to Seismic Design Category C,D,Ear F.Vsa combinations of ACI 318 Section 0,2 are used and the requirements at Section must be multiplied by eov,,• O.4.4(c)Inc Condition A are mei,refer la Section 0.4.4 to determine the appropriate value of xi.It the load combinations of ACI 316 Appendix C are used,refer Io Section D.4.5 to determine the appropriate value aid. 19 PAJAMA-rmn/ Cotum4/ Pitts C I E Pace 7 rv4 ° Gogb ` IK4_ A- d 2y.6" k ' 9i9. 1 4_ PIt,E MPr4i = so/ k EA.bwABLe Ltihb = ir1 1- I Pig ` a 21 kf $4;1 L21.k-/ju e = 1.`1 P l l.tcS —>' 1/5b 2. Q/Ges SF 2 Plus E 5o' o6Pn`-1 Cz I I Cott,M,J 4oAn =Q114raz L -1' -/- - # l79 ix.f) r/J" 4 /1 ` )44 1a- 1 I / Id Fret. tO4 = (51)2- CR") l66 p ' jd k I M .. I %26t.- %a7AL ' &Silt L i J Ike DF,olfl = 3P' I / I r Ai-Lob (.2,/sib ` `I G- - 3- ; L .ZI4-- I / to &o'• IF PIA-5 ° b58y k LI I I / 1 - u/. 13 PI 1-es — t — — — — — t —/— — — ,/ y 115f y pars cf 30' „wpm{ ID, ea Description By 44K Date e0 j� ENGINEERING Flo Nt4)/0n/ tP(6Ai Checfked Date 250 4th Ave.South Scale Sheet No. Suite 200 Project Job No. Edmonds,WA 98020 Prit1✓fi T/TA/65S 4gengin erin / /y//d www.cgengineering.com it dos iM D4/ G3 CtjlaNfr 7M JSiElSE W4I.1-) 1-ao4b ( Qriy-'WY r) (bQ + Jt psf) 4 31.- •i \ k ,1e L"40 < Ly•.6 w 7o74t Lbl ' ;/• 14- 14, D1Qr,<l . 5a c64) els LoN) r 71 1- / pi i.c - 3 4- > 21 It. / PiLr /U6• OF ®/z.rs = 3!,/ a- /21.b.[ j.'t. = 14 PILe4 115r £2') GICt:-s cf x' 6 Wro/ a Description By ngi/L Date / 7iboA"447iD A/ di Checked Date ENGINEERING Scale Sheet No, 250 4th Ave.South Suite 20D lob No. prolett Edmonds,WA 98020 jal4/% F/t4515-5 /� 425.778.8500 /S(Ll/./O www.cgengineering.com a ia E !} a 5 -1 11 dSS _ vv gg aa a I d ie®gsge21n141ae21§ F sI A:AiACAAARA P �S iAAAAAARRRRAFRxRnn AAC'A9xiCA Q S 1 i 1 1 d xxxRixCi2i2i2sy@R2i99RB9i99iiiiliifi5:9:n 1 III i EEBAadaalE'i2121995it�'x E'4"siM:t EE:EEEIIf°i@3 I F E ZUZIP.§§1@s1119E§§111Z§§§§§§§a$z9S IIIIII" d germ+......9m r-Iga _RxAAiPxCRARryL9Ax RA9: s 0A98i CIFxp C ii; 5 c- III jj 9 E ° i an Ili i 1 *{( f nB43A93AASCA:RARRARRRRRPA2A98 ig i t; d i —'Jii9:_ARxxAxPAAAAR942 A9x AA95i:9i I 1,r y' O . City of Anacortes Invoice/Permit#: BLD-2015-0344 904 6th Street Applied date: 07/15/2015 P.O.Box 547 Issue date: 07/15/2015 IOf Anacortes, WA 98221-0547 Expire date: 01/12/2017 Cpg, Job Address: 1609 RAVE Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2276 Project: APN: P55931 Remarks: Erect tempoary tent during gym construction/remodel July 17,2015 through the end of July Owner: THRIVE COMMUNITY FITNESS Contractor: PACIFIC PARTY CANOPIES Address: 1609 RAVE Address: 455 PEASE RD ANACORTES WA 98221-2276 BURLINGTON WA 98233-3113 Phone: (360)299-2180 Phone: (360) 707-2115 License#: General Information: Fees: Building Permit Fee 54.50 Total Calculated: 54.50 Deposits/Receipts. 54.50 Total Due: 0.00 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 0 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 8'-0" , 8' 0' PHONE (425) 778-8500 MAX,TYP MAX,TYP FAX (425) 778-5536 EDGE OFlel TYP 411 3' 0" EXIST SLAB -\ ; C� I 10 f .) C) (5 tItI- - _ -�- i \ Q -- - - en - 1 I I \ G 4 C6 a ____ - 1 EXIST 1'-0" SQUARE n CONC PLINTH,TYP HELICAL SCHEDULE-3" (2 7/8"0) , 4:* r—7 \ . I PILE NUMBER MIN EMBED DESIGN LOAD (KIPS) ULTIMATE CAPACITY(KIPS) TORQUE (FL-LBS) HELIX CONFIGURATION CONFIGURATION L_J , L L_J Cs GU1t ADD (4) #5 x 4'-0" 13 --I �� C��10 4,awesBt4, , 1-2 30' 19 38 4222 TRIPLE 8", 10", 12�, Cl O @ 6" OC @ COL 'I, 4' I • c' li 3-4 50' 23 46 5111 TRIPLE 8", 10", 12"0 I; - c . o I o �W N ' , 5-34 30' 8"19 38 4222 TRIPLE 1 0", 12" 6" CONC SALB /#5 BAR @ 12" EA WAY +� �S16iVA , 35-36 50' 23 46 5111 TRIPLE 8", 10", 12"0 CENTERED IN SLAB 45 16 06/12/15 37-40 30' 19 38 4222 TRIPLE 8", 10", 12"0 \ L•_IL•J `•J V 41-65 50' 24 48 5333 TRIPLE 8", 10", 12"0 r I 66-68 50' 20 C40 4444 TRIPLE 8", 10", 12"O o o NOTES: 1. CONTRACTOR TO INSTALL EACH PILE TO 200%ALLOWABLE CAPACITY PRIOR TO INSTALLATION. 2. INSTALL TORQUE IS BASED ON Ks=9.0 �� _ \ 3. GEOTECHNICAL ENGINEER SHALL VERIFY ALL PILE INSTALLATIONS. 47 48 -gig) �1� 4.PILE DESIGN LOAD INCLUDES 3K DOWN DRAG. r 7 r-, r--1 I \ E I • i • 1 I . I Q EXIST STEEL COLUMN & L—J L_J I-—J BASE PLATE,TYP SAW CUT CUT I EXIST SLAB Z 03 #5 x 3'-0" @ 45°TOP H jr. • . 410 1 \ CJ ? � I - CI CL r--i ,- _ r-� I -- o .01 r—� I • I 67' 68` I I I -in u� I • I \ L�J �J L_J +� w L—J H N "' 4 TYP p :� vip I �° \ o o Y 1 1'-6" SQUARE x 12" DEEP -i < THICKENED FTG,TYP I c D0 DESIGN: RMK (54) 5 , 2 r r--1 r- r-7 DRAWN: JCS `I. 1 • 1 1 • 1 • 1 1 • 1 .V I L_J L_J L— L—J 1— 11 \ \ CHECK: DMT 6 TYP JOB NO: 15141 .10 ® DATE: 06/12/15 0 1-3 ` / 9-1 * 11-0 11-0/ / x 11-0 I -��' xQ' TYP TYP TYP j 2 psi $9: 60 # 1 r4 r 1 i r—1 r—, r 1.7 7J --r L) \ 1 • i I • I I • I I • n L—J L—J L—J L—_r TYP I.® o DI r. 0 i i-i ADD (4)#5 x 4'-0" @6" OC@COLI #1 6 4 g 63 4 n r-7 r—7 r-7 ---7 \ I • I 1 • 1 I • • I L—J L—J L_J L—J EXIST 3'-0"x 12" 3" HELICAL 8-10-12 PILES THICK CONT FTG 0 PER PILE SCHEDULE,TAP (4()) 34 2 (30' I ,§) — _ _ 171/ :__u___ - \ a 39 '� ;� 33 31' 09 o LaJ 0 -Cill 8' 0" S'-0" NSIDE EDGE OF m C a) EXIST STEM MAX,TYP / MAX TYP STEM WALL iff 410 WALL Q 7 \ 3' O" 7 Z t25' 0" =25' 0 W LIJ i 0 rx 0 PILE & FOUNDATION REPAIR PLAN w Ix o Z SCALE: 3/16" = V-0" e • INE. I 410 - 01 C ) H Q L.L SHEET: 32 .1 .... 11 , • EDGE OF EXIST NOTE: ENGINEERING STEM WALL TOP PL&THREADED CONSTRUCTION SEQUENCE NOTES: ROD NOT SHOWN FOR 250 4TH AVE. S., SUITE 200 1.JACK EXISTING STRUCTURE FROM PILE AFTER REFUSAL IS CLARITY EDMONDS, WASHINGTON 98020 COMPLETED&CRITERIA MET. tin -� ' EXIST STEEL PHONE (425) 778-8500 2.TIGHTEN NUTS AFTER PORTION OF STRUCTURE IS LEVELED. a a a COLUMN FAX (425) 778-S53B EXIST WALL -.......„.........„.....N...i I 3. REMOVE JACK&TOP PL& REMOVE EXCESS THREADED ROD. a Qa EX FOUNDATION EXIST CONC ! a a 4 d PLINTH PER PLAN 4 SLAB&REINF a I PER PLAN • DOWEL& EPDXY SLAB REINF INTO -- - - A 1/2"0 THREADED ROD W/4" EXIST FOUNDATION W/4" MIN SLAB&REINF a a a ! M a 4 MIN EMBED INTO FTG W/ 1 EMBED W/SIMPSON SET-XP PER PLAN a . a . • x• SIMPSON SET-XP.ALTERNATELY d a a — -- q 1/2"0 EXPANSION ANCHORS _, a o 0 0 0 . q --7 Q a r-- ° O0Oco O°p90 00pCO Cho '\ MAY BE USED W/4" MIN EMBED C .: _ d " 4 _ I _ 00 • ° a 4 ° 4 a Q - 11 .:- - 0'0 °°�I I I oI I�= ob NEW ERMETHANE • JACK NOT SHOWN O , FOR CLARITY �a I O°per P°O� Po°� P°p�b a°o� Po°� a a 5/8" MINUS 00 00 00 00 00 00 NEW METHANE a a AS REQ'D Ob I I Obll_O�b I Ob Ob IOIb ll f _ LLI I I=III=III= III I1= BARRIER a a OF a MN PL 1"x 4"x 0' 9" G I 8„ 5/8" MINUS " d G GUj I = 1 I I I AS REQ'D 0 _ :: ADD (4)#5 x 4'-0" DOWEL BAR S o �� ��' 7 8"fib THREADED ROD - _.. . _... I I - a - HELICAL PILE CS A, 1� / 1 - I I _ a� 4 ��- PER PLAN a" -]� W/SIMPSON SET-XP @ 6"OC 4 ,¢ . I PRECAST FDUNDATION -F I a a q a Q 4 �' BRACKET 4 4< 1 I PRECAST FOUNDATION r• .:El - a _ I BRACKET , , � '�1 --D 4 • E-- ® a HELICAL PILE if S,•, _ _ ___ ,., SFQNAL I I a a a PER PLAN HELICAL PILE j B'-0„ I a iN a a 4 06/+�/�5 PER PLAN I I I r i SECTIONCI TYPICAL DETAIL SECTION SCALE: 1" = 1`-0" SCALE: 1 1/2" = 1'-0" SCALE: 1" =11-0" Q _� z O m s U_ / / u, E1 U 2 Ln UJ w .` _.. _. _ _ p 0- =J 4 ^ • Y r : • ; "...-' SAW CUT EXIST FTG AT EA Q EXIST ADDITIONAL REINF ' • i� ,5 \\ • <I 1/2"¢THREADED ROD WJ 4" up i \ CORNER&GRIND SMOOTH 1 CI MIN EMBED INTO FTG W/HILTI I! >/ HSScOL RLi 4 \HITHY1S0INJETION ; 411110 �� f, vv A a v 1 ADHESIVE.ALTERNATELY 1/2"0 \ EXPANSION ANCHORS MAY BE I j EXIST 5'SQUARE x 14" DEEP FTG USED W/4" MIN EMBED I 11 #5 BAR @ 12" 1 4 d c' - OC EA WAY DESIGN: RMK -No d 6 a a \ _, DRAWN: JCS • a 4 n° 4 t r d 1 a rJ °�! Li • i d ° ad a c: CHECK: DMT ° 4.44 a s ° n ° in \ \ N CPO°o CPO oo CPO°o d • 7 ; < • ° p°°`O 60 O`O p°o� _. JOB N O: 15141 .10 00 Oo a a 00 00 00 eo a°o a°a o b ob 0b NEW 7ETI- E y ±_1 i i—� I Q a I—1 i BARRIER 4 DATE: 06/12/1 5 EXIST COLUMN =III— III— — 1 a `� 0I I I=III-- PER PLAN 5/8" MINUS AS REQ'D \ • N \ rl \ 7/8 0THREADEDROD _ v /40A / 4 _ PL W/ �\ i� PRECAST FOUNDATION - -1 _ CC ? I \ 15/16"0 HOLES TO ALIGN �� \7 BRACKET r-L } \ f W/1" ES PIPE BELOW,TYP �� �� \\ lip 1 d • I EXIST FTG HELICAL PILE PER PLAN�I ! PER PLAN I \ _ I ' b.. Ld SECTION EXISTING FOOTING W/ UNDER PINS 0SCALE: 1" = 1"-0" 0 SCALE: 1" =1' 0" . II, . .._ DOWEL& EPDXY SLAB REINF INTO Q N EXIST FOUNDATION W/4" MIN a. N EMBED W/SIMPSON SET-XP W 00 Ct 1) 0 THICKENED EDGE SLAB PL 5/8 x 5 1/2 x 0' 5 1/2" THICKENED EDGE SLAB PL 5/8 x 5 1/2 x 0'-5 1/2" cc _i GRADE BEAM WITH(2) REINF PER PLAN GRADE BEAM WITH (2} Q z REINF PER PLAN z #4 TOP & BOTTOM #4 TOP& BOTTOM V W W a 4 4 •q - I . 4. a a • 4 a a Q W [///�� 000 00� 1� a a O°o O°o poa ooO c°} 0 1� 160°� po _ J O° Q ' I Od O L. co 06Q Cy' °� O LL o'O o'O 11 ■ C o O'b O•o a• a• [IIlIII111I 1 J —i1i--ice 11�'3 _„ —Ii1 i W O Q I �, NEW METHANE I �\ �,� , Cr) U BARRIER I I I� BARR NEW IER RETHANE Ce O Q HELICAL PILE 5/8" MINUSAT s l� HELICAL PILE � _ (p Z W i PER PER PLAN AS REQ'D _ PER 5/8" MINUS Q '� PLAN / PLAN /PER PLAN AS REQ D SECTI N SECTION SHEET: SCALE: 1" = V-0" SCALE: 1" =1'-0" I + i, IT I . , , , S 3 S3 .1 , _ • . 1 ..._________._____ STRUCTURAL NOTES0(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ! ENGINEERING CODE CONCRETE 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 ALL MATERIALS,WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL CONCRETE SHALL BE MIXED, PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION PHONE (425) 778-8500 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION.SPECIFICATIONS AND STANDARDS CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FAX (425) 778-5536 WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. FOR BUILDINGS(ACI 301). DESIGN LOADS ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. DEAD LOADS: ROOF 10 PSF CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: FLOOR 80 PSF r MAXIMUM MIN CEMENT �� LIVE LOADS: MAXIMUM TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC �,r ROOF(SNOW LOAD) 25 PSF I RATIO YARD SHRINKAGE STRAIN �� � . , LIGHT STORAGE 125 PSF SLABS ON GRADE 3000 PSI _ 0.55 5 1/2 SACK J N/A •iC FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A ti ' ' r� , STATEMENT OF SPECIAL INSPECTIONSo _ ELEVATED SLABS 4000 PSI 0.45 61/2 SACK 0.034/0 1 � �_. OU SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A ALL OTHER CONC. 2500 PSI 0.45 5 SACK N/A ' �� ILL WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF , `ti `'� h C3 vY �a I � WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS ,1 �,°: I SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING � ,:: FREQUENCY AND DISTRIBUTION OF REPORTS INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE ti`;' �. SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD,AND I SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. sr 0 rt . ir 4.5„. -,I.`SPECIAL INSPECTION ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE r,'. fir. OIVAL WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. y d • +. ''*`' O6/I2/I5 OPERATION CONT PERIODIC REMARKS ?" i REINFORCING STEEL + SOILS REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(Fy , ' .« SHORING X GEOTECH ENGINEER =60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED EXCAVATION & FILL X GEOTECH ENGINEER SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PILING INSTALLATION X GEOTECH ENGINEER t PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. PILING REFUSAL VERIFICATION X GEOTECH ENGINEER - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI CONCRETE 318R,LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS - REINFORCING PLACEMENT X SHALL BE PER SCHEDULE. ADHESIVE ANCHORS X IF REQ'D REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING J NOTE: EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN (- HARDENED CONCRETE SHALL NOTOE BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ALL ITEMS MARKED WITH AN "X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. z INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE °� ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL MINIMUM LAPS AND EMBEDMENT F RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT CT I- TO THE ATTENTION OF THE DESIGN TEAM. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED 0 2 cc BELOW: LiJ w SHOP DRAWINGS 0 a f'c=2500 PSI SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL DEVELOPMENT LENGTH LAP SPLICE ENGINEER FOR REVIEW PRIOR TO FABRICATION: BAR TENSION COMPRESSION TENSION COMPRESSION I L . . 1. REINFORCING STEEL SIZE OTHER OTHER Ei < TOP BARS BARS ALL BARS TOP BARS BARS ALL BARS 2. CONCRETE MIX DESIGN p SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE #3 _ 24 18 9 30 23 12 Y CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE(3) SETS OF SHOP DRAWINGS FOR #4 31 24 12 41 31 15 fY ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. Q _ #5 39 30 15 51 39 19 2 ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DESIGN: RMK DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM CONCRETE GENERAL NOTES COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR DRAWN: JCS DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. CHECK: DMT MANNER. NOTE: PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS FLOOR ELEVATIONS JOB NO: 1 51 41 .1 0 ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE PROVIDED BY CONTRACTOR._ ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. DATE: 06/1 2/1 5 CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO REGISTERED IN THE SAME STATE AS THE PROJECT. POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. Tom_ FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT 11113 10 `1i 13.071 - 13.20 13.13 1 12.95 i 12.951 ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF L iN , OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND T 7 FOUNDATIONS:HELICAL PILES OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)#5 EACH SIDE AND (1)#5 x 4'-0" DIAGONAL AT EACH - J CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE SOILS REPORT: REPORT NO: 3-917-13119-A AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. PREPARED BY: AMEC 1 DATED: 10/04/13 BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SUPPLEMENTAL REPORT: REPORT NO: 3-917-13119-A PREPARED BY: AMEC SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR,TEXTURE AND1] 1 12.84 V) DATED: 03/12/14 OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS L 0 NOTED. HELICAL TEST RESULTS: REPORT NO: 3-917-13119-A Z Z PREPARED BY: AMEC EXISTING BUILDING II DATED: 06/08/15I - Q O CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING ALLOWABLE PILE CAPACITY: PER SCHEDULE DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE I ' I- REDESIGN. V n j IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR I W MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE GENERAL 0 I , !T T !� e- THAN 10%FINES(PASSING THE#200 SIEVE). STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND 13.22 13.17 13.17 / 13.18 13.20 12.82 13.13 T Q N W FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12 ) INCHES IN LOOSE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND 0- CO O 1 THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE W 7 W TEST METHOD D1557-00. ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. - \ I Ot CD SEECIVIL ELE RICAL ND MECHANICAL DRAWINGSFORSIZE AND LOCATION HELICAL ANCHOR INSTALLATION CONTRACTOR TO CT A CA = �� Q J �/ OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. - O HELICAL ANCHORS SHALL BE 2.375 O x 0.217 AND SHALL CONFORM TO Fy=70KSI. - �J N CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL 11DENSE THEDEPTHOF THE DENSE IL____ANCHORS SHALL PENETRATE THROUGH THE LOOSE SOIL& EMBED INTO SOIL. PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. J 12.83 13.13 Z > (,/) D ILL SOIL SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER.ANCHORS SHALL HAVE A MINIMUM EMBEDMENT - -� CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL DEPTH OF 8 FT BELOW BOTTOM OF FOOTING OR AS APPROVED BY THE GEOTECHNICAL SPECIAL INSPECTOR.THE - 1 - L.L ("- ANCHOR INSTALLATION AND LOAD TESTING SHALL BE CONTINUOUSLY MONITORED BY THE GEOTECHNICAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS - r l ENGINEER. ONLY WILL NOT SATISFY THIS REQUIREMENT. _ I W Et Cr �✓ 7 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT (----- I REFER TO THE ANCHOR LOADING SCHEDULE FOR ANCHOR CAPACITIES.ANCHOR CAPACITIES SHALL BE VERIFIED , 0) U N Z DURING INSTALLATION TO 200%OF THE ALLOWABLE CAPACITY.THE STRUCTURAL ENGINEER SHOULD BE SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF Et Q Q �L CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL = z �..- CONTACTED IF THE ALLOWABLE PILE CAPACITY IS NOT ACHIEVED. ENGINEER. / n ANCHORS SHALL BE COATED FOR CORROSION PROTECTION. COATING MAY BE HOT DIP GALVANIZED OR THERMAL I- Q v PLASTIC COATING. L3.20 13.10 T 113.24 13.23 12.93 13.02 T SHEET: AT LEAST(2)ANCHORS SHALL BE TESTED IN ACCORDANCE WITH ASTM STD D 1143-81. 1 - '1 -- INSTALLATION TORQUE SHALL NOT EXCEED 12,000 FT LBS. WHERE ANCHORS HAVE MULTIPLE FLIGHTS OF HELICES THE HELICES SHALL BE SEPARATED BY A MINIMUM OF 3 HELIX DIAMETERS. 0 MAIN FLOOR ELEVATION SURVEY Si nal IN IN I 10'-0" 0 10'-0" 20'-0" 4 - --,.... ___ I A f 0--.—, C,. City of Anacortes Invoice/Permit#: BLD-2015-0289 a ; 904 6th Street Applied date: 06/15/2015 `t•�1���� P.O.Box 547 , , _ Issue date: 06/15/2015 Ci}= Anacortes, WA 98221-0547 Aria ct `P (360) 293-1901 Expire date: 12/13/2016 '.,_" Job Address: 1609 RAVE Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2276 Project: APN: P118625 Remarks: Structural foundation repairs new pin piles and replace with structureal slab approximately 3,150 square feet. Owner: RYAY LLC Contractor: CHAD FISHER CONSTRUCTION Address: 1609 RAVE Address: 15900 PRESTON RD ANACORTES WA 98221-2276 MOUNT VERNON WA 98233 Phone: Phone: (360) 757-0580 License#: CHADFFC906DS General Information: Fees: Building Valuation 75000 Plan Review Deposit 266.09 Building Permit Fee 818.75 Plan Review Fee 266.10 State Building Code Fee 4.50 Total Calculated' 1,355.44 Deposits/Receipts. 0.00 Total Due. 1,355.44 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION ,r SIGNATU OF E RAUTHORIZED AGENT ISSUED BY ��2�Q- ( l a • ; �t s•. I-.AN1D) - . ."1E .0.T.rr Commercial Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 -Street Address:904 6th Street Phone: (360)293-1901 Fax: (360) 293-1938 SITE ADDRESS: ItO Oct 0--- CONTRACTOR nevi/ � / U / /� 0 Applicant PROJECT .(DESCRIPTION / Name c1L / 5 4er c.,ss ke.,$.. , L� c51)-4cJt-'v / v"nIC))fh I^d/a.c l>15- Address /..5769 A-41Ah FAce, NG ��,�ti i��s �`� u/ City/State/Zip 84-47 ,,� / !"/ 1 Tg 3 6 Pit 4�"'`�� S!`r�. Cy,,�c /SO .fr ,J Phone 360 "7✓�'0SIr 'AX it//- lt590 State License#CII4OFfe./o60.S Exp 3/c/a PARCEL NUMBER City of Anacortes Business License: tomes ❑No , ec �,cA chC f1 /�/J� PROPERTY OWNER [ plicant LEGAL DESCRIPTION Name pY/t y,j.l.G dick ya- b7 f Q Address 6o'( /2-r l/ See 4 )77 Cie/ City/State/Zip s eA'ASf i " gCyyzl PROJECT VALUATION Phone310-363 ^36gd FAX S 7 a U / E-Mail Address r nu ��..yn y 0 G r Number of Stories Y (/ / Building Area: 0 Architect 0 Designer E Engineer 0 Applicant 1°Floor s.f. 2"d Floor s.f. Name C 6, F.41(ii ,,-:7 3'dFloor s.f. Basement s.f. Address O Y- e• S , 5re 266 Lot Area s.f. Construction Type_ City/State/Zip gii'vl l�lr 9fc' - Use Zone Phone 4}lS" 7 nr---51"49 FAX f Zs-77t S53Z Impervious Area E-mail Address Other(Describe) TENANT U 0 Applicant LENDER ^�J LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name /i7✓.yc_- Fteie'.s_ /IN VALUATION PER R.CW.. Address 160/ -, 14 Aid- Name t/4- City/State/Zip_ 1►1't e-oI.3 J 4,4• ' t 1. Address Phone 2.15 1 FAX f-v FAX City/State/Zip E-mail Address damp € 7'L+xvC.cF. ed ri+ Phone No. CONTINUED ON THE BACK Ai* Commercial Mechanical Fixtures Fuel Type ❑ Natural Gas ❑ Electric ❑ Wood ❑ Propane G. . ❑ Other Type of Equipment Number o Type of Equipme. Number of Fixtures Fixtures Furnace<=100K BTU Gas Fireplac•. Boilers/AC/Heat Pump Other Ulf Gas Outlets Ventilation Fans Gas Water Heater Range Hood C mercial Plumb'I g Fixtures Type of Fixture Number of Type of Fixt e Number of Fixtures Fixtures Toilet Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Si w/Disposal Additional Fixtures Clothes 'asher Electric Water Heater I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENS Wo ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PRO LICE E. 6- As -/s APPLICANT'S GNAT DATE P/ et-1 -1. .601 gi Af (32-P G Last Updated Nov.9,2012 L - CAL D1SCRRTO \ LOT 2, SHORT BLAT \O. ANA-98-003. APPROVED FE3UARY 8, 1999, RECORDED FEBLARY 17, 1999 IN VOLUME 14 OF SHORT PLATS. PAGES 4 AND 5 UDDER AUDITORS FILE NO. 9902170072, AND 3EING A PORTIO \ OF GOVERNMENT LOTS 1 AND 2, SECTION 10, TOWNSHIP 35 NORTH, RANGE 2 EAST. W.N. AND OF LOTS 15, 16 AND 17 "PLATE \O 10, TIDE AND STORELANDS OF SECTION 19, TOWNSHIP 35 NORT-, RANGE 2 EAST, W.M. , ANACORTES HARBOR", ACCORDING TO THE OFFICIAL MAP THEREOF ON FILE WITH THE STATE LAND COMISSIO\ER AT OLYMPIA, WASHINGTON. SITUATE IN THE CITY OF ANACORTES, COUNTY OF SKAGIT, STATE OF WASHINGTON TAX ACCOJ \ T \ V8bRS R32910, R32911 , R32912, R3291 L, 32942, R32944 R32948, R32959, R32960, R32962 SHOHLI \ E DPVIIT # 242 v;J ENGINEcRING STRUCTURAL CALCULATIONS Thrive Fitness Foundation Repair 1609 R.Avenue Anacortes, WA. 98221 j. Glitz�q� of WA '4'0. b 0 ++ liZ,\•.., if' li IP IQsiAL 06/12/2015 250 4th Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 CG Project No.: 15141.10 Project Location 1609 R.Avenue Anacortes,WA. Prolect Description An existing commercial building was built with steel framing and is supported by a slab on grade foundation with interior spread footings and exterior thickened slab edges. A portion of the interior foundation has settled at the north end of the building. The interior slab that has settled will be removed and the exterior thickened footing and interior spread footings will be jacked up to their original elevation using helical piles. Scope of Work Provide structural calculations and construction documents In accordance with current building code. Basis of Design Roof Loads Dead 10 psf Live 25 psf(snow) Floor Loads Dead 80 psf Live 100 psf(gymnasium) Geotechnical Report: Prepared By: AMEC Environment&Infrastructure,Inc. Project No,: 3-917-13119-A Date: 10/4/2013 Subject: Limited Geotechnical Report Date: 3/12/2014 Subject; Geotechnical Supplement No.1 Description By Date a RMK 6/12/2015 Checked Date ® Project Summary ENGINEERING Scale NTS Sheet No. 250 4th Ave South Project Job No. Suite 200 Edmonds,WA 98020 Thrive Fitness Foundatino Repair 15141.10 Gravity loading Dead Load: Roof: Roofing(metal standing seam) 1.5 psf 24 Ga. galvalume 1.0 8.5 Z-girts 2.8 White vinyl V.B.wrap 1 Insulation 1.0 Class III max flame spread 0.5 Misc. 1.5 Total 9.3 psf Snow Load: 25 psf Floor Live Load: Gymnasium 100 psf Description By Date 6/12/15 Checked tt Date ENGINEERING Gravity loads Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Thrive Fitness Foundation Repair 15141.1 Edmonds,WA 98020 • ,icoF ELA4 pDt' !ore ; 5,,= 76-p 4 aW I I\ /NTE/-I°I�. Cotost.J lin - 9 7-As 62rA PaCvw r4 I Er vf+°�" �'' = 25' �No' 35 )o,CzC 1/AM. .0 a�,\r, 1 ' //Pl �, 4' VI. T ti4 v c LMA pea- contend "tit' a //9 J1> (/a psF ,-tt ISF Fr. 171M " gyn . k 6x 7 P.i \ "VP ph Sr Est- $M t++7 c `II ' act#14 Tgtt. TYR = 3 G- £7EEt Cnttl,y Al Bra P. 1 8 • •a. / k 1 d ToKr Bk. F! 4 -goat. r4,— (&'���14t)laro pc+ itv- i H,N 1,- C 6) �*r It' k _T4%/ft /✓r (S,n,Y a (-AFn.) R We t i-er fj AI F77"- At omvi) K.? t- /2oea 4>. 4.8. 4t.- Fx76p-roe Cot-o,n 2.8' sa. mia. 7/2, 4254 = (fz,0(So')(01.) ` 313 fa: , GoAD k ALvm'J ' 3f3 -t (/D fsf It 7E MO ` /1 l` 5r5Et_ BA. Mr ' 3 L 5/aEt Cot-umA) tAir ` I A- j'niAs- is A. Description By n,,,� Date / (J fI CheckedkedV` Date 1e�/y I ENGINEERING FOUAIQjp/J �65(� Scale Sheet No. 250 4th Ave.South Job No. Suite 200 Project r1 Edmonds,WA 98020 710-10i` 'ITAIF Jj l 425.778.8500 4 5�y1 www.cgengineering.com fact .st4p 1)L= 1ps-r -r S.W. /'tr➢nl V/t,J 16 , 'Lc'. LD psi 34- I - St.A3 A-A .i' . . 0 . • o ML4t.J A i-MD\..I b! TP-PB' la" W 6", ) 1.3 H Ill' I ll' •I It' { • cy ' I ' J . ZcvI— iriI t2.Kf 0.-(r'I IJNSA�ANLeD Wb: -mon tY- d Uc . k `c cI A P ' IV i II' t II' N.. n y LI p 9,.p" tot'D^ , i > — /N k-Tr (9Z7.) t lit AAA it k.•dr i • N9'-o- 04' e Ir p.c. e4. wAr ' '% rf69- Tb DOT Put GJ<lFec /u&«l/Nb- st/MIL ....-• r p,K ' 1,7o 7 1.6 L c 29,6 I --IfFib" APSA ' lot' 40- °t (Lc) 20 (Htl) L° 1 ' 41.% I, elk- • I Vr.= G,, n.(a L 1 Ucc ,S" pL. . P )0,`N A[C5 tA5)] ' Ib - eDescription By n,,,v Date IAA-- ----.---- DU U tV 3 kra Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Job No. Project �� Edmonds,WA 98020 T IO r r n NFhS 425.778.8500 I y/,1I I D www.cgengineering.com 1 . • • it . Ilfb la.is Lino 1 Rr.s lit„ b10 BbxAii•1 notod S,do: Vol c.cllt.ot I,._„ Engle cm: Igc!ad10. Vx:.n:h,:rs Thin area Ertglnaot p,g1c110 a1•'Sc14-,02 a,I P,C,�:1 V,_.,. u:•y',_ '.,g; 4nm 'o -, Piled Cn . u^r:'...ur•nO Inn'Fn Ln1.1 I Iho'pr,,•n7 L Ti L:.:Ir::.6 J 1•'_'-0t}6 ,n'':.,.�,...-i,Slll 111r',5 - .�It1a.;}n. :,sill llh i•l' CODGrete Beam —i.' T,.-,,..'1 _ ,,. Il;i;l r i.II I'+ l oricrete Beamu :II. ..w I. f 'r.�rn I.,:,npl:n: sx•AAI".".r_,} 5<1, ,n: :•:nAA lr'.•1",9s,s:-.11-,;n11 CODE REFERENCES _ CODE REFERENCES Col ulaltone not ACl 31B-11,IBC 7012.ASCE 7.10 ColcR1011ena per AC1310.11,IBC 2012,/.SCE 7-10 Load Cnmpinollon Sot:ASCE 7-10 Load Combinnllan Sot t ASCE 7-10 Mnlarinl Pr0000rlie0 Molorlol ns r0 2'•O kd 611.Vo v0:_flex.: 090 to 2.506J 6 Poi Veucn 11o.0ro: 0e0 ytoa'7 VD : 5150pd Sh,s: 0,750 6=lc- Ph.,7.50 = 375.0p. Ph. 0.760 ' ,I'':•r = 145010 Fr = 0 650 'rst"e . 145074 R, - 0.550 7.IM1 rs:h' = 1.0 7,toil Fa::, = 1.0 Hal.-',TWO:s- 3.1.22.014 05.Shmpa 40,0121 a E,asbo},!o.uly_= 3,1270A0 FY-S'n:p, 4001.1 .. 11.11,n Po.ha, = 60.0 Fs, >:.Sbn::• . 09,06001,0 11-A1_nri,bar = G0.014 E•sr,rupr , 30.009.94s1 L.yc:l R':hnr = 28.000,01d 5L,rup ll a•ra p= E.Min Pebo, = 20,003.0W Slnup Oar,,c0a p= p 3 R,mtor of FIK:ctnp L,1'14•SOnul= 2 M1Lm4M,Dinon1r1o1 Loge Par Stiul- 2 loll Cembl wlonASCE 7-10 100iln;r,lun:'sn SCE7-10 t_ # . 'r + r"a_ __+ + + - + r + • + _ t + + +, + + + • _ -- $ Croe15°ellon b Reinforcing 0olelle __ Cr0ls Sco1Ion&RPM1nipming Details Rc:114u:4 0o0:on,WAIN•42.0In,111103-5 01n Rr,=.5.nvlulo,Sedbn,?Ad;n 12 01n,11441.401n Spondl Rr:ninrdn,, Span AI Rclnkrdn7 I-05:,13,0 NI horn Mom.born 001a 11,0 h In Ihis cpan 1.15 2170111 10.n Mon,Ppm 0 0le 110 Rh Ns spd0 0p:a,H711trn0adn0.. Span P2p.1010 er7 1-n5a12.01n horn B:,tlom,lon0 010 11 0 01n0,111010 1-n at3Aln Pon l!wryhom0010 110111n R50a:, Span ll R6n1dd,3. Spann Re,nlari0J,.. 1 1i 0 20:n hem 000:n,Pon 0 0 S 11.01i:n III,e,,n 145 a13,0 in Pen 0oa::n,6m00lo 110 Inn Inis rp1, Appded Loads lenv.,y1s-entered Lea4 Pnelom.wtno=pp::n bw•uxulalnns. _APAprd Loads --—. snvo,roadsenlvrM.load Poc.,sn00o a1P'ad 1PP a,.::+Ant Beam 5oll*vigil(ea collated•ndadded In load. Doom veil might calcololnd and odded to Inds Londla,Span Ilumber 1 load for Sp:ntl....harl lh'inn,Lw.d:0-0,0050,L-0,101_I,rant,aslh=100,tell UnQaam Loaf:0-0 0170111.Intu1,4151d1h=5.311,In} Loed for Span Number 2 Load for Sport Ru0bor2 Idi,ienn Lert:0=04330,1_,010.ii.TnboNlr Nld01=10 R,p,1 0n1k011.41:0=05050,L=0101.F1,inbu,_VV.Idlh=1011.1,0 Lomita,Span Nornher 2 Load!or Span Numbora LkAum Lord:D.00650,L=0 10 V cl,Tnbulo,VWd4.=Oki.) Valle.loll:0=n 0050,I-II 10 As 1rib1dx110dn1=1011,1µ1 DESIGN SUMMARY OE-WY SUMMARY Maximum Bonding S1,es3 Boll° A 0.031:1 Manlnnn,G111101 n Maximum 0enAng She sc Pint, a 0.020:1 AI,Yimnm 001l0tlinn sr 4b n rased!Prthh sp. Typical S0°tion Ws DasrrruonITrnnsnn,0e110n0 00261n Rnllo= 5142 Sor11an urn larinl.:po,l Typical Seellon 1A0,Daanxa0 Thn„cnl D,•Mhbn 0.072 In RnPs. 5987 1F,Ap5L'0 a,061 k-R 1.1.o,Upward T.en,NnlD ecabn .0001 In R00 00210 IA0 Apprwl .3384k-0 Alox lim.,d Trmnn-nl Anen,,n, .0.00001 Ba1o= 16•-00 Ain•Pnl:Anar.eue 3G76k-11 1=„'1Bawreven1Tolnl Cotectwn 304Ch Bo110.= 2097 36761o11 Mac Oanmv.,N Tnral Ornadkn 0042 In Bnfo= 3147 to,11r,-nbho:bn e1.N10.0501r.k47L.1571 Mnn Ulmord T¢1010e xenon •0.007 In nnllo- 40700 Lon et,: a',m II�a.01"ll.l E04,1601 /A••r Uprvod TotallYnedbn .0.091h Rafe•113030 Lps.e.rn olms.monm sp•, 0r0.e 7u 'ran ol,na.71,1100 ep:: 0L-'TV Sn„00l.d'0 mob-..rn w_•r SI:1 it .Str.,0n1wnmadeum awe Sp_;01 $icr$I11pp Aoq•YaiMa Shear Slimrp Ragolrer0onls ..m r-...•rn15 _..114.1.4.,aW.ilt1w.-4,10iiol I.san itens,:ox..0 ci an-,:, ._Fri s,li.-9Sapaaga,W..-s,0 .1P SI I::l F,vltiloGI,vallmpnll.0,1 OP.,, �Looz a4B PMIS CO 'I tAY!Pod W' zo,s 1,44,4x5gh) Sr" • • 4.'UT (06 pi; AYz.3") /•9"/ Ire2tA/' Z to- IA; , (36 k5-)lihk'fl6)' = 2, ii ar,. Cy ) 0'4?) 2•a9" / 44A3 1/5C 5.Cr4,5 x 5/6` PL %�. ti s" eDescription 1 By y� Date [ /r r0/Ht/b4ro N .,�i$/(7,V Checked Date t2/�/�i ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project loh No. Edmonds,WA 98020 ?Wt'IV6 F/?Ness 425.778.8500 t/&/q 1./8. www.cgengineering.com fou&,'trio.✓ Fx, ric—• com r11111111 v k I/ u' 36' P /B pi (26. ' i G' �Dpi 1 /24-751) a 2'17' ) lea pc-f /n1 > 36 ^ (/y^) /5a1f N` /* put 62f p(4 (Adc) I - /4.y i..- ('In) Fki fcunlo4>a'4 dll w/ et-on A4Ax. sPAAJ TD Dint or- . eDescription By n Date64/0— routuLAf (DA1 Qr96,,J Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project % 2'U6 Job No. Edmonds,WA 98020 FLp'A�S$5 425.778.8500 /6A///D www.cgengineering.com Title Block Line 1 Project Title: You can changes this area Engineer: Proiect ID: . using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 PiiIlirn 2 Jun 2015.5 zsFM.l File Prolerl1115141.107hrive Filness nepairl_SlructuraxEnginseringlthrive liilness.ec6 Concrete Beam EtIERc,LC,INC I?83-2014,8u11614.11.18,Ver.6.14.11.18 tic.ri_;1(W-06005t55. . I ensee: t. Description: Exist Conc.Fooling CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties _ fc 1� = 2.50 ksi Phi Values Flexure: 0.90 fr= f c " 7.50 = 375.0 psi Shear: 0.750 ll! Density = 145.0 pcf P 1 = 0.850 X LtWI Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi 0 fy-Main Rebar = 60.0 ksi E•Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= 4 3 Number of Resisting Legs Per Stirrup= 2 N .Load Combination IBC 2012 I01nJ 36 in 011.301�L{0.6251 * 'L * 0(1.3011 L(0.6261 0f1.301�L10.67.51 * .i, 1 I - - - -- L, 6"wx 30"h 6'w x 30"h 0"w x30"h Spam8.0 ft Span=S.0 h Span=8,0 It --- Cross Section&Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=30.0 in,Top Flange Width=36.0 in, Flange Thickness=12.0 In Span#1 Reinforcing.... 3-If5 al 3.0 in from Bottom,from 0.0 to 10.0 ft in this span 1-#4 at 3.0 in from Top,from 0.01010.0 ft in this span Span 42 Reinforcing.... 345 at 3.0 In from Bottom,from 0.0 to 10.0 ft in this span 1-44 at 3.0 in from Top,from 0.010 10.0 ft in this span Span#3 Reinforcing.... 34/5 at 3.0 in from Bottom,from 0.0 to 10.0 ft in Ihls span 1-44 at 3.0 in from Top,from 0.0 to 10.0 11 in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D= 1.301, L=0.6250 kilt, Tributary Width=1.0 ft,(w) Load for Span Number 2 Uniform Load: D=1.301, L=0.6250 klft, Tributary Width=1.0 fl,(w) Load for Span Number 3 Uniform Load: D=1.301, L=0.6250 kift, Tributary Width=1.0 ft,(w) DESIGN SUMMARY I _°' ' f6.1...uf:s---_..` Maximum Bending Stress Ratio = 0.474: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied -16.392 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn" Phi:Allowable 34.602 k-ft Max Downward Total Deflection 0.001 in Ratio= 88498 Max Upward Total Deflection 0.000 In Ratio= 999<180 ' Load Combination +1.20D+0.50Lr+1,60L+1.60H Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Shear Stirrup Requirements Between 0.00 to 7.8011, PhiVcl2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 7.87 to 7.9311, PhiVc<Vu, Req'd Vs=0.2055, use stirrups spaced at 13.000 in Between 8.00 to 15.9311, PhiVc/2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced al 0.000 in Between 16.00 to 16.1311, PhiVc<Vu, Req'd Vs=0,03477, use stirrups spaced at 13.000 in Between 16.20 to 23.93 ft, PhIVcl2<Vu<=PhiVc, Req'd Vs=Not Reqd, use stirrups spaced al 0.000 in • Row/ trioni GAO 31- I,°nb Fe{t- Town]DLkr Ar Piz TYP e 4t. /Ni EQ-1D2 pt41 puts APIA. II/ '/ \D' = 11Dg1/44- /MA • (_e6Dps& + 10 fs{) kID A-2- .- 31, 22$ A- p/LO Ar/'M = 3o/ 4Lz- o4ALE LOAD r 74 k - -• ow- • Ekrcg(o# /(/J At A itriFQ- LDrtn = 1�(6.9(�r 4� -1S psi * Ibspsf)E,Q ` I I$o pry ti , Ply spA0A16- = g'o" o.c. --' "-cc GOAD , //o pc (P-o.) * otimo-Ylse PE)8' + 63/x17'')//') iSe pc-f- ' /4.4 G- 7 34. hte Q5 3.o' fronNe-- >gtt-&W4$t-E tbkD = 2'-I L ' > /7.6 1-- 6k PAoo106 efQ/M6i62 Putt ^€ 1/-t>" nt. F>115r FTfr. CDN?Rws VtokEl s /LD/- AO, ` Al p rf + 116, /(f V1 V: ��oi phf (Sr /}gooB) ?Vs : 04•N !) ° 10 k- Ce Description By 9'dV Date4 `DUnPDrl7/oAJ QC,r�6'Al Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 �//1 Job No. project Edmonds,WA 98020 T¢IQ rUE 7-/77 4SS 425.778.8500 /5/'#,/n www.cgengineering.com Simpson Siranp•Tio'Anchoring and Fastening Systems for Concrete and Masonry SIMPSON SET Pj 5fi3rh-5tfon�tth AnchgrfngAdhesjve Ier cracked dUra tasked Concrete ;Sh'ong-Ti �r / *'St:MB 13 till SET-XP Epoxy Anchor Shear Strength Design Data tor Threaded Rod In Normal-Weight Concrete 1 anexpr,moor,nl h5 _ .1 � . n.. I Nominal Anchor Diameter(in.) Characteristic Symbol Units a 1 Steel Strength In Shear I Minimum Shear Stress Area Ase in' 0.078 0.142 0.226 0,334 0.462 0.606 0.969 �• Shear Resistance dl Steel•ASTM A193,Grade B7 _ 4,875 10,650 16,950 25,050 34,650 45,450 72,675 y -ASTM F1554,Grade 36 2,260 4,940 7,865 11,625 16,080 21,090 33,720 -Type 910 Stainless(ASTM A193,Grade B6) _ VVJ lb. 4,290 9,370 14,910 22,040 30,490 40,000 63,955 -Type 304 and 316 Stainless(ASTM A193,Grade 138 2,225 4,855 7,730 11,420 15,800 20,725 33,140 Threaded Rod and B8M) Reduction for Seismic Shear-ASTM F1554,Grade 36' 0.87 0,78 0.68 0.68 0.68 0.68 0.65 Reduction for Seismic Shear-ASTM A193,Grade 137° _ 0.87 0.78 0.68 0.68 0.68 0.68 0.65 Reduction for Seismic Shear-Stainless(ASTM A193,Grade R6)r C4V,sers 0,69 0,82 0.75 0.75 0.75 0.83 0,72 Reduction for Seismic Shear-Stainless(ASTM A193,Grade B8 0.69 0.82 0.75 0.75 0.75 0.83 0.72 and B8M)" Strength Reduction Factor-Steel Failure 0 - 0.65' Concrete Breakout Strength In Shear Outside Diameter of Anchor do in. 0.375 0.500 10.625 0150 0.875 1.000 ' 1.250 Load Bearing Length of Anchor in Shear re in. hei Strength Reduction Factor-Breakout Failure 4 - 0.702 Concrete Pryout Strength in Shear AlleinallillIMINIK ,Coefficient for Pryout Strength krp - 2,0 Strength Reduction Factor-Plyoet Failure 0 - 0.70' 1. The inlormalion presented In thls table is to be used in conjunction with the design 4. The value old applies when both 111s toad combinations of ACI 318 Section 9.2 are criteria of ICC-ES AC308,except as modified below. used and the requirements of Section D.4.4(c)for Condition B are met.It the load 2. The value of ss applies when the load combinations of ACI 318 Section 9.2 are used. combinations of ACI 318 Appendix C are used,refer to Section D.4.5 to determine II the load combinations at AC 318 Appendix C are used,rater to Section D.4.5 to the appropriate value of 4,. determine the appropriate value al 4, 5, Sand-lightweight and all-lightweight concrete are beyond the scope at this table. 3. The value of 4 applies when both the load combinations of ACI 318 Section 9.2 are 6. The values of V,,are applicable for both cracked and uncracked concrete.Fur used and the requirements of Section D.4.4(c)far Condition B aro mot.if the load anchors installed In regions assigned to Seismic Design Caieeory C,D,E or F,VGa combinations of ACI 318 Section 9,2 are used and the requirements at Section must be multiplied by rrysa1,for the col responding threaded rod sleet type. D.4.4(c)for Condition A are met,refer to Section D.4.4 to determine the appropriate value ci d.If the load combinations of ACI 318 Appendix C are used,refer to Section 0.4,5 to determine the appropriate value of 4, Fr ) g •S:.e pica 12 for N SET-XPs Epoxy Anchor Shear Strength Design Data for Rebar In Normal-Weight Concrete'', 1 1-1 li 1171 ;":i,,':eu's;>its - Characteristic !Symbol UnIIJ Reber Size _ #3 I N4 #5 #6 #7 I 'Pe I f110 g Sleet Strength In Shear t - 'Minimum Shear Stress Area ,4se in2 0.11 0.20 0.31 0.44 0.60 ' 0.79 1.23 g Rabar Shear Resistance of Sleet-Reber(ASTM A615,Grade 60) Vs,` lb. 4,950 10,800 16,740 23,760 32,400 42,660 66,420 E Reduction for Seismic Shear-Robar(ASTM A615,Grade 60)0 av°ors -- 0,85 0.88 0.84 0.84 0.77 0.77 0.59 n N Strength Reduction Factor-Steel Failure 41 - 0.60' p _ Concrete Breakout Strength In Shear Outside Diameter of Anchor do In, 0.375 0.500 10.625 0.750 • 0.875 1.000 1.250 o - Load Bearing Length of Anchor in Shear re in. hot co tll Strength Reduction Factor-Breakout Failure ¢ - 0.703 (-e Concrete Pryoul Strength in Shear _ Coefficient for Pryout Strength ken - 2.0 Strength Reduction Factor-Pryout Failure 0 - 0.70' 1. The Information presented in this table Is to be used in conjunction with tile design 4. The value of 4 applies when both the load combinations MAGI 318 Section 9.2 are criteria of ICC•ES AC308,except as modified below. used and the requirements of Section 0,4.4(c)for Condition B are met.If the load 2. The value ai 4 applies when the load combinations of ACI 318 Section 9.2 are used. combinations of ACI 318 Appendix Cara used,meter to Section D,4.5 to determine II the load combinations of AC 318 Appendix C are used,refer to Section 0,4.5 to the appropriate value of p. determine the appropriate value of 0. 5. Sand-lightweight and all-lightweight concrete are beyond the scope of this table, 3. The value of 4 applies when both the load combinations of ACI 318 Section 9.2 are 6. The values of Vs,are applicable for both cracked and uncracked concrete.For used and the requirements of Section D.4,4(c)for Condition B are met.t the load anchors installed in regions assigned to Seismic Design Category C,D,Ear F.Vsa combinations of ACI 318 Section 0,2 are used and the requirements at Section must be multiplied by eov,,• O.4.4(c)Inc Condition A are mei,refer la Section 0.4.4 to determine the appropriate value of xi.It the load combinations of ACI 316 Appendix C are used,refer Io Section D.4.5 to determine the appropriate value aid. 19 PAJAMA-rmn/ Cotum4/ Pitts C I E Pace 7 rv4 ° Gogb ` IK4_ A- d 2y.6" k ' 9i9. 1 4_ PIt,E MPr4i = so/ k EA.bwABLe Ltihb = ir1 1- I Pig ` a 21 kf $4;1 L21.k-/ju e = 1.`1 P l l.tcS —>' 1/5b 2. Q/Ges SF 2 Plus E 5o' o6Pn`-1 Cz I I Cott,M,J 4oAn =Q114raz L -1' -/- - # l79 ix.f) r/J" 4 /1 ` )44 1a- 1 I / Id Fret. tO4 = (51)2- CR") l66 p ' jd k I M .. I %26t.- %a7AL ' &Silt L i J Ike DF,olfl = 3P' I / I r Ai-Lob (.2,/sib ` `I G- - 3- ; L .ZI4-- I / to &o'• IF PIA-5 ° b58y k LI I I / 1 - u/. 13 PI 1-es — t — — — — — t —/— — — ,/ y 115f y pars cf 30' „wpm{ ID, ea Description By 44K Date e0 j� ENGINEERING Flo Nt4)/0n/ tP(6Ai Checfked Date 250 4th Ave.South Scale Sheet No. Suite 200 Project Job No. Edmonds,WA 98020 Prit1✓fi T/TA/65S 4gengin erin / /y//d www.cgengineering.com it dos iM D4/ G3 CtjlaNfr 7M JSiElSE W4I.1-) 1-ao4b ( Qriy-'WY r) (bQ + Jt psf) 4 31.- •i \ k ,1e L"40 < Ly•.6 w 7o74t Lbl ' ;/• 14- 14, D1Qr,<l . 5a c64) els LoN) r 71 1- / pi i.c - 3 4- > 21 It. / PiLr /U6• OF ®/z.rs = 3!,/ a- /21.b.[ j.'t. = 14 PILe4 115r £2') GICt:-s cf x' 6 Wro/ a Description By ngi/L Date / 7iboA"447iD A/ di Checked Date ENGINEERING Scale Sheet No, 250 4th Ave.South Suite 20D lob No. prolett Edmonds,WA 98020 jal4/% F/t4515-5 /� 425.778.8500 /S(Ll/./O www.cgengineering.com a ia E !} a 5 -1 11 dSS _ vv gg aa a I d ie®gsge21n141ae21§ F sI A:AiACAAARA P �S iAAAAAARRRRAFRxRnn AAC'A9xiCA Q S 1 i 1 1 d xxxRixCi2i2i2sy@R2i99RB9i99iiiiliifi5:9:n 1 III i EEBAadaalE'i2121995it�'x E'4"siM:t EE:EEEIIf°i@3 I F E ZUZIP.§§1@s1119E§§111Z§§§§§§§a$z9S IIIIII" d germ+......9m r-Iga _RxAAiPxCRARryL9Ax RA9: s 0A98i CIFxp C ii; 5 c- III jj 9 E ° i an Ili i 1 *{( f nB43A93AASCA:RARRARRRRRPA2A98 ig i t; d i —'Jii9:_ARxxAxPAAAAR942 A9x AA95i:9i I 1,r y' O . City of Anacortes Invoice/Permit#: BLD-2015-0344 904 6th Street Applied date: 07/15/2015 P.O.Box 547 Issue date: 07/15/2015 IOf Anacortes, WA 98221-0547 Expire date: 01/12/2017 Cpg, Job Address: 1609 RAVE Permit Type: Commercial Alteration/Repair Permit ANACORTES WA 98221-2276 Project: APN: P55931 Remarks: Erect tempoary tent during gym construction/remodel July 17,2015 through the end of July Owner: THRIVE COMMUNITY FITNESS Contractor: PACIFIC PARTY CANOPIES Address: 1609 RAVE Address: 455 PEASE RD ANACORTES WA 98221-2276 BURLINGTON WA 98233-3113 Phone: (360)299-2180 Phone: (360) 707-2115 License#: General Information: Fees: Building Permit Fee 54.50 Total Calculated: 54.50 Deposits/Receipts. 54.50 Total Due: 0.00 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 0 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 8'-0" , 8' 0' PHONE (425) 778-8500 MAX,TYP MAX,TYP FAX (425) 778-5536 EDGE OFlel TYP 411 3' 0" EXIST SLAB -\ ; C� I 10 f .) C) (5 tItI- - _ -�- i \ Q -- - - en - 1 I I \ G 4 C6 a ____ - 1 EXIST 1'-0" SQUARE n CONC PLINTH,TYP HELICAL SCHEDULE-3" (2 7/8"0) , 4:* r—7 \ . I PILE NUMBER MIN EMBED DESIGN LOAD (KIPS) ULTIMATE CAPACITY(KIPS) TORQUE (FL-LBS) HELIX CONFIGURATION CONFIGURATION L_J , L L_J Cs GU1t ADD (4) #5 x 4'-0" 13 --I �� C��10 4,awesBt4, , 1-2 30' 19 38 4222 TRIPLE 8", 10", 12�, Cl O @ 6" OC @ COL 'I, 4' I • c' li 3-4 50' 23 46 5111 TRIPLE 8", 10", 12"0 I; - c . o I o �W N ' , 5-34 30' 8"19 38 4222 TRIPLE 1 0", 12" 6" CONC SALB /#5 BAR @ 12" EA WAY +� �S16iVA , 35-36 50' 23 46 5111 TRIPLE 8", 10", 12"0 CENTERED IN SLAB 45 16 06/12/15 37-40 30' 19 38 4222 TRIPLE 8", 10", 12"0 \ L•_IL•J `•J V 41-65 50' 24 48 5333 TRIPLE 8", 10", 12"0 r I 66-68 50' 20 C40 4444 TRIPLE 8", 10", 12"O o o NOTES: 1. CONTRACTOR TO INSTALL EACH PILE TO 200%ALLOWABLE CAPACITY PRIOR TO INSTALLATION. 2. INSTALL TORQUE IS BASED ON Ks=9.0 �� _ \ 3. GEOTECHNICAL ENGINEER SHALL VERIFY ALL PILE INSTALLATIONS. 47 48 -gig) �1� 4.PILE DESIGN LOAD INCLUDES 3K DOWN DRAG. r 7 r-, r--1 I \ E I • i • 1 I . I Q EXIST STEEL COLUMN & L—J L_J I-—J BASE PLATE,TYP SAW CUT CUT I EXIST SLAB Z 03 #5 x 3'-0" @ 45°TOP H jr. • . 410 1 \ CJ ? � I - CI CL r--i ,- _ r-� I -- o .01 r—� I • I 67' 68` I I I -in u� I • I \ L�J �J L_J +� w L—J H N "' 4 TYP p :� vip I �° \ o o Y 1 1'-6" SQUARE x 12" DEEP -i < THICKENED FTG,TYP I c D0 DESIGN: RMK (54) 5 , 2 r r--1 r- r-7 DRAWN: JCS `I. 1 • 1 1 • 1 • 1 1 • 1 .V I L_J L_J L— L—J 1— 11 \ \ CHECK: DMT 6 TYP JOB NO: 15141 .10 ® DATE: 06/12/15 0 1-3 ` / 9-1 * 11-0 11-0/ / x 11-0 I -��' xQ' TYP TYP TYP j 2 psi $9: 60 # 1 r4 r 1 i r—1 r—, r 1.7 7J --r L) \ 1 • i I • I I • I I • n L—J L—J L—J L—_r TYP I.® o DI r. 0 i i-i ADD (4)#5 x 4'-0" @6" OC@COLI #1 6 4 g 63 4 n r-7 r—7 r-7 ---7 \ I • I 1 • 1 I • • I L—J L—J L_J L—J EXIST 3'-0"x 12" 3" HELICAL 8-10-12 PILES THICK CONT FTG 0 PER PILE SCHEDULE,TAP (4()) 34 2 (30' I ,§) — _ _ 171/ :__u___ - \ a 39 '� ;� 33 31' 09 o LaJ 0 -Cill 8' 0" S'-0" NSIDE EDGE OF m C a) EXIST STEM MAX,TYP / MAX TYP STEM WALL iff 410 WALL Q 7 \ 3' O" 7 Z t25' 0" =25' 0 W LIJ i 0 rx 0 PILE & FOUNDATION REPAIR PLAN w Ix o Z SCALE: 3/16" = V-0" e • INE. I 410 - 01 C ) H Q L.L SHEET: 32 .1 .... 11 , • EDGE OF EXIST NOTE: ENGINEERING STEM WALL TOP PL&THREADED CONSTRUCTION SEQUENCE NOTES: ROD NOT SHOWN FOR 250 4TH AVE. S., SUITE 200 1.JACK EXISTING STRUCTURE FROM PILE AFTER REFUSAL IS CLARITY EDMONDS, WASHINGTON 98020 COMPLETED&CRITERIA MET. tin -� ' EXIST STEEL PHONE (425) 778-8500 2.TIGHTEN NUTS AFTER PORTION OF STRUCTURE IS LEVELED. a a a COLUMN FAX (425) 778-S53B EXIST WALL -.......„.........„.....N...i I 3. REMOVE JACK&TOP PL& REMOVE EXCESS THREADED ROD. a Qa EX FOUNDATION EXIST CONC ! a a 4 d PLINTH PER PLAN 4 SLAB&REINF a I PER PLAN • DOWEL& EPDXY SLAB REINF INTO -- - - A 1/2"0 THREADED ROD W/4" EXIST FOUNDATION W/4" MIN SLAB&REINF a a a ! M a 4 MIN EMBED INTO FTG W/ 1 EMBED W/SIMPSON SET-XP PER PLAN a . a . • x• SIMPSON SET-XP.ALTERNATELY d a a — -- q 1/2"0 EXPANSION ANCHORS _, a o 0 0 0 . q --7 Q a r-- ° O0Oco O°p90 00pCO Cho '\ MAY BE USED W/4" MIN EMBED C .: _ d " 4 _ I _ 00 • ° a 4 ° 4 a Q - 11 .:- - 0'0 °°�I I I oI I�= ob NEW ERMETHANE • JACK NOT SHOWN O , FOR CLARITY �a I O°per P°O� Po°� P°p�b a°o� Po°� a a 5/8" MINUS 00 00 00 00 00 00 NEW METHANE a a AS REQ'D Ob I I Obll_O�b I Ob Ob IOIb ll f _ LLI I I=III=III= III I1= BARRIER a a OF a MN PL 1"x 4"x 0' 9" G I 8„ 5/8" MINUS " d G GUj I = 1 I I I AS REQ'D 0 _ :: ADD (4)#5 x 4'-0" DOWEL BAR S o �� ��' 7 8"fib THREADED ROD - _.. . _... I I - a - HELICAL PILE CS A, 1� / 1 - I I _ a� 4 ��- PER PLAN a" -]� W/SIMPSON SET-XP @ 6"OC 4 ,¢ . I PRECAST FDUNDATION -F I a a q a Q 4 �' BRACKET 4 4< 1 I PRECAST FOUNDATION r• .:El - a _ I BRACKET , , � '�1 --D 4 • E-- ® a HELICAL PILE if S,•, _ _ ___ ,., SFQNAL I I a a a PER PLAN HELICAL PILE j B'-0„ I a iN a a 4 06/+�/�5 PER PLAN I I I r i SECTIONCI TYPICAL DETAIL SECTION SCALE: 1" = 1`-0" SCALE: 1 1/2" = 1'-0" SCALE: 1" =11-0" Q _� z O m s U_ / / u, E1 U 2 Ln UJ w .` _.. _. _ _ p 0- =J 4 ^ • Y r : • ; "...-' SAW CUT EXIST FTG AT EA Q EXIST ADDITIONAL REINF ' • i� ,5 \\ • <I 1/2"¢THREADED ROD WJ 4" up i \ CORNER&GRIND SMOOTH 1 CI MIN EMBED INTO FTG W/HILTI I! >/ HSScOL RLi 4 \HITHY1S0INJETION ; 411110 �� f, vv A a v 1 ADHESIVE.ALTERNATELY 1/2"0 \ EXPANSION ANCHORS MAY BE I j EXIST 5'SQUARE x 14" DEEP FTG USED W/4" MIN EMBED I 11 #5 BAR @ 12" 1 4 d c' - OC EA WAY DESIGN: RMK -No d 6 a a \ _, DRAWN: JCS • a 4 n° 4 t r d 1 a rJ °�! Li • i d ° ad a c: CHECK: DMT ° 4.44 a s ° n ° in \ \ N CPO°o CPO oo CPO°o d • 7 ; < • ° p°°`O 60 O`O p°o� _. JOB N O: 15141 .10 00 Oo a a 00 00 00 eo a°o a°a o b ob 0b NEW 7ETI- E y ±_1 i i—� I Q a I—1 i BARRIER 4 DATE: 06/12/1 5 EXIST COLUMN =III— III— — 1 a `� 0I I I=III-- PER PLAN 5/8" MINUS AS REQ'D \ • N \ rl \ 7/8 0THREADEDROD _ v /40A / 4 _ PL W/ �\ i� PRECAST FOUNDATION - -1 _ CC ? I \ 15/16"0 HOLES TO ALIGN �� \7 BRACKET r-L } \ f W/1" ES PIPE BELOW,TYP �� �� \\ lip 1 d • I EXIST FTG HELICAL PILE PER PLAN�I ! PER PLAN I \ _ I ' b.. Ld SECTION EXISTING FOOTING W/ UNDER PINS 0SCALE: 1" = 1"-0" 0 SCALE: 1" =1' 0" . II, . .._ DOWEL& EPDXY SLAB REINF INTO Q N EXIST FOUNDATION W/4" MIN a. N EMBED W/SIMPSON SET-XP W 00 Ct 1) 0 THICKENED EDGE SLAB PL 5/8 x 5 1/2 x 0' 5 1/2" THICKENED EDGE SLAB PL 5/8 x 5 1/2 x 0'-5 1/2" cc _i GRADE BEAM WITH(2) REINF PER PLAN GRADE BEAM WITH (2} Q z REINF PER PLAN z #4 TOP & BOTTOM #4 TOP& BOTTOM V W W a 4 4 •q - I . 4. a a • 4 a a Q W [///�� 000 00� 1� a a O°o O°o poa ooO c°} 0 1� 160°� po _ J O° Q ' I Od O L. co 06Q Cy' °� O LL o'O o'O 11 ■ C o O'b O•o a• a• [IIlIII111I 1 J —i1i--ice 11�'3 _„ —Ii1 i W O Q I �, NEW METHANE I �\ �,� , Cr) U BARRIER I I I� BARR NEW IER RETHANE Ce O Q HELICAL PILE 5/8" MINUSAT s l� HELICAL PILE � _ (p Z W i PER PER PLAN AS REQ'D _ PER 5/8" MINUS Q '� PLAN / PLAN /PER PLAN AS REQ D SECTI N SECTION SHEET: SCALE: 1" = V-0" SCALE: 1" =1'-0" I + i, IT I . , , , S 3 S3 .1 , _ • . 1 ..._________._____ STRUCTURAL NOTES0(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ! ENGINEERING CODE CONCRETE 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 ALL MATERIALS,WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL CONCRETE SHALL BE MIXED, PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION PHONE (425) 778-8500 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION.SPECIFICATIONS AND STANDARDS CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FAX (425) 778-5536 WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. FOR BUILDINGS(ACI 301). DESIGN LOADS ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. DEAD LOADS: ROOF 10 PSF CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: FLOOR 80 PSF r MAXIMUM MIN CEMENT �� LIVE LOADS: MAXIMUM TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC �,r ROOF(SNOW LOAD) 25 PSF I RATIO YARD SHRINKAGE STRAIN �� � . , LIGHT STORAGE 125 PSF SLABS ON GRADE 3000 PSI _ 0.55 5 1/2 SACK J N/A •iC FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A ti ' ' r� , STATEMENT OF SPECIAL INSPECTIONSo _ ELEVATED SLABS 4000 PSI 0.45 61/2 SACK 0.034/0 1 � �_. OU SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A ALL OTHER CONC. 2500 PSI 0.45 5 SACK N/A ' �� ILL WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF , `ti `'� h C3 vY �a I � WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS ,1 �,°: I SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING � ,:: FREQUENCY AND DISTRIBUTION OF REPORTS INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE ti`;' �. SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD,AND I SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. sr 0 rt . ir 4.5„. -,I.`SPECIAL INSPECTION ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE r,'. fir. OIVAL WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. y d • +. ''*`' O6/I2/I5 OPERATION CONT PERIODIC REMARKS ?" i REINFORCING STEEL + SOILS REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(Fy , ' .« SHORING X GEOTECH ENGINEER =60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED EXCAVATION & FILL X GEOTECH ENGINEER SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PILING INSTALLATION X GEOTECH ENGINEER t PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. PILING REFUSAL VERIFICATION X GEOTECH ENGINEER - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI CONCRETE 318R,LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS - REINFORCING PLACEMENT X SHALL BE PER SCHEDULE. ADHESIVE ANCHORS X IF REQ'D REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING J NOTE: EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN (- HARDENED CONCRETE SHALL NOTOE BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ALL ITEMS MARKED WITH AN "X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. z INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE °� ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL MINIMUM LAPS AND EMBEDMENT F RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT CT I- TO THE ATTENTION OF THE DESIGN TEAM. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED 0 2 cc BELOW: LiJ w SHOP DRAWINGS 0 a f'c=2500 PSI SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL DEVELOPMENT LENGTH LAP SPLICE ENGINEER FOR REVIEW PRIOR TO FABRICATION: BAR TENSION COMPRESSION TENSION COMPRESSION I L . . 1. REINFORCING STEEL SIZE OTHER OTHER Ei < TOP BARS BARS ALL BARS TOP BARS BARS ALL BARS 2. CONCRETE MIX DESIGN p SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE #3 _ 24 18 9 30 23 12 Y CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE(3) SETS OF SHOP DRAWINGS FOR #4 31 24 12 41 31 15 fY ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. Q _ #5 39 30 15 51 39 19 2 ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DESIGN: RMK DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM CONCRETE GENERAL NOTES COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR DRAWN: JCS DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. CHECK: DMT MANNER. NOTE: PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS FLOOR ELEVATIONS JOB NO: 1 51 41 .1 0 ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE PROVIDED BY CONTRACTOR._ ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. DATE: 06/1 2/1 5 CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO REGISTERED IN THE SAME STATE AS THE PROJECT. POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. Tom_ FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT 11113 10 `1i 13.071 - 13.20 13.13 1 12.95 i 12.951 ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF L iN , OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND T 7 FOUNDATIONS:HELICAL PILES OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)#5 EACH SIDE AND (1)#5 x 4'-0" DIAGONAL AT EACH - J CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE SOILS REPORT: REPORT NO: 3-917-13119-A AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. PREPARED BY: AMEC 1 DATED: 10/04/13 BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SUPPLEMENTAL REPORT: REPORT NO: 3-917-13119-A PREPARED BY: AMEC SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR,TEXTURE AND1] 1 12.84 V) DATED: 03/12/14 OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS L 0 NOTED. HELICAL TEST RESULTS: REPORT NO: 3-917-13119-A Z Z PREPARED BY: AMEC EXISTING BUILDING II DATED: 06/08/15I - Q O CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING ALLOWABLE PILE CAPACITY: PER SCHEDULE DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE I ' I- REDESIGN. V n j IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR I W MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE GENERAL 0 I , !T T !� e- THAN 10%FINES(PASSING THE#200 SIEVE). STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND 13.22 13.17 13.17 / 13.18 13.20 12.82 13.13 T Q N W FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12 ) INCHES IN LOOSE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND 0- CO O 1 THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE W 7 W TEST METHOD D1557-00. ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. - \ I Ot CD SEECIVIL ELE RICAL ND MECHANICAL DRAWINGSFORSIZE AND LOCATION HELICAL ANCHOR INSTALLATION CONTRACTOR TO CT A CA = �� Q J �/ OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. - O HELICAL ANCHORS SHALL BE 2.375 O x 0.217 AND SHALL CONFORM TO Fy=70KSI. - �J N CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL 11DENSE THEDEPTHOF THE DENSE IL____ANCHORS SHALL PENETRATE THROUGH THE LOOSE SOIL& EMBED INTO SOIL. PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. J 12.83 13.13 Z > (,/) D ILL SOIL SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER.ANCHORS SHALL HAVE A MINIMUM EMBEDMENT - -� CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL DEPTH OF 8 FT BELOW BOTTOM OF FOOTING OR AS APPROVED BY THE GEOTECHNICAL SPECIAL INSPECTOR.THE - 1 - L.L ("- ANCHOR INSTALLATION AND LOAD TESTING SHALL BE CONTINUOUSLY MONITORED BY THE GEOTECHNICAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS - r l ENGINEER. ONLY WILL NOT SATISFY THIS REQUIREMENT. _ I W Et Cr �✓ 7 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT (----- I REFER TO THE ANCHOR LOADING SCHEDULE FOR ANCHOR CAPACITIES.ANCHOR CAPACITIES SHALL BE VERIFIED , 0) U N Z DURING INSTALLATION TO 200%OF THE ALLOWABLE CAPACITY.THE STRUCTURAL ENGINEER SHOULD BE SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF Et Q Q �L CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL = z �..- CONTACTED IF THE ALLOWABLE PILE CAPACITY IS NOT ACHIEVED. ENGINEER. / n ANCHORS SHALL BE COATED FOR CORROSION PROTECTION. COATING MAY BE HOT DIP GALVANIZED OR THERMAL I- Q v PLASTIC COATING. L3.20 13.10 T 113.24 13.23 12.93 13.02 T SHEET: AT LEAST(2)ANCHORS SHALL BE TESTED IN ACCORDANCE WITH ASTM STD D 1143-81. 1 - '1 -- INSTALLATION TORQUE SHALL NOT EXCEED 12,000 FT LBS. WHERE ANCHORS HAVE MULTIPLE FLIGHTS OF HELICES THE HELICES SHALL BE SEPARATED BY A MINIMUM OF 3 HELIX DIAMETERS. 0 MAIN FLOOR ELEVATION SURVEY Si nal IN IN I 10'-0" 0 10'-0" 20'-0" 4 - --,.... ___ I A -GS`r Y City of Anacortes Permit#: BLD-2005-0930 • 904 6th Street Issue date: .,,vr�,.�. P.O.Box 547 Expire date: 02/0612006 ` CO Anacortes, WA 98221-0547 . (360) 293-1901 r.71 CORD.. Job Address: 1609 RAVE Permit Type: Demolition Permit ANACORTES WA 98221-2276 Project: APN: Remarks: Remove walls and plumbing fixtures. Owner: WATERS EDGE HEALTH CLUB Contractor: Address: 1609 RAVE Address: ANACORTES WA 98221-2276 Phone: (360)299-2180 Phone: License#: General Information: Fees: Total Calculated: Adjustments: Deposits/Receipts: Total Due: THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.�N n /� lJu /fit', I/fi'O 1e APM.L.�P atkr)l SIGNATURE OF OWNER OR AUTHORIZED AGENT ISS BY I f r Ertf-fq t4=,'id CITY OF ACORTE S x t r DEMOLITION PERMIT APPLICATION i Site Address: %iG d cj /0 „ , Al" we,.,r ic—ii 041 i-2 2( Assessors Account No.: Date: Lot(s): Block Addition: �j Owners N e; �.U"._ (✓cc Contractors Name: (3 J l e fcc r.2 e Address: Q , 13o'c 11 i t `> /,;(Address: State: Li/4 Zip: % -O(j State: C„ -- Zip: 5? Z -`e. Phone: 20(, --�' 5 0 - L f 3 Contractors License: Phone: Have Utilities Been Notified? Description of proposed demolition. How will materials be disposed? Water Dept.: Yes e (6_ 2e ocT Electric: No Cable: Yes j-L..vc a--(S t c-cf p L..0 Gas: Yes 6o r // J tie- ric..'-�7Sher- uCe .c100c 1`-tc -6€'rf�6 BARRICADES TO BE PROVIDED FOB PUBLIC PROTECTION,AREA MUST BE ROPED OFF! .- ?� Applicant's or Agent's Signature ASBESTOS WARNING Breathing asbestos is hazardous to your health. Before starting a renovation or demolition project, survey for friable asbestos materials. Notify Northwest Air Pollution Authority prior to asbestos removal or containment 1600 S.2nd Street,Mt.Vernon,WA 98273 (360) 428-1617. Fire Department Approval: Date: Police Dept. Approval: Date: Public Works Department Approval: "bate: Comments: ss 1° ' j �)� jt9 r=i ncr " 7 2t,v5 „1i hi j I 1i' 17.'- '.oxm..........nu.r u.-a�e��aw „vi:.cw i..a .:..:.i,r a .r:....:. .na ..'—.; ya ,.., u.F; [ p ) •y,,...p .t� - 0 • 6.0 Nil © o Ntile 4. 7'-7' � 9'-4' C 1 �' / '� FACIAL ' � MASSAGE A t A, 103 10 4 I t .. %-_ R , iv18 a 105 • \ \ I \ .-. Q j.. ',UPPERS �,. ..�;� r} :. \ `) F.C.1.0 2 ? �- I 102 ! W. CASEWOR ReCEPT. F•C.I.C. • LIME OF MECH 10 r0 ...1..; PLATFORM ABOVE ' c , rt5 -4 /' I!1 ! r �• I le? O In `� 14'-11' 8'-6'” N �' ' TAIL �p CPT � ' 101 -- L : i {r r I GCS Y ox, CITY OF ANACORTES COMMUNITY DEVELOPMENT DEPARTMENT y PERMIT CENTER— 904.6TH STREET y CERTIFICATE OF OCCUPANCY 9 C O` t This is to certify that the occupancy isted:hereon has beeninSpscted and is hereby-approved for use, , vi 1609 R AVenue COM2001-0008 Address of BuMkrg/Premlue Building Penult No. Waters Edge Health Club & Spa Occupant RYAY LLC Bune,Ng._H BngrrreAB.ration No. Owner Typeloff Construction Type of Odagency 9201 Skyline Way, Suite 203 CM Addwu of Own* Zoning District Maximum Occupancy Load 299 11,250 square feet Sguer.Feet Stetement of Restrictions Inspection Appdval: Issued By:(<74 /e), ac i � - �I, 4 t I a Fue Marshal "` Date Building Official Date THIS CERTIFICATE;TOSE,DISPLAYED IN PUBLIC AREA Revised 5.89 TO BEIRE"MOQI' ONILY Y TF Bt$LDING OFFICIAL 1 :, City of Anacortes Permit#: BLD-2002-8354 904 6th Street Issue date: 01/09/2003 P.O.Box 547 Expire date: 01/09/2004 1C/1' Anacortes, WA 98221-0547 ..A4-4' W i (360) 293-1901 Job Address: 1609 RAVE ANACORTES WA 98221 APN: Permit Type: Commercial Repair/Alter Permit Project: Remarks: Remodel spa area and entry. Applicant: WATERS EDGE HEALTH CLUB Owner: WATERS EDGE HEALTH CLUB Address: 1609 RAVE Address: 1609 RAVE ANACORTES,WA 98221 ANACORTES WA 98221 Phone: (360)299-2180 Phone: (360)299-2180 Contractor: Addressr: Phone: License#: General Information: Fees: #of Lavatories 2 Building Permit Fee 236.25 Building Valuation 17142 Plumbing Permit Fee 34.00 State Building Code Fee 4.50 Plan Review Fee 153.56 Total Calculated: 428.31 Deposits/Receipts: 0.00 Total Due: 428.31 S THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE,AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR INSPECTIONS. -- 1\' Appli(ant Signature Issued by PAGE 1 OF 1 O O x bi N \ MANICURE \ u.L,T eniAtecit^E� , P.S. ;I 1 102 ' way z c 1404 College se, 108 i8 -6' �� Mount t Wrnort WA 08275 11 _ I I �� '.J,/ / Plane, 56e 424-0704 RECEPT.YI= Pt „- Crtt Rtil 5'-4' 5'-0' . SA [Si0 ,L ,:l • • ^ — o'r '"4-s ^ �5\ A REMODEL POR: •�; M"`-` `"+�''."` _ WATERS EDGE ATHLETIC CLUB k T\ 1600 R' AVE -F I \ _ c '\ ANAOORTES WA IL98221 I1 I N 00 .--: I i -A .O CONTRACTOR: •I' 1 ( _ ALAN N. PERKES / 14 -11' tO Li 'I I 1 17715-B DUNBAR ROAD t MOUNT VERNON WA MOVE EXISTING ir; I 06278 3'-0' X T-0' l STROEFRONT II I\! ENTRY I - 000-245eXL/JEL.i NUMBER. 7-9 ' 0DEMO TILE Hi 10� RevISIONS. RETAILFLOOR —r a;co 1O1 �O"`� � APEX 107 I ! > I- I ci \ I — El o II :. _ °o I_. Ii i IT ;M SHEET TITLE .I — ; ____ I I u,' i _ � --1 DEMO PLANON \ h .,sw u:ur ->.K.- n F -- N. / 5'-1 ' -f -=i 4'-7' / TIM GOODMAN r,oear AM.fa1- r: / / TIM GOODMAN 26'-1' 8'-6' 841.0 "6T' PETER CARLETTI i fF+w'«a BY, NOVeMBtR 25. 2002 MR -tea CdDATA\ARCH\00\245\R[MODtL BASE 1 —(j ____ ___. _____ 2 © �' � coiPlm,PILL NAie `-. tip'/`dWO� j.s.., awmwrt liefe..en1 Marten,.. DEMO FLOOR PLAN Ilk) 6 SCALE 1/8' • 1'-0' I 110 )l \ 0 _ Zo\ 1 -I \ eNi In - MANICURE - \ 102CASEWORK GAL[TTIAlCX1TlCTt P.S. a o f . : ' '.C.\".tr 1' MowTlVerTwrl WA 08275 ^ Cr., C1�a R 0.^L- 4 R E C E PT. /% �� {�e°o{ �i�°siia u; 106 U1A,S� r NEW CHAP w �Tiii1I " S4 :G!'. EfiED n :� NEW SINK xj // i;ECT 10 E' i�S�l It I CE;I v) bvi :4 5'_4' 5'-0' H 1 w / .I' , \ / J n tier_ C`: zst- .4 `;^?\ V o NEW CASED OPENING ;1I��` _ WATERS• It Er AVE e ATHLETIC CLUB I "^ >- 1 `� IL Ili I ANACORTES WA cV CO '--' III f__i r 08221 14'-11' -' Ili to W III I r I CONTRACTOR. ALAN N. PERKES 1,4 17713-D DUNDAR ROAD 1 I i �� -s,'� ° MOUNT VERNON WA NEW TILE TO rF4EYTRY IiY \ Y tr -O0 J -r- I"'- �4� �00-245 RELOCATED DOOR i — PRUJELI NUMCER: RETAIL 4, --t—�I iI o = APEX_ REVISIONS 101c ix I 107 cO eo > T- ; H " NEW STOREFRONT > I °? I I I I `"� EXISTING \ c� TO MATCH EXISTING j Lc) It\ I F SIGNAGE GE AND )co EI >II — _r ! 3 IEXtITN O - I �.< _ ' `- . Ii ! W ."" , 'E...`" � K- e, _ SHEET TITLE PROPOSED PLAN \\ 5'-1 i' 1— \ 4'-7' / / 7` / I / / 26,-1' 8' 6' TIM GOODMAN PRCOMT ARCHITeCT. LINE OF CANOP1 TIM Gby. , / PE!T. PETER CARLETTI Q cNeCY.ea er. O 1 NOVGMBeR 25. 2002 DATE CIDATA\ARCH\OO\245\REMODEL BASE CDisiReR Mg RAYE A - 2 . 1 COnItIOHT tlOt c .rt7I/falin... PROPOSED FLOOR PLAN iiik) SCALE 1/8' • 1'-0' oE / METAL CAP FLASHING PER METAL BULIDING CARLITTIARCHITICTI P.S. MANUFACTURER AND METHAN ++rish. SYSTEM PENETRATIONS T.0 EAVE V 25'-9' cii) 1404105Couege Way Sulto Mount Vemon WA 08273 Phone, IJ6o1424.OJ04 10101.1161 ® I•mo J80 424-5728 _ _ — ,„�i 429 ' ftE' ,T' ED 'm- i T r , _ L. TOP OF T.S. ABM�'e� RELOCATE 18'-0' A.F.F WA Artie"� LenccLu• HIGH BAY O ANACORRs WA METAL HALIDE 0822I FIXTURE OVER ENTRY C'N. CONTRACTOR, 1. ALAN N. PERKES 41 17713-5 DUNDAR ROAD NEW MTL. STUD MOUNT VERNON WA WALL oat» NEW ACP 12'-0' A.F.F. oo-24s L<> \ ....1/4" T.O. NEW WALL ® 00-245I NUMaew • Ai 1 "S 10'-6' ACP ® REVISIONS. BTM. OF CANOPY O 0 10' 0' L rj NEW CASED OPENING <r/ SHEET TITLE.INTERIOR ELEVATIONS 1 AND 5ETI0NS 0 F.F. e 0'-0' 0'-0' F.F. /� ' N —� O ^ nooDPROJeCT Mam cry — - - - I RJ TIM GOODMAN aural eT. ' _I Pew TI DT. NOVEMBER 25. 2002 DATG C\DATA\ARCH\00\245\REMODEL EASE INTERIOR ELEVATION PROPOSED FLOOR PLAN S /� SCALE 1/4' • 1'-0' SCALE 1/4' • 1'-0' [� _. 3 • O • 04.'11/03 14:14 NO.947 P001/902 for 1601 R Avenue Anacortes,WA 98221 360 299-8568 360-2994329 FAX SHARED HEALTHCARE SYSTEMS FAX To: Ian Munce FROM: Tex Ladish FAX: 283.1938 PAGES: (2 including cover) PHONE: DATE. 4-11-03 RE: Proposed lot line adjustment CC: Hi Ian, Attached is a site plan showing the current and proposed lot lines between lots 2A and 2B. This will give the health club some additional parking plus a little room for future expansion. We realize this takes away some of the parking for our main building, but Y our intent is to build additional parking as part of a package once we have a U purchaser for the main building. 03 Please let me know if you see any issues with this. I'd like to get Leonard, k`CA Boudinot and Skodje going ASAP. What is the procedure to formally request this change? Thanks for your help. -Der Tex ' Confidential Page 1 04. 11/03 14:14 NO.947 P©02/002 li STORM ')RAIN .. - +' \ - CABLE TV \ f I L - _ I 1 2' CONDUIT TELEPHONE 10' UTILITY EASEMENT FOR 4' CONDUIT 10' GAS EASEMENT AS SH01 W/FIBER OPTIC TRANSMISSION LINES IN ON SHORT PLAT ANA 98-0( \ CONDUIT UTILITIES.FVVOI R ELEANDIDATA (SEE NOTE 9 SHEET 1 OF 3 \ COMMUNICATIONS. AND CABLE ' CABLE TELEVISION FOR LOT 20 LOT 2D U LOT 2C POWER. 1 TELEPHONE TEMPORARY ,./ et CABLE THIS PORTION OF SIDEWALK �-' FENCING I AND ASPHALT TO BE REMOVED " I _ r m ' 7 CURB � cil )R X TA / ' 1 mF v{ oI � o 0 17IOIo O GI \ii WIOWN V I IIII I , -003 1 EXISTING PARKING STALa W2)F3) 1 _RANSFORHER CURB CO ;MUN. VAULT SANITARY SEWER9' FORCE MAIN WAT/ C2' DBATDER FIRE) GAS LIN IC Fl(� 1-- — WAIF �_-- I ' $ 41 ' 1 k In Ai :-Targ- �� DRA NAGE EASEMENTS �' 1 (SEE NOTE 26 SHEET 1 OF ^ I % 00, TRANSFORMER 4 -a "� Zv� Ci + 0 / c i ` z �/ Z S. I co 2B —4 n co -I Z ' "^ -1 ' -1 �" 1 � \ Ilk - I 1 CIIRR EXISTING PARKING STALLS EXISTING 'ARKING STALLS r- _ _ _r_ - . _ --I- -- Sal - 4- I— - I - — — — - - - �- f;IIRR - __ o $UMH SD •SO n - -)FLU" 56_ \ V 09/28/01 FRI 10: 34 FAX 360 293 1931 ANACORTES NAINT .aa ENGINEERING 2002 09/24/2001 09:09 2E042E1565 COMMERCIAL PLUMHI � PACaE 10 U CITY OF ANACORTES ct i* Giy WATER DEPARTMENT RETURN TO• BACKFLOW PREVENTION ASSEMBLY Waet DeporiAnoco es Water Deportment 376 �Coe TEST REPORT �Q� ef Ano lortsa,WA 9B 21 t. e Ph: 293-1421 e.00 ;t�w Fox:293-1931 NAME' A W op C4 u-te.s bye ca 1'-k�•.. G Li = S MAILING ADDRESS: VLF 0 CI . Y`ti ' V t, A it_dgy c,LO lefts.? SERVICE ADDRESS: Qilr A` 104.1 LOCATION_ 13 eIn.` win R ev-. • • CROSS CONNECTION CONTROL FOR: 5 P,D A eiP V CGT'Nt� � q / / TYPE ASSEMBLY: P P iB Pr MANUFACTURER: Li- '4 "tif 1.5 MODEL: 00 SIZE; `f - SERIAL NO.: 1 S q 14°ei. ,INITIAL TEST RESULTS la. , TEST AFTER REPAIR OR CLEANING No_I Cheek: Closed tight li .,�° .psid No,1 Check: Closed tight ❑ psid RPBA Leaked ❑ qq L, / Leaked ❑ OR Relief Valve Opened d O ps Rellet Valve Opened psid • RPDA No,2 Check: Closed light No.2 Check: Closed tight ❑ Leaked ❑ el I psid Leaked ❑ paid Passed Test Yes No Passed That: Yes No No. I Check: Closed tight ❑ psid No.1 Check: Closed tight,,,,,,.,,•,.,,,, CI psid DCVA Leaked ❑ Leaked ❑ OR No_2 Check: Closed tight.........._.,_❑ paid • No.2 Check: Closed tight O paid DCDA Leaked ❑ Leaked ❑ Passed Test Yes No Passed Test: Yes No ' Air Inlet: Opened psid. Air Inlet Opened psid Felled Is open ❑ Felled to open___ ❑ PVB Check Valve: geld Check Valve: psid Leaked 0 Leaked ❑ Passed Test Yea No Passed Test Tea No • PLEASE RECORD REPnIP OH CLEANING AG Minimum Separation: Yes No INFORMATION IN SECTION BELOW IS THIS A PROPER INSTALLATION?, ,AT YES V� — NO -/ CUSTOMER NOTIFIED YES NO 1 WATER FOUND: ON or-- OFF CI WATER LEFT: ON l7� OFF CIt LINE PRESSURE: dL:Z.' Test Equipment: Make M�D"•' Model 5-.3 P Serial# a•1 5 9, Le(, Accuracy Verification Date 510/01 TEST METHOD LP,, S ,-C REMARKS: A,..,,y.,10 154 Ss Initial Test By: OILI?V _S`ei4. Cart No, M c\1 47'5 Data 9la fa/ai typed or Printed Repaired By: Date Repalr Test By: -- fro. bate rypeeor PanedI� _ ,� Y ,-ti I CERTIFY THE ABOVE REPORT TO BE TRUE: Clarified IJ,J.7V�� vre 4-+ ENGINEERING t1003 09/28/01 FRI 10:35 FAX 360 293 1931,`a�' ANACORTES MAINT— -- — — — - — — .— .— — _ 09f24/2001 09:09 368428 �9 COMMERCIAL PLI ING �j PAGE 09 RTES N` RETURN TO: • WATER DEPARTMENT tf�u� City of A acodes RACKFLOW PREVENTION ASSEMBLY Water De�orlment 220S "A 371h Slreel 4.., 09' TEST REPORT `^l' Anacoles,WA 98221 Ph- 203-1921 0,� €- k Fax: 293.1931 pi NAME: r ( Y 1P. k . . CCUlb r MAI LING ADDRESS; 14 Q Cc P. 'I4 u e a AII..) i Q V-GCg 5 • - SERVICEADDRESS: �5"''N4 4, ' LOCATION: us Jb€ r- 'S t%-VV Cv j cj v 17lids CROSS CONNECTION CONTROL� � FOR: t-G P.r Cv to,- / / / TYPE ASSEMBLY: R®R A,- II MANUFACTURER: t...,w�d�,5 MgDEL: Cl a cw J to SIZE; (1 .' SERIAL NO.: Ica'I3 Co ' INITIAL.TEST RESULTS p TEST AFTER REPAIR OR CLEANING No. 1 Check: Closed light W " t�@�^p psid Na.1 Check: Closed tight q psid RPBA Leaked ❑ Leaked ❑ oR Relief Valve Opened '4O .psid Relief Valve Opened _ paid RPDA NO.2 Check: Closed light No.2 Check: Closed tight ❑ Leaked 0 qea psid Leaked 0 paid Passed Test; Yesr 1/ No Passed Test: Yes_ _ No No_1 Check; Closed tight ❑ psid No.I Check: Closed tight 0 _ paid DCVA Leaked 0 Leaked 0 OR No.2 Chock; Closed tight CI 9psid No.2 Check: Closed right........____.. ❑ _ psid DCDA Leaked ❑ Leaked ❑ Paased7est Yee _ No Passed Test: Yes No_ Air Inlet: Opened __ psid Alt Intel; Opened psid Palled to open ❑ Palled to open 0 PVB Check Valve: • psid Check Valve: paid Leaked__.........„....,„,_,..._.....l Leaked ❑ Passed Test:. Yes No.... PassedTest; Yes No PLEASE RECORD REPAIR OR CLEANING AG Minimum Separation: Yes No _ INFORMATION IN SECTION BELOW S THIS A PROPER INSTALLATION? YE$ l.--- NO CUSTOMER NOTIFIED YES_ NO vATER FOUND: ON tr---OFF ❑ WATER LEFT: ON C11-----ORF 0 LINE PRESSURE: S 2.0 est Equipment Make fh ups .� ec S-r Model �' 0 _ serial* a-1 51 tq. Accuracy Verification Data c/l(a/oi EST METHOD U.• S :IG • I.-) { • Sal hest By: /L u•`L' Le 5 L cart No._IR) "�Z n5 _ Date "lar®E e l Typed atPrkmd paired By; Date 'pa*Teel Ey- Co a- Date _ Typed to PMted A• ERTIFY THE ABOVE REPORT TO BE TRUE; Certified e.1-LAA s ue ' BUILDING PERMIT GITY OF ANACORTES PERMIT NO.: BLD2001-00329 P.O. BOX 547 APPLIED: 9/19/01 ANACORTES, WA 98221 ISSUED: 9/19/01 (360)293-1901 EXPIRES: 9/19/02 SITE ADDRESS: 1609 R AVENUE ASSESSOR'S PARCEL NO.: P32910 PROJECT DESCRIPTION: Install 36 square foot lighted wall sign per approved plans. OWNER CONTRACTOR SHARED LHEALTHCARE SLYSTEMS MARTEN SIGN ART 1601 R AVENUE 4748 PACIFIC HWY ANACORTES,WA 98221 I BELLINGHAM,WA 98226 Primary Phone: Primary Phone: li Phone 1: 360.299.2180 Phone 1: 360.384.1544 License#: TYPE OF WORK: NEW AREA VALUE: $ 1,996.00 TYPE OF USE: COM LOT: sf REQUIRED SETBACKS: CENSUS CATEGORY: ? 1ST FLR: sf ZONING: FRONT: ft 2ND FLR: sf Occupancy Groups BASEMENT: sf SIDE 1: ft GAR/CARPORT: sf SIDE 2: ft 1: B 2: OTHER: sf REAR: ft 3: 4: REQUIRED PARKING Construction Types NUMBER OF UNITS: I I �,m , II N(A' (� N. N. Y9 1: 5N 2: STORIES: cmm II.,, ,: ,a N. tutu 11 Y7 roY ..p a a 3: 4: BUILDING HEIGHT: a,o,, II ^" .. +» II II 6O ii IL a co co 1�1:0 fn II 114II-00 WGJa II FEES NOTE Us s iI Il W" W I Z 1SI�1"J1uN - IIW= = W Type By Date Receipt Amount I ��s y�mN Ii = J w a I./-Q I— G9 .. II ==1=1 !2 PRMT EF 9/19/01 -0107021 $56.25 I "s+`".aWim� iiwW a w a STBC EF 9/19/01 -0107021 $4.50 P-i=inv=® il,n- ..- Total: $60.75 "� II LL= I= I W W> WW II aq 1 S 11®[y I.U1�'Y 6 Kna 11 CUT C]4S W Cj II '--Inn .W1"r if" I hereby acknowled a that I have read this permit and state that the above information Is col I _ mply with all ordinanc nd state and federal laws regulating activities covered by this permit. Issued b Applicant or Owner' nature CONDITIONS OF APPROVAL: 24 Hour Notice Required For All Inspections ".y__ 747/0/ a • n • . - A. A . „.... A ..-- .., . Asts. A ...,1 mom ' . . . - - - . , , _, .. . . .. a".' i p ; . ..:„.1.. : , . ,„ I lic : f t - ::: - ::.: ,...1?,',',:,:. :, I G E spa 3 FT X 12 FT 1LLLJM1NATED CAe) NET SIGN .. - -i. _t_.;i TON CONTACT '_,,;: )., . . . _ INDUSTRIES: RIES: I. ;OLLi-=S'_ 'WAY SLOE H. ,.Ifi;{_ft\ly ,,/c:.PR,.P, 'sfis 93273 's L'icri Sr:alo: 1/2:Nr1 FT,, ,:� ❑ APPROVED As Is ©copyright 2000 ST: y.5 Dratt'pj<'if; ineVUdtie.:'SEdge ❑ APPROVED 1tiiCHANGES C.ap,ngltt2{Xto6r Matte: Sign Art t.nol ' file n:xrne&RES,PllhTi)N.CRP AS MARKED Connally Purchased Tx VOW use,. Ynu h.ayU tau pormisvon Io show this artwork to yra.r x .. MARTENS Dalr': G?1b10" famdv.staff and marag<ansrdorly. :;;y '% 944Aii RI Any other us:c:tins artwork shall .". %i',.�...,' ;: ,� ,f. . . constitute your ag'r•r�mrnuo;.drrt:.ue tins 1 �Cv'tN u ,}. hraTr artwork and the dreg rc,nti,aed hereon ,i r',S,-S A ra;: -4 a DIVISION OW'MARTINS SRnS_Iv' K)Tr This color drawing is a smvlazinn of the aCvei 474£i Pati(ir Hwy. Bclling,hatn WA 9f3226 (360) 384-1544 Fax (360) 384-0960 true tobeuedaneshouldb venf'sd*cc actual alors&nplos. © ...me._..__-- tl O c m. .�.»__._..... _......_... .Lii g O _ a h d_` 99" " I. _,;�, ._. .�.{. ` _ii U_" _L Y/ of g II: Par x :- y in ivi 7� r glt „ . . nor r s t fi t� 4 ;, _4i d i11144 _} ' i ' r::tsk. Phi -7Ilk 5, 1 a ..... !i_ sr._ _ :-._- ' r .I'- E i:r::::u+I_ i n�7 .,. ,,,Yj.... ;•li d, .._,.,ate„ 3� I \. aS '~ f ? ria'nG:k•, F i)%._a.a9� ,i:,.5 Ca 1 :T"TffI `.�. �•�/ ,, , _..._ , . , cc.,,,. i . _., I_ ,*&) 41 _ '" it is _ Y i, l``l\ ' !_(_t... !. s 1 Li y ,R:tx=: 7 I 6 ii fI_t .t 1 .. { 44— b+ I 2'15 n"Lt.t:, 'Ql.,,t) ,,.., "}: ( ..." i _...._._.d.._.--..r.—hi— ° .tit-.at 3f-.0 BOARD OF ADJUSTMENT MINUTES - FEBRUARY 15, 2001 REGULAR MEETING Meeting called to order by Vice-Chairman John Curtis at 7:10PM. Members present: John Curtis, Ken Wilson, George Mehler Staff present: Ed Frank Minutes of the January 4, 2001 meeting were approved. Henry, et al Vacation (Alley Block 2 Gray's Second Addition) Mr. Frank had deferred action on this vacation request from the January 4 Board meeting because the applicants were not present at the meeting. Mr. Henry reviewed this Petition for Alley Vacation: the entire undeveloped, platted 16-foot alley in Block 2, Gray's Second Addition. Mr. Henry explained that his party owns the entire 300' X 200' Block 2 on which there are several houses with the two westerly houses within a few feet of the platted alley. The alley vacation would provide each of the latter houses with added property thus become unencumbered by setback concerns. The sections of K Avenue and Green Street immediately adjacent to Block 2 were vacated in 1954 at the time of the Broadview development. Mr. Henry commented that, although there are no plans now, the area would probably be developed in the future. City Staff comments: Mr. Lervik noted minimum utilities in the area; Mr. Harju questioned the request for alley vacation without an intended plot plan for the area. The Board noted that future development of Block 2 would necessitate a replat of the area since there presently is no platted access to Lots 13 —20 (south side of Block 2). Vacation of the alley is not an accessibility issue.. Board recommendation to Council moved (Mehler/Wilson) and passed with all ayes: City approve the alley vacation request. The Board concluded that the alley serves no purpose now nor in a future replat of the area. Coatney Variance (1606 Anaco Beach Road) Mr. Coatney reviewed this request for a variance in side-yard setback from ten feet to five feet to construct a deck and a stairway access to the rear yard of his property; the deck also provides exterior side-door access to the garage. Mr. Coatney explained that the building site drops steeply from Anaco Beach Road. The garage is at road grade on fill supported by a 9-foot stone retaining wall along the side; this is the location of the deck/stairway.. At present, the only convenient and safe access to the rear of the property is through the residence. The property adjacent to the proposed setback relief is a wooded, undeveloped area. There were no City Staff comments/objections or public comments.. A motion was made (Mehler/Wilson) and passed with all ayes to grant the requested setback variance. The Board reasoned that the proposed deck/stairway would add safety and convenience to the site with negligible impact on the neighborhood. 2. Woodinq Variance (416 34th Street) Mr. Perkes, contractor representing Mr. Wooding, reviewed this request for a variance in building height from 30 feet to 38 feet in the Industrial District Zone to construct a new boat manufacturing facility Mr. Perkes explained that the facility requires a 5-ton bridge crane that will necessitate the added height in the new building. This structure is an expansion project for San Juan Composites which currently occupies a similar but smaller building west of the proposed site. The height of the existing building is 33 feet; to lessen view obstruction by the new building, the applicant will excavate the proposed site, which is already on a downward slope, so that the height of the new building will be eighteen inches below that of the existing building.. City Staff comments addressed likely impacted view obstruction from neighboring houses. A memo from Mr. Munce recommended variance approval indicating that this type of building is appropriate in this industrial area. In discussion, the Board noted that the Zoning Ordinance provides a ten-foot relief in building height restriction by proper orientation and sizing of the buildings; however, this essentially addresses view impact for residences west of R Avenue. There is no similar provision for the residential area south of 34th Street. The latter neighborhood is already view-impacted by several large structures. A motion was made (Wilson/Curtis) and passed with all ayes to grant the variance as requested. The Board recognized the need for a vague compromise between the industrial growth of the City and the impact such growth has on neighborhoods adjacent to the industrial area. SHS.com Variance (1609 R Avenue) Mr. Carletti, architect representing SHS.com and the Anacortes Health Club, reviewed this request for a variance in building setback from the R Avenue property line from 20 feet to 10 feet to construct a new facility for the Anacortes Health Club on the SHS.com campus. Mr. Carletti explained that the limited site area allocated for this project will not accommodate a required 34 parking places and yet meet a street-side setback for the proposed building configuration; the actual setback from the R Avenue curb will be fifteen feet. The new building will be of the same construction as the present SHS.com office building. The height of the new building along R Avenue will be thirteen feet and slope upward away from R Avenue to a height of 25'/ feet. In addition, two small 24-inch high HVAC units are proposed adjacent to the building in the setback area. Mr. Loelish, SHS.com Facilities Manager, discussed site location, landscaping, and other aspects of the project. City Staff comments addressed potential traffic sight visibility concern with the HVAC units in place. A memo from Mr. Munce supported approval of the variance request. In discussion, the Board noted that provisions for overflow parking in an alternative available area must be made obvious to patrons to avoid parking along R Avenue which is not configured for parking. A motion was made (Wilson/Mehler) and passed with all ayes to grant the variance as requested. The Board reasoned that a setback relief in this quasi-business area was acceptable. • 3. Darling Variance (1414 32nd Street) Mr. Darling reviewed this request for a variance in a Home Occupation sign maximum area from two sq. ft. to 15.8 sq. ft. Mr. Darling explained that his CPA business fell under the category of Home Occupation thus limiting maximum sign area to two sq. ft. as opposed to sixteen sq. ft. for a business in a residential zone. He was unaware of this distinction when he had the sign made. The sign is located next to rather than flush against his house and is setback 25 feet from the property line and 45 feet from the 32114 Street curb. The attractive sign is designed to identify his home business rather than solicit business. City Staff comments: Mr. Lervik expressed concern about setting a precedent for such signs. A motion was made (Mehler/Wilson) and passed with all ayes to grant a variance as requested with the added stipulation that the sign must remain in its current location. The Board reasoned that the attractive sign did not detract from the character of the neighborhood.. Meeting adjourned at 8:00PM. Respectfully submitted, Gel e -- -r RECORD OF FINDINGS AND DECISION OF BOARD OF ADJUSTMENT (' DATE: A140 15, APPLICANT: 6_ y ( 4-5-mki ADDRESS: ( 0( Aw Ae-0 nWAD Description of application heard(variance, appeal, etc.) VAitiA\re- - �De'yid S ArA f ,vi t p Te) DATE APPLICATION FILED: DEZEPVEM (3 DATE OF HEARING: Fe '{2-69Psy I S, Pou DECISION After review and hearing on the application in accordance with applicable provisions of the Zoning Ordinance the Board finds that: (findings) Didion) Di=zi<iS iR y APDEfi 5A ry Avo cove vi©uce Sl wnil pa Li 66E5 fMOgn N 'Tfc az6rleva 90,, In accordance with above findings the application ' rante nied (circle one). In granting the application the Board prescribes the fo wing conditions which must be met: Secretary, B of djustment RECORD OF FINDINGS AND DECISION OF BOARD OF ADJUSTMENT DATE: 14I/W k5i act, I APPLICANT: j LE— 141 ,91136 ADDRESS: 4 R K� 34 f Sl y Description of application heard(variance, appeal, etc.) 4 hpdjCE — MAlitingAl &wt,Diw6 -`X1-(T IN tit)ot46•Thti At Oulnui DATE APPLICATION FILED: JAIVIIlt✓lta-y 1 v 2-CO.--'' O I DATE OF HEARING: I I2A.,4A ' !' p-Ct2 I DECISION After review and hearing on the application in accordance with applicable provisions of the Zoning Ordinance the Board finds that: (findings) ?)VAN fr2-O 6AM A writ PfLon5e be'}w ) i NQviS lrg-4qt- 6A Inl W t IN err/ A+O Th-le 4''bv-nl i-I4i OA/ kte4Nk s t � I 'VP ;L ' 9isate% In accordance with above findings the application 'Silk enied(circle one). In granting the application the Board prescribes the fo .-'ng conditions which must be met: V 7V Secretary, and of Adjustment a RECORD OF FINDINGS AND DECISION OF BOARD OF ADJUSTMENT DATE:S Ai-y is, )v) APPLICANT: Cite/y y DALLI006 ADDRESS: 04(0 3R 9 sltee1 Description of application heard(variance, appeal, etc.) V tiii C .— 41201 e Vett(P It7NA1 44,t) 0*JAVM Aki5c ROM 9- 5 F 712 UT g 56? PT DATE APPLICATION FILED: re ,2,, My c2, 2cV J DATE OF HEARING: rGit/` 4itp24' I3-; 2.°91 DECISION After review and hearing on the application in accordance with applicable provisions of the Zoning Ordinance the Board finds that: (findings) LOCAI1OA) OF kfmknQE S\4) WILL Wi Pnimir avr11lt (Maws_ or % ( rk Wel(i-lbouco, In accordance with above findings the application is WA denied (circle one). In granting the application the Board prescribes the folio 'rig conditions which must be met: Si6N MUST" 1-av)A0 w 113 P/1-t3avi LocfvA). Secretary, d of Adjustment RECORD OF FINDINGS AND DECISION OF BOARD OF ADJUSTMENT / S. DATE: A/ N/ I APPLICANT: S H , COM ADDRESS: 11 O 4' 2 I -v e V A Description of application heard (variance, appeal, etc.) CA- LIAN FOCOir 4 /0( (Z At uE M tot AID` DATE APPLICATION FILED: \i"wA7i 1 I DATE OF HEARING: R AMA-) J, ;poi DECISION After review and hearing on the application in accordance with applicable provisions of the Zoning Ordinance the Board finds that: (findings) 5f f-I'l-ieP i, -11-1-1S' QW I - NS/WS Matis 4Le0TBE In accordance with above findings the application ' r denied (circle one). In granting the application the Board prescribes the fo ng-conditions which must be met: Secretary, B of Adjustment I PROJECT DATA DRA \ PROPERTY ADDRESS 1600 R AVE AF ANACORTES . WA 08221 A-0.( BUILDING CODE 10 7WASUBHINGTON STATE BUILDING CODE A-1.0 A-2.( ACCESSIBILITY CHAPTER 11 'ACCESSIBILITY' A-2.1 A-2 i ENERGY CODE 1000 WASHINGTON STATE NREC A-9( ZONING CLASSIFICATION CM A-4.t PARKING REQUIRED 11.250 GROSS S.F. 0 3STALLS PER 1000 S.F • 39.75 STALLS— A-5.( PER SHS.COM MASTER PLAN A-6.( A-6.1 PARKING PROVIDED 34 STALLS -Zee, e E�s"'-� o"�Q`'� : ,a, - �b�F' OCCUPANCY A-9 S 1.6 tu- Evc ati-e S ice, LA,13cL, CJ 1 S-1 OCCUPANCY COUNT 200 (lcc a a.xai' J w u c 4,on S-2 CONSTRUCTION TYPE II-N \ - FOOTPRINT HEATED AREA 11.250 S.F. \--- --dKM------ - \,,� CI SPRINKLERS BUILDING IS NOT SPRINKLED SPECIAL INSPECTION PROVIDE SPECIAL INSPECTION FOR BOLT TENSIONING OF C-1 �- �\,� ,,,, 11 METAL BUILDING SYSTEM C 2 :..�" e lc-Q}-e'r 0 7 ?QA/C-\ - I1 v . C L\ % EL AREA LIMITS AND INCREASES E-2.1 ALLOW. ALLOW. SPACE OCCUPANCY CONST. TYPE AREA INCR. AREA E-2' CLUB A-3 II-N 0100 S.F. 50% 13.650S.F. Mt SEPARATION ON (2) SIDES MIN. SIDE 63'-20'•43'X1.25%•53.75X > 50% M1.0 M2.0 OCCUPANCY CLASSIFICATIONS M3.( ROOM NAME SQ FEET OCC. FACTOR OCC. COUNT REQ'D EXITS NO. EXITS M4.( 1st FLOOR - - - - - LOUNGE 1030 15 68.67 2 2 M i OFFICE 282 100 2.82 1 1 WOMENS 020 50 18.40 1 1 SEE MENS 020 50 18.40 1 1 BUII EQUIPMENT 6205 50 125.86 2 2 RR/STOR 181 300 0.60. 1 1 AEROBICS 1624 50 32.48 2 2 TOTAL 11.250 - 267.29 - - FUTURE MEZZ. 1600 50 32.00 2 2 GRAND TOTAL 12.850 .06 200.29 < 300 A-3 OKAY PLUMBING CALCULATIONS OCCUPANCY SIZE OCCUP. S.F./OCCUPANT OCCUPANT LOAD WC REQ'D LAVS REQ'D A-3 8.047 30 208.23 4 4 TOTAL REQ'D 4 4 9OA a F WI nrrtIPANTS FArk SPX CITY OF ANACORTES STORM DRAINAGE UTILITY COMMERCIAL RATE BILLING CALCULATION THIS INFORMATION TO BE SUPPLIED BY ENGINEERING/PUBLIC WORKS DEPT. XADD A NEW COMMERCIAL ACCOUNT DATE ?ila 01 i CHANGE AN EXISTING ACCOUNT BY i l DELETE EXISTING ACCOUNT OWNER ' S NAME P;r-10 0.ct2 e-c0.-0 Gl/(0 SERVICE ADDRESS `U \ Y\LYQ(J& ��� �np•�c-O Wa , XSINGLE-PARCEL BILLING MULTIPLE-PARCEL BILLING COMPLETE A SEPARATE FORM FOR EACH PARCEL TO BE BILLED. IF MORE THAN ONE PARCEL COMBINED ON ONE BILL, STAPLE SHEETS TOGETHER. IMPERVIOUS AREA /a )7O SQ. FT. * 2 ,000 = (17.3-1 ERU BILL AT: KFULL RATE ( $1 . 50/ERU) PER MONTH 50% RATE ( $ . 75/ERU) PER MONTH NOTE ANY UNUSUAL BILLING INFORMATION ON REVERSE ( i .e. , IF PARCEL USES PRIVATE RETENTION FACILITIES, DIRECT SALT-WATER DISCHARGE, etc. ) FOR FINANCE DEPT. USE ONLY. DATE BY ACCOUNT # RATE CALCULATION: X = X 2 = ERU RATE 1 . MO. CHG. 2 . MO. CHG. FOR DATA PROCESSING USE ONLY. ENTER 2-MO. CHG. ABOVE TO ACCT. MASTERFILE.. DATE ENTERED BY M.T.C. RECEIVED Materials Testing & Consulting, Inc., Report#F 1268 FIELD REPORT Materials Testing &Consulting, Inc. FILE NO.: 010506 777 Chrysler Drive DATE: July 20, 2001 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Anacortes Health Club Fax: (360) 755-1980 ADDRESS: 1609 R Ave. CITY: Anacortes,WA. CLIENT: Alan Perkes Construction ENGINEER: ATTN: Alan Perkes ARCHITECT: ADDRESS: 15358 Sunset Lane CONTRACTOR: Alan Perkes Construction Mount Vernon, WA. 98273 PERMIT NO.: COM 01-0008 Time: Temp: MTC was on site at Anacortes Health Club for high strength bolting inspection. Areas inspected include: VARCO PRUDEN MEATL BUILDING, all high strength bolts in frames were inspected and spot checked with a wrench. Bolts were tightened using turn of the nut method in accordance with note #3 of the general notes. Anchor bolts were also checked for snug tight condition. No discrepencies reported in bolting. REPORTED BY: Russell Jones, Field Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc:City of Anacortes cc: cc: cc: cc: All ruuls apply only is actual lm.mmm turd materials weal.As a mutual prmmmn to cl,mis.the public aid otueelvm,nil means are submmcd as the confidential properly°Wines.and aulhon noon be pub:mauon orslmemenls,rme:aeons or e.o-ens from ur regmdrng our mans is re rvnl pending ourwrineo appmral. 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10100 M.T.C. „ Q Materials Testing & Consulting, Inc. Report#F 0801 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 010506 777 Chrysler Drive DATE: May 7, 2001 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Anacortes Health Club Fax: (360) 755-1980 ADDRESS: 1609 R Ave. CITY: Anacortes,WA. CLIENT: Alan Perkes Construction ENGINEER: ATTN: Alan ARCHITECT: ADDRESS: 15358 Sunset Lane CONTRACTOR: Alan Perkes Construction Mount Vernon, WA. 98273 PERMIT NO.: Time: 4:00 Temp: MTC is on site to inspect the footings subgrades. The soil has been compacted three years ago. Two density tests were taken. Both of these tests were 98.0 dry density with 5.4% moisture. The area was also t-probed and 2-4" of penetration was observed. Brian will meet Alan with the City of Anacortes later today to work this out. to A REPORTED BY: Ross Bichel, WABO Inspector REVIEWED BY: Mall Hackett, Technical Director k3 DISTRIBUTION: original:Client cc:City of Anacortes cc: cc: cc: cc: All roully apply only to nUunl loantmm.mJ mvlrnJs coal.Aramutual pmlplmn tnallwb,IM1u public mud umscvq all potl.ore regdmg our roponstImmved uciJuoM,gs,our wmn ulhrne approval. 1710 lmipcayofchmlX auJ aul6omnllnn(orlwblicolmn ofav¢inlnlr,wluaueiom or eolrttlr lmmor 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev 10/00 M.T.C. Materials Testing & Consulting, Inc. Report#F 0946 FIELD REPORT. Materials Testing & Consulting, Inc. FILE NO.: 010506 777 Chrysler Drive DATE: May 7, 2001 Burlington,WA 98233 Phone: (360) 755-1990 PROJECT: Anacortes Health Club Fax: (360) 755-1980 ADDRESS: 1609 R Ave. CITY: Anacortes, WA. CLIENT: Alan Perkes Construction ENGINEER: ATTN: Alan ARCHITECT: ADDRESS: 15358 Sunset Lane CONTRACTOR: Alan Perkes Construction Mount Vernon, WA. 98273 PERMIT NO.: Time: 5:00 Temp: MTC is on site for geotechnical consulting at the request of the client. We understand that the building pad was pre-loaded prior to the current construction, according to conversations with the client. The perimeter strip footing and interior spread footing subgrade was t-probed and found to have less than 4" of penetration. In view of the pre-load activity and the t-probe observations, we consider the subgrade to be firm and stable. REPORTED BY: Brian Steele, Geotechnical REVIEWED BY: Niall Hackett, Technical Director t , `;'4 Supervisor DISTRIBUTION: original:Client cc:City of Anacortes cc: cc: cc: cc: All results apply only to:Mud:lanolin'.aid animals,ward.As a mutual pmiauon to aana.0r puhla mid ouodvp,an imparts are aubmmai as die confidential pop ny of duns,and aahoneamon for publication of 1aiemmw,conclusions or rara.b rmn,or rogmdnngour,y,on.nsnwmvW padingoarwnnca eppmval 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10/00 I COMBINATION PERMIT CITY OF ANACORTES PERMIT NO: COM2001-00008 P.O. BOX 547 APPLIED: 01-01-18 ANACORTES,WA 98221 ISSUED: 01-04-25 (360)293-1901 EXPIRES: 02-04-25 SITE ADDRESS: 1609 R AVENUE ASSESSOR'S PARCEL NO.: P32910 PROJECT DESCRIPTION: Construct new Health Club OWNER CONTRACTOR/ n LENDER /��n� RYAY L.L.C. CIO 4C-Aki r�l s co Nrr- /4a✓L.lLot 30( 3 So/ t,4, 2 _, ANACORTES,WA 98221 2s5.- 38/6 TYPE OF WORK: NEW AREA(SF) VALU: $750,000 FEES TYPE OF USE: COM LOT: 0 REQUIRED SETBACKS CENSUS CATEGORY: ? 1ST FLR: 11,250 FRONT: Type By Date Receipt Amount ZONING: 2ND FLR; SIDE(1): ESPL MRD 01-04-25 0106370 -$500.00 BASEMENT; SIDE(2): PLCK MRD 01-04-25 0106370 $2,275.00 OCCUPANCY GROUP: GAR/CARPORT: REAR: INSP MRD 01-04-25 0106370 $50.00 A3 OTHER; REQUIRED PARKING PRMT MRD 01-04-25 0106370 $3,500 00 TYPE OF CONSTRUCTION: TOTAL: STBC MRD 01-04-25 0106370 $4.50 5N NUMBER OF UNITS; ACCESSIBLE: PMEC MRD 01-04-25 0106370 $168.60 OCCUPANT LOAD: STORIES: COMPACT: PPLM MRD 01-04-25 0106370 $216 00 BUILDING HEIGHT: IMPRV SURF: SEWR MRD 01-04-25 0106370 $8,099 70 IMPT DM 01-04-25 0106370 $17,010.00 MechanicalEquipment Plumbing Fixtures Total $30,823.80 Equipment Type Quantit Fixture Type Quanti — Furnace<10ok btu 2 CITY OF ANACORTES Air Handling Units 4 Clothes Washers 1 MUNICIPAL BUILDING Other Units . . . . . . . . . . 2 Drinking Fountains 2 904 6TH STREET Clothes Dryers 1 Kitchen Sinks2 ry . . . . ' ' Laundry Tubs or Trays (360) 293-1908 Ventilation Fans. 4 Lavatories 6 FINANCE DEPARTMENT Gas Outlets 1 Showers 7 REG-RECEIPT:03-0106370 C:A r 25 2001 Hot Water Tanks . . . . 1 urinals. 2 CASHIER ID:M 1:52 pm A:Apr 25 2001 Water Piping and Water Treatment 1 Water Closets(Toilets) 6 1120 BUILDING PERMIT FE $1,775.00 1334 SEWER INSPECTION F $50.00 1120 P0.00 3042 DTOGUING STATERBUILDI FEMIT $s'J$4.50 1120 BUILDING PERMIT FE $168.60 1120 BUILDING PERMIT FE $216.00 2022 SEWER-GENERAL FACI $8,099.70 1383 DEV IMPACT FEES-ST $17,010.00 2037 1 INCH WATER METER $5,900.00 TOTAL DUE $36,723.80 RECEIVED FROM: RYAY LLC OHECK: $36,723.80 I herebyacknowledge that I have read this TOTAL TENDERED $36,723.80 I 9 permit and state that the agree to comply with all ordinances and laws regulating activities cc CHANGE DUE $0.00 Issued brt1Th £antor4gnature 24 Hour Notice Required For All Inspections -,,,` 1997 W8, ,igton State Nonresidential Energy Code Comp'- 'ce Form Lighting Summary LTG-SUM 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition-June,1998 Project Info Project Address ANACORTES ATHLETIC CLUB Date 12/13/00 1609 R AVENUE For Building Department Use ANACORTES. WA Applicant Name: CARLETTI ARCHITECTS, P.S. i)�t3 r :1� �1,�k. .t Applicant Address: 2204 RIVERSIDE DRIVE SUITE 270 1 C Applicant Phone: 424-0394 " • s NC1 r. Project Description ❑ New Building ❑ Addition ❑ Alteration Compliance Option 0 Prescriptive ® Lighting Power Allowance O Systems Analysis (See Qualification Checklist(over). Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions ❑ No changes are being made to the lighting (check appropriate box) ❑ Less than 60%of the fixtures are new,and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) 'Location Allowed (floor/room no.) Occupancy Description Watts per ft2** Area in ft2 Allowed x Area FIRST FLOOR ATHLETIC CLUB 1.00 11475.0 11475.0 **From Table 15-1 (over)-document all exceptions on form LTG-LPA Total Allowed Watts 11475.0 Proposed Lighting Wattage (Interior) ballasts only,the default table in the NREC Technical Reference Manual may also p g g g be used. Location Number of Watts/ Watts (floor/room no) Fixture Description Fixtures Fixture Proposed EXERCISPABSA Fl - 400 WATT METAL HALIDE LOW BAY 7 461.0 3227.0 EXERCISEAREA F2 - 400 WATT METAL HALIDE HIGH BAY 10 461.0 4610.0 LOCKERS/KIDS F3 - 3-TUBE FLUORESCENT ARCYLIC LENS 20 93.0 1860.0 OFFICES F3 - 3-TUBE FLUORESCENT ARCYLIC LENS 5 93.0 465.0 OFFICES F3 - 3-TUBE FLUORESCENT PARABOLIC LENS 3 93.0 279.0 MISC. F3 - 2-TUBE FLUORESCENT ARCYLIC LENS 9 62.0 558.0 RECEP/SAUNA F7 - INCANDESCENT LIGHTS 6 75.0 450.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 11449.0 Maximum Allowed Lighting Wattage (Exterior) Allowed Watts Area in ft2 Allowed Watts Location Description per ft2 or per If (or If for perimeter) x ft2(or x If) Covered Parking 0.2 W/ft2 Open Parking 0.2 W/fie Outdoor Areas 0.2 W/f12 Bldg.(by facade) 0.25 W/ft2 Bldg.(by perlm) BUILDING PERIMETER 7.5 W/If 450.0 3375.0 Note:for building exterior,choose either the facade area or the perimeter method,but not both) Total Allowed Watts 3375.0 Use mfgr listed maximum input wattage.For fixtures with hard-wired ballasts only, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed BLDG EXT. F8 - 150W METAL HALIDE WALL PACK 5 185.0 925.0 1 BLDG EXT. F9 - 100 WATT INCANDESCENT 3 100.0 300.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1225.0 1997 We, Igton State Nonresidential Energy Code Comp'"-•ce Form Lighting Summary sack) LTG-SUM 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition-June,1998 Prescriptive Spaces Occupancy: O Warehouses,storage areas or aircraft storage hangers ®Other Qualification Checklist Lighting Fixtures ❑ Check here if at least 95%of fixtures in the space meet all four criteria: Note If occupancy type is'Other and fixture answer is checked,the number of fixtures in 1.Fixtures are fluorescent,non-lensed,with only one or two lamps,and the space is not limited by Code Clearly indicate these spaces on plans If not 2.Lamps are T-5,T-6,T-8 or PL,and 3.Lamps are 5-50 Watts,and qualified,do LPA Calculations. 4.Ballasts are electronic ballasts Table 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting LPA2 LPA2 Use' (W/ft2) Use' (W/ft2) Paining,welding,carpentry,machine shops 2.3 Police and fire stations° 12 Barber shops,beauty shops 2 Aida(atriums) 1 Hotel banquet/conference/exhibition hall9'4 2 Assembly spaces,auditoriums,gymnasias,theaters 1 Laboratories 2 Process plants 1 Aircraft repar hangars 1.5 Restaurants/barss 1 Cafeterias,fast food establishments 1.5 Retail A'0 1 Factories,workshops,handling areas 1.5 Retail B1a,Retail banking 1.5 Gas stations,auto repair shops° 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses',storage areas 0.5 Libraries' 1.5 Aircraft storage hangars 0.4 Nursing homes 1.5 Parking garages sae Becton,532 Wholesale stores(pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only7 Schools buildings,school classrooms,day care centers 1.35 Common area,corridors, lobbies(except mall concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 Office buildings,office'administrahve areas in facilities of other use types(including but not limited to schools, 1.2 hospitals,institutions, museums,banks,churches)6''t1 Footnotes for Table 15-1 1. In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2. The watts per square foot may be increased,by two percent per foot of ceiling height above twenty feet,unless specifically directed otherwise by subsequent footnotes. 3 Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4. For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5. Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases in which a lighting plan is submitted for only a portion of a floor,a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas,which may include elevator space,lobby area and rest rooms.Common areas,as herein defined do not include mall concourses. 8. For the fire engine room,the Unit Lighting Power Allowance is 1.0 watts per square foot. 9. For indoor sport tournament courts with adjacent spectator seating,the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10. For both Retail A and Retail B,light for free-standing display,building showcase illumination and display window dlumtnation installed within two feet of the window are exempt. Retail A allows a Unit Lighting Power Allowance of 10 watts per square foot.Ceiling mounted adjustable tungsten halogen and HID merchandise display dluminaries are exempt. Retail B allows a Unit Lighting Power Allowance of 1 5 watts per square foot,including all ceiling mounted merchandise display luminaries 11 Provided that a floor plan,indicating rack location and height,is submitted,the square footage for a warehouse may be defined,for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area(access side only) of the racks.The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 1994 Waslvin.ton State Nonresidential Ener. Code Com' Nance Form Mechanical Summary MECH-SUM 1994 Washington State Nonresidential Energy Code Compliance Forms June,1995 Project Info Project Address Anacortes Health Club Date ######## For Building Dept. Use Applicant Name Handys Heating, Inc. Applicant Address 1575 M®orial Hwy 'B cl'r ° ', Applicant Phone' 360-928-0969 . : i !._fir; p". _ Project Description Packaged AC/Gas & Split Sytem with Gas Furnaces. Gas Pipe & Briefly describe mechanical system Ductwork type and features QQ Simple System Q Complex System Q Systems Analysis Compliance Option (See Decision Flowchart(over)for qualifications. Use separate MECH-SUM for simple&complex systems) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans For projects without plans,fill in the required information below Cooling Equipment Schedule Equip Capacity` OSA CFM SEER ID Brand Name' Model No.1 Btu/h Total CFM or Econo? or EER IPLV3 Location GP1 YORK DH120N15A2AAA1A 115000 4000 ECONO 11.00 NAUTILIS GP2 YORK DH120N15A2AAAIA 115000 4000 ECONO 11.00 rannlo GP3 YORK DH120N15A2AAAIA 115000 4000 ECONO 11.00 AEROBICS GP9 YORK DCGO60N00925EC 59000 2000 ECONO 10.00 FREE WEIGHTS AC1 YORK H4OH09806 48000 12.30 ENTRY AC2 YORK H40H04806 48000 12.30 RECEP Heating Equipment Schedule Equip Capacity2 • OSA cfm ID Brand Name1 Model No' Btu/h Total CFM or Econo? Input Btuh Output Btuh Efficiency4 Fl YORK P3DHC161109501 75000 1600 ECONO 80000 75000 91.000 F2 YORK P30HC16N09501 75000 1600 ECONO 80000 75000 91.000 MUl REZNOR HXE 125 125000 1600 752 125000 100000 80.000 Fan Equipment Schedule Equip ID Brand Name1 Model No' CFM SP1 HP/BHP Flow Controls Location of Service EF1 GREENHECK GB-130-5 1600 0,25 0.50 CV LOCKER RMS EF2 GREENHECK GB-90 400 0.25 0,25 CV TANNING EF3 GREENHECK SP-6 5O 0.25 CV LOBBY BATH EF4 GREENHECK SP-9 130 0,25 CV LAUNDRY RM 'If available 2 As tested according to Table 14-1, 14-2 or 14-3 3If required 4 COP, HSPF,Combustion Efficiency,or AFUE,as applicable 5 Flow control types.variable air volume(VAV),constant volume(CV) or variable speed(VS) ... � . . •. \•t - .-I . •- • ••- .••1 - • .. Mechanical Permit Plans Checklist MECH-CHK 1994 Washington State Energy Code Compliance Forms June,1995 Project Address Anacortes Health Club Date 12/12/2000 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code Applicability Code Location Building Department (yes,no,n a) Section Component Information Required on Plans Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment performance 1411 4 Pkg.elec.htg.&cig List heat pumps on schedule yes 1411 1 Minimum efficiency Equipment schedule with type,capacity,efficiency M1 1412 HVAC controls yes 1412 1 Temperature zones Indicate locations on plans M2 yes 1412 2 Deadband control Indicate 5 degree deadband minimum Ml 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 cliff.day types M1 yes 1412.4 1 Dampers Indicate damper location and automatic controls Ml 1412.5 Heat pump control Indicate microprocessor on thermostat schedule 1412.6 Combustion htg Indicate modulating or staged control yes 1412.7 Balancing Indicate balancing features on plans M1 yes 1422 Thermostat interlock Indicate thermostat interlock on plans M1 yes 1423 Economizers Equipment schedule M1 1413 Air economizers yes 1413 1 Operation Indicate 100%capability on schedule MI yes 1413 2 Control Indicate controls able to evaluate outside air M1 yes 1413 3 Integrated operation Indicate capability for partial cooling Ml 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary Ml yes 1414.2 Duct insulation Indicate R-value of insulation on duct Ml 1415 1 Piping insulation Indicate R-value of insulation on piping 1424 Separate air sys Indicate separate systems on plans yes Mech.Sum. Form Completed and attached. Equipment schedule with types, input/output,efficiency,cfm,hp,economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water htg 1441 Elec water heater Indicate R-10 insulation under tank 1442 Shut-off controls Indicate automatic shut-off 1450 Heated pools 1452 Pool water heaters Indicate not electric resistance 1453 Pool heater controls Indicate switch and 65 degree control 1454 Pool covers Indicate vapor retardant cover 1454 Pools 90+degrees Indicate R-12 pool cover If"no" is circled for any question, provide explanation: , ni { Gl�Y 4\ City of Anacortes Summary of Applicable Fees Due Prior to Art wj} Building Permit Issuance (Excluding Building Permit Fees), 'steps,/ Name of Applicant/Project: 1+-ThcX(, Di \-\t'z C X.^'C Site Location: \Go 0\ r Date of Application: \ \ < Place a Check Mark Below Next to Item that is Applicable Sanitary Sewer GFC $ C' o c\c1 a—+t) t/9n Storm Water GFCNIA $ Sao, ya d"u—k Engineering Plan Review/Public Works $ Impact Fees/Road $ 11 ) O\O , fU N Impact Fees/Fire A Impact Fees/Parks $ TT IN � Total Fees &Charges Due $ a 5 `09 - `J Comments & Conditions: +r JAN-12-2001 02 :46 PM GOEDEKE 425 401 1250 P. 01 1 D STRUCTURAL CALCULATIONS for ANACORTES HEALTH CLUB R AVENUE AND 14TH STREET ANACORTES, WA Prepared by GOEDEKE ENGINEERING 17119 SE 47th Court Bellevue,WA 98008-5805 `C' F wA ,� Phone(425)844-5899 V o NSF - Fax(425)401-1250 ' (' C. Gregg Goedeke, P.E. I.� Structural Engineer � if/2 cRs7rEvAi.pG `J- ifr2 i MIRES, 10r2ei ?oa y I f ,'t _ {_ a C¢RI" ........ .< <._.c... .....c -„ ri t L,,, ,-.c 4LJ vb1 1LbkJ P. BL . .. ..__..._ ..I 1��' si eL .ate.s 4 . : s 4 46-G' 1 Alt .. --- -r'. ►. . . p u &► ,.ma Cr �kFa: _a) //.3 1M�2� Y3'..�4rv_ jucw C�ta�M 5 2�`' • 7 , t 11 � s - � Q 62. t . � . usc it Il2a1 pp* • . G ?r y' i I . . • I ' . . . I • . .. • I ...-- ..,_ ..„ooA cr., --. i rii f-Aucuu.¢ qLJ 401 1Gbb F'- FJJ • I i I • i I f I s ' . _ ' fib. I • , , • : C-��45t� ,• NNIIbu �� • • .. ; - � is13 Psi �133� =I �1"31e . = t3 - - • : I I f _ i I ' - - — i U —_D,�3 — e3 I ! 1 i 1 I I I I I I I 1 I 1 : — — i I I I . I .I ! .I I .I I .... L. I I i . - j I I I I , I I I I L.. • • j I I • I • I 1 I I I • i I : _ I • . ....._ - _ .: _ .. .. _ i. ..•-•• .c ____, ..,-0 .-.. „„c, 440 4b1 140l0 P. 04 : ,-._: .: . i i b I � I - j - — — — _i — —=— v u r- y !t. • �j6 � • of �� s:g� i � 1 P' — .. S j fit— r ! L d►-/` ',A i 1 : • • . ,,(A.4:_J duog-G, '_.c 1 _.• ! i I — - — I {.J,r�)�A��� ! I i I I W t y �y- of ��JJ //{{II _ 5 rye,5 ' 1 I • I ' r j tig- I l e;$ I 11n P� ! 1 I I i I id ISX/oo d1T o ? 4a�I M � ,^ � '; 1J :. - - l lAII ' ff-�1= iiC�t..'�' +-9*4) . I , I 1 ---- j I 1 I aj0 .. I I _ .- -veI _- �t CbI i 1 I . 1 — . ' I 'r I I I I I I I 1 I .— a, ..c. —, .,. ---i, , „uu.c 420 401 1250 P. 05 - - I I A . , cT I • I I � S I .,. K' I • _. ._ i ; I. I Ps , . • • V.) 2 4r graiit. si. ('f r I • r 1 • 1 I I I11 i i .. _ - , 1 • • I I i p .._.r.__— _ r 1 1 1 1 • I 1 1 j . . . . . 1 I 1 , I i I ! j 1 1 • i I • I .._.... ._...___—.i_ ___ ._. __ ._ -_ _. -. ... 1 .. _.. ._.. I F I I 1 I s hill—♦.G—..e.Oni rl_ LOG rVI taUItutt 42b 401 1250 P. 06 f^ _.. }. a^ " ' �`� _L ' ` YY - . 9 u l�+eesI' 3 ..: _. . T \4 ' I, ,� I • I ! 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'8 4 WF — �+s� � livs. str.� • I I I Building Department Memo To: Ian Munce From: Don MeasamecTh"Th Date: 3/30/01 Re: Traffic Impact Fee Anacortes Health Club—1609 R Avenue, Building Size 11,250 square feet At the request of Marc Youngberg and Alan Perkes we have re-evaluated the traffic impact fee for the Anacortes Health Club based on a multi-use site using capture rate information from the ITE Trip Generation Handbook 5th Edition Chapter VIII. Tex Ladish has indicated at least 70 per cent of the SHS.Com employees will frequent the adjacent health club, and it appears from available data that the portion of employees making mid-day trips within a multi-use site average at 33% Assuming 33% (per#493 ITE Page 1-47) of the trips are within the site, then it seems appropriate to reduce the total trip ends by 33%. Please review the following calculation and let me know if you concur. #493 =4.30 x 33% = 1.42 reduction =2.88 trip. 2.88x 11.250 =32.4 x$525.00 =$17,010.00. Total Impact fee would be$17,010.00. sue- el 3/30/ 0 , Ian Munce, Planning Director Date • Page 1 w, , 0 ) b. It is important to again note the problem Office inherent in calculating a capture rate by a. The proportion of employees who made this method. However, the two sites that intermediate stops within the activity have basically retail and office land uses - center on their way to work ranged from did not appear to have internal trips.All 7% to 15%, with an average of 10%. r three sites having internal trips had a ho- . The proportion on the way home from tel or motel. work ranged from 6% to 16%, with an average of 11%. The percentages were 4. Travel Characteristics at Large-Scale Subur- higher at the sites having relatively little ban Activity Centers,JHK&Associates, retail activity immediately outside their NCHRP Project 3-38(2), boundaries, and vice-versa. Report 323, October 1989. b. The proportion of employees making The findings of this study are known to be ap- midday tri s-, nterna to, the center pliable onlyin Major activitycenters. The ob- -r e �it3 '%o`'"'at 'sites: p � 1 ' jective of the project was to develop a compre- will at least 60% of the work force in hensive database on travel characteristics for professional, technical, managerial, or various types of large-scale, multi-use suburban administrative positions. If the propor- activity centers. Data were collected at six sites tion in these positions was less than 60%, ii having the characteristics shown in Table VIII- the midday trips internal to the center 5. Data collection activities are shown in Table ranged between 20% and 23%. VIII-6. c. The proportion of employees who used Following is a summary of findings per- on-site facilities ranged as follows for the tinent to internal trips for each of the land uses listed land use: listed. It is noted that "larger centers" refers to Restaurant 6% to 65% the three centers having at least 15 million Bank 0%to 43% square feet each, whereas "smaller centers" Health Club 1% to 8% refers to the remaining three having less than 8 Travel Services 1% to 12% million square feet. Medical Office 1%to 5% Table VIII-5 Characteristics of NCHRP 323 Study Sites Office Retail Hotel Residential Site GFA GLA No. (million) Employees (million) Employees Rooms DUsf DUs2 1 4.7 12,880 3 6,150 1,000 556 N/A 2 3.5 10,465 4 6,865 1,800 1,201 (2,300)2 I 3 17.0 35,020 7 13,355 3,100 823 (15,000)2 1 4 13.0 39,000 2 3,430 1,800 206 (206)2 5 13.0 32,500 3 5,150 9103 1,745 (2,000)2 6 4.0 13,700 3 6,155 2,200 2,017 (3,000)2 1 Number of dwelling units surveyed. 2 Estimated total dwelling units on site. 3 Number of rooms at surveyed sites. Trip Generation,January 1991 I-47 I () C) Table VIII-6 Data Collection Activities at NCHRP 323 Study Sites ,Land Use Activity Office Retail Hotel Residential Workplace Survey X Residential Survey X Vehicle Counts X X X X Pedestrian Counts X X X X Pedestrian Interviews X X X d. The proportion of office visitors coming tively small compared to the total num- from within the center ranged from 15% ber of jobs. Second, many of the resi- to 59% in the A.M. peak period and from dential developments attract senior citi- 15% to 68% in the P.M. peak. Averages zens and therefore have lower propor- at the smaller centers were 30% in the dons of employed residents. A.M. and 33% in the P.M. For the larger Hotel centers these averages were 54% in the a. The proportion of trips with origins or A.M. and 58% in the P.M. destinations within the activity center Retail ranged from 13% to 53% in the A.M. a. The proportion of trips generated by the peak period and from 15% to 46% in retail sites that were internal to the activ- the P.M. peak period. ity centers ranged from 7% to 68%,with b. For the larger centers the average per- an average of 37%, during the midday centages were 37% in the A.M. and 36% peak and from 7% to 57%, with an aver- in the P.M. In the morning peak period age of 24%, during the P.M. peak. 29% of the trips entering the hotels b. For the larger centers these percentages originated within the center and 44% of were 47% during midday and 31% dur- the trips leaving the hotels were destined ing the P.M. peak. The smaller centers to locations within the center. In the exhibited percentages of 23% and 14% evening peak period 35% originated midday and evening, respectively. from and 36%were destined to locations Note: These percentages were derived within the center. from surveys at seven regional malls c. For the smaller centers the average per- ranging in size from 970,000 square feet centages were 19% in the A.M. and 27% to 2.2 million square feet. in the P.M. In the morning peak period Residential 14% of the trips entering the hotels a. The proportion of employed residents originated within the center and 27% of who work within the activity center the trips leaving the hotels were destined ranged between 13% and 50%. This to locations within the center. In the percentage averaged 31% for owner-oc- evening peak period 33% originated cupied units and 28%for rental units. from and 18%were destined to locations b. For the larger centers 33% of the em- within the center. ployed residents worked within the cen- 5. Shared Parking, Barton-Aschman Associates ter. This percentage was 27% for the S and The Urban Land Institute, 1983. smaller centers. c. The impact of this relatively high internal This report contains data on the effect of the captive market. Table VIII Ex- trip-making on overall center travel pat- hibit 23 �ndicating the per- terns was minimal for two reasons. First, the number of units (and therefore the centage of employees who were patrons in the number of potential employees) is rela- same nearby developments. This study reports sharing for parking, not trips. I-48 Institutee of Transportation Engineers ALA A N N. PERKES = CONSTRUCTION&DEVELOPMENT Ph:360-428-0255 Fax:360-428-0259 Mobile 360, 7 Email:alanperkes@aoLcom 1 3?/-28190 /442G `04-Ng-G Z59- 3®6l AHC Weekday average attendance 1/1/01 to 1/27/01 43.4 4pm-5pm - 11 . 15 5 . 7 3 2pm-3pm ._ 6. 95 C 7 . 55 Lunch 12-1pm 12 .25 _ 11 . 55 10am- 11 am = 5 . 85 9 .4 before 8am -1 .uM 30. 1 0 10 20 30 40 50 Number of visits AHC Weekend average visits 1 /6/01 to 1 /2 7/01 3pm_4pm :w 6 . 9 13 .4 0 1 pm-2pm _. __ 6.4 11 am-12pm __ __, 8. 1 10. 9 •E 9am- 10am 9 . 3 ~ - 4 . 1 J 7am-8am 5 . 3 0. 0 5. 0 10 . 0 15 . 0 Average number of visits Weekdays Monday Tuesday Wednesda Thursday Friday Monday Tuesday Wednesda Thursday Friday Monday Tuesday 01/01/01 01/02/01 01/03/01 01/04/01 01/05/01 01/08/01 01/09/01 01/10/01 01/11/01 01/12/01 01/15/01 01/16/01 ` 5:30-6am 0 0 21 1 12 0 8 12 0 6 1 9 6am-7am 0 24 0 15 7 18 9 10 15 9 5 14 7am-8am 0 19 20 12 12 17 22 11 8 16 16 18 8am-9am 0 0 4 8 8 0 10 5 8 6 4 8 9am-10am 0 12 9 0 13 6 10 1 9 12 0 15 10am-11am 0 8 0 14 11 13 0 19 11 13 0 9 11am-12pm 0 5 1 4 12 17 15 0 12 13 22 0 12pm-1 pm 0 9 21 7 0 11 0 0 0 14 0 12 1pm-2pm 0 0 0 0 19 7 17 24 15 6 29 10 2pm-3pm 0 21 19 11 0 11 0 11 0 7 7 5 3pm-4pm 0 7 0 0 14 17 7 0 11 5 0 11 4pm-5pm 0 14 0 26 7 18 5 14 11 11 25 17 5pm-6pm 0 14 10 19 14 21 13 0 13 0 18 18 6pm-7pm 0 21 40 9 9 27 11 35 15 0 14 0 7pm-8pm 0 0 14 10 0 0 10 7 8 0 10 30 8pm-9pm 0 0 8 9 2 13 10 0 9 23 4 6 9pm-10pm 0 0 4 0 0 2 1 1 1 0 0 5 after 10pm 21 0 0 0 0 0 0 0 0 0 i total 0 175 171 145 140 198 148 150 146 141 155 187 ,Th I wief ►:OH H.aoar OF den 2Ai(a,-) AP-T fri - TN 5:30 AP - MOO PM J3,On-: 5:340 Ar'i - 7:00 P'1 Wednesda Thursday Friday Monday Tuesday Wednesda Thursday Friday 01/17/01 01/18/01 01/19/01 01/22/01 01/23/01 01/24/01 01/25/01 01/26/01 total 20 day ave 8 0 0 10 5 10 9 8 120 6 i 12 20 11 7 12 15 0 6 209 10.45 11 15 20 12 7 8 17 12 273 13.65 20 day av 5 4 4 10 0 6 7 9 106 5.3 before 8am 30.1 11 11 0 20 17 15 15 12 188 9.4 9am-10am 9.4 0 0 5 0 0 0 9 5 117 5.85 10am-11am 5.85 18 19 38 15 0 26 14 0 231 11.55 11am-12pm 11.55 28 10 22 12 38 24 15 22 245 12.25 Lunch 12-1pm 12.25 0 0 0 0 10 0 5 9 151 7.55 1 pm-2pm 7.55 0 11 10 12 6 7 0 1 139 6.95 2pm-3pm 6.95 9 0 0 6 6 6 8 7 114 5.7 3pm-4pm 5.7 17 0 1 20 10 5 12 10 223 11.15 4pm-5pm 11.15 14 31 19 19 7 23 14 11 278 13.9 after 5pm 43.4 0 1 5 18 16 19 10 2 252 12.6 24 18 5 8 11 6 7 1 169 8.45 1 6 0 2 8 0 8 0 109 5.45 11 2 0 1 0 3 0 0 31 1.55 0 0 0 0 0 0 0 8 29 1.45 169 148 140 172 153 173 150 123 2984 0 AV6iliKr(- Ptc2 w4511(0AY Weekends Saturday Sunday Saturday Sunday Saturday Sunday Saturday 01/06/01 01/07/01 01/13/01 01/14/01 01/20/01 01/21/01 01/27/01 • 5:30-6am 6am-7am total time Weekend ave visits 1/6/01 to 1/27/01 7am-8am 0 5 6 11 7 3 5 37 7am-8am 5.3 8am-9am 17 0 0 4 0 8 0 29 8am-9am 4.1 9am-10am 17 4 0 13 14 4 13 65 9am-10am 9.3 10arn-11am 7 11 21 8 17 12 0 7610am-11am 10.9 11am-12pm 0 10 13 0 8 7 19 5711am-12pm 8.1 12pm-1pm 12 0 13 7 11 9 14 66 12pm-1pm 9.4 1pm-2pm 9 0 7 12 8 9 0 45 1pm-2pm 6.4 r n 2pm-3pm 1 27 18 6 10 19 13 94 2pm-3pm 13.4 3pm-4pm 11 11 5 0 8 7 6 48 3pm-4pm 6.9 4pm-5pm F 5pm-6pm 6pm-7pm 7pm-8pm 8pm-9pm 9pm-10pm after 10pm total 74 68 83 61 83 78 70 7) WrrYr_"10 ffvu2s OP OPFa ill fo -1 Aar-_ 7Ain - `f pM stir, d- soj it A % Director of Public Works To: Ian M�ce, Director of Planning and Community Development From: • %`r -mberton, Director of Public Works Date: 16/99 Re: Sun Systems Storm Water GFC Per our earlier conversation and after reviewing Mr. Brad Furlong's letter dated February 2, 1999, I would agree that it is appropriate to waive the GFC for Sun Health Care Systems new research and development campus located in the South Harbor short plat. The general facilities charge would calculate to approximately $55,000.00 for this project. This figure is offset by the easement being provided to the City for handling surface water runoff from the Q Avenue drainage basin and by the fact that Sun Systems surface water will not directly impact any existing City facilities. If this approach is consistent with your understanding with this particular project, please let me know and I will respond to Mr. Furlong. In that the drainage easement referenced above is to be turned over to the City of Anacortes for maintenance and operation, and in light of the fact that Sun Systems does benefit from storm water maintenance performed on streets serving the development, the monthly fee should not be waived. • Page 1 Building Department Memo rfL N'6: Bob Hyde, Public Works Director F im: Michelle Deaton P^0 Date: 2/1/01 Re: New Construction of Health Club at 1609 R Avenue Plans have been submitted for a new health club at 1609 R Avenue. Please calculate the sanitary sewer general facilities fee. No of Fixtures Fixture Units Water Closets 6 x 4= 24 Showers 7 x 2= 14 Lavatories 6 x 1 = 6 Kitchen Sinks 2 x 2 = 4 Clothes Washer 1 x 3= 3 Urinal 2 x 4= 8 Drinking Fountain 2 x 4= 1 Slop Sink 1 x 2= 3 Total Fixture Units 63 Plans are available in the Building Department, if needed. Thank You. Seizes : Co3 -c',,xtores = co 2el x5.;SS7/Erzv 3°c- � 9ocq/� rj 5 . !Q •Page 1 - --- --------- / LP o9 ` 2" Averuct Hecal-4h (-84..4-6 .l S f6'i- t=e_eJJ ), o SA-1r, s e P - 1 r 1 P l9-ell ercj-1'D St-in E',ka''(7 Pol 2- 74 7 /-her d-h �{. 3o x 1 I. <Deo = ye. 3c3 seS5 5 ba : S as, 399-so Sees 1 u fe cm,tS Oki es C.-e e* 5 Is a., = 1�t- tA.)+ef /2�.o Lx►.o = C.b s \AX),sief UIl ` 3( B SND17 S, 1 x `j(.e €oks „Nit 0 ,� ' ` r:s ANACORTES PLANNING & COMMUNITY DEVELOPMENT DEPT. x;! • -, , ” (INCLUDING BUILDING DEPARTMENT) (360)299-1943 --"-°-_crc,- " CO P.O.BOX 547,ANACORTES, WA 98221 (360) 293-1928 FAX 1891 .w IAN MUNCE,DIRECTOR `q cORS October 29, 1999 Department of Ecology ATTN: Shoreline Permit Reviewer • Northwest Region Office 3190 160th Avenue S.E. Bellevue, WA 98008-5452 RE: Modification # 1 to Shoreline Permit#242 (Sun Systems, Inc. #1998-NW-10149) Dear Shoreline Administrator: This letter is to formally approve the following revision requested in the attached detailed plans and text relative•to the above referenced shoreline permit. We have reviewed the requirements in Section 13 of the City of Anacortes' Shoreline Master Program, together with WAC 173-27-100, and determined that the proposed changes are within the scope and intent of the original permit. This letter is to formally make the final ruling on consistency and to file the required notice with your department. Pursuant to WAC 173-27-100, the revised permit is effective immediately. However, "appeals shall be in accordance with RCW 90-58.180 and shall be filed within twenty-one days from the date of receipt of the local government's action by the Department." Further, "construction undertaken pursuant to that portion of a revised permit not authorized under the original permit is at the applicant's own risk until the expiration of the appeals deadline? Thank you for your attention to this matter. Sincerely, CITY OF ANACORTES / Ian S. Munce, AICP Planning Director/Shoreline Administrator ISM:kj cc: Staff Mr. Tex Ladish, Director, Facilities Development, SHS Healthcare Inhumation Systems PO Box 40 Anacortes,WA 98221 360299.8558 360.299.0329 fax October 22, 1999 www.shs.com Mr.Ian Munce Director of Planning&Community Development City of Anacortes P.O.Box 547 „s;s. Anacortes,WA 98221 • Re:Proposed Revisions to SHS Site Plan . ' Y + Dear Mr.Munce, e This letter is a request to make some minor site modifications to our approved shoreline permit number 242,approved 9-16-98.The accompanying site plan and parking summary show _M;c> `-;��?: proposed revisions by SHS to our parking layout and future site build-out.While our plans for ;. building construction have not changed,we wish to accommodate a larger health club on site. yrtrc Y This will require some minor modifications to our parking layout and vehicular circulation.The $e: requested changes are within the scope and intent of the original project. The key element of our proposed modification involves relocating the proposed health club to the south-west portion of the site and increasing the size from 4,000 to 12,000 square feet.We have reduced the size of the phase HI office area to maintain the same total building coverage.The health club will be operated by a local company,and will continue to be an accessory use to our new Research and Development Campus.In addition to use by our employees,the health club will be open to the general public. The attached parking summary sheet is broken down to show proposed changes relative to the Shoreline Submittal(7/16/99) and Bid Set Documents(2/9/99). Phase I Build-Out will include 40,000sf of office space,a 12,000sf Health Club,and a small Kayak Rental Facility. Phase II will incorporate an additional 13,000sf of office space. Phase IH will include another 30,000sf of office space plus a 4,000sf Daycare Facility. For the purposes of this summary,estimated parking requirements for each phase of construction are per the guidelines of the Anacortes Zoning Code. Actual sizes may need to change slightly, r but as described on the following page,in each of these phases SHS will provide more parking spaces than are required per code. Thank you for your time reviewing this proposal. Sins ly, (// t( Tex Ladish Director, Facilities Development ORIGINAL SHORELINE SUBMITTAL Buildings & Parking Shown on SHS Shoreline Submittal 7/16/99 SHS Phase I 54,000 gross sf SHS Phase H 42,000 gross sf Fitness Center: 4,000 gross sf Daycare Facility: 4,000 gross sf Kayak Rental Facility: 300 gross sf Total Building: 104,300 gross sf Total Parking Shown: 318 stalls Buildings & Parking Shown on SHS Phase I Bid Set Documents 2/9/99 SHS Phase I.: 40,000 gross sf (25,748 net sf) Total Parking Required: 25,748 @ 4/1000 103 stalls Total Parking Provided: 144 stalls 10-19-99 PROPOSED PLAN WITH LARGER HEALTH CLUB • Proposed Buildings & Parking for SHS Phase I Build-Out SHS Phase I: 40,000 gross sf 103 stalls Health Club: 12,000 gross sf 12,000 @ 3/1000 36 stalls Kayak Rental Facility: 300 gross sf 5 stalls Total Phase I Parking Required: 144 stalls Total Phase I Parking Proposed: 188 stalls Proposed Buildings & Parking for SHS Phase II& III Build-Out SHS Phase II: 13,000 gross sf (13,000x75%=9,750 net sf) 9,750 sf @ 4/1000 39 stalls SHS Phase III.: 30,000 gross sf 30,000x75%=22,500 net sf 22,500 sf @ 4/1000 90 stalls Daycare Facility: 4,000 sf 4,000 @ 3/1000 12 stalls Total Phase II&III Parking Req.: 141 stalls Cumulative Prkg.Req.Phase I,II&III: 144 stalls + 141 stalls 285 stalls Cumulative Prkg.Proposed Phase I,II,III: 292 stalls Total Building: Cumultative square footage 99,300 gross sf 4✓,<_)y:i%-A ,-,-. a.:Rrq 5:n.µ> �r, . � r �, 34F Tel S' ••rv-n i 4. 0•T•f.`. .< ..n FS tYti'!PP''1'}'h YYh y5'( £'/ _ ' 2T�'T�t '3 .. 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Fitt '.t (- Alta.. w ; r2 •: Mj � r1 .440fr Ft. oors. • • is lir 1 {qyr C \ I \AAl Vi goy . c .....i ______tc,tw_FttAtt. , _ . r. . ,.. _,._.,.::::_.„:.... , ...1.5 .1._• 6c,i e._ . , ... „ n..... ..... ....z, K it ,, ., • - 1 - Before the Planning Commission, City of Anacortes Shoreline Management Substantial Development Permit Application by Sun Systems, Inc. RECEIVED Shoreline Permit#242 DEC 2 2 Y..� 1998 T . RIJILr I1 Q DEPT off oo9w. Findings of Fact and Conclusions of Law and Decision Thereon FINDINGS OF FACT 1. General Background 1.1 Anacortes Planning Director has been designated the Shorelines "Administrator" and "Environmental Officer" for the City of Anacortes Shoreline Management Master Plan, Section 5 - Definitions, Appendix C. 1.2 Under Section 11: Permit Procedure, d) "Not more than 5 working days after the 30 day review period, or following a hearing, if necessary, the Environmental Officer shall recommend approval or denial of the permit to the Planning Commission who shall approve or deny the permit at their next meeting. If the Planning Commission does not act on the permit the decision of the Environmental Officer shall stand." 1.3 Application was made on July 19, 1998 for a Shoreline Substantial Development Conditional/Special Use Permit for the development of a software campus with ancillary facilities including childcare center, fitness center, and kayak rental facility on approximately 8 acres. The property is generally located south of the Cap Sante Boat Basin, west of and adjacent to South Harbor Park, NE '/ of Section 19, Township 35 North, Range 2 East, City of Anacortes, Skagit County, Washington. The JARPA application is Exhibit 1. 1.3.1 The site plan and vicinity map are Attachment A (1 page) and Attachment B (3 pages) to Exhibit 1. The "site" as used herein refers to Lot 2 as depicted on the application for Short Plat Approval submitted by the Port of Anacortes, No. 98-003. 1.4 The proposed project is located on Fidalgo Bay. 1.5 The property involved is the subject of a Short Plat to divide the Port property. Exhibit 2 is the proposed Short Plat map. Exhibit 3 includes the draft Short Plat staff conditions. 2. State Environmental Policy Act 2.1 A Mitigated Determination of Nonsignificance (hereinafter MDNS") was issued for this project on July 24, 1998 by the City of Anacortes, the SEPA lead agency. Exhibit 4. 2.2 This lead agency determined that the Sun Systems proposal does not have a probable significant adverse impact on the environment provided that the conditions set-out below are satisfied. Accordingly, an environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. 1. Sun Systems shall work with the Port of Anacortes, in consultation with the Washington Department of Ecology, to develop a cleanup plan as a voluntary action under the Model Toxics Control Act to address site contamination. Sun Systems shall implement the cleanup plan as it redevelops the site. 2.3 The MDNS was made available for public comment on July 24, 1998, and mailed to the following agency with a deadline for public comment of September 5, 1998: State Department of Ecology, State Department of Fish and Wildlife, and State Department of Natural Resources. 2.3.1 One letter of comment was received in response to this MDNS. Exhibit 5: September 4, 1998 letter from Department of Ecology. 2.4 The MDNS was published in the Anacortes American on July 29, 1998 and August 5, 1998, again with a deadline for public comment of September 5, 1998. 2.5 The MDNS was posted on the project site. 3.0 Notice 3.1 Section 11: "Permit Procedure", page 6, item b) of the Shoreline Master Plan with regard to Public Notice states, in part: "Upon receipt of the application, the Environmental Officer shall instruct the applicant to publish notices of the application once a week for two consecutive weeks in a newspaper of general circulation in the City of Anacortes. In addition, the Environmental Officer shall post at least four copies of the notice prominently on the subject property or in conspicuous public places within 300 feet thereof. Within thirty days of the final publication of notice, any interested person may submit his views upon the application, in writing, to the Environmental Officer." 3.2 Notice of Shoreline Substantial Development/Conditional/Special UseNariance Application, Notice of Completeness and Notice of Public Hearing were published in the Anacortes American on July 29, 1998 and August 5, 1998 and four copies of the Notice were posted on the site and copies were also posted at the Municipal Building, Library and Post Office on August 6, 1998. 3.2.1 One letter of comment was received in response to this Notice: Exhibit 6: September 3, 1998 letter from Dan Dingfield, MJB Properties. 3.2.2 Written staff comments were received and incorporated into these Findings as follows: Shoreline Permit#242 2 The application was received on July 19, 1998 and distributed to City staff on July 20, 1998 requesting that the Planning Department be notified of any additional information needed to evaluate the application. No additional Information was requested. The application was determined to be complete and the applicant notified. On August 4, 1998 staff met to make recommendations on merits of the application. Proposed conditions 1, 2, and 3 are standard conditions. (Proposed conditions 4 - 9 address public access element and erosion control concerns raised by the Department of Ecology— See Exhibit 5. Additionally, street and utility development are addressed in the staffs draft short plat findings— See Exhibit 3.) It is noted that additional issues will be addressed in City staffs review of the Building Permit Application that will follow on from approval, if granted, of this application. 3.3 The 30-day review period for this project ended on September 5, 1998. The Environmental Officer forwarded Findings of Fact and Conclusions of Law to the Planning Commission. The Planning Commission reviewed this permit on September 16, 1998 and voted to approve the project subject to the conditions outlined on page 6. 4.0 Shoreline Master Plan 4.1 The subject property is in a shoreline area designated as Urban I by the Shoreline Master Plan for the City of Anacortes. 4.1.1 Urban I designation is primarily for those areas which are heavily developed for industrial purposes and those which are appropriate for industrial purposes. The intent of the designation is to provide for efficient utilization of suitable shoreline areas for water dependent commerce and industry. Uses include, but are not limited to: port facilities, and public and private tug and barge companies; ship construction or repair facilities; pulp and paper, lumber and plywood mills and other manufacturing facilities requiring water transport and waterous effluent or intake; fish processing plants; petroleum handling and processing plants requiring water transport; sand and gravel companies which require water transport. 4.1.2 The water area fronting the project to the north and east is currently in use for marina/small boat activities. Further, the shoreline areas between this project and the water area are currently in use for park/fishing terminal parking. 4.2 The applicable goals and policies of the Shoreline Master Plan have been met by this application as conditioned. 4.2.1 GOALS AND OBJECTIVES SHORELINE USE ELEMENT GOAL: Shorelines are to be managed and activities coordinated in order to reserve long term multiple benefits for the various shoreline resources. Objective: Develop existing public view and access easements, and pursue additional public and private access opportunities. 4.2.1.1 This project will provide improved access opportunities for both the public and for private businesses located at the Sun Systems Industrial Park campus. II ECONOMIC DEVELOPMENT ELEMENT Shoreline Permit# 242 3 OBJECTIVE: Maintain and improve existing water quality to make waters attractive to recreation users, and where appropriate, encourage uses complimentary and compatible to recreational development. 4.2.1.2 This project provides the biofiltration design necessary to maintain water quality. This is addressed in Condition No. 7. Further, the water areas fronting the project to the north and east are currently in use for marina, retail, and small boat activities, and the shoreline areas between this project and the water area are currently in use for park and fishing terminal parking. III PUBLIC ACCESS ELEMENT GOAL: Increase public physical and visual access to shorelines. GOAL: Increase uses and activities which attract public to shorelines. 4.2.1.3 This project will provide improved access opportunities for both the public and for private businesses located at the Sun Systems Industrial park campus. 4.2.2. SECTION 20: Use-Activity Policies and Regulations 18) RECREATION: Recreation and refreshment of body and mind through forms of play, sports, relaxation, amusement or contemplation. Policies a. Public recreation facilities should be planned and designed to augment and enhance private recreation facilities and vice-versa. b. Unique shoreline recreational areas and vistas shall be preserved for future generations. c. Recreational planning and development should recognize the wide variety of needs generated by the diverse local and regional population. Regulations a. Commercial recreational developments shall conform to relevant regulations contained in this Master Plan. b. Recreational development shall not unduly burden or create conflicts with adjacent shoreline uses. c. Recreational developments, public and private, shall be located, constructed, and operated so as not to be a hazard to public health and safety nor should they materially interfere with normal public use of the water and shorelines. 4.2.2.1 This project, as conditioned below, supports both the Policies and Regulations of Section 18, Recreation. 5.0 Zoning Ordinance 5.1 The City Zoning Map establishes zone boundaries and the City Zoning Ordinance establishes (1) the permitted use of land in the various zones and (2) development standards. The subject property is in an area designated as both Commercial Marine (CM) and Industrial (I) by the Anacortes Zoning Ordinance. 5.2 The subject property is in an Industrial Use District (I), Chapter 17.17 of the Anacortes Municipal Code, Title 17, Zoning. 5.2.1 Section 17.17.010 - "Purpose" states: The Industrial District is intended primarily for heavy manufacturing and closely related uses. To avoid unnecessary regulations on heavy Shoreline Permit # 242 4 manufacturing, regulations for this district are intended to provide protection principally against effects harmful to other districts and to buffer industry from complaints from adjacent areas. 5.2.2 Section 17.17.020 - "Permitted Uses" states: "Any industrial, research and development centers, office, park, repair, warehousing, processing, and shipping terminal uses provided that such uses are of such a nature that they do not inflict upon neighboring districts smoke, dirt, noise, vibrations, odor, glare, or other nuisances or hazards detrimental to the health, welfare, and safety of persons occupying or visiting the district or adjacent districts. 5.2.3 These general purposes and uses as set forth in Section 17.17.010 and 17.17.020, as conditioned below, have been met by this proposal. 5.3. The subject property is subject to the following Zoning ordinance mandates: "All uses abutting the water shall provide a walkway that will constitute a segment of a continuous, publicly-accessible esplanade; the walkway shall be at least 10 feet wide". (AMC 17.17.110) 5.4.1 This walkway is addressed in Condition No. 9 on page 6. 6.0 Findings of Fact 1. The requirements of the State Environmental Policy Act have been complied with. 2. The Public Notice requirements of the Shoreline Management Act have been complied with. 3. The project is consistent with the shoreline designation and general goals and objectives of the Anacortes Shoreline Master Plan. 4. The proposed use will not have a significant adverse effect on the environment or adjacent or nearby uses, and in fact will bring additional benefits in line with the shoreline designation of the site. 5. The proposed use will be consistent with the policies and general intent of this master plan. 6. The proposed use will not only not interfere with the public use of the shorelines but will increase public access to the shorelines of the state. 7. The location, design and appearance of the proposed development will be compatible with surrounding uses. Shoreline Permit# 242 5 `7.0 Conclusions', Shoreline Substantial Development Permit# 242 should be issued to the Sun Systems, Inc. for the construction of a software campus at 14th Place. The permit is issued subject to the following conditions: 1. A building permit shall be secured from the City of Anacortes prior to any construction activity authorized by this permit being begun, provided the applicant and/or its contractors may engage in all activities related to environmental analysis and/or remediation prior to issuance of a building permit. 2. The scope of the project shall not exceed that as set-out in the shoreline application (including attachments) and the accompanying SEPA Checklist (including attachments); in the case of any conflict between these conditions and the application documents these conditions shall control. 3. Any violation of this permit and its conditions shall constitute a violation of the State Shorelines Management Act and its regulations and be subject to its penalties. 4. The kayak facility shall be open to the public and shall provide safe access to the water for non-motorized watercraft. 5. Sun Systems shall work with the Port of Anacortes, in consultation with the Washington Department of Ecology, to develop a cleanup plan as a voluntary action under the Model Toxics Control Act to address site contamination. Sun Systems shall implement the cleanup plan that relates to the site as it redevelops the site. 6. Surface water management controls shall be implemented to the City Engineer's specifications/Ordinance#2441. 7. During site development erosion control measures shall be followed as required by the City Engineer, and any proposed shore protection work shall incorporate bioengineering elements. 8. 147" Place and "R" Avenue shall be constructed to full City standards except for the temporary turn around on "R" Avenue (this shall be approved by the City Engineer) and except for sidewalks on the north side of 14w Place and on the south side of 14th Place east of"R" Avenue. , 9. An Esplanade in South Harbor Park shall be extended to the park's south boundary and extended to the south property line of the site. The extension shall be constructed of concrete to a width of ten feet. 10. The top of each landscaping berm shall not be more than four feet higher than the adjacent sidewalk. 11. No structures or landscaping shall be installed/maintained through Lot 2 to a height over four feet along a twenty-foot wide corridor extending eastward from the 15th street right of way. Ci Ian S. Munce, Shorelines Administrator Dat Shoreline Permit#242 6 24, 17, SHORELINE MANAGEMENT ACT PERMIT DATA SHEET AND TRANSMITTAL LETTER FROM: PLANNING DEPARTMENT TO: DEPARTMENT OF ECOLOGY CITY OF ANACORTES ATTN: SHOREUNE PERMIT REVIEWER P.O. Box 547 NORTHWEST REGIONAL OFFICE ANACORTES, WA 98221 3190 160TH AVENUE SE BELLEVUE, WA 98008-5452 DATE OF TRANSMITTAL: SEPTEMBER 17, 1998 DATE OF RECEIPT: TYPE OF PERMIT: SUBSTANTIAL DEVELOPMENT1 CONDITIONAL USE❑ VARIANCE❑ REVISION❑ SPECIAL ❑ (FILL) LOCAL GOVERNMENT DECISION: APPROVAL0 CONDITIONAL APPROVAL❑ DENIAL ❑ APPLICANT INFORMATION APPLICANT'S REPRESENTATIVE: NAME: SUN SYSTEMS, INC. NAME: NICOLE FAGHIN P.G. Box 40 REID MIDDLETON, INC. ADDRESS: ANACORTES, WA 98221 ADDRESS: 728 134Th ST. SW EVERETT, WA 98204 PHONE(S) (360) 299-0329 PHONE(s) (425) 741-3800 THE APPLICANT THE PROPERTY OWNER? YESI No❑ LOCATION OF THE PROPERTY: (SECTION, TOWNSHIP AND RANGE TO THE NEAREST 1/4, 1/4 SECTION OR LATITUDE AND LONGITUDE, AND A STREET ADDRESS WHERE AVAILABLE) NE %OF SECTION 19, TOWNSHIP 35 NORTH, RANGE 2 EAST, GENERALLY SOUTH OF THE CAP SANTE BOAT BASIN, WEST OF AND ADJACENT TO SOUTH HARBOR PARK, ANACORTES, SKAGIT COUNTY WATER BODY NAME: FIDALGO BAY SHOREUNE OF STATEWIDE SIGNIFICANCE: YES❑ No$ ENVIRONMENT DESIGNATION: URBAN I DESCRIPTION OF PROJECT: (SUMMARY OF THE INTENDED USE OR PROJECT PURPOSE) THE PROPOSED PROJECT iS A SOFTWARE CAMPUS WITH ANCILLARY FACILITIES INCLUDING A CHILDCARE CENTER, FITNESS CENTER AND KAYAK RENTAL FACILITY. THE SITE IS APPROXIMATELY 8 ACRES NOTICE OF APPLICATION DATE: JULY 19, 1998 FINAL DECISION DATE: SEPTEMBER 16, 1998 BY: !AN S. MUNCE, PLANNING DIRECTOR(360) 299-1942 9/30/96(CH.173-27 WAC-e.15) Shoreline Management Act of 1971 Permit for Shoreline Management Substantial Development Conditional Use or Variance Type of Action X Substantial Development Application No: 242 Conditional Use Permit Administering Agency: City of Anacortes Variance Permit Date Received: July 19, 1998 Special Use Approved: yes Date: September 16, 1998 Pursuant to Chapter 90.58 RCW, a permit is hereby granted to: Name and Address of Applicant: Sun Systems, Inc. P.O. Box 40 Anacortes, WA 98221 to undertake the following development (please be specific) The proposed project is a software campus with ancillary facilities including a childcare center, fitness center and kayak rental facility. The site is approximately 8 acres. upon the following property (please list the legal description, i.e., section to the nearest quarter section, township, range) NE 1/1 of Section 19, Township 35 North, Range 2 East, generally south of the Cap Sante Boat Basin, west of and adjacent to South Harbor Park, Anacortes, Skagit County within Fidalgo Bay and/or its associated wetlands. The project will not be within shorelines of statewide significance (RCW 90.58.030). The project will be located within an Urban I (shoreline area) designation. The following master program provisions are applicable to this development (state the master program section or page number.) If a conditional use or variance, also identify the portion of the master program which provides that the proposed use may be a conditional use, or that portion of the master program being varied. (See Shoreline Administrator's "Findings of Fact"J Shoreline Permit#242 Development pursuant to this permit shall be undertaken pursuant to the following terms and conditions: 1. A building permit shall be secured from the City of Anacortes prior to any construction activity authorized by this permit being begun, provided the applicant and/or its contractors may engage in all activities related to environmental analysis and/or remediation prior to issuance of a building permit. 2. The scope of the project shall not exceed that as set-out in the shoreline application (including attachments) and the accompanying SEPA Checklist (including attachments); in the case of any conflict between these conditions and the application documents these conditions shall control. 3. Any violation of this permit and its conditions shall constitute a violation of the State Shorelines Management Act and its regulations and be subject to its penalties. 4. The kayak facility shall be open to the public and shall provide safe access to the water for non-motorized watercraft. 5. Sun Systems shall work with the Port of Anacortes, in consultation with the Washington Department of Ecology, to develop a cleanup plan as a voluntary action under the Model Toxics Control Act to address site contamination. Sun Systems shall implement the cleanup plan that relates to the site as it redevelops the site. 6. Surface water management controls shall be implemented to the City Engineer's specifications/Ordinance #2441. 7. During site development erosion control measures shall be followed as required by the City Engineer, and any proposed shore protection work shall incorporate bioengineering elements. 8. 14T" Place and "R" Avenue shall be constructed to full City standards except for the temporary turn around on "R" Avenue (this shall be approved by the City Engineer) and except for sidewalks on the north side of 14th Place and on the south side of 14th Place east of"R" Avenue. 9. An Esplanade in South Harbor Park shall be extended to the park's south boundary and extended to the south property line of the site. The extension shall be constructed of concrete to a width of ten feet. 10. The top of each landscaping berm shall not be more than four feet higher than the adjacent sidewalk. 11. No structures or landscaping shall be installed/maintained through Lot 2 to a height over four feet along a twenty-foot wide corridor extending eastward from the 15" street right of way. This permit is granted pursuant to the Shoreline Management Act of 1971 and nothing in this permit shall excuse the applicant from compliance with any other federal, state, or local statutes, ordinances, or regulations applicable to this project, but not inconsistent with the Shoreline Management Act (Chapter 90.58 RCW). This permit may be rescinded pursuant to RCW 90.58.140(8) in the event the permittee fails to comply with the terms or conditions hereof. 2 Shoreline Permit#242 . Construction pursuant to this permit will not begin or is not authorized until thirty days from the date of filing as defined in RCW 90.58.140(6) and WAC 173-14-090, or until all review proceedings initiated within thirty days from the date of such filing have terminated: Except as provided in RCW 90.58.140(5)(a)(b)(c). Ian S. Munce, Shorelines Administrator Dat This section for department use only in regard to a Conditional Use or Variance Permit Date received by the Department Approved Denied This conditional use/variance permit is approved by the Department pursuant to Chapter 90.58 RCW. Development shall be undertaken pursuant to the following additional terms and conditions: Date • • ATTACHMENT A TO EXHIBIT 1 . 1� „/ I � „ ►� . .iE /1 ./�. I/o . 0 1 d� I 4 18 Vt I 4TH STREET W T6TH ST 9TI- 71, 1 12TH STREET C , -/'. sr — r / 15TH STREET \ Aid"``� CITY OF ANACEIRTES MITHUN .. .., VICINITY MAP Sun Systems. Inc. .�• South Basin Site A • """""'"' Not To Scale i , C , _� — ,i II f is ATTACHMENT 8 TO EXHIBIT• - .0 AT 1 F,NA 1 I i yi I i /; ct\ P NET �TORAGE al L. 1 �� ".% § ii ", . <��m". -.X�-••^'t'�',,";',""^` ' - =^'SST'-`?- q c' /�;� 1 �W., ,r „w,.r .., ,if„� C,. _ i cos \C \ �",t., t,1ll t t 'f " .r -‘1,1 tOint! 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WJRT �`\t.1�:1 �'• 1t`i3,m„m+iiliiam/.muI( i lir t I I \ 1 utw:ORTES � s+isw:.� I t1t ,' ' ' `1 • Il- 1illi �! ll!,iiil � � iiiii ' r V r .. S �l ��i ' 1I i i,/ jr4vir II II ' /j?�`s0,4 �'\ 1.,u ills l ,A , { ` %. nr:•:!�'; •` �`` • z I i / i �IfiI ? ! fa 11 wo" I` {i �; ���1�t' ` `•Vi• •�V r tii . ` 1 ! 1 La / Iry 04 {,I / It` , i� _ I I , , 14kfIV [ �( :z I:/', / /i/r •// / I. 4 1 411 ! J// ' tljtj\Ssl'�e ij r �:!. ,/ Jl//�!J a/ I / 11 ...1..t)., ,_ \ tot.,,• 1 1,ij / r.r j ... �K I {11 I / it, ' _—�— _—1•�i{���\ O :`i/r I J imienwnm,w 11fijj. I / ,'I __—! 1 `�.,,.1..1 `IClc�d l.l,C c<<�t j.��^ - %%a v.. ,,; `� \ �;'r.'. r ,,;/r r j _ I (( i i (Pif�ff� rac I -•//-/ -_ZN I __ - _— it"i N. ___te a ===z g ti _�?y -_ _ — 6 1 �I 1 r' ��1 _ M. J. 8. PROPERTIES m` �_ PlzvJlrcT PRoPI (CTY LInP (7.69 AcRPs) aISUN SYSTEMS QtJtT • vr NI Atelier pS ""''''•..,... PROPOSED SITE PLAN 7-16-98 Iof3 I '1 (_) ( j �_i CM-CEMC ,ORE MESS ERNE.D IC P/MIC IMELDWOI •=OWE l.a- 0:611K OW •E-- 1 W Z 2 V e— Q M romz IACSOPE/EA w,SPICE MSS IP-PEP \ .......................... I ...rx Fac i Omuc ewm en - -- p e 1 1 f 1 1 1 1 1 t I / 1 ( 1 f e e '_ITTr.—qqI b S $ '= fAi 4.1A PAJ m F.w I LI n 7 k1 1010 .9C MINION i. I / r sc..m Cprtoncnsp ) • \ _omw as wirf A M ' . sote0 E f6 32 I SUN SYSTEMS � -� � --; •, • MITHUN Atelier sv��.e . ........ . ::::':::•:: 4 ` �" p: PROPOSED SITE SECTION A-AA 7-16-98 '� ' 2of3 n C) Lg 1 PORE OF IW.NR(ES 011'R.O.R. 1.vlrmE 1 1014&4.1201: I "g jEN .k.% . . • it ta.3 a ..._.., I ` H`GRADE CO PROPOSED WAX 4 z = 6' p VI0SOPE RJA SCUM BMOC PfNPdR6 DMA'MR rHnu4 CENTER _ - -- . , I ,i R { t k EGSRG GRADE I . - PROPOSED MAE 1 1 0 2 1G SE W - . `SOLE"'�' 1 G ,, 1 M . SUN SYSTEMS • MITHUN Ateiierps SED SITE SECTION B-BB -16-9g ' -- 4 • ... ... �dooe�,_H „ PROPO 3of3 1t ........ . 02/03,2001 09:43 3904285659 COMMERCIAL PLUMBING PAGE 02 02/07/01 15:26 FAX 2067627363 MECLIANICAL.SALES ft3j002/008 dfr MECHANICAL SALES, INC. P.O. Box 3812 Februar; 7, 2001 521 South Brandon Pa;e 1 Of 1 Seattle,Washington 98124 (206) 767-7140 Phone (206)762-7236 Pax SiJ�MITTAL DATA MECk1ANLCAL CONTRACTOR: Commercial Plumbing SPECLPICATION SECTION: Sump Pump System I Each: Weil 2427 duplex sewage ejection pump. Each pump rated for 30 GPM at 15&head. Standard construct)on 314RP TEFL motors, 1750 RPM,208l60l1. 3"NAT discharge. To include Weil 8158 duplex control panel with mt in disconnect through the door with door Interlock.Manual lockable disconnect feature on motor overload p:ou;tor. Electric alternator. Control transformer with fused primary and secondary. WI.listed label. Pump test sv'ib its per pump. T-O-A switches. NEMA 1 high water alarm system. Control terminal board. Also to include We 18133a tethered float switches with 20'cord,support pole,end suspension hardware. Also to include Weil 88121E13 I5 duplex round basin cover,and a Topp's B5100 36"x36"154 gallon basin. Notes: 1. Pumps,discharge valve assembly,and controls are shipped loose for Sold assembly. 2. Wiring of control panel to pump motors,controls,and power shall be by others in field. Weight: 492 Lbs. RECEIVED 6uiAR j_ 3 Fro--, :j • ENCLOSURES: BUiL1)111G DEPT SEATTLE - ANCHORAGE - PORTLAND - SPCIKANE G�L,f /2@E1 QS:43 ^aa642£t5c5' COMMERCIAL PLUMBING PAGE E3 02/67(01 15:26 FAX 20(47627363 M:ECHAVI CAL,SALES 2003/006 wEIL 2427 Submersible - " Sewage Dump /.ate 2 rich Solids misa ,,1ill 7 Pivot.Mount with 3 tbs.Poo and Vet ital Disci arga ..�_ r.,,.r MODEL 2421 Si D OP': Z ,a > Case rr bisehat c I k°P'ar C; sltx. . ,r Motor shall Stainless Type 3E i - - scat Size 3;, R SI. Sca]Mate ial - Ca C ?ow Cord 2 Any UPI Labia Langta r 2ry l AVAIt.AB1UT'YJMAX HP Phi-1'Wts lliiiI 1f� INC� a 1 wPT 1 -2fa$. p 1 ire MI MI 1 I.atiO 734 ..I. L i 1 Y.Avn3i a6tt N^ 4 A vai1abl<: 21.C Iron i 4 Bgz.Brorau SDL$•34 stainless 4 9 3ra Corm,Carbon f Cara of fStainless S sel l0 Mc;as haz Atacaaade' t t hre 4aad PerUcsior. 1/9 Climatal•P3ays in:motor a11.6 1.1it: 'TOTAL CURVE 7 ;. s � £ � Q'7' 50RPMMI s, N41 7. i 70° It4:11. It I IMP. TYPE: 0?I*4-4 t 18 26 60— MAX. DIA.: 7 17 24 55 , MAX. OPMERE: 2.a 15 22 50 an --,.., ._F--r�-... ION-OVERLOADING - a A� CURVE HORSEPpavER 14 ]9 43 ... µ 0. 1..$ 12 17 40 ... , ...I...qv 8 1.0 11 13 33 C 73 11 Si 13 30 A - I I ,.'....". _ -( 6 11 25.I 3 s Ia., ! 3 a 1 10 •• 2 2' s I i grubali ps:R tows 4 aC' 60 9 0 120 150 100 210 240 27)_ 300 "tvae woos 0,;t+ 0. 7 14 21 27 34 41 47 54 6; 60 l7iT r r Iw�4as '^a42r L�Isa1.2 7.00i F W 102.067,0t SEr11 4 5ER t, 1596 2427 SUBMERSIBLE 3" SEWAGE PUMP %VEIL r COMMERCIAL PLUMBING PAGE 04 02I08/2001 03:43 3E04285659 02/07/01 15;26 FAX 2067627305 NECHANI CAL.SALES lit 004i008 \VEIL 'Duplex Alternating Pump Control Panol 1 58 SINGLE PHASE OR THREE PHAS!~—NEMA 1 ENCLOSURE* -UIL LABEL i)UPLEX 4 The 815E Duplex panel controls tvro pumpK, It ie a deluxe • Panel can be Operated an 50 or 60 Hertz,power, hull featured panel thattnciudes a high water alarm byslem, r Requires;single pole level switches- three for let°I control eitemetor,and a lockable through the-door disconnect, and one for high water alarm. 4, Select level controls from eat rer the 8220 or 823r • Single Pole 8220 OiephragreA4larc • Single Pole 8230Teth+ered commove,oche me I . e l AI 1R-2 HIGH SionsF WATER ail N FSA t. 1I1 r LAC4r 9T�ANnyD5Y M pleN Rror4. j. IIIFS3 ,o. ,a, sae F IrkLEA01 ` "710 . START c51) i FS OPP/ FSI MOTOR ORDER NUM lift PROTECTOR siNGa PHASE SINGLE P E THREE PHASE APPROX.i AMP 115 208 OR 230 205,230,490 WEIGHT RANGE VOLTS _ VOLTS VOLTS LB:_1 1,0-1.S 8136-.-016 8158-0-018 6153-T-616 20 1 1.7.2.$ 8168-L-025 6155-P-026 8158•7.025 20 2,6-4.00 8158-L-043 8156-0-040 {ai 53-T-040 20 4,1-8,3 8155-L-003 8158-D-063 8165-T-063 20 6.4-10,0 815E-1.--100 815SD-100 e158-T-100 20 ,,10.1 -10.D 6158-L-180 8156.0.16D 815K-160 21 OPTIONS For 815$ a10QK7a53 MNA OMG Li HT-•Lean,red Assthlto, on raper patio!: Lighl remains on until condition Is corrected. NLMA 1 elool(7a13 TE.?.PGRATVRa LIMITER TERMINAL•Per pump,Shia dawn pump vfi•n■n ever terrtparathro is;Cr/W . Auto rase!. PANEL INcL UDE • One 40 amp mein disoonnect through-the-floor wen door • Cump test s'Alcnesa—ens par pump. "Mee p msb sn TOO, lneerlock. The meat;aniosi interlock prevents the door room .(te5t•otf•eutolnatic)with spring return to off from I oat, accidentally being opened when the disconnect Is in the ON maunt5d on door. petition. Pad-lockable in the OFF position. • Green fight indicate*power to pump mator. :]rre ,l9ht 4 A Manua!IoCkebte disconnect feature on the motor pot pImp,mourned co door. overfeed protector. Luce le not provided. at... High Water Alarm System,NEMA 1. 4 Electric Atternetor • Two Contactors—industrial duty, • RNA Test-Auto-511ence switch with sprir 8 r:purr • Overload one per pump. Ambient compensated bi- from test and silence passion,mounted rn r aor. metallic(Clsss 10)motor overleaf ehreult protector. • Ham 95 Oh on the door. instantaneous magnetic trip for Shoat circuit prote.tinn. • Isolated contact for remote monitoring ea dlc sari Ie phase protection for three phase motors, ribs tevephane connection. edlustable within the amp range. * Alarm circuit may ha fIeld modified to uar a 15.vet1 t Control trenelo rmer with fused primary end fused AC external power sauna. secondary or,all three phase end single phase 2b8 and 230 a Corea!terminal board.numbered end wired. volt, Single pheee 116 Volt has a fused central circuit, 4 Layout and schematic CAP diagrams are prod di I. • UIL Listed Label Installer oonnc Ucna at terminal board are ale lit marked, r Overall size H 20.1/2 x W 13-1,'2. HOW TO OR DM Speelfy Modal ratmbsr, System Posse and Voltage,HP and any Options. F.O.B.C,derburg(Mttwaukee),Wisconsin or Irvine,Caltfemie PL-8158 Ranlenassot.22xt tintnl,ar 7,1 11t1, ri.14 nar.CtMPIQ a •ntnn R 1 58 PAGE 05 62/ 18/2a01 tJ9;d'a 3c54285555 COhih•1ERCIAL PLUMED•iG 92/07/01 15t27 FAX 2057527303 MECHANICAL.SALES Z G05:'U08 WElL 8230 Tethered LOVE)( Control E230 iis,lei controls utilize pole mounted tethered switches. SINGLE. Par. SWITCH The pole may be suspended front either it basin cover or a bracket fastened to the wall of the basin. The tethered X SYSTEM mach is fastened to the pole using a polypropylene clamp 8231 - with stainless steel fittings. A cord grip is provided with 8232 - SIM'�L DUF L.1 EX SYSTEM each switch. 8233 - awl rc H ONLY Pales include a mounting plate with fasteners.The mounting Switches are normally open,closing on licit id ise. Use Plate tits ail Well Detain covert having diaphragm/micro or with wolft32sa tithe roc switches are 8100 Control Panels. tethered ewitch provisions. The cover mounting plate has not rated for motor loads, else Switches are 3 trail,pilot duty, ital•e which are threaded to lithe cord grips Supplied with tingle pole. Cord has 2 wires black I wt me. P mounting the sw tcb. clamp is provided. r, TYPE OF CORD OTY OP APPROX SYSTisM INCLUDES: MODEL ASSEMBLY LENGTH SWITCHES WT(lbs) • Tethered switch(e)a ith a 20 foot cord 8231A Simplex System 20 ET 2 20 • Support pole one inch,chedule cc pipe galvanized 823113 Simplex System/Alarm 20 a 22 • Su .ioneior hardware cover "'"-- mounting plate part it 3 5.445,003 or 8232A Duplex System 20 3 20 wait mounting Dracktit F art ----41" 82526 Duplex System!Alarm 80 4 22 e 305.517.008 8233A Switch Only 20 1 4 OPTION 82330 Switch Only 30 1 5 Add uiditittrial core tc a witch ire 10 test lengths '8233C Switch Only 40 1 e OPTIONS OPTION NO DE80MIP11OU 305.617,00E MOUN'TiNG BRAC s n a one inert pips from train wail. Pipe not inCludeei ---1 315,446.003 MOUNTING PLATE round 0 it`Cn diameter. Fastens to basin soarer with,estentrs, Si: ` 1 Inch pica.to m basin cover. Pipe not included. 315.447.041 COVER PLATE round 8 Inch ci.meter with stets with grommets for passage of tethered switch cares, • NO pipe support. i 303.935.1 cra MOUNTING PIPE,One inch,schedule 40,10 ft.long,threeided on one end. _— SIMPLEX SYSTEM COVER MOUNTED DUPLEX SYSTEM COVES MOUNTED COVER PLAT _ _ COVER PLNY, ,,,, i rI. DUPLEX SYST_ MOUNTING i t°QUNTING i ' Lead Pump starts' hen the iI II liquid Level activate;Switch SWITCH SUPPORT.. SWITCH SUPPORT ( F82 The lead Lead Fun d w!tl v n it f� MOUNTING POLE lii MOUNTING POLtr \i until the liquid oral deactivates it Switch FS1. FSA HIGH WATER---- . The Lag Pump t''ili ;tart it the HIGH WATER 11 I ALARM liquid level activate;Switch ALARM FS3. Both,ptmtps a ontir+ue to ii, FS3 run until isle liquid I Iva! LAG Pup deactivates$wit:h :$1 PUMP ON I LEAD2PLiMP If the liquid level ac ivates Switch FSA the l ig i water F31 to s St alarm circuit will tut 1 on. PUMP o 1— PL44P OFF HOW TO ORDER: Specify Model Number,Cord Length,Basin Depth,Cover or Wall Mounting,and Opticn3 RC,B, Gedarburg(Milwaukee),Wisconsin or Irvine,California F W 101,264.06 SEPT iN RER 1, 1997 C. 8230 Tethered - Level Control \VEIL 02i OS/2001 09:43 3604285659 COMh1ERCIAL PLUMBING PAGE 06 02/07/01 I6:27 FAX 2087 27303 MECHANICAL.SALE$$ 0 006/008 yyppoo AG# 30" x 3611 and 36" 3611 -....... - C.IES,INC. PART NUMBER 841 GO &1 l51I30 The 30" and 36" diameter x 36" deep sI wage asectdr basins are designed iOr retrofit wri i new construction applications. Manufacture° wvit I high .i ality polyethylene resins the Topp Industri,,s"30° and 38"x 36°sewage ejector basins are bull a Iast, They are cot effective alternatives for flbe glass ' } basins. Standard sewage ejector basin p,acKages / Include besin, bolt-on ges•tight cover, Covor ;asks# material, hardware and vent and disc large grommets. Extra large capacities require ;ilornent C30WS-C /S:Mud SYSEL coven via common carrier. 030%.NF-C35Wc': ?Lid FIBERGLASS COVER (70*-'—'1"--":) 11 QSOSSA-C3SSSA -„� SIMPLEX STEEL COVER WITH PUMP ACCESS r 0 I 0 0 e„, , ,\,...... , „... .........,,, , _ „ . . C300SA-C3805 DUPLEX STEEL COVER WITH PUMP ACCESS i 7710 , SPECIFICATIONS c30I.SS-C36HSS - . —„ STEEL MATCH CCvER aASIN-3U"X 36" CAPACITY 103 US CA .LON$ WEIGHT 45 Wt IUNl3S WALL THICKNESS 5/16 OF All INCH RA8IN-36"X 36" LAPAcrr( 154 US(iA.L.0NS -- WEIGHT , . .66 POUNDS ! WALL THICKNESS 5118 OF Al INCH 2_230?0233 TOPP INDUSTRIES,INC.4 P.O.box 420•ROCHESTEA.IN 406T5•TOLL FRS;&X 35.4•46'34•F;A !I9-2223.61 J5 TTIVE CI AL 02.t e1Bu 7a1 �09:43`;tr '434 8uu 9.. r35J MEC�"RICr1L,SALES PLUMBING PAGE l�7 1190i/008 ' EIL 8812 Duplex Round Basin Cover VERTICAL FLOOR PL kTE PUMPS SUBMERSIBLE FLOOR MOUNT PUMPS eocr PUMP 6812 EASIN COVE] CIRC. MATLI OPENING X Fi INSPECT WGT. NUMBER I.D. 0,0- DU 'THICKNESS 0.t1. DIM IIIIII.5 QPEN11N% LES. 8812it1302 30 34 32.5� .500 6.5 5.75 6.5 6.5 x 1 1 95 ' $612K1308 .39 34 32.5 .6Q0 12 4.75 7,5 6.5 x 11 95 e0121S1504 as 40 36,6 .500 9.5 6,6 6,5 12 x 15 156 881.'.K1305 38 40 323.5 .599 12 7 8.25 12 x 1 S 156 881:W0306 Se 40 38.5 .500 14 6.5 9 12 x 18 ` 158 5812K1315 36 40 36,5 .830 18 2 10 Nona 1Se a 5a12K1307 42 46 44 .500 3,5 6.5 5.5 12 x16 241 881210306 42 4$ 44 .500 12 10 9 12 x 1B 248 551210309 42 46 44 .500 14 6.5 8.75 12 x is 248 88 1 2141 31C 42 48 44 .500 18 3.75 10.26 8.5 x 11 248 8812K1317 42 48 44 .500 20 2 11.29 5.5 x 1 i 24B 8812K1311 48 53 51 .500 . 9.5 6.5 6.5 12 x 16 329 5312X1312 48 5$ 51 .500 12 4.75 8 12 x 18 324 8815K1313 46 53 51 ,500 14 6.5 8.75 12 x 15 329 86 121<1814 48 55 51 -500 13 8 12 12 x 18 329 5612K1315 48 se 51 .500 20 6 12 12. 18 329 Sri 2111318 - 54 eo 57 _ .625 18 10 14 12 x 13 522 88121413/9 54 80 57 .625 20 110 12 12 x 18 522 8812K1 320 60 83 63 .825 18 10 16 14 x 22 631 21318K1321 80 55 8;1 .525 20 10 13 14 x 22 E33 $812K1422 72 78 76 425 18 11 18 14x22 862 8812K1323 72 78 75 .625 20 12 16 i 4 x 22 882 6812K1324 1 . 90 87 .7660 18 12 18 14 N 22 1399� 8813Ki326 64 90 87 ,75G 20 12 75 14 x 22 1393 NOTES: ALL DIMENSIONS- I VC HES - Puttp opening diameter is 2 Inches smaller than floor plate diameter. �sv�� I-."x VERTICAL PUMPS REQUIRE a CONTRCIL QPENING r rriinlmLrn thlcknass of,375 for -PUMP OF EN 1.10 28 and 34 inch O.D.and .S00 for 11riN7I4.--,.. II 40 inch 0.D. SLOTS - 5817 bulletin for pump opening INSPECTION� 1 , Nk's'y�LFi IrTGE Corer dimensions QPSNING ` �" Refer to 6805 for basin cover with c VCR r`,_.,_.,, ; I aaE's L/8r4Ps SPC discharge spacing / I , , { `w H �xrH ! 1 OCR PLATES INCLUDES: T. 1 1 , r I y� FLOOR MOUNT • One level control opening 1�9. 1 fr � ! H SU9NERSIHt.E PUMP; • Vent kit.Specify e,ze. `O`dER`�� • r USC.82:7 PUMP ' I QPENWG erlIt • inspection opening cover kI rNSPECrtew OPENING -!"+ c I NOT INCLUDED: OPTIONAL 8311 • Mounting hardware for perimeter ALARti o1 Ta of Cover 1 PUMP CPENIN * 8311 High Water Alarm opening OPTIMAL, LEVEL CONTROL CFENLNC TO OPDER. Specify 8812K Number,Vent S1ae.Control Type and Options, F.C.B. Cedarburg(11.4wauI Ae).Wisconsin 58805 F W?01.939.05 DUPLEX ROUND BASIN COVER A!GUST 1, 1.997 VERTICAL 8812 SUBMERSIBLE FLOOROOPUMPS MOUNT PUMPS WEIL 02l0[3,f2001 09:43 3604285659 COMMERCIAL. PLUMBING PAGE 03 02/07/01, 15;28 FAX 2067027363 MCLIANICAL.SALES Z 008/003 WElL Pump Opening Cover 8817 FOR SUBMERSIBLE FLOOR MOUNTED PUMPS MODEL DIBCH PLATE MAIL MISCELLANEOUS 1NT HUMMER SIZE G.P. THICK STYLE "Y" OPENINGS LOS 1 303..5 6e.003 None 14 .25 A -- Ilona 15 205.753,001 None 16 .25 A -- Neno IS --* 103.592.011 fy.xna 20 .18 A -- Nor19 17 303.622.029 None 20 .18 A -- Cable Slot Only 17 301567,006 None 22 .25 A -- None 26 307.337.117 1.26 14 .18 B 4,6 Cable Slot 17 307.337.217 1.25 16 .18 Ei 4.8 Cable Slot 17 307,337.017 1.25 20 ,10 B 4.2 Cable Slat 17 314.201,308 1.25 20 .18 B 4.8 18()fain Holes/Cable Slot 17 303.773.002 1.25 20 .18 C 4.8 Split RAG/Cable Vote 17 362,542.004 1.25 24 25 B 4.8 Cable Slat 30 205.653.102 1.5 flange 16 .25 D 6 Cable Holes - 16 I 206,653.002 1,5 flange 20 ,26 0 6 Cable Holes 18 315,318.208 2 Nxnge 16 ,85 D 6 Cable Holes 18 315.312.008 2 flange 20 ,25 0 t Cable Holes 18 315.213,001 2 flange 20 .85 0 6 Pad. Float A Cable Hiles ,8 315,311,QQ4 2 flange 20 .25 E 5 2 Vent Flange/Cable Slots 18 201.312.002 2 tangs 20 .25 E 6 3 Vent Flange/Cable Slots i8 315320,007 2.5 flange 20 .25 C 6 Cable Holes 20 201.314.101 2.6 flange 20 .25 D 6 Ped, Fleet&Cable Hass 20 315.321.005 13 flange 20 .25 i7 6 Cable Holes 20 315.314.002 3 flange 20 .25 E 6 2 Vent Flange/Cable Slots 20 3'5.315.005 3 flange 20 .25 E 6 3 Vent Flange/Cable Bate 20 205.652.002 3 flange 22 .25 0 6 Cable doles 2q; 316,446,002 4 flange 20 .25 D 6 Cable I-loe3 20 315,322.002 4 flange 22 ,25 D 6 Cable Moles 25 205.752.002, 4 flange 28 x 43 .25 F 13.5 Cable Hoist 90 205.742,002 6/love 28 x 43 ,25 F 13,5 Cable Holes 22 Floor plate 0,0, is 2 Inches larger than pump opening In cover. All Dialer lions - inches Discharge size Is "pipe size" (eg, 1-1/4 inch fits 1.1/4 inch pipe, etc.). •-Y-i r I- LK' t.� Dil'f�"" cm-1 k YC No4E It. , ( i _4 i % i 1.-N rU (K i-Y''a �Y GAS.C i Cr::' SACS I ,,,,'-4 [©,j J i • FiTCNaRGC ts INCLUDES: Cover plate ter Purnp Opening and where applicable,cilsb serge ttange(s)..vQnt flange,and ca)le grommet(s) for cable holes. t4OT INCLUDED: Mounting hardware for pump opening tcvar to the basin cover HOW TO ORDER: Specify Floor Plate 8a17 and Modal Number, F,O,B,C'edarburg (Adilwaukee;, tdisconsin F w1,01.920,001 R10476 DAMN •6600 Pump Opening Cover JtJNE 11, 1995 8817 FOR SUBMERSIBLE FLOOR MOUNTED PUMPS `► EIL Date: 2/12/01 DESIGN CA0112902-01 Time:2:58 PM VP BUILDINGS VARGO-PRUDEN Page: 1 of 71 VP Buildings, Inc. STRUCTURAL DESIGN DATA Project: ANACORTES HEALTH CLUB Ice° _P ,p Name: CA0112902-01 OE 1 Reference: ` ` Jobsite: "R" AVENUE „., Lit c City, State: ANACORTES, Washington 98221 County: Skagit Country: United States TABLE OF CONTENTS Letter of Certification 2 Building Loading-Expanded Report 4 ReactionsExpanded Report 8 Bracing- Summary Report...*27,28,29,29.1-29.12 25 Secondary-Summary Report...*31,35,40, *i,) 30 Framing- Summary Report...*43,67 42 Covering-Summary Report...*71 71 40. ,..,,' ifiw 0 . ior {,A� , 35033 �c: we �..0,, OTSTER �',„ -0k ,,,e ONALE *=CHANGES/ADDITIONS eXPiRes oTO7i p VPC File:CA0112902-010E1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 2 of 71 Letter of Certification Contact:MARC YOUNGBERG Project:ANACORTES HEALTH CLUB Name:ALAN N.PERKES CONST. Reference: Address: 17713 B DUNBAR ROAD Jobsite:"R"AVENUE City,State:MOUNT VERNON, Washington 98273 City,State:ANACORTES, Washington 98221 MBMA End Use:Manufacturing Production County,Country: Skagit, United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (sq.ft.) _(sq.ft.) Height Height 2 Pitch Pitch Height AHCLUB REVISION2 75/0/0 150/0/0 11250 8662 11405 25/6/0 13/0/0 2.000:12 Loads and Codes-Shape:AHCLUB REVISION2 City: ANACORTES County: Skagit State: Washington Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall:4.00 in per hour Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress: Frm: 1.03,Sec: 1.03,Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.13 psf Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf LL for Below Eave Canopy:N/A Wind Load Snow Load Seismic Load Wind Speed:80.00 mph Roof Snow Load: 25.00 psf Seismic:Zone 3 Wind Exposure(Factor): C(1.115) Design Snow(Sloped):25.00 psf Seismic Importance: 1.000 Parts Wind Exposure Factor: 1.115 Snow Exposure Category(Factor):3(0.70) Framing Seismic Period:0.3217 Wind Enclosure:Enclosed Snow Importance: 1.000 Bracing Seismic Period:0.1838 Wind Importance Factor: 1.000 Ground/Roof Conversion:1.00 Soil Profile Type:Stiff soil(D,4) Base Elevation:0/0/0 %Snow Used in Seismic:0.00 Frame Redundancy Factor:1.0000 Basic Wind Pressure: 18.27 psf Seismic Snow Load: 0.00 psf Brace Redundancy Factor:1.5000 Frame Seismic Factor(Cs):0.2000 Brace Seismic Factor(Cs):0.1800 Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices,which have been established based upon pertinent procedures and recommendations of the following organizations: American Institute of Steel Construction(AISC) American Iron and Steel Institute(AISI) American Welding Society(AWS)[D1.1] American Society for Testing and Materials(ASTM) Metal Building Manufacturers Association(MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS,nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore,it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely, � �_; ,SUE O�WASN .i N. P.E. Prepared by: E.i 14 Reviewed by: :1 l• 0 , :.A .a VP BUILDINGS -� N G l& .0 35033 '' ik, Fxi�iRG VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 3 of 71 The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville,AL VP Alabama Plant [Manufacture Only] Memphis,TN VP Headquarters [Design Only] Pine Bluff,AR VP Arkansas Service Center [Design and Manufacture] Turlock,CA VP California Service Center [Design and Manufacture] St.Joseph,MO VP Missouri Service Center [Design and Manufacture] Kemersville,NC...VP North Carolina Service Center[Design and Manufacture] VanWert,OH VP Ohio Service Center [Design and Manufacture] Evansville,WI VP Wisconsin Service Center [Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS- SMI,Inc. Hope,AR Hancock Salem,VA Canam Washington,MO Vulcraft Grapeland,TX Vulcraft Norfolk,NE Vulcraft Florence,SC Vulcraft Brigham City,UT ISP El Paso,TX Socar Florence,SC (This information is presented in compliance with VP Building's AISC Certification responsibilities.) • VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VPSUILDINGS VARCD-PRUDEN Page: 4 of 71 • Building Loading-Expanded Report Shape : AHCLUB REVISION2 Loads and Codes-Shape:AHCLUB REVISION2 City: ANACORTES County: Skagit State: Washington Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress:Frm: 1.03,Sec: 1.03,Brc: 1.03 Rainfall:4.00 in per hour Dead and Collateral Loads Collateral Gravity:5.00 psf Frame Weight(assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.127 psf Entire Frm Covering Weight-24 SSR+Secondary Weight 1.00 A D 1.130 psf Entire Pur Covering Weight-24 SSR Live Load Live Load:20.00 psf Reducible LL for Below Eave Canopy:N/A Wind Load Wind Speed:80.00 mph Gust Factor: 1.2962 Wind Enclosure:Enclosed Wind Importance Factor: 1.000 Height Used: 19/3/0 (Type:Mean) Least Horiz.Dimension:75/0/0 Base Elevation:0/0/0 Parts/Portions Zone Strip Width: 7/6/0 Primary Zone Strip Width:N/A qz=0.00256*(1.00)*(80.00)^2 *(1.00) Velocity Pressure: 16.38 psf Wind Exposure(Factor): C(1.115) Basic Wind Pressure:(qz)18.27 psf Snow Load Roof Snow Load: 25.00 psf Snow Exposure Category(Factor):3(0.70) Design Snow(Sloped):25.00 psf Rain Surcharge:0.00 Snow Importance: 1.000 Slope Reduction: 1.00 Ground/Roof Conversion: 1.00 Slope Used:9.462 ( 2.000:12) Seismic Load Seismic:Zone 3 Seismic Snow Load: 0.00 psf Seismic Importance: 1.000 Framing Seismic Period:0.3217 Frame Redundancy Factor:1.0000 Bracing Seismic Period:0.1838 Brace Redundancy Factor:1.5000 Frame Seismic Factor(Cs):0.2000 Brace Seismic Factor(Cs):0.1800 Side Type Mag Units Shape Applied to Description 1 E 0.654 psf Entire Frm Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.07 1 E 0.588 psf Entire Brc Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.07 2 E 0.566 psf Entire Frm Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 1.63 2 E 0.510 psf Entire Brc Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 1.63 3 E 0.663 psf Entire Frm Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.12 3 E 0.597 psf Entire Brc Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.12 4 E 0.749 psf Entire Frm Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.54 4 E 0.674 psf Entire Brc Seismic:Covering Weight-1.20 Not by VP-Panel+Secondary Weight 2.54 A E 1.925 psf Entire Frm Seismic:Covering Weight-24 SSR+Secondary Weight 1.00+Seismic(Includes 5.000 Collateral 2.500 Frame Weight) A E 1.733 psf Entire Brc Seismic:Covering Weight-24 SSR+Secondary Weight 1.00+Seismic(Includes 5.000 Collateral 2.500 Frame Weight) Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 5 of 71 Design Load Combinations-Framing No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L 2 System 1.000 1.0 D+1.0 CG+1.0 AL^ 3 System 1.000 1.0 D+1.0 CG+1.0^AL 4 System 1.000 1.0 D+1.0 CG+1.0 S 5 System 1.333 1.0 D+1.0 WI> 6 System 1.333 1.0 D+1.0<WI 7 System 1.333 1.0 D+1.0 WP 8 System 1.333 1.0 D+1.0 W3> 9 System 1.333 1.0 D+1.0<W3 10 System 1.333 1.0 D+1.0 CG+0.714 E> 11 System 1.333 1.0 D+1.0 CG+0.714<E 12 System 1.333 1.0 D+0.500 S+1.0 Wl> 13 System 1.333 1.0 D+0.500 S+1.0<W 1 14 System 1.333 1.0 D+0.500 S+1.0 WP 15 System 1.333 1.0 D+0.500 S+1.0 W3> 16 System 1.333 1.0 D+0.500 S+1.0<W3 17 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 Wl> 18 System 1.333 1.0 D+1.0 CG+1.0 S+0.500<WI 19 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 WP 20 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 W3> 21 System 1.333 1.0 D+1.0 CO+1.0 S+0.500<W3 Design Load Combinations-Bracing No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 W1> 2 System 1.333 1.0<W 1 3 System 1.333 0.714 E> 4 System 1.333 0.714<E Design Load Combinations-Purlin No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L 2 System 1.000 1.0 D+1.0 CG+1.0 S 3 System 1.333 1.0 D+1.0 Wl> 4 System 1.333 1.0 D+1.0<W2 5 System 1.333 1.0 D+1.0 W3> 6 System 1.333 1.0 D+1.0 CG+0.714 E> 7 System 1.333 1.0 D+1.0 CG+0.714<E 8 System 1.333 1.0 D+0.500 S+1.0 Wl> 9 System 1.333 1.0 D+0.500 S+1.0<W2 10 System 1.333 1.0 D+0.500 S+1.0 W3> 11 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 WI> 12 System 1.333 1.0 D+1.O CG+1.0 S+0.500<W2 13 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 W3> Design Load Combinations-Girt No. Do Not Use Origin Factor Application Description I System 1.333 1.0 Wl> 2 System 1.333 1.0<W2 3 System 1.333 1.0 W3> 4 System 1.333 1.0<W4 Design Load Combinations-Roof-Panel No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 S 2 System 1.333 1.0 D+1.0 Wl> 3 System 1.333 1.0 D+1.0<W2 4 System 1.333 1.0 D+1.0 W3> Design Load Combinations-Wall-Panel No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 Wl> 2 System 1.333 1.0<W2 VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 6 of 71 Deflection Load Combinations-Framing No. Do Not Use Origin Factor Def H Def V Application Description 1 User 1.000 60 0 1.200 D+1.200 CG+0.670 E> E> 2 User 1.000 60 0 1.200 D+1.200 CG+0.670<E <E 3 System 1.000 60 0 0.750 W1> 4 System 1.000 60 0 0.750<W I 5 System 1.000 60 0 0.750 WP 6 System 1.000 60 0 0.750 W3> 7 System 1.000 60 0 0.750<W3 8 X System 1.000 60 0 0.600 E> 9 X System 1.000 60 0 0.600<E Deflection Load Combinations-Purlin No. Do Not Use Origin Factor Deflection Application Description 1 System 1.000 150 1.0 S Deflection Load Combinations-Girt No. Do Not Use Origin Factor Deflection Application Description I System 1.000 120 0.750 W I> 2 System 1.000 120 0.750<W2 3 System 1.000 120 0.750 W3> 4 System 1.000 120 0.750<W4 Deflection Load Combinations-Roof-Panel No. Do Not Use Origin Factor Def H Def V Application Description 1 System 1.000 50 50 1.0 S Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load AL^ Alternate Span Live Load,Shifted Right ^AL Alternate Span Live Load,Shifted Left S Snow Load US1* Unbalanced Snow Load 1,Shifted Right *US1 Unbalanced Snow Load 1,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left W Wind Load W1> Wind Load,Case 1,Right <W1 Wind Load,Case 1,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case-3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,��Ridge,Left E Seismic Load E> Seismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive FL Floor Live Load FL* Alternate Span Floor Live Load,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(1) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(1) Auxiliary Live Load,Right,Left,Aisle 1 <AL*(1) Auxiliary Live Load,Left,Right,Aisle 1 <*AL(1) Auxiliary Live Load,Left,Left,Aisle 1 AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux.Live,Left,Aisle 2 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 AD Auxiliary Dead Load U User Defined Load U1 User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time:1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 7 of 71 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 R Rain Load T Temperature Load (1) ® ® e e e o l'ip" 24'-0" f 25'-0" } 2541" t 25'-0" i 25'-0" I 24'-0" lw" 2 1:- 4? . “, E. ir • , ,,, c, Cl CI 1@. • Q =- 1 — 4— i— t— 4— cn 4. I . 1 0-) 1 9 b nr 9- b 1: tO -4 .q nr k -4 - O -itt 1 1 ? z 1 150'-0" VPC File:CA0112902-010El.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0II2902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 8 of 71 ReactionsExpanded Report . Shape : AHCLUB REVISION2 Builder Contact:ALAN N.PERKES Project:ANACORTES HEALTH CLUB Name:ALAN N.PERKES CONST. Reference: Address: 17713 B DUNBAR ROAD Jobsite:"R"AVENUE City,State Zip:MOUNT VERNON,Washington 98273 City,State Zip:ANACORTES,Washington 98221 MBMA End Use:Manufacturing Production County,Country: Skagit, United States Loads and Codes Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall:4.00 in per hour Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress: Frm: 1.03,Sec:1.03,Brc: 1.03 Live Load Wind Load Snow Load Seismic Load Live Load:20.00 psf Reducible Wind Speed:80.00 mph Roof Snow Load: 25.00 psf Seismic:Zone 3 Collateral Gravity:5.00 psf Wind Exposure:C Snow Exposure Category:3 Soil Profile Type:Stiff soil(D,4) Collateral Uplift: 0.00 psf Wind Enclosure:Enclosed Frame Redundancy Factor:1.0000 Base Elevation:0/0/0 Brace Redundancy Factor:1.5000 %Snow Used in Seismic:0.00 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations-Framing No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L 2 System 1.000 1.0 D+1.0 CG+1.0 AL^ 3 System 1.000 1.0 D+1.0 CG+1.0^AL 4 System 1.000 1.0 D+1.0 CG+1.0 S 5 System 1.333 1.0 D+1.0 Wl> 6 System 1.333 1.0 D+1.0<W 1 7 System 1.333 1.0 D+1.0 WP 8 System 1.333 1.0 D+1.0 W3> 9 System 1.333 1.0 D+1.0<W3 10 System 1.333 1.0 D+1.0 CG+0.714 E> 11 System 1.333 1.0 D+1.O CG+0.714<E 12 System 1.333 1.0 D+0.500 S+1.0 Wl> 13 System 1.333 1.0 D+0.500 S+1.0<W 1 14 System 1.333 1.0 D+0.500 S+1.0 WP 15 System 1.333 1.0 D+0.500 S+1.0 W3> 16 System 1.333 1.0 D+0.500 S+1.0<W3 17 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 Wl> 18 System 1.333 1.0 D+1.0 CG+1.0 S+0.500<W 1 19 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 WP 20 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 W3> 21 System 1.333 1.0 D+1.0 CG+1.0 S+0.500<W3 Design Load Combinations-Bracing No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 Wl> 2 System 1.333 1.0<W 1 3 System 1.333 0.714 E> 4 System 1.333 0.714<E Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load AL^ Alternate Span Live Load,Shifted Right ^AL Alternate Span Live Load,Shifted Left S Snow Load USI* Unbalanced Snow Load 1,Shifted Right *USI Unbalanced Snow Load 1,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 9 of 71 W Wind Load W1> Wind Load,Case 1,Right <W1 Wind Load,Case 1,Left W2> Wind Load,Case 2,Right <W2 Wind Load,Case 2,Left W3> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4,Right <W4 Wind Load,Case 4,Left W5> Wind Load,Case 5,Right <W5 Wind Load,Case 5,Left W6> Wind Load,Case 6,Right <W6 Wind Load,Case 6,Left WP Wind Load,Parallel to Ridge WPR Wind Load,II Ridge,Right WPL Wind Load,II Ridge,Left E Seismic Load E> Seismic Load,Right <E " Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Effect,Subtractive FL Floor Live Load FL* Alternate Span Floor Live Load,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Right <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(1) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(1) Auxiliary Live Load,Right,Left,Aisle I <AL*(1) Auxiliary Live Load,Left,Right,Aisle 1 <*AL(1) Auxiliary Live Load,Left,Left,Aisle 1 AL*(1) Aux Live,Right,Aisle 1 *AL(1) Aux Live,Left,Aisle 1 AL*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Left,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *AL>(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(,5) Auxiliary Live Load,Right,Right,Aisle 5 *AL>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,Left,Left,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 AD Auxiliary Dead Load U User Defined Load Ul User Defined Load-1 U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 R Rain Load T Temperature Load • VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 10 of 71 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (sq.ft.) (sq.ft.) Height Height 2 Pitch Pitch Height AHCLUB REVISION2 75/0/0 150/0/0 11250 8662 11405 25/6/0 13/0/0 2.000:12 Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch 2 Dist.to Ridge Peak Height A 1-A 1-E 75/0/0 150/0/0 13/0/0 25/6/0 2.000:12 - - l'fp" 24'-0" t 25'-0" { 25'-0" i 25.-0" 1 25'-0" f 24.-0" 2 i f 1 1 '4.- b __ .,, 4 ir to in ,i- th; e, ts. I Q - r. sr ci. .4. 3.2 1 z,... 1 1 I . t , f 150.-0" f VPC File:CA0112902-010E1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARGO-PRUDEN Page: 11 of 71 Wall :4,Frame at: 1/0/0 b Frame ID:End Frame CB2 Frame Type:Continuous Beam e Vy Vy Vy Vy = Hx Hx d`l' - ti Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:1 Type Exterior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 26/0/0 49/0/0 75/0/0 Gridl -Grid2 1-E 1-D 1-B I-A Base PlateWxL(in.) 8x8 8x10 8x8 8x8 Anchor Bolt Qty/Diam. (in.) 2-0.750 2-0.750 2-0.750 2-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm 0.04 0.63 - - 1.19 - - 1.13 -0.04 0.64 - CG Frm 0.07 0.75 - - 1.74 - - 1.59 -0.07 0.80 - E> Frm -0.19 -0.15 - -0.16 0.40 - -0.13 -1.38 -2.04 1.44 - <E Frm 0.19 0.15 - 0.16 -0.40 - 0.13 1.38 2.04 -1.44 - L Frm 0.23 2.41 - - 5.56 - - 5.08 -0.23 2.56 - AL^ Frm 0.17 0.93 - - 1.27 - - 0.60 -0.17 1.14 - ^AL Frm -0.04 -0.17 - - 1.02 - - 1.40 0.04 -0.29 - S Frm 0.37 3.77 - - 8.69 - - 7.94 -0.37 4.01 - Wl> Frm -2.41 -2.45 - 3.98 -4.05 - 3.17 -7.76 -6.07 1.78 - <W I Frm 1.01 -2.54 - -3.98 -5.56 - -3.17 -5.24 1.82 -2.72 - WP Frm 1.50 -2.06 - - -3.76 - - -4.99 -1.50 -1.68 - W3> Frm -2.41 -2.45 - - -4.05 - - -7.76 -6.07 1.78 - <W3 Frm 1.49 1.17 - - 1.53 - - 4.32 4.91 -1.67 - Frame Reactions-Load Cases at Frame Cross Section:1 Gridl -Grid2 1-E 1-D 1-B 1-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D+CG+L 0.35 3.80 - - 8.49 - - 7.80 -0.35 4.01 - 2 D+CG+AL^ 0.29 2.32 - - 4.19 - - 3.32 -0.29 2.58 - 3 D+CG+^AL 0.08 1.22 - - 3.95 - - 4.12 -0.08 1.15 - 4 D+CG+S 0.48 5.16 - - 11.62 - - 10.66 -0.48 5.45 - 5 D+W I> -2.36 -1.83 - 3.98 -2.87 - 3.17 -6.63 -6.11 2.42 - 6 D+<W 1 1.06 -1.91 - -3.98 -4.37 - -3.17 -4.11 1.77 -2.08 - 7 D+WP 1.54 -1.43 - - -2.58 - - -3.86 -1.54 -1.03 - 8 D+W3> -2.36 -1.83 - - -2.87 - - -6.63 -6.11 2.42 - 9 D+<W3 1.53 1.80 - - 2.72 - - 5.45 4.86 -1.03 - 10 D+CG+E> -0.02 1.28 - -0.11 3.21 - -0.09 1.73 -1.57 2.47 - 11 D+CG+<E 0.25 1.49 - 0.11 2.64 - 0.09 3.70 1.34 0.42 - 12 D+S+W 1> -2.18 0.06 - 3.98 1.48 - 3.17 -2.66 -6.30 4.42 - 13 D+S+<W 1 1.24 -0.02 - -3.98 -0.02 - -3.17 -0.14 1.59 -0.08 - 14 D+S+WP 1.72 0.45 - - 1.77 - - 0.11 -1.72 0.97 - 15 D+S+W3> -2.18 0.06 - - 1.48 - - -2.66 -6.30 4.42 - VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 12 of 71 16 D+S+<W 3 1.72 3.69 - - 7.07 - - 9.42 4.68 0.97 - 17 D+CG+S+W 1> -0.72 3.93 - 1.99 9.59 - 1.59 6.78 -3.52 6.34 - 18 D+CG+S+<W1 0.99 3.89 - -1.99 8.84 - -1.59 8.04 .0,42 4.09 - 19 D+CG+S+WP 1.23 4.12 - - 9.73 - - 8.17 -1.23 4.61 - 20 D+CG+S+W3> -0.72 3.93 - - 9.59 - - 6.78 -3.52 6.34 - 21 D+CG+S+<W3 1.23 5.74 - - 12.38 - - 12.82 1.97 4.61 - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) 0/0/0 1-E 2.36 5 1.72 14 (k- - (k) - 1.91 6 5.74 21 (m-k) - (in-k) 26/0/0 1-D - - - - 3.98 6 3.98 5 4.37 6 12.38 21 - - - - 49/0/0 1-B - - - - 3.17 6 3.17 5 6.63 5 12.82 21 - - - 75/0/0 A-1 6.30 12 4.86 9 - - - - 2.08 6 6.34 17 - - - VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time:1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 13 of 71 Wall :4,Frame at: 25/0/0 Frame ID:CB Frame 40'IC Spacing Frame Type:Continuous Beam g Q e Vy Vy VY Hx 'ti Hx Hx ti Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:2 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 40/0/0 75/0/0 Gridl -Grid2 2-E 2-C 2-A Base Plate W x L(in.) 8 x 8 8 x 10 8 x 13 Anchor Bolt Qty/Diam. (in.) . 2-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 99'-6" 100'-0" Load Type Desc. Hx Vy Hx Vy Hx Vy D Frm 0.19 1.43 - 3.39 -0.19 1.18 - - CG Frm 0.33 2.09 - 5.37 -0.33 1.73 - - E> Frm -0.38 0.10 - -1.64 -3.80 2.13 - - <E Frm 0.38 -0.10 - 1.64 3.80 -2.13 - - L Frm 0.80 5.01 - 12.88 -0.80 4.16 - - AL^ Frm 0.20 0.87 - 1.26 -0.20 -0.16 - - ^AL Frm -0.01 -0.16 - 1.30 0.01 0.83 - - S Frm 1.67 10.45 - 26.83 -1.67 8.66 - - WI> Frm -5.08 -5.62 - -19.37 -10.87 1.49 - - <W I Frm 1.20 -6.95 - -17.30 4.12 -5.97 - - WP Frm 2.21 -5.21 - -14.02 -2.21 -4.27 - - W3> Frm -5.08 -5.62 - -19.37 -10.87 1.49 - - <W3 Frm 3.05 2.40 - 9.66 8.99 -1.98 - - Frame Reactions-Load Cases at Frame Cross Section:2 Grid] -Grid2 2-E 2-C 2-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.33 8.54 - 21.64 -1.33 7.07 - - 2 D+CO+AL^ 0.73 4.39 - 10.02 -0.73 2.76 - - 3 D+CO+^AL 0.52 3.36 - 10.06 -0.52 3.75 - - 4 D+CG+S 2.20 13.97 - 35.59 -2.20 11.57 - - 5 D+WI> -4.89 -4.19 - -15.98 -11.07 2.67 - - 6 D+<W 1 1.40 -5.52 - -13.90 3.93 -4.78 - - 7 D+WP 2.40 -3.78 - -10.63 -2.41 -3.09 - - 8 D+W3> -4.89 -4.19 - -15.98 -11.07 2.67 - - 9 D+<W 3 3.25 3.83 - 13.05 8.79 -0.80 - - 10 D+CG+E> 0.25 3.59 - 7.59 -3.24 4.43 - - 11 D+CG+<E 0.80 3.45 - 9.93 2.19 1.40 - - 12 D+S+W1> -4.05 1.04 -2.56 -11.90 7.00 - 13 D+S+<W 1 2.23 -0.30 - -0.49 3.09 -0.45 - - 14 D+S+WP 3.24 1.45 - 2.79 -3.24 1.24 - - 15 D+S+W 3> -4.05 1.04 - -2.56 -11.90 7.00 - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 14 of 71 16 D+S+<W3 4.08 9.05 - 26.46 7.96 3.53 - - 17 D+CG+S+W I> -0.34 11.16 - 25.90 -7.64 12.32 - - 18 D+CG+S+<W I 2.80 10.49 - 26.94 -0.14 8.59 - - 19 D+CG+S+WP 3.30 11.36 - 28.58 -3.30 9.44 - - 20 D+CG+S+W3> -0.34 11.16 - 25.90 -7.64 12.32 - - 21 D+CG+S+<W3 3.72 15.17 - 40.42 2.29 10.58 - - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 2-E 4.89 5 4.08 16 - - - - 5.52 6 15.17 21 - - - - 40/0/0 2-C - - - - - - - - 15.98 5 40.42 21 - - - - 75/0/0 A-2 11.90 12 8.79 9 - - - - 4.78 6 12.32 17 - - - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO PRUDEN. Page: 15 of 71 Wall : 4,Frame at: 50/0/0 Frame ID:CB Frame 40'IC Spacing Frame Type:Continuous Beam O e Vy Vy VY ti Hx Hx Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:3 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 40/0/0 75/0/0 Gridl-Grid2 3-E 3-C 3-A Base Plate W x L(in.) 8 x 8 8 x 10 8 x 13 Anchor Bolt Qty/Diam. (in.) 2-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 99'-6" 100'-0" Load Type Desc. ' Fix Vy Fix Vy Fix Vy D Frm 0.19 1.44 - 3.45 -0.19 1.20 - - CG Frm 0.33 2.12 - 5.51 -0.33 1.75 - - F> Frm -0.36 0.11 - -1.68 -3.91 2.17 - - <E Frm 0.36 -0.11 - 1.68 3.91 -2.17 - - L Frm 0.80 5.08 - 13.22 -0.80 4.20 - - AL^ Frm 0.20 0.86 - 1.29 -0.20 -0.18 - - ^AL Frm -0.01 -0.16 - 1.29 0.01 0.84 - - S Frm 1.67 10.59 - 27.54 -1.67 8.75 - - Wl> Frm -5.07 -5.67 - -19.91 -11.21 1.60 - - <WI Frm 1.24 -7.05 - -17.73 4.20 -6.04 - - WP Frm 2.28 -5.28 - -14.37 -2.28 -4.32 - - W3> Frm -5.07 -5.67 - -19.91 -11.21 1.60 - - <W3 Frm 3.04 2.41 - 9.93 9.24 -2.06 - - Frame Reactions-Load Cases at Frame Cross Section:3 Gridl -Grid2 3-E 3-C 3-A Ld Description Fix Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.33 8.64 - 22.17 -1.33 7.15 - - 2 D+CG+AL^ 0.73 4.42 - 10.25 -0.73 2.77 - - 3 D+CG+^AL 0.51 3.40 - 10.25 -0.51 3.79 - - 4 D+CG+S 2.20 14.15 - 36.49 -2.20 11.70 - - 5 D+W I> -4.88 -4.23 - -16.46 -11.40 2.80 - - 6 D+<W I 1.43 -5.61 - -14.28 4.00 -4.84 - - 7 D+WP 2.48 -3.84 - -10.92 -2.48 -3.12 - - 8 D+W3> -4.88 -4.23 - -16.46 -11.40 2.80 - - 9 D+<W3 3.23 3.85 - 13.38 9.05 -0.86 - - 10 D+CG+E> 0.27 3.64 - 7.75 -3.32 4.50 - - 11 D+CG+<E 0.78 3.48 - 10.16 2.27 1.40 - - 12 D+S+W 1> -4.04 1.07 - -2.69 -12.24 7.17 - - 13 D+S+<W l 2.27 -0.32 - -0.52 3.17 -0.47 - - 14 D+S+WP 3.31 1.45 - 2.84 -3.31 1.25 - - 15 D+S+W3> -4.04 1.07 - -2.69 -12.24 7.17 - - VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 16 of 71 16 D+S+<W3 4.07 9.14 - 27.15 8.21 3.51 - - 17 D+CG+S+W l> -0.33 11.31 - 26.54 -7.81 12.50 - - 18 D+CG+S+<W 1 2.82 10.62 - 27.63 -0.10 8.68 - - 19 D+CG+S+WP 3.34 11.50 - 29.31 -3.34 9.54 - - 20 D+CG+S+W3> -0.33 11.31 - 26.54 -7.81 12.50 - - 21 D+CG+S+<W3 3.72 15.35 - 41.46 2.42 10.67 - - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-E 4.88 5 4.07 16 - - - - 5.61 6 15.35 21 - - - - 40/0/0 C-3 - - - - - - - - 16.46 5 41.46 21 - - - 75/0/0 A-3 12.24 12 9.05 9 - - - - 4.84 6 12.50 17 - - - VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN" Page: 17 of 71 Wall : 4,Frame at: 75/0/0 Frame ID:CB Frame 40'IC Spacing Frame Type:Continuous Beam Vy Vy Vy Hx Hx Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Exterior Column . X-Loc 0/0/0 40/0/0 75/0/0 Gridl -Grid2 4-E 4-C 4-A Base PlateWxL(in.) 8x13 8x10 8x13 Anchor Bolt Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 99'-6" 100'-0" Load Type Desc. Hx Vy Hx Vy Hx Vy D Frm 0.20 1.48 - 3.44 -0.20 1.25 - - CG Frm 0.35 2.15 - 5.46 -0.35 1.77 - - E> Frm -0.37 0.10 - -1.66 -3.90 2.16 - - <E Frm 0.37 -0.10 - 1.66 3.90 -2.16 - - L Frm 0.83 5.15 - 13.10 -0.83 4.25 - - AL^ Frm 0.21 0.87 - 1.26 -0.21 -0.16 - - ^AL Frm -0.01 -0.16 - 1.29 0.01 0.84 - - S Frm 1.73 10.73 - 27.30 -1.73 8.85 - - W 1> Frm -5.27 -5.88 - -19.49 -11.01 1.39 - - <W1 Frm 1.30 -7.07 - -17.74 4.14 -6.02 - - WP Frm 2.39 -5.25 - -14.48 -2.39 -4.25 - - W3> Frm -5.27 -5.88 - -19.49 -11.01 1.39 - - <W3 Frm 3.16 2.53 - 9.69 9.12 -1.94 - - Frame Reactions-Load Cases at Frame Cross Section:4 • Gridl -Grid2 4-E 4-C 4-A _ Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.37 8.78 - 22.01 -1.37 7.26 - - 2 D+CG+AL^ 0.76 4.50 - 10.17 -0.76 2.85 - - 3 D+CG+^AL 0.53 3.47 - 10.19 -0.53 3.86 - - 4 D+CG+S 2.27 14.36 - 36.20 -2.27 11.87 - - 5 D+W1> -5.07 -4.40 - -16.04 -11.21 2.64 - - 6 D+<W 1 1.49 -5.59 - -14.30 3.94 -4.77 - - 7 D+WP 2.58 -3.77 - -11.03 -2.58 -3.00 - - 8 D+W3> -5.07 -4.40 - -16.04 -11.21 2.64 - - 9 D+<W3 3.36 4.01 - 13.13 8.93 -0.69 - - 10 D+CG+E> 0.28 3.70 - 7.72 -3.33 4.56 - - 11 D+CG+<E 0.81 3.56 - 10.09 2.24 1.48 - - 12 D+S+W l> -4.21 0.97 - -2.39 -12.07 7.06 - - 13 D+S+<W I 2.36 -0.22 - -0.65 3.07 -0.35 - - 14 D+S+WP 3.45 1.60 - 2.62 -3.45 1.42 - - 15 D+S+W3> -4.21 0.97 - -2.39 -12.07 7.06 - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VPBUILDINGS %/ARCO-PRUDEN Page: 18 of 71 16 D+S+<W3 4.22 9.38 - 26.78 8.06 3.73 - - 17 D+CG+S+WI> -0.36 11.42 - 26.46 -7.78 12.56 - - 18 D+CG+S+<W 1 2.92 10.82 - 27.33 -0.20 8.86 - - 19 D+CG+S+WP 3.46 11.73 - 28.97 -3.47 9.74 - - 20 D+CG+S+W3> -0.36 11.42 - 26.46 -7.78 12.56 - - 21 D+CG+S+<W3 3.85 15.62 - 41.05 2.29 10.89 - - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 4-E 5.07 5 4.22 16 5.59 6 15.62 21 - 40/0/0 C-4 - - - - - - - - 16.04 5 41.05 21 - - - 75/0/0 A-4 12.07 12 8.93 9 - - - - 4.77 6 12.56 17 - - - Bracing Reactions-Load Cases at Frame Cross Section:4 Gridl -Grid2 4-E 4-C 4-A Ld Load Combinations Hz Vy IIx Hx Cs (k) (k) (k) (k) 1 Wl> -9.07 -9.25 - - 2 <W1 - 9.25 - - - - 3 E> -10.64 -10.85 - - - - 4 <E - 10.83 - - - _ - NOTE: Seismic Bracing Reactions are E/1.4 Note:Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table.Combine per Code as needed. • VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUOEN Page: 19 of 71 Wall : 4,Frame at: 100/0/0 Frame ID:CB Frame 40'IC Spacing Frame Type:Continuous Beam O Vy Vy Vy ti Hx Hx Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:5 . Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 40/0/0 75/0/0 Gridl -Grid2 5-E 5-C 5-A Base Plate W x L(in.) 8 x 13 8 x 10 8 x 13 Anchor Bolt Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 99'-6" 100'-0" Load Type Desc. Hx Vy Hx Vy Hx Vy D Frm 0.20 1.48 - 3.44 -0.20 1.25 - - CG Frm 0.35 2.15 - 5.46 -0.35 1.77 - - E> Frm -0.37 0.10 - -1.66 -3.90 2.16 - - <E Frm 0.37 -0.10 - 1.66 3.90 -2.16 - - L Frm 0.83 5.15 - 13.10 -0.83 4.25 - - AL^ Frm 0.21 0.87 - 1.26 -0.21 -0.16 - - ^AL Frm -0.01 -0.16 - 1.29 0.01 0.84 - - S Frm 1.73 10.73 - 27.30 -1.73 8.85 - - Wl> Frm -5.27 -5.88 - -19.49 -11.01 1.39 - - <WI Frm 1.30 -7.07 - -17.74 4.14 -6.02 - - WP Frm 2.39 -5.25 - -14.48 -2.39 -4.25 - - W3> Frm -5.27 -5.88 - -19.49 -11.01 1.39 - - <W3 Frm 3.16 2.53 - 9.69 9.12 -1.94 - - Frame Reactions-Load Cases at Frame Cross Section:5 Gridl-Grid2 5-E 5-C 5-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.37 8.78 - 22.01 -1.37 7.26 - - 2 D+CG+AL^ 0.76 4.50 - 10.17 -0.76 2.85 - - 3 D+CG+^AL 0.53 3.47 - 10.19 -0.53 3.86 - - 4 D+CG+S 2.27 14.36 - 36.20 -2.27 11.87 - - 5 D+Wl> -5.07 -4.40 - -16.04 -11.21 2.64 - - 6 D+<W l 1.49 -5.59 - -14.30 3.94 -4.77 - - 7 D+WP 2.58 -3.77 - -11.03 -2.58 -3.00 - - 8 D+W3> -5.07 -4.40 - -16.04 -11.21 2.64 - - 9 D+<W3 3.36 4.01 - 13.13 8.93 -0.69 - - 10 D+CG+E> 0.28 3.70 - 7.72 -3.33 4.56 - - 11 D+CG+<E 0.81 3.56 - 10.09 2.24 1.48 - - 12 D+S+WI> -4.21 0.97 - -2.39 -12.07 7.06 - - 13 D+S+<W I 2.36 -0.22 - -0.65 3.07 -0.35 - - 14 D+S+WP 3.45 1.60 - 2.62 -3.45 1.42 - - 15 D+S+W3> -4.21 0.97 - -2.39 -12.07 7.06 - - VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUCIN Page: 20 of 71 16 D+S+<W3 4.22 9.38 - 26.78 8.06 3.73 - - 17 D+CG+S+W I> -0.36 11.42 - 26.46 -7.78 12.56 - - 18 D+CG+S+<W 1 2.92 10.82 - 27.33 -0.20 8.86 - - 19 D+CG+S+WP 3.46 11.73 - 28.97 -3.47 9.74 - - 20 D+CG+S+W3> -0.36 11.42 - 26.46 -7.78 12.56 - - 21 D+CG+S+<W3 3.85 15.62 - 41.05 2.29 10.89 - - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 5-E 5.07 5 4.22 16 - - - - 5.59 6 15.62 21 - - - 40/0/0 C-5 - - - - - - - - 16.04 5 41.05 21 - - - 75/0/0 A-5 12.07 12 8.93 9 - - - - 4.77 6 12.56 17 - - - Bracing Reactions-Load Cases at Frame Cross Section:5 Gridl -Grid2 5-E 5-C 5-A Ld Load Combinations Hz Vy Hx Hz Vy Cs (k) (k) (k) (k) (k) 1 Wl> - 9.25 - -8.92 -4.64 - - 2 <W 1 9.06 -9.25 - - 4.90 - - 3 E> - 10.85 - -11.49 -5.97 - - 4 <E 10.62 -10.83 - - 5.98 - - NOTE: Seismic Bracing Reactions are E/1.4 . Note:Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table.Combine per Code as needed. VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS 7 VARCO-PRUDEN Page: 21 of /1 Wall : 4,Frame at: 125/0/0 Frame ID:CB Frame 40'IC Spacing Frame Type:Continuous Beam &) O Q Vy Vy Vy ti Hx Hx Hx Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:6 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 40/0/0 75/0/0 Gridl -Grid2 6-E 6-C 6-A Base Plate W x L(in.) 8 x 8 8 x 10 8 x 13 Anchor Bolt Qty/Diam. (in.) 2-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 99'-6" 100'-0" Load Type Desc. Hx Vy Hx Vy Hx Vy D Frm 0.19 1.43 - 3.39 -0.19 1.22 - - CG Frm 0.33 2.09 - 5.36 -0.33 1.73 - - E> Frm -0.38 0.11 - -1.66 -3.81 2.13 - - <E Frm 0.38 -0.11 - 1.66 3.81 -2.13 - - L Frm 0.80 5.02 - 12.88 -0.80 4.16 - - AL^ Frm 0.21 0.87 - 1.26 -0.21 -0.16 - - ^AL Frm -0.01 -0.16 - 1.30 0.01 0.83 - - S Frm 1.67 10.45 - 26.82 -1.67 8.66 - - Wl> Frm -5.05 -5.60 - -19.41 -10.90 1.51 - - <W1 Frm 1.20 -6.96 - -17.29 4.13 -5.97 - - WP Frm 2.21 -5.21 - -14.02 -2.21 -4.27 - - W3> Frm -5.05 -5.60 - -19.41 -10.90 1.51 - - <W3 Frm 3.03 2.38 - 9.69 9.00 -2.00 - - Frame Reactions-Load Cases at Frame Cross Section:6 Gridl -Grid2 6-E 6-C 6-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) I D+CG+L 1.33 8.54 - 21.63 ' -1.33 7.11 - - 2 D+CG+AL^ 0.73 4.40 - 10.01 -0.73 2.80 - - 3 D+CG+^AL 0.52 3.36 - 10.06 -0.52 3.79 - - 4 D+CG+S 2.20 13.97 - 35.58 -2.20 11.62 - - 5 D+WI> -4.86 -4.17 - -16.02 -11.09 2.74 - - 6 D+<W 1 1.39 -5.52 - -13.89 3.93 -4.75 - - 7 D+WP 2.41 -3.77 - -10.63 -2.41 -3.05 - - 8 D+W3> -4.86 -4.17 - -16.02 -11.09 2.74 - - 9 D+<W3 3.23 3.81 - 13.08 8.81 -0.78 - - 10 D+CG+E> 0.26 3.60 - 7.57 -3.25 4.48 - - 11 D+CG+<E 0.80 3.44 - 9.94 2.19 1.43 - - 12 D+S+W 1> -4.02 1.06 - -2.61 -11.93 7.07 - - 1 3 D+S+<W 1 2.23 -0.30 - -0.48 3.10 -0.42 - - 14 D+S+WP 3.25 1.45 - 2.78 -3.25 1.28 - - 15 D+S+W3> -4.02 1.06 - -2.61 -11.93 7.07 - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 22 of 71 16 D+S+<W3 4.07 9.04 - 26.49 7.97 3.55 - - 17 D+CO+S+W1> -0.32 11.17 - 25.87 -7.65 12.37 - - 18 D+CG+S+<W 1 2.80 10.49 - 26.94 -0.14 8.63 - - 19 D+CG+S+WP 3.31 11.37 - 28.57 -3.31 9.48 - - 20 D+CG+S+W3> -0.32 11.17 - 25.87 -7.65 12.37 - - 21 D+CG+S+<W3 3.72 15.16 - 40.42 2.30 10.62 - - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 6-E 4.86 5 4.07 16 - - - - 5.52 6 15.16 21 - - - 40/0/0 C-6 - - - - - - - - 16.02 5 40.42 21 - - - 75/0/0 A-6 11.93 12 8.81 9 - - - - 4.75 6 12.37 17 - - - Bracing Reactions-Load Cases at Frame Cross Section:6 Gridl -Grid2 6-E 6-C 6-A Ld Load Combinations Hx Hx Hz Vy Cs (k) (k) (k) (k) 1 W1> - - - 4.64 - - 2 <W 1 - - 9.43 -4.90 - - 3 E> - - - 5.97 - - 4 <E - - 11.51 -5.98 - - NOTE: Seismic Bracing Reactions are E/1.4 Note:Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table.Combine per Code as needed. VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 23 of 71 Wall :4,Frame at: 149/0/0 Frame ID:End Frame CB2 Frame Type:Continuous Beam e Vy Vy Vy Vy ti Hx Hx Hx Hx - Values shown are resisting forces of the foundation. Reactions-Load Type at Frame Cross Section:7 Type Exterior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 26/0/0 49/0/0 75/0/0 Gridl -Grid2 7-E 7-D 7-B 7-A BasePlateWxL(in.) 8x8 8x10 8x8 8x8 Anchor Bolt Qty/Diam. (in.) 2-0.750 2-0.750 2-0.750 2-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Fix Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm 0.04 0.63 - - 1.19 - - 1.13 -0.04 0.64 - CG Frm 0.07 0.75 - - 1.74 - - 1.59 -0.07 0.80 - E> Frm -0.19 -0.15 - -0.16 0.40 - -0.13 -1.38 -2.04 1.44 - <E Frm 0.19 0.15 - 0.16 -0.40 - 0.13 1.38 2.04 -1.44 - L Frm 0.23 2.41 - - 5.56 - - 5.08 -0.23 2.56 - AL^ Frm 0.17 0.93 - - 1.27 - - 0.60 -0.17 1.14 - ^AL Frm -0.04 -0.17 - - 1.02 - - 1.40 0.04 -0.29 - S Frm 0.37 3.77 - - 8.69 - - 7.94 -0.37 4.01 - W I> Frm -2.41 -2.45 - 3.98 -4.05 - 3.17 -7.76 -6.07 1.78 - <W I Frm 1.01 -2.54 - -3.98 -5.56 - -3.17 -5.24 1.82 -2.72 - WP Frm 1.50 -2.06 - - -3.76 - - -4.99 -1.50 -1.68 - W3> Frm -2.41 -2.45 - - -4.05 - - -7.76 -6.07 1.78 - <W3 Frm 1.49 1.17 - - 1.53 - - 4.32 4.91 -1.67 - Frame Reactions-Load Cases at Frame Cross Section:7 • Gridl -Grid2 7-E 7-D 7-B 7-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D+CG+L 0.35 3.80 - - 8.49 - - 7.80 -0.35 4.01 - 2 D+CG+AL^ 0.29 2.32 - - 4.19 - - 3.32 -0.29 2.58 - 3 D+CG+^AL 0.08 1.22 - - 3.95 - - 4.12 -0.08 1.15 - 4 D+CG+S 0.48 5.16 - - 11.62 - - 10.66 -0.48 5.45 - 5 D+W 1> -2.36 -1.83 - 3.98 -2.87 - 3.17 -6.63 -6.11 2.42 - 6 D+<W 1 1.06 -1.91 - -3.98 -4.37 - -3.17 -4.11 1.77 -2.08 - 7 D+WP 1.54 -1.43 - - -2.58 - - -3.86 -1.54 -1.03 - 8 D+W3> -2.36 -1.83 - - -2.87 - - -6.63 -6.11 2.42 - 9 D+<W3 1.53 1.80 - - 2.72 - - 5.45 4.86 -1.03 - 10 D+CG+E> -0.02 1.28 - -0.11 3.21 - -0.09 1.73 -1.57 2.47 - 11 D+CG+<E 0.25 1.49 - 0.11 2.64 - 0.09 3.70 1.34 0.42 - 12 D+S+W 1> -2.18 0.06 - 3.98 1.48 - 3.17 -2.66 -6.30 4.42 - 13 D+S+<W i 1.24 -0.02 - -3.98 -0.02 - -3.17 -0.14 1.59 -0.08 - 14 D+S+WP 1.72 0.45 - - 1.77 - - 0.11 -1.72 0.97 - 15 D+S+W3> -2.18 0.06 - - 1.48 - - -2.66 -6.30 4.42 - VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 24 of 71 16 D+,S+<W3 1.72 3.69 - - 7.07 - - 9.42 4.68 0.97 - 17 D+CG+S+W 1> -0.72 3.93 - 1.99 9.59 - 1.59 6.78 -3.52 6.34 - 18 D+CG+S+<W 1 0.99 3.89 - -1.99 8.84 - -1.59 8.04 0.42 4.09 - 19 D+CG+S+WP 1.23 4.12 - - 9.73 - - 8.17 -1.23 4.61 - 20 D+CO+S+W3> -0.72 3.93 - - 9.59 - - 6.78 -3.52 6.34 - 21 D+CG+S+<W3 1.23 5.74 - - 12.38 - - 12.82 1.97 4.61 - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) , (k) (k) (in-k) (in-k) 0/0/0 7-E 2.36 5 1.72 14 - - - - 1.91 6 5.74 21 - - - - 26/0/0 D-7 - - - - 3.98 6 3.98 5 4.37 6 12.38 21 - - - - 49/0/0 B-7 - - - - 3.17 6 3.17 5 6.63 5 12.82 21 - - - - 75/0/0 A-7 6.30 12 4.86 9 - - - - 2.08 6 6.34 17 - - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS vARCO-PRUDEN Page: 25 of 71 Bracing-Summary Report DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal"X"- Bracing transmits the applied loads throughout the roof planes,delivering them to vertical bracing systems,and eventually into the foundation. Vertical Bracing systems are typically diagonal"X"-Bracing similar to roof plane bracing,although may also utilize vertical diaphragms,moment-resisting frames,concentric braced frames utilizing tension/compression members or tension only members,or other types of bracing systems,as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections,while moment frames are typically assumed to be AISC Type 1 Construction(rigid frames).with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces,using the prevailing AISC Allowable forces acting on the Net Area of each member.Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel.Angle bracing is typically 50 ksi steel,tube bracing is 46 ksi,and moment frames are typically designed and constructed from 50 ksi steel. Shape: AHCLUB REVISION2 Loads and Codes-Shape:AHCLUB REVISION2 City: ANACORTES County: Skagit State: Washington Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall:4.00 in per hour Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress: Frm: 1.03,Sec: 1.03,Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.13 psf Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf LL for Below Eave Canopy:N/A Wind Load Snow Load Seismic Load Wind Speed:80.00 mph Roof Snow Load: 25.00 psf Seismic:Zone 3 Wind Exposure(Factor): C(1.115) Design Snow(Sloped):25.00 psf Seismic Importance: 1.000 Parts Wind Exposure Factor: 1.115 Snow Exposure Category(Factor):3(0.70) Framing Seismic Period:0.3217 Wind Enclosure:Enclosed Snow Importance: 1.000 Bracing Seismic Period:0.1838 Wind Importance Factor: 1.000 Ground/Roof Conversion: 1.00 Soil Profile Type:Stiff soil(D,4) Base Elevation:0/0/0 %Snow Used in Seismic:0.00 Frame Redundancy Factor:1.0000 Basic Wind Pressure: 18.27 psf Seismic Snow Load: 0.00 psf Brace Redundancy Factor:1.5000 Frame Seismic Factor(Cs):0.2000 Brace Seismic Factor(Cs):0.1800 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Gins and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations-Bracing No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 W 1> 2 System 1.333 1.0<W 1 3 System 1.333 0.714 E> 4 System 1.333 0.714<E VPC Fi1e:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 26 of 71 �_-1.35 _____ 10.28 ^__11,56 .3BSA221161121 84(3) 23.12(3) 1.35 . 11*434,49 • •Q. -♦ .' Tii in v c .. , 3,08_ 0,67 _ 3.48 3.0.8_ 3.,06 • . ♦ ♦ ,_ 2m V • . _..2,.94 2.94_ _ .2..94_ _ ..2.94..........__.......♦. .♦4 2 4 3,1�A .•. 0 9oA "" \ 4 4 .-.--....__._..__........__..2.,.2.0...._......_._._.�. 4,.06_....._.._...._...__._.._.....-._......_0.,5.9._.._._._.._. 4.16..__.............. 2.,2.0_._............._...__._____.........__.2..2.0..__..__ � ?04 1 702 7.. Fda - __1121_ __D.81 3 221161121.90(3) 0 98 0.98 1�p" 24'- } 25-0" f 25'-0" { 25'-0" 25'-0" 24'-0" 1 q" Bracing Member Design Summary:Roof:A Allow.Overstress:=1.03 Member From To Start Start End End Bracing Length Design Diaph Total Stress Ld Design Type FL FL X Y X Y Shape (ft) Axial(k) Action(k) Axial(k) Ratio Cs Status Diagonal 2 3 25/0/0 0/0/0 50/0/0 11/1/7 R 0.5 27.36 -4.61 0.00 -4.61 0.67 3 Yes Diagonal 2 3 25/0/0 11/1/7 50/0/0 0/0/0 R0.5 27.36 -4.63 0.00 -4.63 0.67 4 Yes Strut 2 3 25/0/0 0/0/0 50/0/0 0/0/0 - 25.00 *10.21 0.00 10.21 - - - Strut 1 2 0/0/0 0/0/0 25/0/0 0/0/0 - 25.00 *0.98 0.00 0.98 - - - Strut 3 4 50/0/0 0/0/0 75/0/0 0/0/0 - 25.00 *-10.81 0.00 -10.81 - - - Strut 5 6 100/0/0 0/0/0 125/0/0 0/0/0 - 25.00 *0.98 0.00 0.98 - - - Strut 6 7 125/0/0 0/0/0 150/0/0 0/0/0 - 25.00 *0.98 0.00 0.98 - - - Diagonal 2 3 25/0/0 11/1/7 50/0/0 26/1/7 R 0.375 29.15 -2.94 0.00 -2.94 0.76 3 Yes Diagonal 2 3 25/0/0 26/1/7 50/0/0 11/1/7 R 0.375 29.15 -3.05 0.00 -3.05 0.78 4 Yes Strut 2 3 25/0/0 11/1/7 50/0/0 11/1/7 - 25.00 *4.08 0.00 4.08 - - - Strut 1 2 0/0/0 11/1/7 25/0/0 11/1/7 - 25.00 *2.20 0.00 2.20 - - - Strut 3 4 50/0/0 11/1/7 75/0/0 11/1/7 - 25.00 *0.59 0.00 0.59 - - - Strut 5 6 100/0/0 11/1/7 125/0/0 11/1/7 - 25.00 *2.20 0.00 2.20 - - - Strut 6 7 125/0/0 11/1/7 150/0/0 11/1/7 - 25.00 *2.20 0.00 2.20 - - - Diagonal 2 3 25/0/0 26/1/7 50/0/0 51/1/7 R 0.375 35.36 -0.68 0.00 -0.68 0.17 2 Yes Diagonal 2 3 25/0/0 51/1/7 50/0/0 26/1/7 R0.375 35.36 -0.58 0.00 -0.58 0.15 1 Yes Strut 2 3 25/0/0 26/1/7 50/0/0 26/1/7 - 25.00 *2.94 0.00 2.94 - - - Strut 1 2 0/0/0 26/1/7 25/0/0 26/1/7 - 25.00 *2.94 0.00 2.94 - - - Strut 3 4 50/0/0 26/1/7 75/0/0 26/1/7 - 25.00 *0.65 0.00 0.65 - - - Strut 5 6 100/0/0 26/1/7 125/0/0 26/1/7 - 25.00 *2.94 0.00 2.94 - - - Strut 6 7 125/0/0 26/1/7 150/0/0 26/1/7 - 25.00 *2.94 0.00 2.94 - - - Diagonal 2 3 25/0/0 51/1/7 50/0/0 76/0/7 R 0.5 35.30 -5.30 0.00 -5.30 0.77 4 Yes Diagonal 2 3 25/0/0 76/0/7 50/0/0 51/1/7 R0.5 35.30 -5.29 0.00 -5.29 0.77 3 Yes Strut 2 3 25/0/0 51/1/7 50/0/0 51/1/7 - 25.00 *3.49 0.00 3.49 - - - Strut 1 2 0/0/0 51/1/7 25/0/0 51/1/7 - 25.00 *3.08 0.00 3.08 - - - VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 27 of 71 Strut 3 4 50/0/0 51/1/7 75/0/0 51/1/7 - 25.00 *0.67 0.00 0.67 - - - Strut 5 6 100/0/0 51/1/7 125/0/0 51/1/7 - 25.00 *3.08 0.00 3.08 - - - Strut 6 7 125/0/0 51/1/7 150/0/0 51/1/7 - 25.00 *3.08 0.00 3.08 - - - Strut 5 6 100/0/0 76/0/7 150/0/0 76/0/7 T 8.0x8.0x0.1875 50.00 23.12 0.00 - 0.56 3 Yes 05We? A FF 2.5x0.12x8.5 Strut 1 2 0/0/0 76/0/7 25/0/0 76/0/7 - 25.00 *1.35 0.00 1.35 - - - Strut 2 3 25/0/0 76/0/7 50/0/0 76/0/7 - 25.00 *10.28 0.00 10.28 - - - Strut 3 4 50/0/0 76/0/7 75/0/0 76/0/7 - 25.00 *-11.56 0.00 -11.56 - - - Strut 6 7 125/0/0 76/0/7 150/0/0 76/0/7 - 25.00 *1.35 0.00 1.35 - - - Diagonal 4 5 75/0/0 0/0/0 100/0/0 11/1/7 R 0.5 27.36 -5.25 0.00 -5.25 0.76 3 Yes Diagonal 4 5 75/0/0 11/1/7 100/0/0 0/0/0 R0.5 27.36 -5.21 0.00 -5.21 0.75 4 Yes Strut 4 5 75/0/0 0/0/0 100/0/0 0/0/0 FF 2.5x0.12x8.5 25.00 21.90 0.00 - 0.71 3 Yes Diagonal 4 5 75/0/0 11/1/7 100/0/0 26/1/7 R0.375 29.15 -3.11 0.00 -3.11 0.80 3 Yes Diagonal 4 5 75/0/0 26/1/7 100/0/0 11/1/7 R 0.375 29.15 -2.98 0.00 -2.98 0.77 4 Yes Strut 4 5 75/0/0 11/1/7 100/0/0 11/1/7 - 25.00 *4.16 0.00 4.16 - - - Diagonal 4 5 75/0/0 26/1/7 100/0/0 51/1/7 R 0.375 35.36 -0.57 0.00 -0.57 0.15 2 Yes Diagonal 4 5 75/0/0 51/1/7 100/0/0 26/1/7 R 0.375 35.36 -0.67 0.00 -0.67 0.17 1 Yes Strut 4 5 75/0/0 26/1/7 100/0/0 26/1/7 - 25.00 *2.94 0.00 2.94 - - - Diagonal 4 5 75/0/0 51/1/7 100/0/0 76/0/7 R0.5 35.30 -5.81 0.00 -5.81 0.84 4 Yes Diagonal 4 5 75/0/0 76/0/7 100/0/0 51/1/7 R 0.5 35.30 -5.79 0.00 -5.79 0.84 3 Yes Strut 4 5 75/0/0 51/1/7 100/0/0 51/1/7 - 25.00 *3.48 0.00 3.48 - - - Strut 4 5 75/0/0 76/0/7 100/0/0 76/0/7 FF 2.5x0.12x8.5 25.00 21.84 0.00 - 0.71 3 Yes * Axial Force Moved to Secondary Member VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 28 of(71 A-= L P. Z*, / E : gL G. 29.1-- o a a o a a a 4 2, 75, a A A A 'it.* oP,ya �1 1�R '4 O 1 8 1n X 24'-0" 25'-0" i' 25'-0" 25'-0" } 25'-0" 24'-0" 1,+-P" Bracing Member Design Summary:Sidewall:2 Allow.Overstress:=1.03 Member From To Start Start End End Bracing Length Design Diaph Total Stress Ld Design Type FL FL X Y X Y Shape (ft) Axial(k) Action(k) Axial(k) Ratio Cs Status Diagonal 2 3 25/0/0 0/0/0 50/0/0 13/0/0 R 1.0 28.18 -28.53 0.00 -28.53 0.81 4 Yes Diagonal 2 3 25/0/0 13/0/0 50/0/0 0/0/0 R 1.0 28.18 -28.49 0.00 -28.49 0.81 3 Yes VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 29 of 71 A. ` `L. f', 2-9, / a- SEE P. 2'9, 2_ 0 O ® C Q Q Q --Q.00 A-'10 A- r, t),o, Y ',5 'y o<e 1 0" X 24'-0" 25-0" { 75'-0" } 25'-0" 1 25'-0" } 74'-0" 1'tf" Bracing Member Design Summary:Sidewall:4 Allow.Overstress:=1.03 Member From To Start Start End End Bracing Length Design Diaph Total Stress Ld Design Type FL FL X Y X Y Shape (ft) Axial(k) Action(k) Axial(k) Ratio Cs Status Diagonal 4 5 75/0/0 0/0/0 100/0/ 25/6/0 R 1.0 35.71 -33.44 0.00 -33.44 0.95 3 Yes Diagonal 4 5 75/0/0 25/6/0 100/0/ 0/0/0 R 1.0 35.71 -33.38 0.00 -33.38 0.95 4 Yes Strut 4 5 75/0/0 25/6/0 100/0/ 25/6/0 - 25.00 *0.00 0.00 0.00 - - - * Axial Force Moved to Secondary Member • VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Job ROD BRACING DESIGN Page:No. �^ o/ of� O� t Vp. DETAIL RB 1-A Date: ,> /1r is Ref. Design Manual Sections 5.1.1 and 5.2 Prepared By: -?_- 1,_r 6" x 9" x 1/2" 4" x 8-1/2" x 3/8" STRUT USE Plate Plate W/ ( 2 ) 3/4"0 A325-X 4 T 8.5 [] 11 ga. Box Strut 1/8" V i / A ' 1-3/4" 3/1�\ -71111 3/16 / 2-3/4" -. D i' i —► f— 3" CL of Strut 1/2 . - •-'" ..-.- 3r X 2"�1-1/2" 2-3/4" ,-•' W P X / f—* / f_. ' i' 4 3/16" * // 3/1bC * Min. edge dist. (typ.) 3/16" 3/16 * �' ♦ - CL Rod & Pad ' per Bracing Design ' 3/8" Plate r. 6° b✓I0E - ,` F Fv \I a©p 51.o " late Center e e is trut CL Rod Per y,,,� 13„ • Bracing Design / -- 1 $ _1 I ( ♦ i1/2" k S .T/ov A-A W.P. I I ES-DR-04-205 DDRAW144 CA REV. 6\2:3\9b ROD BRACING DESIGN Job No c'e of DETAIL RB11 Date: cta.Arz. Ref. Design Manual Sections 5.1.1 & 5.1.4 Prepared By: 0-_i I I 0 0 I A 0 a 6" I I Y Building Line SECTION X-X ./g 7'/ _ 3/16 ,• , 3/16 7' CL Rod & Pad per Bracing Design 5/16 5/16> 4-1/2" �.�' ROD = 1" dia. PAD = RP-22 BOLT = 1-1/4"A325-X 8" W.P. �. r • �. X ' 3-1/2" X ► 1/2" x 7" x 8" Plate I ES-DR-04-21-8 61:YRAW15/ CA REV. 6\23\98 STANDARDS STRUT and BRACING DESIGN PRACTICES IV. BOX STRUT DESIGN A. MEMBER DESIGN '' = 2 3,°6 e-+12.6u. if 44P Box Strut 8 P Lx , Ly= Bay Space 2 i 1. GENERAL: 3. BENDING STRENGTH(continued Box Struts are axial loaded strut members a. Elastic Critical Moment, Me: Eq. C3.1.2-15 consisting of two VP standard roll formed 8-1/2" b. Critical Moment, Mc: Eq. C3.1.2-12,13,14 Cee sections welded face-to-face to each other. c. Nominal Strength, Mn: Eq. C3.1.2-1 Member design is in accordance with the 1986 AISI d.Allowable Bending, Ma: Eq. C3.1-1 ( 1989 Addendum ) Sections C4 for axial strength, C3 for bending strength and C5 for combined Designer's Notes: stresses. 1. For weak axis bending, use AISI Eq. C3.1.2-5 2. Cb= 1.0 (axial loads present) 2. AXIAL LOAD CAPACITY:: AISI C4, C4.1 3. Sc=Se assumed in Mn (conservative) 4. Per AISI Section D3.3, laterally unbraced box a. Flexural Buckling Stress, Fe: Eq. C4.1-1 sections may be designed without any stress b. Nominal Buckling Stress, Fn: Eq. C4-3,4 reductions for lateral buckling if the ratio of the c. Nominal Axial Capacity, Pn: Eq. C4-2 unsupported length to the distance between the e.Allowable Axial Capacity, Pa: Eq. C4-1 webs does not exceed 0.086 E/Fy or Lu 5 19.22'for 8-1/2"sections. Designer's Notes: 1.VP's standard face-to-face box struts are closed 4. COMBINED AXIAL & BENDING: C5 sections not controlled by Torsional or Torsional Flexural Buckling per AISI eq.C4.2-1. Member shall be design for combined bending and 2. Ky= Kx= 1.0 axial loads per AISI Section C5, equations C5-1, 3. The value of Ae is conservatively evaluated at 5-2&5-3. f= Fy in lieu of Fn 5. WELD REQUIREMENTS: AISI D1.1 3. BENDING STRENGTH: AISI C3, C3.1.2 The spacing of longitudinal welds , Smax ,for Member bending strength design is in accordance attaching face-to-face Cee members is based on with AISI Sections C3 and C3.1.2, procedure b,for AISI equation D1.1-1 for compression members: lateral buckling strength. Unbraced length is Smax = L ry�single)/2 ry(composite)= 0.22 L(worst case) assumed to be the full length of the member. Member loads are normally dead loads due to Smax=2' 10' < L 5 14 member weight and are normally loaded in the Smax=3' 14' < L<_ 18' strong axis. Smax=4' 18' < L VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 1 of 8 INC. -'?,4 STANDARDS STRUT and BRACING DESIGN PRACTICES B. BOX STRUT MEMBER CONNECTION DESIGN rit---Jff=-(2) 314"0 bolts: Pa = 18.56 k(413 wind) = 24.7 kips (2) 7/8"b bolt . - - I 1/8 1-1/2" 2-1/2" 1, 1 I y ` 1-1/2"2-1/2" 0>t Box Strut r) (h N N N N ( '". '\ \ \ 3/16 L. PL 6"x 9"-1/2" \., PL 6"x 9"-1/2" PL 4"x8-1/2"-3/8" i PL "x6"-3/8" HAUNCH/EXT.COLUMN CONNECTION c RAFTER CONNFC:TION Box strut end connection is designed compression. 3. COMPRESSION ON 4"x 6"PLATE: In order to fully develop the axial load capacity of the box strut, 314" and 7/8"diameter A325 bolts are K= 1.0, L=21A" , Fy=50 ksi required. Holes are vertical short slots to aid in ly=6" ( 3/8")3/ 12=0.0264 in.4 assembly. A=3/8" ( 6") =2.25 in.2 ry=0.1083 in., ( KL/r)y=23 1. BOLT SHEAR CAPACITY: Fa =27.97 ksi (AISC 9th ed., Table C-50) Pa=27.97 ksi (2.25 in.2) =63 kips OK (2) 3/4"4 A325 Bolts Pa/bolt = 9.28 kips 4. PLATE-to-BOX STRUT 1/8"FILLET: Pa (connection) = 18.56 kips Pa (4/3 wind) =24.74 kips = Controls Weld Length, =2(8%"+5")=27" Similarly for(2) 7l8"4) bolts: Pa=[0.707(1/8")(27")] (.3)(70ksi) =50.11 kips Pa (connection) =25.26 kips Pa (4/3 wind) = 66.81 kips Pa (4/3 wind) =33.67 kips Controls OK for both 3/4"O and 7/8"O bolts 2. BOLT BEARING CAPACITY: Use AISC J3-3 for single bolts in line of force. 5. PLATE-to-PLATE 3/16"FILLET: Le = 1.5", Fu =65 ksi, d=3/4",tp=3/8" Fp = Le Fu/2d= 1.0 Fu Weld Length=2 ( 6"worst) = 12" Pa(connection) = (2 bolts) Fp dt=36.56 kips Pa= [0.707(3/16")(12")] (.3)(70ksi)=33.41 kips Pa (4/3 wind) =48.75 kips Pa (4/3 wind) =44.54 kips Similarly for(2) 7/8"0 bolts: Pa ( connection) =36.56 kips OK for both 3/4"0 and 7/8"0 bolts Pa (4/3 wind) =48.75 kips VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 2 of 8 INC. STANDARDS STRUT and BRACING DESIGN PRACTICES B. BOX STRUT CONNECTION DESIGN Mp=wL2/8= = ( P/8.5") (8.5")2/8 6. CONNECTION END PLATE: Mp= 1.0625 P Design assumes the connection end plate is simply Setting Mp= Map supported around the 5"x 8%"perimeter with a line Pa= (50.00"-kips)/1.0625 =47.06 kips OK load distributed along the 6"or 8%"knife plate 3/4"b and 7/8"0 bolt shear capacity controls length as shown below. Haunch Column For plate bearing on Box Strut: Endplate Connection In the absence of specific guidance in the AISI tas Y Specification pertaining to bearing of this type,the 4"x 8-1/2»-3l8» .p bearingand capacityis obtained from AISC Knife Plate area equation K1.2 .Additionally, plate bending checks have been made considering the ineffective 0 portions of the web and do not control. 6" / P 6"x 9"-112" End Plate 318"Knife Plate 3/16" Rafter Endplate Connection 1/8" 1/2"End Plate w=PIS» 4"x 6"-3/8" Knife Plate \- t k \ 9' N R Bearing 6" >/ \ 6"x 9"-1/2" N+5k End Plate ti c It is assumed that end plate bending moments are resisted by the 4"x 81/"-3/8"or 4"x 6"-3/8" connecting knife plates and transmitted to the box N=3/8"knife plate+ 2(3/16"fillets ) =3/4" strut by bearing. k = 1/2"end plate+ 1/8"fillet=5/8" bearing width =3/4"+5 (5/8")=3.875" For plate bending: (each side) Assume line load, w =P/8.5", is resisted by Equating AISC eq. K1.2 for bearing force P: 4" x 81/2"-3/8" knife plate in simple bending Pa= 3.875" (tw) [0.66 Fy] (4/3 wind) (worst case) : Pa= 187.55 tW(each side) Ip= (3/8") (4")3/ 12=2.00in4 Pa(two sides) = 375.10t,„, Sp= 1p/2.0" = 1.00 in3 The above bearing capacity will develop the Map= 0.75 Fy Sp= 0.75 (50 ksi )( 1.00 in3) axial load capacity of all 8 112"box struts. Map= 37.50 "-kips Map (4/3 wind ) =50.00"-kips VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 3 of 8 INC. Z-qr,L, STANDARDS STRUT and BRACING DESIGN PRACTICES C. BOX STRUT TO RAFTER CONNECTION DESIGN Box strut-to-rafter connection is accomplished with a welded knife plate to the frame rafter web:Loading of the connection is concentric resulting in force components at the work point, Pstrut., Phoriz.,and Proof rod/angle the horizontal component of force, Phoriz., is transferred to the rafter web at the work point via weldment. The,roof rod/angle component, Prod/angler is transferred via the horizontal rafter plate to the rod or angle bolted connections.The strut component, Pstrut., is transferred directly to the'box strut via the knife plate and bolted strutonnections. \ P horiz. wF '_ Frame Rafter Web 3/16 m • % box ,� oo St,ut ,». ..r.<. Min.per AISC r section J2.2 b da N. Stiffener.2-3/8"w-3/8"tk. `oe �`7c. 3/8",kionz,Knife • Ci Plate�'43im.Vary) rA ep ,...Min.per AISC\\ Check for interference Section J2.2 bu D w/bottom flange. 1 5" t /l center on / purlin strut \\NN, Pstrut, Force Transfer to I from Strut: Thehorizontal knifeplate is designed for axial loads assuming the minimum distance between strut 9 connection bolts and'rafter web or 4.5".The minimum plate dimensions are 7"wide by\6"deep ( see next page for box struts within unbraced bays with no attached diagonal bracing ). See strut member knife plate design for 3/4"and 7/8"connection design (25 kips& 34 kips) 1 = 7 3/8" 3/12 = 0.0308 in3, =7"X 3/8"=2.63 in2 , r=0.1083 in, \ K L/r= 1.0 (4.5")/0.1083"=42, Fa=25.55 ksi, Pa=25.55 ksi*2.63 in2 (4/3 wind)=90 kips CAK Pnoriz. , Force Transfer to Rafter Web: The horizontal force component occurs within braced bays.The minimum knife plate width for this condition is 12"minimum. For a 10 ga. minimum web,typical force transfer capacities are: 1/8"fillet weld Pa(horiz.)_( Lmin.=2*12"= 24") ( 1.86 k/" ) (4/3 wind)=60 kips • Shear Yielding Pa(horiz.)= (0.4 Fy)24"( 0.1345"web) (4/3 wind) =86 kips Prod, Rod Force Component Transfer to Plate: Check Rod pad bolts for shear and bearing,check tension on plate. The minimum distance from centerline of bolt to both horizontal and vertical edges of plate at the corner is maintained at 2-3/4".The length, Le,for bearing calculations per AISC eq.J3-3 is assumed to be 2-3/4".The tension net area is assumed to be along the two 2-3/4" bolt to edge dimensions. VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 4 of 8 INC. a 9.7 STANDARDS STRUT and BRACING DESIGN PRACTICES C. BOX STRUT TO RAFTER CONNECTION DESIGN (continued) Rod Pad Bolt Connection Capacity Bolt Bolt Bolt Tension Bolt Bolt Bolt Tension Diameter Shear Bearing Net Area Diameter Shear Bearing Net Area 1/2" 5.50 kip 19.25 kip 80 kip 1-1/8" 27.83 kip 43.88 kip 69 kip 3/4" 12.37 kip 29.25 kip 76 kip C1-1/4" 34.36 kip 48.75 kip 67 kip 7/8" 16.84 kip 34.13 kip 74 kip 1-1/2" 49.48 kip 44.68 kip 63 kip 1" 21.99 kip 39.00 kip 71 kip 1. 1-1/3 increase for wind included. 2.The above values will develop the capacity up to a 1-1/4"diameter brace rod(43.20 kips) Force Transfer from Purlin Strut to Box Strut: Purlin strut to box,strut force transfer is accomplished via the 2-3/8"wide x 3/8"thick. stiffener-Welded between the flange-and the box strut knife plate.The connection capacity is capable of developing the axial load capacity of single strut members and composite struts. ,- 3/16 fillet weld Pa = (Lm;n,.2"2-3/8"=4.75") (2.78 k/") (4/3 wind) =17 61 kips Shear Yielding Pa= (0.4 Fy)`(2-3/8" ) (3/8" PI. ) (4/3 wind) =6kips Adjacent Bay Bracing / Unbraced Bay Conditions: Adjacent Bay Bracing Unbraced Bay Connection-Detail Connection Detail N In the event that adjacent bay N. bracing is required or box strut El lines continue into unbraced bays, : vin e \ - the following connection details - are applicable. Note that the • r \ MN horizontal knife plate is reduced to NN 7"wide x 6"deep for the Fnm°R°�°W°5 Fam.Rarerwe unbraced bay condition or any `t other condition that does not require rods. .t4 li -* `0 k °o � o If box strut forces are less than �c9 0�'` °. �r�4 El 18 kips, rod bracing may be El attached to the rafter webs per 5„ I 5° standard hillside connections. 1 i. center on center on purt,,strut center strut VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 5 of 8 INC. z .0 STANDARDS STRUT and BRACING DESIGN PRACTICES D. BOX STRUT TO HAUNCH CONNECTION DESIGN Box strut-to-haunch connection is accomplished with a welded vertical knife plate and a hor-izet t I(parallel to-rafter-) kRifc plate welded to the haunch web Loading of the connection is concentric resulting in force © ,vim ,,,,7 ,,_ components at the work point, Pstrut., Phoriz.or vest. and Prod/angle . The horizontal and vertical components of .tl� t---( .,_,, the diagonal brace force, Phoriz,orvert., is transferred to the haunch web at the work point via weldment.The /1.,-e. -.-, rod /angle component, Prod/angle, is transferred via the ha'�r,r,+^t=�,�+��plate to the rod or angle bolted r:a,t1, rr>), connections. The strut component, Pstrut., is transferred directly to the box strut via the knife plate and rf i,:F- r' aAPvs bolted strut connections. rrE, 0 viA -ru 571E 1.1q/5la, ye'lq,•-te: Diagonal Knee Stiffeners must be removed and web thickness checked. ,:�,-4<,�=,,, i If \ < E B B 'i N P strut j a C --► --- \ Ps rP,,7 .o ff me plate '' Check for interference a tlori ...Me e J,... � w!bottom flange. a YI7.3 a motC \ A`_ tea\ SECTION A-A 6" Min.per AISC r@ r Section J2.2 b --- ------------ \ inset girt \ P strut is IL it) box S:an:wxw.w< ` strut i Min.per AISC r Section J2.2 b \ .2, A/ N <, c2, 0 k°a SECTION B-B o° i Pstrut, Force Transfer to I from Strut: The vertical knife plate is designed for axial loads assuming the minimum distance between strut connection bolts and rafter web or 4.5".The minimum plate dimensions are 9-1/2"wide by 6"deep(see next page for box struts within unbraced bays with no attached diagonal bracing). See strut member knife plate design for 314"and 7/8"connection design(25 kips&34 kips). See horizontal rafter knife plate for axial load capacity of 90 kips(slightly conservative due to increased minimum width). VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 6 of 8 INC. z9,(77 STANDARDS STRUT and BRACING DESIGN PRACTICES 1)1 Phoriz. , Force Transfer to Haunch Web from Roof Diagonal Bracing: Section B-B The minimum horizontal knife plate length for this condition is 6".Assuming a 3/16" haunch web thickness and a 3/16" minimum 2 sided fillet weld: Pa(horiz.)= ( Lmin. = 12" ) (2.78 k/") (4/3 wind) =45 k 1' vert. , Force Transfer to Haunch Web from Box Strut: Section A-A The minimum vertical knife plate length for this condition is 12". (same as horizontal rafter plate weld design of 60 kips) Proof bracing to strut, Force Transfer to Strut from Roof Diagonal Bracing: Section B-B Th or-ce-tr-ansfe-gr-ern-roof-bracing-te strut isaccomplished-via-the-346"2-sided fillet weld._connecting_the _horizontal-and-vertical--knife plates:Minimum depth efboth-knife-plates..is_6"__:_ -Pa 4- -k Prod, Rod Force Component Transfer to Plate: ( See rafter plate design) Force Transfer from Purlin Eave Strut to Box Strut: Purlin strut to box strut force transfer is accomplished via weldment of vertical knife plate to the haunch flange. For two sided 3/16"fillet weld for 2-3/8" minimum length the transfer capacity is 17.61 kips (see rafter knife plate design ). The connection capacity is capable of developing the axial load capacity of single strut members and composite struts. —Adjacent Bay Bracing / Unbraced Bay Conditions: Adjacent Bay Bracing Unbraced Bay Connection Detail Connection Detail In the event that adjacent bay bracing is required or box strut lines continue into unbraced bays, - Pstr t. the following connection details In_�I m Ig 81' are applicable. Note that the rANI horizontal knife plate is reduced to 4 for 9-1/2"wide x 6"deep for the unbraced bay condition or any other condition that does not require rods. box strut forces are less than 18 kips, rod bracing may be attached to the rafter webs per standard hillside connections. Note: Rod slots will have to be relocated. VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 7 of 8 INC. af,(U STANDARDS STRUT and BRACING DESIGN PRACTICES E. BASE CONNECTION DESIGN Wall rod/angle connections are accomplished with a welded vertical knife plate to the column web and base plate. Loading of the connection is concentric resulting in force components at the work point, Pvert. Phoriz. .The horizontal component of the diagonal brace force, Phodz,, is transferred to the base plate via weldment and to the anchor bolts.The vertical component of the diagonal brace force, P„e,t., is transferred to the column web via weldment and to the anchor bolts. A minimum four bolt anchor bolt pattern is required. \ T" cob inset girt Min.per AISC —OP-A Section J2.2 b fit. cob 1/4" Base -Apo- P horiz. SECTION A-A Pnoriz. , Force Transfer to Base Plate: The minimum base plate width is 8"resulting in a Ln,in.weld=2*( 8"/2)=8". For a 1/4"fillet: Pa(horiz.)= ( Lmin.=8") (3.71 kr) (4/3 wind) = 39.6 kips Pvert , Vertical Force Transfer to Base Plate: The minimum connection plate height is 6" resulting in a Lmin.weid=2*6"= 12". For a 3/16"fillet: Pa(horiz.)= ( Lmin.= 12") (2.78 kr) (4/3 wind) =44.5 kips Prod, Rod Force Component Transfer to Plate: ( See rafter plate design ) Anchor Bolts must be designed for the horizontal and vertical components of diagonal brace force. VP DESIGN MANUAL Section: 5.2.4 BUILDINGS, 06/25/98 Rev. 1 Page 8 of 8 INC. gageck JOB: BOX STRUTS DATE: 2-1 2-** TIME: 10 : 1 5 : 7 DESIGN DATA (AUTO DESIGN ) AXIAL = -23 . 10 K SHEAR = 0 . 00 K X MOMENT - 11 . 30 "-K KLX = 25 . 00 FT KLY = 25 . 00 FT LB = 25 . 00 FT CB = 1 . 00 CMX = 1 . 00 KV = 5 . 34 FY = 55 . 00 KSI NEG R = 1 . 00 POS R = 1 . 00 STRESS FACTOR 1 . 70 UNBRACED POINT DESIGN AISI PLATE/YEAR = 89AISI SECTION 8 . 5 FF 11 (0 . 120) AREA EFF = 2 . 80 IXD = 36. 38 SX EFF = 8 . 56 RX = 3 . 20 IYD = 13 . 77 SY EFF = 5 . 51 RY = 1 . 97 WEIGHT = 12 . 05 #/FT FORCES/RATIOS ACTUAL AXIAL = -23. 10 K ALLOWABLE AXIAL = 31 . 19 K SHEAR = 0. 00 K SHEAR = 54 . 76 K MOMENT = 11 . 30 "-K MOMENT = 193 . 11 "-K SHEAR RATIO = 0 . 000 BENDING RATIO = 0 . 059 BEND + AXIAL - 0 . 816 BEND + SHEAR = 0 . 001 Pc- µ,4_Y 21% Page 1 VP BUILDINGS BRACING CA cP/ /2. oz -4,' Design: ZIW SQW CALL. Page: 09,/Z. 2/12/01 LOCATION: Base Plate A 1) Forces acting along SQW edges fy / Shear 25.300 kip t (SQW) 0.500 in tf 1 rf 1 Allowable 1.700 Fy (SQW) 50.000 ksi Vx Height(bay) 13.000 ft Fu (SQW) 65.000 ksi Length (bay) 25.000 ft X 7.000 in A tf 0.375 in Y 8.000 in Tx tw 0.188 in X' 3.500 in Vy bf 8.000 in Y' 3.500 in Ty db 1.250 in Tx 25.300 kip n (weld sides) 2.000 Ty 13.156 kip EQUATIONS (1) EFx =0 =fx(X/2)+Vx-Tx fx (2) EFy =0 =Vy-Ty-fy(bf/4) theta = 27.474 _ (3) EMA= 0 =Tx(Y')-fy(bf2/12)-fx(Y2/3)-Ty(X') tw (4) fy/tf3 =fx/tw3 SOLUTION fx 1.349 k/in fy 10.793 k/in Vx 20.578 kip Vy 23.696 kip 2)Washer Shear and Tensile Strength ft 21.585 ksi OK Ft 51.000 ksi fv 10.536 ksi OK Fv 34.000 ksi 3) Washer welds to flange and web fvw 3.255 k/in Along Web Side fvf 12.010 k/in Along Flange Side Fv/w 23.441 ksi w= Fillet Size (in) w(web min) 0.069 in WEB: 3/16 Fillet Weld BS w(flange min) 0.256 in FLANGE 5/16 Fillet Weld BS 4) Web or Flange Shear Double Shear Direct Shear fvw 7.899 ksi OK Fv 34.000 ksi fvf 7.024 ksi OK Fv 34.000 ksi Punching fpsw 28.780 ksi OK Fps 33.150 ksi fpsf 1.799 ksi OK Fps 33.150 ksi 5) Tension and Shear Rupture of SQW Agross 2.475 in2 Anet 1.912 in2 Av 3.182 in2 ftgross 11.522 ksi OK Ft 51.000 ftnet 14.911 ksi OK Ft 55.250 ftv 8.962 ksi OK Fp 132.600 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCC,PRUOEN Page: 30 of 71 Secondary-Summary Report • Loads and Codes-Shape:AHCLUB REVISION2 City: ANACORTES County: Skagit State: Washington Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall:4.00 in per hour Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress: Frm: 1.03,Sec: 1.03,Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.13 psf Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf LL for Below Eave Canopy:N/A Wind Load Snow Load Seismic Load Wind Speed:80.00 mph Roof Snow Load: 25.00 psf Seismic:Zone 3 Wind Exposure(Factor): C(1.115) Design Snow(Sloped):25.00 psf Seismic Importance: 1.000 Parts Wind Exposure Factor: 1.115 Snow Exposure Category(Factor):3(0.70) Framing Seismic Period:0.3217 Wind Enclosure:Enclosed Snow Importance: 1.000 Bracing Seismic Period:0.1838 Wind Importance Factor: 1.000 Ground/Roof Conversion: 1.00 Soil Profile Type:Stiff soil(D,4) Base Elevation:0/0/0 %Snow Used in Seismic:0.00 Frame Redundancy Factor:1.0000 Basic Wind Pressure: 18.27 psf Seismic Snow Load: 0.00 psf Brace Redundancy Factor:1.5000 Frame Seismic Factor(Cs):0.2000 Brace Seismic Factor(Cs):0.1800 Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations-Purlin No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L 2 System 1.000 1.0 D+1.0 CG+1.0 S 3 System 1.333 1.0 D+1.0 W 1> 4 System 1.333 1.0 D+1.0<W2 5 System 1.333 1.0 D+1.0 W3> 6 System 1.333 1.0 D+1.0 CG+0.714 E> 7 System 1.333 1.0 D+1.0 CG+0.714<E 8 System 1.333 1.0 D+0.500 S+1.0 W I> 9 System 1.333 1.0 D+0.500 S+1.0<W2 10 System 1.333 1.0 D+0.500 S+1.0 W3> 11 System 1.333 1.0 D+1.O CG+1.0 S+0.500 W l> 12 System 1.333 1.0 D+1.O CG+1.0 S+0.500<W2 13 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 W3> Design Load Combinations-Girt No. Do Not Use Origin Factor Application Description I System 1.333 1.0 WI> 2 System 1.333 1.0<W2 3 System 1.333 1.0 W3> 4 System 1.333 1.0<W4 Deflection Load Combinations-Purlin No. Do Not Use Origin Factor Deflection Application Description I System 1.000 150 1.0 S Deflection Load Combinations-Girt No. Do Not Use Origin Factor Deflection Application Description 1 System 1.000 120 0.750 Wl> 2 System 1.000 120 0.750<W2 3 System 1.000 120 0.750 W3> 4 System 1.000 120 0.750<W4 VPC File:CA0 1 1 2902-0 1OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARGO-PRUDEN Page: 31 of 71 Wall : 1 A __ pg r4 it 1 Wcp/2 Z.., Y .......... - 6.1 14.1 2.2 121 13.1 �: a 2 _ 10 1 11, �I 26'-0" l 23,_0" L 26'_0" 1 75'_0„ Dimension Key 1 4'-0" 2 3'-5 1/4" 3 6 3/4" 4 3'-2" 5 1'-3" 6 3'-0" Maximum Secondary Designs for Shape AHCLUB REVISION2 on Side 1 Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status Lap(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 26.00 8.50x0.065 Z Sim Yes 0 0.97 0.00 0.97 0.00 1 1,2 11.75 8.50x0.059 Z Sim Yes 0 0.26 0.00 0.26 0.00 1 2,1 26.00 8.50x0.073 Z Sim Yes 0 0.89 0.00 0.89 0.00 1 2,2 11.75 8.50x0.059 Z Sim Yes 0 0.29 0.00 0.29 0.00 1 3,1 26.00 8.50x0.059 Z Con Yes 12 0.67 0.00 0.67 0.00 1 0.39 0.19 0.39 0.00 1 12 3,2 23.00 8.50x0.059 Z Con Yes 12 0.39 0.18 0.39 0.00 1 12 0.99 0.38 0.99 0.00 2 0.52 0.15 0.52 0.00 2 12 3,3 26.00 8.50x0.082 Z Con Yes 18 0.48 0.16 0.48 0.00 1 18 0.97 0.10 0.97 0.00 1 4,1 12.44 8.50x0.082 C Sim Yes 0 0.35 0.00 0.35 0.00 2 5,1 12.44 8.50x0.082 C Sim Yes 0 0.18 0.00 0.18 0.00 2 6,1 10.00 8.50x0.059 C Sim Yes 0 0.07 0.00 0.07 0.00 1 7,1 17.93 8.50x0.059 Z Con Yes 12 0.74 0.30 0.74 0.00 2 0.41 0.16 0.41 0.00 1 12 7,2 26.00 8.50x0.059 Z Con Yes 12 0.41 0.19 0.41 0.00 1 12 0.81 0.00 0.81 0.00 1 8,1 12.44 8.50x0.082 C Sim Yes 0 0.36 0.00 0.36 0.00 2 9,1 12.44 8.50x0.082 C Sim Yes 0 0.22 0.00 0.22 0.00 2 10,1 14.25 8.50x0.059 Z Sim Yes 0 0.30 0.00 0.30 0.00 I 11,1 3.00 8.50x0.059 Z Sim Yes 0 0.02 0.00 0.02 0.00 3 12,1 14.25 8.50x0.059 Z Sim Yes 0 0.34 0.00 0.34 0.00 1 13,1 3.00 8.50x0.059 Z Sim Yes 0 0.03 0.00 0.03 0.00 3 14,1 10.00 8.50x0.059 C Sim Yes 0 0.07 0.00 0.07 0.00 1 15,1 26.00 8.50x0.065 Z Sim Yes 0 0.94 0.00 0.94 0.00 1 Maximum Secondary Deflections for Shape AHCLUB REVISION2 on Side 1 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description l 1 1.60 (L/195) 13.00 1 W1> 1 2 0.08 (L/1710) 32.00 1 W 1> 2 1 1.58 (L/198) 13.00 1 W 1> VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUUEN Page: 32 of 71 2 2 0.09 (L/1532) 32.00 1 WI> 3 1 0.83 (L/375) 11.50 1 WI> 3 2 -0.21 (L/1345) 38.50 3 W3> 3 3 1.40 (L/223) 63.50 1 W1> 4 1 0.21 (L/727) 6.00 1 WI> 5 1 0.11 (L/1351 ) 6.00 l WI> 6 1 0.00 (L/7142) 5.00 I WI> 7 1 0.21 (L/1309) 8.00 I WI> 7 2 1.01 (L/308) 37.50 1 WI> 8 1 0.21 (L/698) 6.00 1 WI> 9 1 0.13 (L/I136) 6.00 1 W1> 10 1 0.12 (L/1323) 7.75 I W1> 11 1 - 12 I 0.13 (L/1186) 7.75 1 W I> 13 1 - - - - - 14 1 0.00 (L/7142) 5.00 1 WI> 15 1 1.55 (L/202) 13.00 I WI> VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUOFN Page: 33 of 71 Wall : 2 p Alli5.41 13.1'14-T 41 5.1 61 62. 121 122 123 124 .'al � r 3.1� <., 4.1 .-4.2- v' a 11.1 11.2 11.3 11.4 SI 1 24'-0" 1 25'-0" } 25'-0" 25'-0" 25'-0" 24'-0" [j] . 150'-0" SECONDARY ELEVATION AT A Dimension Key 1 1'-0" 2 4'-0" 3 3'-5 1/4" 4 3'-9 3/4" 5 l'-9" 6 2" Maximum Secondary Designs for Shape AHCLUB REVISION2 on Side 2 Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status Lap(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 11.25 8.50x0.082 C Sim Yes ' 0 0.22 0.00 0.22 0.00 2 2,1 11.25 8.50x0.082 C Sim Yes 0 0.23 0.00 0.23 0.00 2 3,1 7.50 8.50x0.059 Z Sim Yes 0 0.10 0.00 0.10 0.00 3 4,1 7.50 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 4,2 25.17 8.50x0.065 Z Sim Yes 0 0.90 0.00 0.90 0.00 1 5,1 7.50 8.50x0.059 Z Sim Yes 0 0.10 0.00 0.10 0.00 3 6,1 7.50 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 6,2 25.17 8.50x0.073 Z Sim Yes 0 0.88 0.00 0.88 0.00 1 7,1 10.00 8.50x0.059 C Sim Yes 0 0.03 0.00 0.03 0.00 1 8,1 24.00 8.50x0.082 Z Sim Yes 0 0.92 0.00 0.92 0.00 I 9,1 11.25 8.50x0.082 C Sim Yes 0 0.17 0.00 0.17 0.00 2 10,1 11.25 8.50x0.082 C Sim Yes 0 0.32 0.00 0.32 0.00 2 11,1 11.67 8.50x0.059 Z Sim Yes 0 0.26 0.00 0.26 0.00 1 11,2 25.00 8.50x0.059 Z Con Yes 12 0.66 0.00 0.66 0.00 1 0.31 0.16 0.31 0.00 1 12 11,3 25.00 8.50x0.059 Z Con Yes 12 0.31 0.13 0.31 0.00 1 12 0.54 0.24 0.54 0.00 2 0.29 0.13 0.29 0.00 1 12 11,4 25.00 8.50x0.059 Z Con Yes 12 0.29 0.15 0.29 0.00 1 12 0.60 0.00 0.60 0.00 1 12,1 11.67 8.50x0.059 Z Sim Yes 0 0.25 0.00 0.25 0.00 I 12,2 25.00 8.50x0.059 Z Con Yes 12 0.79 0.00 0.79 0.00 1 0.38 0.19 0.38 0.00 1 12 12,3 25.00 8.50x0.059 Z Con Yes 12 0.38 0.16 0.38 0.00 1 12 0.65 0.29 0.65 0.00 2 0.35 0.15 0.35 0.00 1 12 12,4 25.00 8.50x0.059 Z Con Yes 12 0.35 0.18 0.35 0.00 1 12 0.72 0.00 0.72 0.00 1 13,1 13.17 8.50x0.059 C Sim Yes 0 0.06 0.00 0.06 0.00 1 14,1 25.00 8.50x0.092 Z Sim Yes 0 0.99 0.04 0.99 0.00 1 Maximum Secondary Deflections for Shape AHCLUB REVISION2 on Side 2 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.11 (L/1249) 5.50 1 Wl> 2 1 0.11 (L/1178) 5.50 1 WI> 3 1 0.00 (L/7953) 4.50 3 W3> 4 1 0.00 (L/6250) 3.50 1 Wl> 4 2 1.37 (L/219) 20.00 1 Wl> 5 1 0.00 (L/8281 ) 4.50 3 W3> 6 1 0.00 (L/6392) 3.50 1 Wl> 6 2 1.44 (L/209) 20.00 1 WI> 7 1 - - - - - 8 1 1.52 (L/189) 12.00 1 Wl> 9 1 0.08 (L/1590) 5.50 1 WI> 10 1 0.16 (L/869) 5.50 1 WI> VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VA CO.PRUDEN Page: 34 of 71 11 1 0.08 (L/1746) 6.00 I W1> 11 2 0.77 (L/391 ) 22.67 1 Wl> 11 3 -0.07 (L/4416) 52.17 3 W3> 11 4 0.65 (L/443) 75.17 1 Wl> 12 l 0.08 (L/1785) 6.00 I Wi> 12 2 0.92 (L/327) 22.67 1 W1> 12 3 -0.08 (L/3679) 52.17 3 W3> 12 4 0.78 (L/370) 75.17 1 Wl> 13 I 0.00 (L/5969) 6.50 1 Wl> 14 1 1.48 (L/202) 13.00 I W1> VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARGO-PRUDEN Page: 35 of 71 Wall : 3 A- b r FA ILEr' , 5Ha2T 'X; r2.r ,c 4.Lf,a re? A.l ,-=i,6-, ...._........._....,i i4 7.1 7.1. i....____..................._........._................._.......................7.1 A 5.1 6 1 14.1 18.1 3.1 4.1 13.1 171 L 1 26.-0" L 23'_0" 75'_0" 'I' 26'_0" 1 Dimension Key 1 4'-0" 2 3'-5 1/4" 3 3'-8 3/4" 4 4'-4" 5 2'-0" 6 3'-0" Maximum Secondary Designs for Shape AHCLUB REVISION2 on Side 3 Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status Lap(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 12.44 8.50x0.082 C Sim Yes 0 0.29 0.00 0.29 0.00 2 2,1 12.44 8.50x0.082 C Sim Yes 0 0.29 0.00 0.29 0.00 2 3,1 8.00 8.50x0.059 Z Sim Yes 0 0.16 0.00 0.16 0.00 3 4,1 10.00 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 5,1 8.00 8.50x0.059 Z Sim Yes 0 0.18 0.00 0.18 0.00 3 6,1 10.00 8.50x0.059 Z Sim Yes 0 0.12 0.00 0.12 0.00 1 7,1 10.00 8.50x0.059 C Sim Yes 0 0.07 0.00 0.07 0.00 1 8,1 26.00 8.50x0.082 Z Con Yes 24 0.97 0.08 0.97 0.00 1 0.46 0.17 0.46 0.00 1 24 8,2 23.00 8.50x0.059 Z Con Yes 12 0.46 0.14 0.46 0.00 1 12 0.88 0.31 0.88 0.00 2 0.43 0.11 0.43 0.00 1 12 8,3 26.00 8.50x0.082 Z Con Yes 24 0.43 0.18 0.43 0.00 1 24 0.95 0.09 0.95 0.00 1 9,1 26.00 8.50x0.059 Z Con Yes 12 0.81 0.00 0.81 0.00 1 0.41 0.19 0.41 0.00 1 12 9,2 17.93 8.50x0.059 Z Con Yes 12 0.41 0.16 0.41 0.00 1 12 0.74 0.30 0.74 0.00 2 10,1 26.00 8.50x0.065 Z Sim Yes 0 0.94 0.00 0.94 0.00 1 11,1 12.44 8.50x0.082 C Sim Yes 0 0.20 0.00 0.20 0.00 2 12,1 12.44 8.50x0.082 C Sim Yes 0 0.33 0.00 0.33 0.00 2 13,1 14.00 8.50x0.059 Z Sim Yes 0 0.19 0.00 0.19 0.00 1 14,1 14.00 8.50x0.059 Z Sim Yes 0 0.21 0.00 0.21 0.00 1 15,1 12.44 8.50x0.082 C Sim Yes 0 0.21 0.00 0.21 0.00 2 16,1 12.44 8.50x0.082 C Sim Yes 0 0.36 0.00 0.36 0.00 2 17,1 13.00 8.50x0.059 Z Sim Yes 0 0.31 0.00 0.31 0.00 1 18,1 13.00 8.50x0.059 Z Sim Yes 0 0.35 0.00 0.35 0.00 1 Maximum Secondary Deflections for Shape AHCLUB REVISION2 on Side 3 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description I 1 0.18 ' (L/852) 6.00 1 Wl> 2 1 0.17 (L/862) 6.00 l W I> VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDFN Page: 36 of 71 3 1 0.00 (L/4060) 4.00 3 W3> 4 1 0.00 (L/6247) 4.00 1 WI> 5 1 0.00 (L/3623) 4.00 3 W3> 6 I 0.00 (L/5596) 4.00 1 W1> 7 1 0.00 (L/7142) 5.00 1 W I> 8 I 1.50 (L/208) 11.50 1 WI> 8 2 -0.28 (L/975) 32.00 1 W1> 8 3 1.37 (L/228) 63.00 1 W1> 9 1 1.01 (L/308) 11.50 I W 1> 9 2 0.22 (L/1281 ) 41.00 1 W1> 10 1 1.55 (L/202) 13.00 1 WI> 11 1 0.12 (L/1266) 6.00 1 W1> 12 1 0.20 (L/760) 6.00 1 W 1> 13 1 0.05 (L/2595) 5.50 1 Wl> 14 1 0.06 (L/2326) 5.50 1 W I> 15 1 0.13 (L/1186) 6.00 1 W l> 16 1 0.22 (L/694) 6.00 1 W1> 17 1 0.12 (L/1278) 6.50 1 W1> 18 1 0.14 (L/1146) 6.50 I W1> VPC File:CA0112902-01 OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time:1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 37 of 71 Wall : 4 r -- --44:-1 11:2 11 3 - 1 f:4 10.1 c 101 p�3 tQ. 10. 29. t� 7.1a°9* ;It Fx 2Bz1 x2 cc�Ui 7'; 1•U �r cc Lee 6 1 6.2 6.3 6.4 6.. 6-6 5,1 20.1 Z 1.1 20.1 20.1 20.1 20.1 4.1 8.1 9 26 1- 27 1 27 2 32.1 32 8 43 1- 3 1 c,I:6 n 25 1 25.§ L31 1 31 M_ 41 1Q 42.1 24'-0" 25'-0" } 25-0" 150'-0" 25'-0" 25'-0" } 24'-0" SECONDARY ELEVATION AT E Dimension Key 1 1'-0" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-6" 8 4'-7" 9 3'-10" 10 1'-7" 11 3'-4" 12 2'-10" 13 6" Maximum Secondary Designs for Shape AHCLUB REVISION2 on Side 4 Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status Lap(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 12.44 8.50x0.082 C Sim Yes 0 - 0.35 0.00 0.35 0.00 2 2,1 12.44 8.50x0.082 C Sim Yes 0 0.30 0.00 0.30 0.00 2 3,1 5.17 8.50x0.059 Z Sim Yes 0 0.04 0.00 0.04 0.00 3 4,1 5.17 8.50x0.059 Z Sim Yes 0 0.05 0.00 0.05 0.00 3 5,1 18.33 8.50x0.059 C Sim Yes 0 0.21 0.00 0.21 0.00 1 6,1 25.00 8.50x0.073 Z Con Yes 12 0.68 0.30 0.68 0.00 2 0.44 0.21 0.44 0.00 1 12 6,2 25.00 8.50x0.059 Z Con Yes 12 0.44 0.19 0.44 0.00 1 12 0.99 0.54 0.99 0.00 2 0.55 0.29 0.55 0.00 I 12 6,3 25.00 8.50x0.059 Z Con Yes 12 0.55 0.25 0.55 0.00 1 12 0.90 0.48 0.90 0.00 I 0.56 0.25 0.56 0.00 1 12 6,4 25.00 8.50x0.059 Z Con Yes 12 0.56 0.26 0.56 0.00 1 12 0.89 0.50 0.89 0.00 1 0.44 0.24 0.44 0.00 1 12 6,5 25.00 8.50x0.059 Z Con Yes 12 0.44 0.18 0.44 0.00 1 12 0.99 0.37 0.99 0.00 2 0.48 0.19 0.48 0.00 1 12 6,6 25.00 8.50x0.073 Z Con Yes 12 0.48 0.20 0.48 0.00 1 12 0.88 0.00 0.88 0.00 1 7,1 25.00 8.50x0.059 Z Con Yes 12 0.69 0.00 0.69 0.00 1 0.38 0.19 0.38 0.00 1 12 7,2 25.00 8.50x0.059 Z Con Yes 12 0.38 0.16 0.38 0.00 1 12 0.63 0.30 0.63 0.00 2 0.29 0.15 0.29 0.00 1 12 7,3 25.00 8.50x0.059 Z Con Yes 12 0.29 0.16 0.29 0.00 1 12 0.50 0.31 0.50 0.00 1 0.32 0.17 0.32 0.00 1 12 7,4 25.00 8.50x0.059 Z Con Yes 12 0.32 0.16 0.32 0.00 1 12 0.50 0.30 0.50 0.00 1 0.29 0.15 0.29 0.00 1 12 7,5 25.00 8.50x0.059 Z Con Yes 12 0.29 0.15 0.29 0.00 1 12 0.63 0.24 0.63 0.00 2 0.37 0.17 0.37 0.00 1 12 7,6 25.00 8.50x0.059 Z Con Yes 12 0.37 0.19 0.37 0.00 1 12 0.72 0.03 0.72 0.00 1 8,1 5.00 8.50x0.082 C Sim Yes 0 0.02 0.00 0.02 0.00 2 9,1 4.75 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 10,1 25.00 8.50x0.059 Z Con Yes 12 0.67 0.00 0.67 0.00 I 0.37 0.18 0.37 0.00 1 12 10,2 25.00 8.50x0.059 Z Con Yes 12 0.37 0.16 0.37 0.00 1 12 0.62 0.30 0.62 0.00 2 0.29 0.15 0.29 0.00 1 12 10,3 25.00 8.50x0.059 Z Con Yes 12 0.29 0.16 0.29 0.00 I 12 0.49 0.30 0.49 0.00 I 0.31 0.16 0.31 0.00 1 12 10,4 25.00 8.50x0.059 Z Con Yes 12 0.31 0.16 0.31 0.00 1 12 0.49 0.29 0.49 0.00 1 0.29 0.15 0.29 0.00 1 12 10,5 25.00 8.50x0.059 Z Con Yes 12 0.29 0.15 0.29 0.00 1 12 0.62 0.24 0.62 0.00 2 0.36 0.17 0.36 0.00 1 12 10,6 25.00 8.50x0.059 Z Con Yes 12 0.36 0.18 0.36 0.00 1 12 0.71 0.03 0.71 0.00 I 11,1 25.00 8.50x0.059 Z Con Yes 12 0.36 0.00 0.36 0.00 I 0.20 0.10 0.20 0.00 I 12 11,2 25.00 8.50x0.059 Z Con Yes 12 0.20 0.09 0.20 0.00 1 12 0.33 0.16 0.33 0.00 2 0.15 0.08 0.15 0.00 1 12 VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 38 of 71 11,3 25.00 8.50x0.059 Z Con Yes 12 0.15 0.08 0.15 0.00 1 12 0.26 0.15 0.26 0.00 1 0.17 0.08 0.17 0.00 1 12 11,4 25.00 8.50x0.059 Z Con Yes 12 0.17 0.08 0.17 0.00 1 12 0.26 0.15 0.26 0.00 1 0.15 0.08 0.15 0.00 1 12 11,5 25.00 8.50x0.059 Z Con Yes 12 0.15 0.08 0.15 0.00 1 12 0.33 0.16 0.33 0.00 2 0.20 0.09 0.20 0.00 1 12 11,6 25.00 8.50x0.059 Z Con Yes 12 0.20 0.10 0.20 0.00 1 12 0.36 0.00 0.36 0.00 1 12,1 12.44 8.50x0.082 C Sim Yes 0 0.24 0.00 0.24 0.00 2 13,1 12.44 8.50x0.082 C Sim Yes 0 0.23 0.00 0.23 0.00 2 14,1 12.44 8.50x0.082 C Sim Yes 0 0.16 0.00 0.16 0.00 2 15,1 12.44 8.50x0.082 C Sim Yes 0 0.11 0.00 0.11 0.00 2 16,1 6.08 8.50x0.059 Z Sim Yes 0 0.03 0.00 0.03 0.00 1 17,1 3.83 8.50x0.059 Z Sim Yes 0 0.03 0.00 0.03 0.00 1 18,1 6.08 8.50x0.059 Z Sim Yes 0 0.04 0.00 0.04 0.00 I 19,1 3.83 8.50x0.059 Z Sim Yes 0 0.04 0.00 0.04 0.00 1 20,1 10.00 8.50x0.059 C Sim Yes 0 0.07 0.00 0.07 0.00 1 21,1 5.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 22,1 12.44 8.50x0.082 C Sim Yes 0 0.29 0.00 0.29 0.00 2 23,1 12.44 8.50x0.082 C Sim Yes 0 0.29 0.00 0.29 0.00 2 24,1 9.17 8.50x0.059 Z Sim Yes 0 0.10 0.00 0.10 0.00 1 25,1 7.42 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 25,2 7.58 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 26,1 9.17 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 27,1 7.42 8.50x0.059 Z Sim Yes 0 0.12 0.00 0.12 0.00 I 27,2 7.58 8.50x0.059 Z Sim Yes 0 0.13 0.00 0.13 0.00 1 28,1 5.00 8.50x0.082 C Sim Yes 0 0.03 0.00 0.03 0.00 2 29,1 10.00 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 30,1 12.44 8.50x0.082 C Sim Yes 0 0.29 0.00 0.29 0.00 2 31,1 7.42 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 31,2 7.83 8.50x0.059 Z Sim Yes 0 0.12 0.00 0.12 0.00 1 32,1 7.42 8.50x0.059 Z Sim Yes 0 0.12 0.00 0.12 0.00 1 32,2 14.00 8.50x0.059 Z Sim Yes 0 0.60 0.07 0.60 0.00 1 33,1 7.44 8.50x0.082 C Sim Yes 0 0.07 0.02 0.07 0.00 2 34,1 7.44 8.50x0.082 C Sim Yes 0 0.04 0.01 0.04 0.00 2 35,1 12.44 8.50x0.082 C Sim Yes 0 0.31 0.05 0.31 0.00 2 36,1 12.44 8.50x0.082 C Sim Yes 0 0.18 0.00 0.18 0.00 2 37,1 2.83 8.50x0.059 Z Sim Yes 0 0.02 0.00 0.02 0.00 1 38,1 3.33 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 39,1 12.44 8.50x0.082 C Sim Yes 0 0.28 0.00 0.28 0.00 2 40,1 12.44 8.50x0.082 C Sim Yes 0 0.27 0.00 0.27 0.00 2 41,1 8.50 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 1 42,1 7.50 8.50x0.059 Z Sim Yes 0 0.10 0.00 0.10 0.00 3 43,1 8.50 8.50x0.059 Z Sim Yes 0 0.12 0.00 0.12 0.00 1 44,1 7.50 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.11 0.00 3 Maximum Secondary Deflections for Shape AHCLUB REVISION2 on Side 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.21 (L/712) 6.00 1 Wl> 2 1 0.18 (L/817) 6.00 1 W 1> 3 1 - - - - - 4 1 - 5 1 0.18 (L/1242) 9.00 1 W1> 6 1 0.74 (L/391 ) 10.00 I W1> • 6 2 0.62 (L/486) 38.00 1 W1> 6 3 0.48 (L/631 ) 62.50 1 W 1> 6 4 0.74 (L/405) 88.00 1 WI> 6 5 0.15 (L/1947) 112.50 1 WI> 6 6 1.11 (L/260) 138.50 I WI> 7 1 0.72 (L/397) 11.50 1 W 1> 7 2 0.21 (L/1403) 38.50 1 WI> 7 3 0.33 (L/917) 62.50 1 W 1> 7 4 0.35 (L/862) 88.00 1 Wl> 7 5 0.21 (L/1409) 111.50 1 W1> 7 6 0.75 (L/382) 138.50 1 W1> 8 1 - - - - - 9 1 - - - - - 10 1 0.71 (L/406) 11.50 1 Wl> 10 2 0.21 (L/1433) 38.50 1 Wl> 10 3 0.32 (L/941 ) 62.50 1 Wl> 10 4 0.34 (L/881 ) 88.00 1 W 1> 10 5 0.21 (L/1442) 111.50 1 W i> VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 39 of 71 10 6 0.74 (L/390) 138.50 1 Wl> 11 1 0.38 (L/758) 11.50 1 Wl> 11 2 0.11 (L/2832) 38.50 1 W1> 11 3 0.18 (L/1686) 62.50 1 WI> II 4 0.18 (L/1687) 87.50 1 WI> 11 5 0.11 (L/2830) 111.50 I Wl> 11 6 0.38 (L/757) 138.50 1 W1> 12 1 0.14 (L/1034) 6.00 1 WI> 13 1 0.14 (L/1073) 6.00 1 WI> 14 1 0.09 (L/1596) 6.00 1 WI> 15 1 0.07 (L/2174) 6.00 I Wl> 16 1 - - - - - 17 1 - - - - - 18 1 - - - - - 19 1 - - - - - 20 1 0.00 (L/7142) 5.00 I WI> 21 1 - - - - - 22 1 0.17 (L/878) 6.00 1 Wl> 23 1 0.17 (L/876) 6.00 1 Wl> 24 1 0.00 (L/6897) 5.58 1 W1> 25 l 0.00 (L/6449) 3.50 1 W1> 25 2 0.00 (L/6044) 11.42 1 Wl> 26 1 0.00 (L/6177) 5.58 1 WI> 27 1 0.00 (L/5774) 3.50 1 Wl> 27 2 0.00 . (L/5411 ) 11.42 I Wl> 28 1 - - - - - 29 1 - - - - - 30 1 0.17 (L/869) 6.00 1 Wl> 31 1 0.00 (L/6449) 3.50 1 Wl> 31 2 0.00 (L/5489) 11.42 1 Wl> 32 1 0.00 (L/5774) 3.50 1 Wl> 32 2 0.26 (L/647) 14.42 l Wl> 33 1 0.00 (L/6744) 4.00 1 Wl> 34 1 - - - - - 35 I 0.17 (L/857) 6.50 1 Wl> 36 1 0.11 (L/1371 ) 6.00 I Wl> 37 1 - - - - - 38 I - - - - - 39 1 0.17 (L/878) 6.00 1 Wl> 40 1 0.16 (L/924) 6.00 1 Wl> 41 1 0.00 (L/6624) 5.00 1 Wl> 42 1 0.00 (L/7953) 3.00 3 W3> 43 I 0.00 (L/5932) 5.00 I Wl> 44 1 0.00 (L/7096) 3.00 3 W3> VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUUEN Page: 40 of 71 Roof:A 71 72 73 74 75 76 •6.1 • 6.2 6.3 6 4 6 5 6.6 io 5 1 5.2 .5.3 5 4.'. 5.5 5 6 N v - 4 1 .4:2. 4.3 4:4 4.5 4.6 N 1-. 4 1 .± .4.2 4.3 4.4 4.5 4.6 4 1 4 2 4.3 4.4 4.5 4.6 A cv 4.1 4.2 4.3 4 4 • 4.5 4.6 4.1 4.2 4 3 '.4.4_ 4.5 4 6 S° 4,1 .4 2. 4 3 .4 4 4.5 4 6 - 4.1 4.2 4. j 44 4.5 46 A 4.1 4 2 4.3 4.4 4.5 4 6 7 4.1 4 2 4.3 4.4 4.5 4.6 ' 41 4.2-. 43 �34 45 46\ q 3.1 - 3.2 3.3 3.4 3.5 3 6 _o c. 2.1 2 2. 2.3 z:4 '" 2.5 2.6 1 1� ...,•_. L3 1.4 15 1.6 �,,,, YNt t -- -. ..1{Om 24 7X._.__.._}_.. __ 5_0^------- i- --25=21" --i 25740'r-} - 2 Jn_p - -1 '24'-0"-----•-•14)„ C e..J)H-!/LL-. Maximum Secondary Designs for Shape AHCLUB REVISION2 on Side A Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status Lap(in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 25.00 8.50x0.065 Z Con Yes 36 0.87 0.52 0.87 0.00 2 0.78- 0.35- 0.78 0.00 2 36 1,2 25.00 8.50x0.059 Z Con Yes 24 0.78 0.31 0.78 0.00 2 24 0.84 0.55 0.84 0.00 2 0.63 0.32 0.63 0.00 2 24 1,3 25.00 8.50x0.059 Z Con Yes 24 0.63 0.33 0.63 0.00 2 24 0.84 0.58 0.84 0.00 2 0.71 0.35 0.71 0.00 2 24 1,4 25.00 8.50x0.059 Z Con Yes 24 0.71 0.35 0.71 0.00 2 24 0.84 0.58 0.84 0.00 2 0.63 0.33 0.63 0.00 2 24 1,5 25.00 8.50x0.059 Z Con Yes 24 0.63 0.32 0.63 0.00 2 24 0.84 0.55 0.84 0.00 2 0.78 0.31 0.78 0.00 2 24 1,6 25.00 8.50x0.065 Z Con Yes 36 0.78 0.35 0.78 0.00 2 36 0.87 0.52 0.87 0.00 2 2,1 25.00 8.50x0.092 Z Con Yes 36 0.91 0.26 0.91 0.00 2 0.56 0.16 0.56 0.86 12 30 2,2 25.00 8.50x0.073 Z Con Yes 24 0.56 0.14 0.56 0.86 12 12 0.87 0.41 0.87 0.00 2 0.44 0.16 0.44 0.85 12 12 2,3 25.00 8.50x0.082 Z Con Yes 24 0.44 0.17 0.44 0.85 12 12 0.84 0.31 0.84 0.00 2 0.46 0.15 0.46 0.82 12 12 2,4 25.00 8.50x0.082 Z Con Yes 24 0.46 0.15 0.46 0.82 12 12 0.84 0.31 0.84 0.00 2 0.44 0.17 0.44 0.85 12 12 2,5 25.00 8.50x0.073 Z Con Yes 24 0.44 0.16 0.44 0.85 12 12 0.87 0.41 0.87 0.00 2 0.56 0.14 0.56 0.86 12 12 2,6 25.00 8.50x0.092 Z Con Yes 36 0.56 0.16 0.56 0.86 12 30 0.91 0.26 0.91 0.00 2 3,1 25.00 8.50x0.092 Z Con Yes 36 0.91 0.26 0.91 0.00 2 0.56 0.16 0.56 0.86 12 30 3,2 25.00 8.50x0.073 Z Con Yes 24 0.56 0.14 0.56 0.86 12 12 0.87 0.41 0.87 0.00 2 0.44 0.16 0.44 0.85 12 12 3,3 25.00 8.50x0.082 Z Con Yes 24 0.44 0.17 0.44 0.85 12 12 0.84 0.31 0.84 0.00 2 0.46 0.15 0.46 0.82 12 12 3,4 25.00 8.50x0.082 Z Con Yes 24 0.46 0.15 0.46 0.82 12 12 0.84 0.31 0.84 0.00 2 0.44 0.17 0.44 0.85 12 12 3,5 25.00 8.50x0.073 Z Con Yes 24 0.44 0.16 0.44 0.85 12 12 0.87 0.41 0.87 0.00 2 0.56 0.14 0.56 0.86 12 12 3,6 25.00 8.50x0.092 Z Con Yes 36 0.56 0.16 0.56 0.86 12 30 0.91 0.26 0.91 0.00 2 4,1 25.00 8.50x0.092 Z Con Yes 36 0.91 0.26 0.91 0.00 2 0.56 0.16 0.56 0.86 12 30 4,2 25.00 8.50x0.073 Z Con Yes 24 0.56 0.14 0.56 0.86 12 12 0.87 0.41 0.87 0.00 2 0.44 0.16 0.44 0.85 12 12 4,3 25.00 8.50x0.082 Z Con Yes 24 0.44 0.17 0.44 0.85 12 12 0.84 0.31 0.84 0.00 2 0.46 0.15 0.46 0.82 12 12 4,4 25.00 8.50x0.082 Z Con Yes 24 0.46 0.15 0.46 0.82 12 12 0.84 0.31 0.84 0.00 2 0.44 0.17 0.44 0.85 12 12 4,5 25.00 8.50x0.073 Z Con Yes 24 0.44 0.16 0.44 0.85 12 12 0.87 0.41 0.87 0.00 2 0.56 0.14 0.56 0.86 12 12 4,6 25.00 8.50x0.092 Z Con Yes 36 0.56 0.16 0.56 0.86 12 30 0.91 0.26 0.91 0.00 2 5,1 25.00 8.50x0.092 Z Con Yes 36 0.88 0.26 0.88 0.00 2 0.55 0.16 0.55 0.85 12 24 5,2 25.00 8.50x0.073 Z Con Yes 24 0.55 0.14 0.55 0.85 12 12 0.94 0.42 0.94 0.00 2 0.44 0.16 0.44 0.84 12 12 VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS vpRCO-PRUDEN Page: 41 of 71 5,3 25.00 8.50x0.082 Z Con Yes 24 0.44 0.16 0.44 0.84 12 12 0.83 0.31 0.83 0.00 2 0.45 0.14 0.45 0.80 12 12 5,4 25.00 8.50x0.082 Z Con Yes 24 0.45 0.14 0.45 0.80 12 12 0.83 0.31 0.83 0.00 2 0.44 0.16 0.44 0.84 12 12 5,5 25.00 8.50x0.073 Z Con Yes 24 0.44 0.16 0.44 0.84 12 12 0.94 0.42 0.94 0.00 2 0.55 0.14 0.55 0.85 12 12 5,6 25.00 8.50x0.092 Z Con Yes 36 0.55 0.16 0.55 0.85 12 24 0.88 0.26 0.88 0.00 2 6,1 25.00 8.50x0.092 Z Con Yes 36 0.86 0.25 0.86 0.00 2 0.54 0.15 0.54 0.83 12 24 6,2 25.00 8.50x0.073 Z Con Yes 24 0.54 0.14 0.54 0.83 12 12 0.93 0.41 0.93 0.00 2 0.43 0.15 0.43 0.83 12 12 6,3 25.00 8.50x0.082 Z Con Yes 24 0.43 0.16 0.43 0.83 12 12 0.81 0.30 0.81 0.00 2 0.45 0.14 0.45 0.79 12 12 6,4 25.00 8.50x0.082 Z Con Yes 24 0.45 0.14 0.45 0.79 12 12 0.81 0.30 0.81 0.00 2 0.43 0.16 0.43 0.83 12 12 6,5 25.00 8.50x0.073 Z Con Yes 24 0.43 0.15 0.43 0.83 12 12 0.93 0.41 0.93 0.00 2 0.54 0.14 0.54 0.83 12 12 6,6 25.00 8.50x0.092 Z Con Yes 36 0.54 0.15 0.54 0.83 12 24 0.86 0.25 0.86 0.00 2 7,1 25.00 8.50x0.092 EZ Sim Yes 0 0.71 0.00 0.71 0.00 2 7,2 25.00 8.50x0.082 EZ Sim Yes 0 0.87 0.00 0.87 0.00 2 7,3 25.00 8.50x0.082 EZ Sim Yes 0 0.87 0.00 0.87 0.00 2 7,4 25.00 8.50x0.082 EZ Sim Yes 0 0.87 0.00 0.87 0.00 2 7,5 25.00 8.50x0.082 EZ Sim Yes 0 0.87 0.00 0.87 0.00 2 7,6 25.00 8.50x0.092 EZ Sim Yes 0 0.71 0.00 0.71 0.00 2 Maximum Secondary Deflections for Shape AHCLUB REVISION2 on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -1.03 (L/280) 11.50 1 S 1 2 -0.27 (L/1094) 38.50 1 S 1 3 -0.52 (L/577) 62.00 1 S 1 4 -0.52 (L/578) 88.00 1 S 1 5 -0.27 (L/1094) 111.50 1 S 1 6 -1.03 (L/280) 138.50 1 S 2 1 -0.98 (L/293) 11.50 1 S 2 2 -0.35 (L/849) 38.50 I S 2 3 -0.54 (L/555) 62.00 1 S 2 4 -0.54 (L/555) 87.50 1 S 2 5 -0.35 (L/849) 111.50 1 S 2 6 -0.98 (L/293) 138.50 1 S 3 1 -0.98 (-L/293) 11.50 1 S 3 2 -0.35 (L/849) 38.50 1 S 3 3 -0.54 (L/555) 62.00 1 S 3 4 -0.54 (L/555) 87.50 I S 3 5 -0.35 (L/849) 111.50 1 S 3 6 -0.98 (L/293) 138.50 1 S 4 1 -0.98 (L/293) 11.50 1 S 4 2 -0.35 (L/849) 38.50 1 S 4 3 -0.54 (L/555) 62.00 1 S 4 4 -0.54 (L/555) 87.50 1 S 4 5 -0.35 (L/849) 111.50 1 S 4 6 -0.98 (L/293) 138.50 1 S 5 1 -0.98 (L/294) 11.50 I S 5 2 -0.35 (L/846) 38.50 I S 5 3 -0.53 (L/567) 62.50 1 S 5 4 -0.53 (L/567) 87.50 1 S 5 5 -0.35 (L/846) 111.50 1 S 5 6 -0.98 (L/294) 138.50 1 S 6 1 -0.96 (L/299) 11.50 1 S • 6 2 -0.35 (L/862) 38.50 1 S 6 3 -0.52 (L/578) 62.50 1 S 6 4 -0.52 (L/578) 87.50 1 S 6 5 -0.35 (L/862) 111.50 I S 6 6 -0.96 (L/300) 138.50 1 S 7 1 -1.17 (L/245) 13.00 1 S 7 2 -1.55 (L/193) 37.50 1 S 7 3 -1.55 (L/193) 62.50 1 S 7 4 -1.55 (L/193) 87.50 1 S 7 5 -1.55 (L/193) 112.50 1 S 7 6 -1.17 (L/245) 137.00 1 S Purlin Anchorage Forces(Evaluated Using D+Cg+L) Shape Force(k) Resistance(k) Numb.Purlins Roof Angle(Pitch) A -28.5508 33.8180 16 9.462( 2.000:12) VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Job No.: -I- /)23o2 -Uj PURLIN ANCHORAGE FORCES Page: of Date: e a/74-/o/ VP BUILDINGS Continuous Purlins Prepared By: .r),/ VARCO.PRUDEN Rev. 4, 7/11/00 Required Input: Purlin Data Consider supports as restrained? n Simp./Cont.? C S/C? Consider rake channel? n Roof Geometry #Purlins,n,= 15 Span Length/ Purlin Thickness Pitch(?/12)= 2.00 Z Depth,d= 8.50 (ft. ) Bay# Length Thickness Pitch Angle= 9.46 (deg.) Avg. Purlin Spacing: 5.0693 ft. 1 25.0 ft. 0.092 in. Plane Width= 76.0 (ft. ) Purlin Clip Data 2 25.0 ft. 0.073 in. No. Bays= 6 Rc,,P= 760 (lb. ) 3 25.0 ft. 0.082 in. Clip type= ARC1 4 25.0 ft. 0.082 in. Uniform Roof Load #Downhill,nd= 1 5 25.0 ft. 0.073 in. Live,Snow= 25.00 psf Diaphragm Shear Prop. 6 25.0 ft. 0.092 in. Dead Load= 7.13 psf Panel Type= SSR -- 0.0 ft. 0.000 in. Total Load= 32.13 psf Strength, Sd= 0.034 (k/ft•) -- 0.0 ft. 0.000 in. Stiffness, G'= 0.42 (k/in.) -- 0.0 ft. 0.000 in. *Input: "SSR", "SSR-ep", "SLR", "SLR-e", "PR", "PR-s"or"NBVP" Calculated Values: I.Anchorage Forces, Resistance, Diaphragm Shear& Deflection--Restraints at Supports anchorage resistance Panel Diaphragm Shear and Deflection Frm. PL Rp no no Rc Rake R total Bay SL SL/Sd SR SR/Sd A(in.) A A # kips kips Req'd kips Chan kips # k/ft. ratio k/ft. ratio actual limit ratio 1 0.00 0.00 0 0.00 0.00 0.00 1 0.030 0.89 0.030 0.89 0.720 0.833 0.864 2 0.00 0.00 0 0.00 0.00 0.00 2 0.029 0.86 0.029 0.86 0.699 0.833 0.839 3 0.00 0.00 0 0.00 0.00 0.00 3 0.030 0.87 0.030 0.87 0.707 0.833 0.849 4 0.00 0.00 0 0.00 0.00 0.00 4 0.030 0.87 0.030 0.87 0.707 0.833 0.849 5 0.00 0.00 0 0.00 0.00 0.00 5 0.029 0.86 0.029 0.86 0.699 0.833 0.839 6 0.00 0.00 0 0.00 0.00 0.00 6 0.030 0.89 0.030 0.89 0.720 0.833 0.864 7 0.00 0.00 0 0.00 0.00 0.00 -- 0.000 0.00 0.000 0.00 0.000 0.000 0.000 -- 0.00 - -- -- -- -- -- 0.000 0.00 0.000 0.00 0.000 0.000 0.000 -- 0.00 - -- - -- -- -- 0.000 0.00 0.000 0.00 0.000 0.000 0.000 -- 0.00_ -- -- -- -- -- EPL= 0.0 ER= 0.00 Anchorage Forces Graphic Summary PL(k)= 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(in.)= 0.092 d 0.073 0.082 0.082 A 0.073\ 0.092\ 0.000\ 0.000 0.0000 L(ft.)= I, 25.0 Ow , 25.0' 4 25.i[, 25.i , 25.0.025.'�44 0.0 r , 0.0 .1* f 0.0 old R(k)= 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- __ - Panel Shear MO \cc N Oo0 0 ci O o O O O O O O O O O 6 O Sallow= 0.034 A(in.)= 0.720 0.699 0.707 0.707 0.699 0.720 0.000 0.000 0.000 U360= 0.83 0.833 0.83 0.83 0.83 0.83 0.00 0.00 0.00 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 42 of 71 Framing-Summary Report Loads and Codes-Shape:AHCLUB REVISION2 City: ANACORTES County: Skagit State: Washington Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall:4.00 in per hour Building Use:Standard Occupancies Cold Form: 89AISI Allow.Overstress: Frm: 1.03,Sec: 1.03,Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:2.13 psf Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf LL for Below Eave Canopy:N/A Wind Load Snow Load Seismic Load Wind Speed:80.00 mph Roof Snow Load: 25.00 psf Seismic:Zone 3 Wind Exposure(Factor): C(1.115) Design Snow(Sloped):25.00 psf Seismic Importance: 1.000 Parts Wind Exposure Factor: 1.115 Snow Exposure Category(Factor):3(0.70) Framing Seismic Period:0.3217 Wind Enclosure:Enclosed Snow Importance: 1.000 Bracing Seismic Period:0.1838 Wind Importance Factor: 1.000 Ground/Roof Conversion: 1.00 Soil Profile Type:Stiff soil(D,4) Base Elevation:0/0/0 %Snow Used in Seismic:0.00 Frame Redundancy Factor:1.0000 Basic Wind Pressure: 18.27 psf Seismic Snow Load: 0.00 psf Brace Redundancy Factor:1.5000 Frame Seismic Factor(Cs):0.2000 Brace Seismic Factor(Cs):0.1800 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement,VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations-Framing No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 L 2 System 1.000 1.0 D+1.0 CG+1.0 AL" 3 System 1.000 1.0 D+1.0 CG+1.0^AL 4 System 1.000 1.0 D+1.0 CG+1.0 S 5 System 1.333 1.0 D+1.0 WI> 6 System 1.333 1.0 D+1.0<W 1 7 System 1.333 1.0 D+1.0 WP 8 System 1.333 1.0 D+1.0 W3> 9 System 1.333 1.0 D+1.0<W3 10 System 1.333 1.0 D+1.0 CG+0.714 E> I I System 1.333 1.0 D+1.0 CG+0.714<E 12 System 1.333 1.0 D+0.500 S+1.0 W I> 13 System 1.333 1.0 D+0.500 S+1.0<W 1 14 System 1.333 1.0 D+0.500 S+1.0 WP 15 System 1.333 1.0 D+0.500 S+1.0 W3> 16 System 1.333 1.0 D+0.500 S+1.0<W3 17 System 1.333 1.0D+1.0CG+1.0S+0.500WI> 18 System 1.333 1.0 D+1.0 CG+1.0 S+0.500<W 1 19 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 WP 20 System 1.333 1.0 D+1.0 CG+1.0 S+0.500 W3> 21 System 1.333 1.0 D+1.0 CG+1.0 S+0.500<W3 Deflection Load Combinations-Framing No. Do Not Use Origin Factor Def H Def V Application Description 1 User 1.000 60 0 1.200 D+1.200 CG+0.670 E> E> 2 User 1.000 60 0 1.200 D+1.200 CG+0.670<E <E 3 System 1.000 60 0 0.750 W 1> 4 System 1.000 60 0 0.750<W 1 5 System 1.000 60 0 0.750 WP 6 System 1.000 60 0 0.750 W3> 7 System 1.000 60 0 0.750<W3 VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGPage: 43 of 71 VAACO-PRUDEN-PREN Wall : 4,Frame at: 1/0/0 Frame Cross Section: 1 lip CO 13 ' S'-0" FBA m 76' 6" 2 00 �" --- 2 d #M • m m FBA (2)FB �1�1�17 - Nl FB I- FB I I >X ,44 26'-0" 23'-0" 26'-0" , I. 75'-0„ FRAME CROSS SECTION AT FRAME LINE(S) 1 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2 @ 4'-9 7/8" 9 3 1/4" Frame Clearances Horiz.Clearance between members 1(CX001)and 8(CX002):71'-3" Vert.Clearance at member 1(CX001):23'-9" Vert.Clearance at member 8(CX002): 11'-0 3/8" Vert.Clearance at member 9(EPX001): 19'-I 7/16" Vert.Clearance at member 10(EPX002): 15'-0 1/8" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) • VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 44 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 1/0/0 13/0/0 End Frame CB2 ' 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building cave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 1 5.00 0.1345 0.1345 7.00 11.00 24.66 224.7 50.00 50.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 15.64 137.8 50.00 50.00 KN SP 3P 3 5.00 0.1345 0.1644 9.00 16.00 9.84 118.4 50.00 50.00 SP SS 3P 4 5.00 0.1345 0.1644 16.00 9.00 10.16 122.0 50.00 50.00 SS SP 3P 5 5.00 0.1345 0.1345 9.00 19.00 13.29 150.5 50.00 50.00 SP SS 3P 6 5.00 0.1345 0.1345 19.00 19.00 10.03 144.3 50.00 50.00 SS SP 3P 7 5.00 0.1875 0.1345 19.00 19.00 15.64 261.8 50.00 50.00 SP KN 3P 8 5.00 0.1875 0.1345 7.00 17.00 12.40 150.4 50.00 50.00 BP KN 3P 9 5.00 0.1345 0.1345 9.00 9.00 19.12 178.3 50.00 50.00 BP SS 3P 10 5.00 0.1345 0.1345 7.00 7.00 15.01 126.5 50.00 50.00 BP SS 3P Total Frame Weight=1614.7 (p) (Includes all plates) Frame Pricing Weight=1762.1 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 9 No Yes 10 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 26/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 10 49/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:1 Grid1 -Grid2 1-E 1-D 1-B 1-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D+CG+L 0.35 3.80 - - 8.49 - - 7.80 -0.35 4.01 - 2 D+CG+ALA 0.29 2.32 - - 4.19 - - 3.32 -0.29 2.58 - 3 D+CG+^AL 0.08 1.22 - - 3.95 - - 4.12 -0.08 1.15 - 4 D+CG+S 0.48 5.16 - - 11.62 - - 10.66 -0.48 5.45 - 5 D+Wl> -2.36 -1.83 - 3.98 -2.87 - 3.17 -6.63 -6.11 2.42 - 6 D+<W l 1.06 -1.91 - -3.98 -4.37 - -3.17 -4.11 1.77 -2.08 - 7 D+WP 1.54 -1.43 - - -2.58 - - -3.86 -1.54 -1.03 - 8 D+W3> -2.36 -1.83 - - -2.87 - - -6.63 -6.11 2.42 - 9 D+<W3 1.53 1.80 - - 2.72 - - 5.45 4.86 -1.03 - 10 D+CG+E> -0.02 1.28 - -0.11 3.21 - -0.09 1.73 -1.57 2.47 - 11 D+CG+<E 0.25 1.49 - 0.11 2.64 - 0.09 3.70 1.34 0.42 - 12 D+S+W l> -2.18 0.06 - 3.98 1.48 - 3.17 -2.66 -6.30 4.42 - 13 D+S+<W 1 1.24 -0.02 - -3.98 -0.02 - -3.17 -0.14 1.59 -0.08 - 14 D+S+WP 1.72 0.45 - - 1.77 - - 0.11 -1.72 0.97 - 15 D+S+W3> -2.18 0.06 - - 1.48 - - -2.66 -6.30 4.42 - 16 D+S+<W3 1.72 3.69 - - 7.07 - - 9.42 4.68 0.97 - 17 D+CG+S+W l> -0.72 3.93 - 1.99 9.59 - 1.59 6.78 -3.52 6.34 - 18 D+CG+S+<W 1 0.99 3.89 - -1.99 8.84 - -1.5.9 8.04 0.42 4.09 - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VPGS VA GO-PRUBUILDI EN Page: 45 of 71 YAECO-PRUOEN 19 D+CG+S+WP 1.23 4.12 - - 9.73 - - 8.17 -1.23 4.61 - 20 D+CO+S+W3> -0.72 3.93 - - 9.59 - - 6.78 -3.52 6.34 - 21 D+CG+S+<W3 1.23 5.74 - - 12.38 - - 12.82 1.97 4.61 - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 1-E 2.36 5 1.72 14 - - - - 1.91 6 5.74 21 - - - - 26/0/0 1-D - - - - 3.98 6 3.98 5 4.37 6 12.38 21 - - - - 49/0/0 1-B - - - - 3.17 6 3.17 5 6.63 5 12.82 21 - - - - 75/0/0 A-1 6.30 12 4.86 9 - - - - 2.08 6 6.34 17 - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 1-E 1 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 26/0/0 1-D 9 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 49/0/0 1-B 10 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 1-A 8 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.72 10.731 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 4 1 S2 0.38 15.471 94.11 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 6 1 S2 0.30 18.731 139.26 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 7 1 S3 14.44 18.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 7 2 S4 Alternate Web Thick.= 0.1644 0.1875 2.000 Opposite Fillet W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 ' 2 0.375 6.00 9.69 0.750 1 0 0 1 0 0 2.50 KN(Face) STD 109.9 109.9 2 1 0.375 6.00 10.06 0.750 1 0 0 1 0 0 2.50 KN(Face) STD 109.9 109.9 2 2 0.375 6.00 10.00 0.750 1 0 0 2 0 0 2.50 SP STD 107.9 140.7 3 1 0.375 6.00 10.02 0.750 1 0 0 2 0 0 2.50 SP STD 107.9 140.7 4 2 0.375 6.00 10.02 0.750 1 0 0 1 0 0 2.50 SP STD 107.9 107.9 5 1 0.375 6.00 10.02 0.750 1 0 0 1 0 0 2.50 SP STD 107.9 107.9 6 2 0.375 6.00 20.00 0.750 1 0 0 1 0 0 2.50 SP STD 265.1 265.1 7 1 0.375 6.00 20.00 0.750 1 0 0 1 0 0 2.50 SP STD 265.1 265.1 7 2 0.500 6.00 17.50 0.750 2 0 0 1 0 0 2.50 KN(Top) STD 585.5 421.3 8 2 0.500 6.00 18.00 0.750 2 0 0 1 0 0 2.50 KN(Top) STD 585.5 421.3 9 2 0.375 6.00 10.00 0.500 1 0 0 1 0 0 3.00 CP STD Pitch2= 0.00 10 2 0.375 6.00 8.00 0.500 1 0 0 1 • 0 0 3.00 CIP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 12/5/4 12/5/4 FB2050 1 21/2/0 21/2/0 FB2054 2 4/4/4 6/1/7 FB2050 2 14/4/4 16/1/7 FB2050 3 9/7/11 26/1/7 FB2084.5-Ft 4 4/9/9 31/1/7 FB2070 5 9/7/11 46/1/7 FB2090 6 6/4/4 56/1/7 FB2110 7 6/3/14 66/1/7 FB2104 7 11/1/12 70/11/5 FB2104 8 7/5/4 7/5/4 FB2074 9 4/0/0 4/0/0 FB2050 9 12/5/4 12/5/4 (2)FB2050 VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 46 of 71 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 9.94 8.67 14 - -OS -0.1 -106.4 0.0 0.18 0.06 14.80 0.00r 13.72 22.92 19.24 35.47 0.775 0.002 2 9.75 9.00 4 -0.4 0.4 152.7 0.0 0.17 0.35 21.88 0.00 17.54 16.55 26.61 26.61 0.829 0.021 3 10.12 16.00 4 -1.7 -6.0 -362.4 0.0 0.42 2.27 21.01 0.00 16.27 9.08 21.51 21.51 0.997 0.250 4 0.00 16.00 4 0.2 5.3 -362.4 0.0 0.06 2.01 21.01 0.00 30.00 9.08 21.51 21.51 0.977 0.221 5 13.46 19.00 4 -1.4 -4.4 -249.5 0.0 0.36 1.73 12.26 0.00 14.82 4.29 15.86 19.02 0.792 0.404 6 0.00 19.00 4 0.5 5.9 -249.5 0.0 0.13 2.32 12.26 0.00 30.00 4.29 15.86 19.02 0.773 0.541 7 14.47 19.00 12 -5.3 -3.4 -743.6 0.0 1.22 1.32 29.64 0.00 29.24 5.78 33.72 33.72 0.915 0.228 8 11.04 17.00 12 -4.6 4.8 -724.7 0.0 1.12 2.11 33.48 0.00 29.29 7.26 34.19 34.19 1.012 0.290 9 9.89 9.00 12 -1.5 0.0 -235.5 0.0 0.59 0.00 31.27 0.00 19.93 22.06 31.78 35.47 1.013 0.000 10 7.44 7.00 5 6.6 -0.2 -149.4 0.0 2.95 0.19 29.41 0.00 40.00 26.67 35.47 35.47 0.829 0.007 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lb1 Rt-1 Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 9.94 8.67 2.48 3.55 1.06 285.02 60.0 0.0120.5 56.4 0.0 7.19 149.3 1.38 0.0 0.00 0.89 1.00 1.00 0.00 2 9.75 9.00 2.52 3.67 1.05 296.42 60.0 60.0 80.8 56.9 56.9 6.98 60.0 1.31 60.0 1.31 0.89 1.00 1.36 1.13 3 10.12 16.00 3.93 5.92 0.85 296.42 60.0 0.0 50.0 71.0 0.0 17.25 60.0 1.15 0.0 0.00 0.72 1.00 1.00 0.00 4 0.00 16.00 3.93 5.92 0.85 280.19 60.0 0.0 47.3 71.0 0.0 17.25 60.0 1.15 0.0 0.00 0.72 1.00 1.00 0.00 5 13.46 19.00 3.86 7.07 0.85 280.19 60.0 0.0 39.6 70.4 0.0 20.35 120.0 1.16 0.0 0.00 0.63 1.00 1.00 0.00 6 0.00 19.00 3.86 7.07 0.85 292.03 60.0 0.0 41.3 70.4 0.0 20.35 120.0 1.16 0.0 0.00 0.63 1.00 1.00 0.00 7 14.47 19.00 4.38 7.38 0.94 292.03 39.8 15.0 39.6 42.2 15.9 25.09 39.8 1.22 15.0 1.22 0.84 1.00 1.09 1.01 8 11.04 17.00 4.11 6.69 0.98 132.47 43.2 15.0 29.7 44.2 15.4 21.65 43.2 1.24 15.0 1.24 0.85 1.00 1.16 1.01 9 9.89 9.00 2.52 3.67 1.05 237.27 101.3 0.0 64.7 96.0 0.0 7.53 101.3 1.33 0.0 0.00 0.89 1.00 1.00 0.00 10 7.44 7.00 2.25 2.93 1.12 189.72 41.3 60.0 64.8 37.0 53.8 5.08 89.3 1.37 90.9 1.38 0.89 1.00 1.75 1.57 Maximum Frame Deflection Summary for Cross Section:1 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.228 (H/63) 8 2 6 W3> Max.Vertical Deflection for Span I 0.424 (L/702) 2 2 3 W 1> Max.Vertical Deflection for Span 2 -0.186 (L/1487) 4 2 3 W 1> Max.Vertical Deflection for Span 3 0.456 (L/645) 6 2 3 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 47 of 71 Wall : 4,Frame at: 25/0/0 Frame Cross Section:2 e m 7 '- 716" N 13 .000:1 illiiii m 2)FB m CI m i 1 FB ��� 1'/tea / - Y 1 41 N (2)FB' i Ell X 40'-0" 35'-0" 75'-0" I FRAME CROSS SECTION AT FRAME LINE(S) 2 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2@4'-97/8" 9 3 1/4" Frame Clearances Horiz.Clearance between members 1(CX003)and 8(CX004):70'-0" Vert.Clearance at member 1(CX003):23'-1 1/4" Vert.Clearance at member 8(CX004):10'-10 3/16" Vert.Clearance at member 9(TCX001): 15'-10 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 48 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 25/0/0 24/6/0 CB Frame 40'IC Spacing 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building eave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.l Jt.2 1 5.00 0.1875 0.1345 7.00 21.00 24.66 335.5 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 17.00 9.83 120.8 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 17.00 20.00 332.1 50.00 50.00 SS SP 3P 4 5.00 0.3125 0.1875 17.00 27.00 9.83 249.5 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1644 27.00 18.00 10.17 264.9 50.00 50.00 SS SP 3P 6 5.00 0.2500 0.1345 18.00 22.00 15.00 273.1 50.00 50.00 SP SS 3P 7 5.00 0.2500 0.1644 22.00 22.00 9.76 187.1 50.00 50.00 SS KN 3P 8 5.00 0.2500 0.1345 12.00 22.00 12.40 234.3 50.00 50.00 BP KN 3P 9 5.00 0.1875 0.1875 5.00 5.00 16.37 214.0 46.00 46.00 BP SS T Total Frame Weight=2211.4 (p) (Includes all plates) Frame Pricing Weight=2368.6 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 9 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 40/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:2 Gridl -Grid2 2-E 2-C 2-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) l D+CG+L 1.33 8.54 - 21.64 -1.33 7.07 - - 2 D+CG+ALA 0.73 4.39 - 10.02 -0.73 2.76 - - 3 D+CG+AAL 0.52 3.36 - 10.06 -0.52 3.75 - - 4 D+CG+S 2.20 13.97 - 35.59 -2.20 11.57 - - 5 D+W l> • -4.89 -4.19 - -15.98 -11.07 2.67 - - 6 D+<W 1 1.40 -5.52 - -13.90 3.93 -4.78 - - 7 D+WP 2.40 -3.78 - -10.63 -2.41 -3.09 - - 8 D+W3> -4.89 -4.19 - -15.98 -11.07 2.67 - - 9 D+<W3 3.25 3.83 - 13.05 8.79 -0.80 - - 10 D+CG+E> 0.25 3.59 - 7.59 -3.24 4.43 - - 11 D+CG+<E 0.80 3.45 - 9.93 2.19 1.40 - - 12 D+S+W l> -4.05 1.04 - -2.56 -11.90 7.00 - - 13 D+S+<W 1 2.23 -0.30 - -0.49 3.09 -0.45 - - 14 D+S+WP 3.24 1.45 - 2.79 -3.24 1.24 - - 15 D+S+W3> -4.05 1.04 - -2.56 -11.90 7.00 - - 16 D+S+<W3 4.08 9.05 - 26.46 7.96 3.53 - - 17 D+CG+S+W l> -0.34 11.16 - 25.90 -7.64 12.32 - - 18 D+CG+S+<W 1 2.80 10.49 - 26.94 -0.14 8.59 - - 19 D+CG+S+WP 3.30 11.36 - 28.58 -3.30 9.44 - - 20 D+CG+S+W3> -0.34 11.16 - 25.90 -7.64 12.32 - - 21 D+CG+S+<W3 3.72 15.17 - 40.42 2.29 10.58 - - VPC File:CA0112902-01OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 49 of 71 Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 2-E 4.89 5 4.08 16 - - - 5.52 6 15.17 21 - - - - 40/0/0 2-C - - - - - - - - 15.98 5 40.42 21 - - - - 75/0/0 A-2 11.90 12 8.79 9 - - - - 4.78 6 12.32 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 2-E - 1 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 2-C 9 0.500 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 2-A 8 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) _ (in.) (in.) (in.) Description 1 1 S3 23.07 20.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 5 1 S2 0.54 25.770 156.75 N/A N/A 0.2500 2.000 Both F-OS-0.1875,W-OS-0.1875 5 2 S1 6.86 20.182 122.76 3.00 60.87 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 8 1 S3 10.82 21.500 N/A N/A N/A 0.2500 2.000 Both F-FP,W-OS-0.1875 8 2 S4 Alternate Web Thick.= 0.2500 0.1875 2.000 Opposite Fillet W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.500 6.00 15.79 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 2 1 0.500 6.00 16.12 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 3 2 0.375 6.00 18.00 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 4 1 0.375 6.00 18.03 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 5 2 0.375 6.00 19.03 0.750 1 0 0 I 0 0 2.50 SP STD 257.8 257.8 6 - 1 0.375 6.00 19.01 0.750 1 0 0 1 0 0 2.50 SP STD 257.8 257.8 7 2 0.500 6.00 23.00 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1164.7 804.7 8 2 0.500 6.00 22.50 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1164.7 804.7 9 2 0.375 6.00 10.50 0.500 I 0 0 1 0 0 8.50 CP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note I 12/5/4 12/5/4 FB2080 1 21/2/0 21/2/0 (2)FB2110 2 3/6/1 6/1/7 (2)FB2084 3 10/5/6 21/1/7 FB2094 4 5/5/6 36/1/7 FB3010 5 0/7/7 41/1/7 (2)FB3040 5 5/7/7 46/1/7 FB3010 6 5/5/6 56/1/7 FB2110 6 10/5/6 61/1/7 FB3000 7 0/5/6 66/1/7 FB3010 . 7 5/3/4 70/11/5 (2)FB3010 8 7/5/4 7/5/4 (2)FB2104 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition ' Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 12.44 14.54 4 -14.0 -1.8 -275.5 0.0 3.71 0.94 16.78 0.00 18.60 7.50 21.23 26.12 0.969 0.126 2 0.97 15.00 4 -0.1 11.8 -398.8 0.0 0.03 5.86 21.69 0.00 18.00 7.03 26.02 26.02 0.835 0.834 3 5.45 17.00 4 -2.0 1.5 663.8 0.0 0.42 0.64 26.96 0.00 21.10 5.52 28.94 28.94 0.946 0.116 4 10.20 27.00 4 -5.9 -17.7 -1751.6 0.0 0.74 3.49 28.05 0.00 21.53 4.20 29.19 37.50 0.985 0.831 5 0.26 26.76 4 -0.1 16.8 -1698.6 0.0 0.01 3.82 27.30 0.00 22.58 7.17 29.33 37.50 0.931 0.533 6 15.00 22.00 5 -8.4 -3.5 -1075.0 0.0 1.55 1.20 29.05 0.00 28.75 4.34 37.02 37.77 0.826 0.275 7 8.21 22.00 12 -9.8 -5.0 -1401.3 0.0 1.63 1.40 35.69 0.00 31.97 6.48 38.40 38.40 0.972 0.215 8 10.85 22.00 12 -7.4 9.2 -1356.4 0.0 1.37 3.11 36.65 0.00 32.44 4.34 37.02 37.77 1.026 0.717 9 13.65 5.00 4 -35.6 -0.0 0.0 0.0 10.11 0.00 0.00 0.00 12.85 18.40 30.36 27.60 0.787 0.000 VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS YARCO-PRUDEN Page: 50 of 71 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lbl Rt-1 Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 12.44 14.54 3.78 5.83 1.02 277.35 60.0 44.8 71.4 59.0 44.0 16.41 149.3 1.31 104.8 1.29 0.87 0.99 1.75 1.24 2 0.97 15.00 3.84 5.99 1.01 456.57 21.1 39.6 76.2 20.9 39.3 18.39 21.1 1.26 39.6 1.27 0.87 1.00 1.11 1.80 3 5.45 17.00 4.72 6.92 1.05 456.57 60.0 60.0 66.0 57.1 57.1 24.62 60.0 1.30 60.0 1.30 0.96 1.00 1.17 1.02 4 10.20 27.00 8.07 10.22 0.90 456.57 60.1 0.0 44.7 66.8 0.0 62.45 60.1 1.19 0.0 0.00 1.00 1.00 1.00 0.00 5 0.26 26.76 8.03 10.55 0.99 396.38 60.1 60.0 37.6 60.8 60.8 62.23 60.1 1.26 60.0 1.26 1.00 1.00 1.30 1.32 6 15.00 22.00 5.39 8.69 0.98 396.38 60.0 0.0 45.6 61.0 0.0 37.01 60.0 1.25 0.0 0.00 0.94 1.00 1.11 0.00 7 8.21 22.00 6.03 8.46 0.93 396.38 35.3 18.3 46.9 37.9 19.7 39.26 35.3 1.21 18.3 1.21 0.96 1.00 1.06 1.01 8 10.85 22.00 5.39 8.69 0.98 130.26 40.9 18.3 22.5 41.6 18.7 37.01 40.9 1.25 18.3 1.25 0.94 1.00 1.16 1.01 9 13.65 5.00 3.52 1.95 1.95 209.68 196.5 0.0 107.5 100.8 0.0 5.36 196.5 2.81 0.0 0.00 1.00 1.00 1.00 0.00 Maximum Frame Deflection Summary for Cross Section:2 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.376 (H/58) 8 2 6 W3> Max.Vertical Deflection for Span 1 -0.479 (L/961 ) 2 2 1 E> Max.Vertical Deflection for Span 2 0.895 (L/447) 6 2 3 W I> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. • VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS ,ARCO-PRUDEN Page: 51 of 71 Wall : 4,Frame at: 50/0/0 Frame Cross Section:3 y m 13 7.'4)7�1s" _.000: __. - 11�v .--_ 2)FB 111 41111111111111mito--------- •. LL m a���i LL CO u. i 1 Y lel I (2)Ffl 1II _1 X Z® 40'-0" J, 35'-0" 75'-0" I , FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2@4'-97/8" 9 3 1/4" Frame Clearances Horiz.Clearance between members 1(CX003)and 8(CX005):69'-11" Vert.Clearance at member 1(CX003):23'-1 1/4" Vert.Clearance at member 8(CX005): 10'-9 5/16" Vert.Clearance at member 9(TCX002): 15'-9 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01 OEl.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time:1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 52 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 50/0/0 25/0/0 CB Frame 40'IC Spacing 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building eave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.l Jt.2 1 5.00 0.1875 0.1345 7.00 21.00 24.66 335.5 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 17.00 9.83 120.8 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 17.00 20.00 332.1 50.00 50.00 SS SP 3P 4 5.00 0.3750 0.1345 17.00 28.00 9.84 234.6 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1644 28.00 19.00 10.16 270.9 50.00 50.00 SS SP 3P 6 5.00 0.2500 0.1345 19.00 23.00 15.00 280.6 50.00 50.00 SP SS 3P 7 5.00 0.3125 0.1345 23.00 23.00 9.76 189.5 50.00 50.00 SS KN 3P 8 5.00 0.2500 0.1345 12.00 23.00 12.40 238.5 50.00 50.00 BP KN 3P 9 5.00 0.1875 0.1875 5.00 5.00 16.29 215.9 46.00 46.00 BP SS T Total Frame Weight=2218.4 (p) (Includes all plates) Frame Pricing Weight=2376.8 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 9 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 40/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:3 Gridl -Grid2 3-E 3-C 3-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.33 8.64 - 22.17 -1.33 7.15 - - 2 D+CG+AL^ 0.73 4.42 - 10.25 -0.73 2.77 - - 3 D+CO+^AL 0.51 3.40 - 10.25 -0.51 3.79 - - 4 D+CG+S 2.20 14.15 - 36.49 -2.20 11.70 - - 5 D+Wl> -4.88 -4.23 - -16.46 -11.40 2.80 - - 6 D+<W 1 1.43 -5.61 - -14.28 4.00 -4.84 - - 7 D+WP 2.48 -3.84 - -10.92 -2.48 -3.12 - - 8 D+W3> -4.88 -4.23 - -16.46 -11.40 2.80 - - - 9 D+<W3 3.23 3.85 - 13.38 9.05 -0.86 - - 10 D+CG+E> 0.27 3.64 - 7.75 -3.32 4.50 - - 11 D+CG+<E 0.78 3.48 - 10.16 2.27 1.40 - - 12 D+S+W 1> -4.04 1.07 - -2.69 -12.24 7.17 - - 13 D+S+<W l 2.27 -0.32 - -0.52 3.17 -0.47 - - 14 D+S+WP 3.31 1.45 - 2.84 -3.31 1.25 - - 15 D+S+W3> -4.04 1.07 - -2.69 -12.24 7.17 - - 16 D+S+<W3 4.07 9.14 - 27.15 8.21 3.51 - - 17 D+CG+S+Wl> -0.33 11.31 - 26.54 -7.81 12.50 - - 18 D+CG+S+<W1 2.82 10.62 - 27.63 -0.10 8.68 - - 19 D+CG+S+WP 3.34 11.50 - 29.31 -3.34 9.54 - - 20 D+CG+S+W3> -0.33 11.31 - 26.54 -7.81 12.50 - - 21 D+CG+S+<W3 3.72 15.35 - 41.46 2.42 10.67 - - VPC File:CA0112902-01 OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 53 of 71 Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) _ (in-k) (in-k) 0/0/0 3-E 4.88 5 4.07 16 - - - - 5.61 6 15.35 21 - - - - 40/0/0 C-3 - - - - - - - - 16.46 5 41.46 21 - - - - 75/0/0 A-3 12.24 12 9.05 9 - - - - 4.84 6 12.50 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 3-E 1 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 3-C 9 0.625 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 3-A 8 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description l 1 S3 23.07 20.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 4 1 S1 4.82 21.675 161.15 3.00 64.46 0.2500 2.000 Opposite Fillet Std 5 1 S2 0.54 26.769 162.83 N/A N/A 0.2500 2.000 Both F-OS-0.1875,W-OS-0.1875 5 2 S1 7.10 20.957 127.48 3.00 63.16 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 8 1 S3 10.75 22.500 N/A N/A N/A 0.3125 2.000 Both F-FP,W-OS-0.1875 8 2 S4 Alternate Web Thick: 0.1875 0.1875 2.000 Opposite Fillet W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt , Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.500 6.00 ' 15.79 0.750 2 0 ' 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 2 1 0.500 6.00 16.12 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 3 2 0.375 6.00 18.00 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 4 1 0.375 6.00 18.03 0.750 1 0 0 I 0 0 2.50 SP STD 241.4 241.4 5 2 0.375 6.00 20.03 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 6 1 0.375 6.00 20.01 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 7 2 0.500 6.00 24.00 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 8 2 0.500 6.00 23.50 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 9 2 0.375 6.00 10.50 0.500 1 0 0 1 0 0 8.50 CP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 12/5/4 12/5/4 FB2080 1 21/2/0 21/2/0 (2)FB21 I 0 2 3/6/1 6/1/7 (2)FB2084 3 10/5/6 21/1/7 FB2094 4 5/5/6 36/1/7 FB3014 5 0/7/5 41/1/7 (2)FB3050 5 5/7/5 46/1/7 FB3014 6 5/5/6 56/1/7 FB2114 7 0/5/6 66/1/7 FB3014 • 7 5/3/4 70/11/5 (2)FB3014 8 7/5/4 7/5/4 (2)FB2110 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 12.44 14.54 4 -14.2 -1.8 -275.3 0.0 3.76 0.94 16.77 0.00 18.57i 7.50 21.23 26.12 0.973 0.126 2 0.97 15.00 4 -0.1 12.0 -397.1 0.0 0.03 5.93 21.59 0.00 18.00 7.03 26.02 26.02 0.831 0.843 3 5.45 17.00 4 -2.0 1.4 670.4 0.0 0.42 0.61 27.23 0.00 21.10 5.52 28.94 28.94 0.955 0.110 4 10.21 28.00 4 -6.1 -18.1 -1821.6 0.0 0.82 4.80 27.06 0.00 22.97 6.23 26.79 37.50 1.010 0.771 5 0.25 27.77 4 -0.0 17.3 -1768.7 0.0 0.00 3.78 27.05 0.00 22.47 6.99 29.09 37.50 0.930 0.541 6 15.00 23.00 5 -8.7 -3.7 -1101.8 0.0 1.57 1.18 28.08 0.00 28.51 3.96 29.03 37.62 1.009 0.298 7 0.45 23.00 5 -8.6 -3.6 -1121.7 0.0 1.41 1.18 26.32 0.00 30.69 4.01 30.12 50.00 0.909 0.294 8 10.79 23.00 12 -7.6 9.5 -1384.2 0.0 1.37 3.06 35.28 0.00 32.39 3.96 36.52 37.62 1.003 0.772 9 13.58 5.00 4 -36.5 0.0 0.0 0.0 10.37 0.00 0.00 0.00 12.91 18.40 30.36 27.60 0.803 0.000 VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP WGS Page: 54 of 71 YARCO-PRCO-PRUOEN Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lb1 Rt-1 Lb2 Rt-2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 12.44 14.54 3.78 5.83 1.02 277.35 60.0 44.8 71.4 59.0 44.0 16.41 149.3 1.31 104.8 1.29 0.87 0.99 1.75 1.24 2 0.97 15.00 3.84 5.99 1.01 456.68 21.1 39.6 76.2 20.9 39.3 18.39 21.1 1.26 39.6 1.27 0.87 1.00 1.12 1.82 3 5.45 17.00 4.72 6.92 1.05 456.68 60.0 60.0 66.0 57.1 57.1 24.62 60.0 1.30 60.0 1.30 0.96 1.00 1.16 1.03 4 10.21 28.00 7.42 11.27 1.03 456.68 60.1 0.0 40.5 58.5 0.0 67.31 60.1 1.28 0.0 0.00 1.00 1.00 1.00 0.00 5 0.25 27.77 8.19 10.90 0.98 395.45 60.1 60.0 36.3 61.5 61.4 65.38 60.1 1.25 60.0 1.25 1.00 1.00 1.29 1.31 6 15.00 23.00 5.53 9.04 0.97 395.45 60.0 0.0 43.8 61.8 0.0 39.23 120.0 1.25 0.0 0.00 0.94 1.00 1.31 0.00 7 0.45 23.00 6.13 9.27 1.03 395.45 60.0 57.9 42.6 58.2 56.2 42.61 120.0 1.30 57.9 1.28 1.00 1.00 1.31 1.07 8 10.79 23.00 5.53 9.04 0.97 129.43 40.1 19.1 21.5 41.3 19.7 39.23 40.1 1.24 19.1 1.24 0.94 1.00 1.15 1.02 9 13.58 5.00 3.52 1.95 1.95 209.17 195.5 0.0 107.3 100.2 0.0 5.36 195.5 2.81 0.0 0.00 1.00 1.00 1.00 0.00 Maximum Frame Deflection Summary for Cross Section:3 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.109 (H/65) 8 2 6 W3> Max.Vertical Deflection for Span 1 -0.466 (L/987) 2 2 1 E> Max.Vertical Deflection for Span 2 0.797 (L/501 ) 6 2 3 WI> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. • VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time:1:46 PM VP BUILDINGS VARCO•4RUDEN Page: 55 of 71 Wall : 4,Frame at: 75/0/0 Frame Cross Section:4 a � y -0 7 18.E 13 . .001:1 2)FB N 114 LL tait;law i 6111. A (2)Fg 1 II X 40'-0" 4 35'-0" 75'-0"1 , FRAME CROSS SECTION AT FRAME LINE(S) 4 Dimension Key 1 81/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2@4'-97/8" 9 3 1/4" 10 3'-9 3/4" 11 1'-9" Frame Clearances Horiz.Clearance between members 1(CX006)and 8(CX007):69'-11" Vert.Clearance at member 1(CX006):23'-1 1/4" Vert.Clearance at member 8(CX007): 10'-9 5/16" Vert.Clearance at member 9(TCX003): 15'-9 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCD-PRUUEN Page: 56 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle _ Group Trib.Override Design Status 75/0/0 25/0/0 CB Frame 40'IC Spacing 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building eave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.l Jt.2 1 5.00 0.1875 0.1345 12.00 21.00 24.66 366.1 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 17.00 9.83 120.8 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 17.00 20.00 332.1 50.00 50.00 SS SP 3P 4 5.00 0.3125 0.1875 17.00 28.00 9.84 253.0 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1644 28.00 19.00 10.16 270.9 50.00 50.00 SS SP 3P 6 5.00 0.2500 0.1345 19.00 23.00 15.00 280.6 50.00 50.00 SP SS 3P 7 5.00 0.3125 0.1345 23.00 23.00 9.76 189.5 50.00 50.00 SS KN 3P 8 5.00 0.2500 0.1875 12.00 23.00 12.40 277.7 50.00 50.00 BP KN 3P 9 5.00 0.1875 0.1875 5.00 5.00 16.29 213.0 46.00 46.00 BP SS T Total Frame Weight=2303.7 (p) (Includes all plates) Frame Pricing Weight=2495.3 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 9 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 40/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:4 Gridl -Grid2 4-E 4-C 4-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.37 8.78 - 22.01 -1.37 7.26 - - 2 D+CG+AL^ 0.76 4.50 - 10.17 -0.76 2.85 - - 3 D+CG+"AL 0.53 3.47 - 10.19 -0.53 3.86 - - 4 D+CG+S 2.27 14.36 - 36.20 -2.27 11.87 - - • 5 D+W 1> -5.07 -4.40 - -16.04 -11.21 2.64 - - 6 D+<W 1 1.49 -5.59 - -14.30 3.94 -4.77 - - 7 D+WP 2.58 -3.77 - -11.03 -2.58 -3.00 - - 8 D+W3> -5.07 -4.40 - -16.04 -11.21 2.64 - - 9 D+<W3 3.36 4.01 - 13.13 8.93 -0.69 - - 10 D+CG+E> 0.28 3.70 - 7.72 -3.33 4.56 - - 11 D+CG+<E 0.81 3.56 - 10.09 2.24 1.48 - - 12 D+S+WI> -4.21 0.97 - -2.39 -12.07 7.06 - - 13 D+S+<W l 2.36 -0.22 - -0.65 3.07 -0.35 - - 14 D+S+WP 3.45 1.60 - 2.62 -3.45 1.42 - - 15 D+S+W3> -4.21 0.97 - -2.39 -12.07 7.06 - - 16 D+S+<W3 4.22 9.38 - 26.78 8.06 3.73 - - 17 D+CG+S+WI> -0.36 11.42 - 26.46 -7.78 12.56 - - 18 Di-CG+S+<W l 2.92 10.82 - 27.33 -0.20 8.86 - - 19 D+CG+S+WP 3.46 11.73 - 28.97 -3.47 9.74 - - 20 D+CG+S+W3> -0.36 11.42 - 26.46 -7.78 12.56 - - 21 D+CG+S+<W3 3.85 15.62 - 41.05 2.29 10.89 - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS Page: 57 of 71 VARCO-PRCO-PRUDEN Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 4-E 5.07 5 4.22 16 - - - - 5.59 6 15.62 21 - - - - 40/0/0 C-4 16.04 5 41.05 21 - - - 75/0/0 A-4 12.07 12 8.93 9 - - - - 4.77 6 12.56 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 4-E 1 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 4-C 9 0.500 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 4-A 8 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.07 20.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 5 1 S2 0.54 26.769 162.83 N/A N/A 0.2500 2.000 Both F-OS-0.1875,W-OS-0.1875 5 2 S1 7.10 20.957 127.48 3.00 63.16 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 8 1 S3 10.75 22.500 N/A N/A N/A 0.3125 2.000 Both F-FP,W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.500 6.00 15.79 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.E 370.3 2 1 0.500 6.00 16.12 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 3 2 0.375 6.00 18.00 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 4 1 0.375 6.00 18.03 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 5 2 0.375 6.00 20.03 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 6 1 0.375 6.00 20.01 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 7 2 0.500 6.00 24.00 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 8 2 0.500 6.00 23.50 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 9 2 0.375 6.00 10.50 0.500 1 0 0 1 0 0 8.50 CP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 12/5/4 12/5/4 FB2090 1 21/2/0 21/2/0 (2)FB2114 2 3/6/1 6/1/7 (2)FB2084 3 10/5/6 21/1/7 FB2094 4 5/5/6 36/1/7 FB3014 5 0/7/5 41/1/7 (2)FB3050 5 5/7/5 46/1/7 FB3014 6 5/5/6 56/1/7 FB2114 7 0/5/6 66/1/7 FB3014 7 5/3/4 70/1 1/5 (2)FB3014 8 7/5/4 7/5/4 (2)FB2110 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y -- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 ' 21.17 20.24 4 -14.4 -2.0' -517.9 0.0 3.16 0.75 20.25 0.00 17.31 3.81 23.52 25.09 1.004 0.197 2 0.98 15.00 4 -0.1 12.2 -449.3 0.0 0.04 6.03 24.43 0.00 18.00 7.03 26.02 26.02 0.941 0.857 3 5.45 17.00 4 -2.0 1.6 649.2 0.0 0.43 0.69 26.37 0.00 21.10 5.52 28.94 28.94 0.926 0.125 4 10.21 28.00 4 -6.1 -17.9 -1786.0 0.0 0.74 3.41 27.19 0.00 21.38 3.90 28.88 37.50 0.966 0.875 5 0.25 27.77 4 -0.1 17.2 -1733.5 0.0 0.01 3.76 26.51 0.00 22.47 6.99 29.09 37.50 0.912 0.538 6 15.00 23.00 5 -8.4 -3.5 -1093.7 0.0 1.53 1.13 27.88 0.00 28.51 3.96 28.92 37.62 1.004 0.285 7 0.45 23.00 5 -8.4 -3.5 -1112.7 0.0 1.37 1.12 26.11 0.00 30.69 4.01 30.01 50.00 0.904 0.280 8 10.79 23.00 12 -7.5 9.3 -1363.3 0.0 1.11 2.16 31.26 0.00 32.41 7.70 38.66 38.66 0.837 0.280 9 13.58 5.00 4 -36.2 0.0 0.0 0.0 10.29 0.00 0.00 0.00 12.91 18.40 30.36 27.60 0.797 0.000 VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 58 ofF/7 1 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lbl Rt-1 Lb2 Rt-2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 21.17 20.24 4.55 7.80 0.93 277.30 60.0 23.3 53.3 64.7 25.1 25.57 104.8 1.22 23.3 1.20 0.84 0.88 1.24 1.04 2 0.98 15.00 3.84 5.99 1.01 456.68 21.2 39.6 76.2 21.0 39.3 18.39 21.2 1.26 39.6 1.27 0.87 1.00 1.10 1.70 3 5.45 17.00 4.72 6.92 1.05 456.68 60.0 60.0 66.0 57.1 57.1 24.62 60.0 1.30 60.0 1.30 0.96 1.00 1.18 1.02 4 10.21 28.00 8.26 10.55 0.89 456.68 60.1 0.0 43.3 67.6 0.0 65.68 60.1 1.18 0.0 0.00 1.00 1.00 1.00 0.00 5 0.25 27.77 8.19 10.90 0.98 395.45 60.1 60.0 36.3 61.5 61.4 65.38 60.1 1.25 60.0 1.25 1.00 1.00 1.30 1.32 6 15.00 23.00 5.53 9.04 0.97 395.45 60.0 0.0 43.8 61.8 0.0 39.23 120.0 1.25 0.0 0.00 0.94 1.00 1.30 0.00 7 0.45 23.00 6.13 9.27 1.03 395.45 60.0 57.9 42.6 58.2 56.2 42.61 120.0 1.30 57.9 1.28 1.00 1.00 1.30 1.06 8 10.79 23.00 6.72 8.64 0.88 129.43 40.1 19.1 22.5 45.5 21.7 43.61 40.1 1.18 19.1 1.17 0.97 1.00 1.15 1.02 9 13.58 5.00 3.52 1.95 1.95 209.17 195.5 0.0 107.3 100.2 0.0 5.36 195.5 2.81 0.0 0.00 1.00 1.00 1.00 0.00 Maximum Frame Deflection Summary for Cross Section:4 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.033 (H/68) 8 2 3 WI> Max.Vertical Deflection for Span 1 -0.446 (L/1032) 2 2 1 E> Max.Vertical Deflection for Span 2 0.799 (L/500) 6 2 3 W 1> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 59 of 71 Wall : 4,Frame at: 100/0/0 Frame Cross Section:5 co 7•-0 7/16"........ 000:_� 2)FB - N co Willtaito, kJ - LL (5 _ FB qj I I 40'-0" L 35'-0" , 75'-0„ FRAME CROSS SECTION AT FRAME LINE(S) 5 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 l'-1 7/16" 8 2 @ 4'-9 7/8" 9 3 1/4" 10 3'-9 3/4" 11 1'-9" Frame Clearances Horiz.Clearance between members I(CX008)and 8(CX009):69'-11" Vert.Clearance at member 1(CX008):23'-I 1/4" Vert.Clearance at member 8(CX009): 10'-9 5/16" Vert.Clearance at member 9(TCX003): I5'-9 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS vARCO-PRUDEN Page: 60 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 100/0/0 25/0/0 CB Frame 40'IC Spacing 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building eave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 1 5.00 0.1875 0.1345 12.00 21.00 24.66 366.1 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 17.00 9.83 120.8 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 17.00 20.00 332.1 50.00 50.00 SS SP 3P 4 5.00 0.3125 0.1875 17.00 28.00 9.84 253.0 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1644 28.00 19.00 10.16 270.9 50.00 50.00 SS SP 3P 6 5.00 0.2500 0.1345 19.00 23.00 15.00 280.6 50.00 50.00 SP SS 3P 7 5.00 0.3125 0.1345 23.00 23.00 9.76 189.5 50.00 50.00 SS KN 3P 8 5.00 0.2500 0.1875 12.00 23.00 12.40 277.7 50.00 50.00 BP KN 3P 9 5.00 0.1875 0.1875 5.00 5.00 16.29 213.0 46.00 46.00 BP SS T Total Frame Weight=2303.7 (p) (Includes all plates) Frame Pricing Weight=2501.8 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 9 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 40/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 • Frame Reactions-Load Cases at Frame Cross Section:5 Gridl -Grid2 5-E 5-C 5-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D+CG+L 1.37 8.78 - 22.01 -1.37 7.26 - - 2 D+CG+ALA 0.76 4.50 - 10.17 -0.76 2.85 - - 3 D+CG+^AL 0.53 3.47 - 10.19 -0.53 3.86 - - 4 D+CG+S 2.27 14.36 - 36.20 -2.27 11.87 - - 5 D+WI> -5.07 -4.40 - -16.04 -11.21 2.64 - - 6 D+<W 1 1.49 -5.59 - -14.30 3.94 -4.77 - - 7 D+WP 2.58 -3.77 - -11.03 -2.58 -3.00 - - 8 D+W3> -5.07 -4.40 - -16.04 -11.21 2.64 - - 9 D+<W3 3.36 4.01 - 13.13 8.93 -0.69 - - 10 D+CG+E> 0.28 3.70 - 7.72 -3.33 4.56 - - 11 D+CG+<E 0.81 3.56 - 10.09 2.24 1.48 - - 12 D+S+W 1> -4.21 0.97 - -2.39 -12.07 7.06 - - 13 D+S+<W I 2.36 -0.22 - -0.65 3.07 -0.35 - - 14 D+S+WP 3.45 1.60 - 2.62 -3.45 1.42 - - 15 D+S+W3> -4.21 0.97 - -2.39 -12.07 7.06 - - 16 D+S+<W 3 4.22 9.38 - 26.78 8.06 3.73 - - 17 D+CG+S+W I> -0.36 11.42 - 26.46 -7.78 12.56 - - 18 D+CG+S+<W1 2.92 10.82 - 27.33 -0.20 8.86 - - 19 D+CG+S+WP 3.46 11.73 - 28.97 -3.47 9.74 - - 20 D+CG+S+W3> -0.36 11.42 - 26.46 -7.78 12.56 - - 21 D+CG+S+<W3 3.85 15.62 - 41.05 2.29 10.89 - - VPC File:CA0 1 1 2902-0 1OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 61 of 71 Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 5-E 5.07 5 4.22 16 - - - - 5.59 6 15.62 21 - - - - 40/0/0 C-5 - - - - - - - - 16.04 5 41.05 21 - - - - 75/0/0 A-5 12.07 12 8.93 9 - - - - 4.77 6 12.56 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 5-E I 0.375 8 13 4 0.750 A36 OS-0.1875 - OS-0.1875 40/0/0 5-C 9 0.500 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 5-A 8 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.07 20.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 5 1 S2 0.54 26.769 162.83 N/A N/A 0.2500 2.000 Both F-OS-0.1875,W-OS-0.1875 5 2 S1 7.10 20.957 127.48 3.00 63.16 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 8 1 S3 10.75 22.500 N/A N/A N/A 0.3125 2.000 Both F-FP,W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.500 6.00 15.79 0.750 2 0 0 1 0 0 2.50 -KN(Face) STD 510.6 370.3 2 1 0.500 6.00 16.12 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 3 2 0.375 6.00 18.00 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 4 1 0.375 6.00 18.03 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 5 2 0.375 6.00 20.03 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 6 I 0.375 6.00 20.01 0.750 1 0 0 1 0 0 2.50 SP STD 274.2 274.2 7 2 0.500 6.00 24.00 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 8 2 0.500 6.00 23.50 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1233.8 847.1 9 2 0.375 6.00 10.50 0.500 1 0 0 l 0 0 8.50 CP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point I Part Design Note 1 12/5/4 12/5/4 FB2090 1 21/2/0 21/2/0 (2)FB2114 2 3/6/1 6/1/7 (2)FB2084 3 10/5/6 21/1/7 FB2094 4 5/5/6 36/1/7 FB3014 5 0/7/5 41/1/7 (2)FB3050 5 5/7/5 46/1/7 FB3014 6 5/5/6 56/1/7 FB2114 7 0/5/6 66/1/7 FB3014 7 5/3/4 70/11/5 (2)FB3014 8 7/5/4 7/5/4 FB2110 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 21.17 20.24 4 -14.4 -2.0 -517.9 0.0 3.16 0.75 20.25 0.00 17.31 3.81 23.52 25.09 1.004 0.197 2 0.98 15.00 4 -0.1 12.2 -449.3 0.0 0.04 6.03 24.43 0.00 18.00 7.03 26.02 26.02 0.941 0.857 3 5.45 17.00 4 -2.0 1.6 649.2 0.0 0.43 0.69 26.37 0.00 21.10 5.52 28.94 28.94 0.926 0.125 4 10.21 28.00 4 -6.1 -17.9 -1786.0 0.0 0.74 3.41 27.19 0.00 21.38 3.90 28.88 37.50 0.966 0.875 5 0.25 27.77 4 -0.1 17.2 -1733.5 0.0 0.01 3.76 26.51 0.00 22.47 6.99 29.09 37.50 0.912 0.538 6 15.00 23.00 5 -8.4 -3.5 -1093.7 0.0 1.53 1.13 27.88 0.00 28.51 3.96 28.92 37.62 1.004 0.285 7 0.45 23.00 5 -8.4 -3.5 -1112.7 0.0 1.37 1.12 26.11 0.00 30.69 4.01 30.01 50.00 0.904 0.280 8 10.79 23.00 12 -7.5 9.3 -1363.3 0.0 1.11 2.16 31.26 0.00 32.41 7.70 38.66 38.66 0.837 0.280 9 13.58 5.00 4 -36.2 0.0 0.0 0.0 10.29 0.00 0.00 0.00 12.91 18.40 30.36 27.60 0.797 0.000 VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CAO1129O2-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUOEN Page: 62 of 71 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Kly1 Kly2 Sx Lb1 Rt-I Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 21.17 20.24 4.55 7.80 0.93 277.30 60.0 23.3 53.3 64.7 25.1 25.57 104.8 1.22 23.3 1.20 0.84 0.88 1.24 1.04 2 0.98 15.00 3.84 5.99 1.01 456.68 21.2 39.6 76.2 21.0 39.3 18.39 21.2 1.26 39.6 1.27 0.87 1.00 1.10 1.70 3 5.45 17.00 4.72 6.92 1.05 456.68 60.0 60.0 66.0 57.1 57.1 24.62 60.0 1.30 60.0 1.30 0.96 1.00 1.18 1.02 4 10.21 28.00 8.26 10.55 0.89 456.68 60.1 0.0 43.3 67.6 0.0 65.68 60.1 1.18 0.0 0.00 1.00 1.00 1.00 0.00 5 0.25 27.77 8.19 10.90 0.98 395.45 60.1 60.0 36.3 61.5 61.4 65.38 60.1 1.25 60.0 1.25 1.00 1.00 1.30 1.32 6 15.00 23.00 5.53 9.04 0.97 395.45 60.0 0.0 43.8 61.8 0.0 39.23 120.0 1.25 0.0 0.00 0.94 1.00 1.30 0.00 7 0.45 23.00 6.13 9.27 1.03 395.45 60.0 57.9 42.6 58.2 56.2 42.61 120.0 1.30 57.9 1.28 1.00 1.00 1.30 1.06 8 10.79 23.00 6.72 8.64 0.88 129.43 40.1 19.1 22.5 45.5 21.7 43.61 40.1 1.18 19.1 1.17 0.97 1.00 1.15 1.02 9 13.58 5.00 3.52 1.95 1.95 209.17 195.5 0.0 107.3 100.2 0.0 5.36 195.5 2.81 0.0 0.00 1.00 1.00 1.00 0.00 Maximum Frame Deflection Summary for Cross Section:5 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.033 (H/68) 8 2 3 W 1> Max.Vertical Deflection for Span 1 -0.446 (L/1032) 2 2 1 F3> Max.Vertical Deflection for Span 2 0.799 (L/500) 6 2 3 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCOPRUDEN Page: 63 of 71 Wall : 4,Frame at: 125/0/0 Frame Cross Section:6 e y 2)FB • m C1 m LL _� m �I.i T co N LL "111111141 I- IFB � 11 I gainu ' I 0 lj (2)FBI Ii I X i RI ZI 40'-0" l 35'-0" 75.-0" 1 FRAME CROSS SECTION AT FRAME LINE(S) 6 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2@4'-97/8" 9 3 1/4" 10 3'-9 3/4" 11 1'-9" Frame Clearances Horiz.Clearance between members 1(CX010)and 8(CX011):70'-0" Vert.Clearance at member 1(CX010):23'-1 1/4" Vert.Clearance at member 8(CXOI 1): 10'-10 3/16" Vert.Clearance at member 9(TCX001): 15'-10 1/4" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 64 of 71 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 125/0/0 24/6/0 CB Frame 40'IC Spacing ' 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building eave to building eave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 1 5.00 0.1875 0.1345 7.00 21.00 24.66 335.5 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 15.00 17.00 9.83 120.8 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 17.00 20.00 332.1 50.00 50.00 SS SP 3P 4 5.00 0.3125 0.1875 17.00 27.00 9.83 249.5 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1644 27.00 18.00 10.17 264.9 50.00 50.00 SS SP 3P 6 5.00 0.2500 0.1345 18.00 22.00 15.00 273.1 50.00 50.00 SP SS 3P 7 5.00 0.2500 0.1644 22.00 22.00 9.76 187.1 50.00 50.00 SS KN 3P 8 5.00 0.2500 0.1875 12.00 22.00 12.40 272.1 50.00 50.00 BP KN 3P 9 5.00 0.1875 0.1875 5.00 5.00 16.37 214.0 46.00 46.00 BP SS T Total Frame Weight=2249.2 (p) (Includes all plates) Frame Pricing Weight=2418.7 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 9 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 40/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:6 Grid1 -Grid2 6-E 6-C 6-A Ld Description Hx Vy Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) I D+CG+L 1.33 8.54 - 21.63 -1.33 7.11 - - 2 D+CG+AL^ 0.73 4.40 - 10.01 -0.73 2.80 - - 3 D+CG+^AL 0.52 3.36 - 10.06 -0.52 3.79 - - 4 D+CG+S 2.20 13.97 - 35.58 -2.20 11.62 - - 5 D+Wl> -4.86 -4.17 - -16.02 -11.09 2.74 - - 6 D+<W I 1.39 -5.52 - -13.89 3.93 -4.75 - - 7 D+WP 2.41 -3.77 - -10.63 -2.41 -3.05 - - 8 D+W3> -4.86 -4.17 - -16.02 -11.09 2.74 - - 9 D+<W3 3.23 3.81 - 13.08 8.81 -0.78 - - 10 D+CG+E> 0.26 3.60 - 7.57 -3.25 4.48 - - 11 D+CG+<E 0.80 3.44 - 9.94 2.19 1.43 - - 12 D+S+WI> -4.02 1.06 - -2.61 -11.93 7.07 - - 13 D+S+<W 1 2.23 -0.30 - -0.48 3.10 -0.42 - - 14 D+S+WP 3.25 1.45 - 2.78 -3.25 1.28 - - 15 D+S+W3> -4.02 1.06 - -2.61 -11.93 7.07 - - 16 D+S+<W3 4.07 9.04 - 26.49 7.97 3.55 - - 17 D+CG+S+Wl> -0.32 11.17 - 25.87 -7.65 12.37 - - 18 D+CG+S+<W I 2.80 10.49 - 26.94 -0.14 8.63 - - 19 D+CG+S+WP 3.31 11.37 - 28.57 -3.31 9.48 - - 20 D+CG+S+W3> -0.32 11.17 - 25.87 -7.65 12.37 - - 21 D+CG+S+<W3 3.72 15.16 - 40.42 2.30 10.62 - - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VAEC0.18UUEN Page: 65 of 71 Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 6-E 4.86 5 4.07 16 - - - - 5.52 6 15.16 21 - - - - 40/0/0 C-6 - - - - - - - - 16.02 5 40.42 21 - - - - 75/0/0 A-6 11.93 12 8.81 9 - - - - 4.75 6 12.37 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web _ 0/0/0 6-E 1 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 40/0/0 6-C 9 0.500 8 10 4 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 6-A 8 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description l 1 S3 23.07 20.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 5 1 S2 0.54 25.770 156.75 N/A N/A 0.2500 2.000 Both F-OS-0.1875,W-OS-0.1875 5 2 S1 6.86 20.182 122.76 3.00 60.87 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 8 1 S3 10.82 21.500 N/A N/A N/A 0.2500 2.000 Both F-FP,W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.500 6.00 15.79 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 2 1 0.500 6.00 16.12 0.750 2 0 0 1 0 0 2.50 KN(Face) STD 510.6 370.3 3 2 0.375 6.00 18.00 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 4 1 0.375 6.00 18.03 0.750 1 0 0 1 0 0 2.50 SP STD 241.4 241.4 5 2 0.375 6.00 19.03 0.750 1 0 0 1 0 0 2.50 SP STD 257.8 257.8 6 1 0.375 6.00 19.01 0.750 1 0 0 1 0 0 2.50 SP STD 257.8 257.8 7 2 0.500 6.00 23.00 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1164.7 804.7 8 2 0.500 6.00 22.50 0.750 4 0 0 2 0 0 2.50 KN(Face) STD 1164.7 804.7 9 2 0.375 6.00 10.50 0.500 1 0 0 1 0 0 8.50 CP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 12/5/4 12/5/4 FB2080 1 21/2/0 21/2/0 (2)FB2110 2 3/6/1 6/1/7 (2)FB2084 3 10/5/6 21/1/7 FB2094 4 5/5/6 36/1/7 FB3010 5 0/7/7 41/1/7 (2)FB3040 5 5/7/7 46/1/7 FB3010 6 5/5/6 56/1/7 FB2110 6 10/5/6 61/1/7 FB3000 7 0/5/6 66/1/7 FB3010 7 5/3/4 70/11/5 (2)FB3010 8 7/5/4 7/5/4 (2)FB2104 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 12.44 14.54 4 -14.0 -1.9 -276.2 0.0 3.71 0.95 16.83 0.00 18.59 7.50 21.23 26.12 0.971 ' 0.126 2 0.97 15.00 4 -0.1 11.8 -400.1 0.0 0.04 5.87 21.76 0.00 18.00 7.03 26.02 26.02 0.838 0.834 3 5.45 17.00 4 -2.0 1.5 663.2 0.0 0.42 0.64 26.94 0.00 21.10 5.52 28.94 28.94 0.945 0.116 4 10.20 27.00 4 -5.9 -17.7 -1750.7 0.0 0.74 3.49 28.03 0.00 21.53 4.20 29.19 37.50 0.985 0.831 5 0.26 26.76 4 -0.1 16.8 -1697.8 0.0 0.01 3.82 27.28 0.00 22.58 7.17 29.33 37.50 0.930 0.533 6 15.00 22.00 5 -8.4 -3.6 -1076.3 0.0 1.56 1.20 29.08 0.00 28.75 4.34 37.02 37.77 0.827 0.277 7 8.21 22.00 12 -9.9 -5.1 -1404.5 0.0 1.64 1.40 35.78 0.00 31.97 6.48 38.40 38.40 0.974 0.216 8 10.85 22.00 12 -7.4 9.2 -1359.6 0.0 1.14 2.24 33.16 0.00 32.45 8.43 38.79 38.79 0.884 0.265 9 13.65 5.00 4 -35.6 0.0 0.0 0.0 10.11 0.00 0.00 0.00 12.85 18.40 30.36 27.60 0.786 0.000 VPC File:CA0 1 1 2902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 66 of 71 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lbl Rt-1 Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 12.44 14.54 3.78 5.83 1.02 277.35 60.0 44.8 71.4 59.0 44.0 16.41 149.3 1.31 104.8 1.29 0.87 0.99 1.75 1.24 2 0.97 15.00 3.84 5.99 1.01 456.57 21.1 39.6 76.2 20.9 39.3 18.39 21.1 1.26 39.6 1.27 0.87 1.00 1.11 1.80 3 5.45 17.00 4.72 6.92 1.05 456.57 60.0 60.0 66.0 57.1 57.1 24.62 60.0 1.30 60.0 1.30 0.96 1.00 1.17 1.02 4 10.20 27.00 8.07 10.22 0.90 456.57 60.1 0.0 44.7 66.8 0.0 62.45 60.1 1.19 0.0 0.00 1.00 1.00 1.00 0.00 5 0.26 26.76 8.03 10.55 0.99 396.38 60.1 60.0 37.6 60.8 60.8 62.23 60.1 1.26 60.0 1.26 1.00 1.00 1.30 1.32 6 15.00 22.00 5.39 8.69 0.98 396.38 60.0 0.0 45.6 61.0 0.0 37.01 60.0 1.25 0.0 0.00 0.94 1.00 1.12 0.00 7 8.21 22.00 6.03 8.46 0.93 396.38 35.3 18.3 46.9 37.9 19.7 39.26 35.3 1.21 18.3 1.21 0.96 1.00 1.06 1.01 8 10.85 22.00 6.53 8.31 0.89 130.26 40.9 18.3 23.5 45.8 20.5 41.00 40.9 1.19 18.3 1.18 0.97 1.00 1.16 1.01 9 13.65 5.00 3.52 1.95 1.95 209.68 196.5 0.0107.5100.8 0.0 5.36 196.5 2.81 0.0 0.00 1.00 1.00 1.00 0.00 Maximum Frame Deflection Summary for Cross Section:6 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.314 (H/60) 8 2 3 Wi> Max.Vertical Deflection for Span 1 -0.476 (L/968) 2 2 1 E> Max.Vertical Deflection for Span 2 0.893 (L/447) 6 2 3 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO PRUDEN Page: 67 of 71 Wall : 4,Frame at: 149/0/0 Frame Cross Section:7 e 1 FB I _ n y FB I II(2)FB i11 II V -13 . ,0„ co lil El 11_ COF B �I) ) V� III FB II I I I Til If . 1 • . 1 FRAME CROSS SECTION AT FRAME LINE(S) 7 Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 3'-8 3/4" 5 3'-6" 6 10" 7 1'-1 7/16" 8 2@4'-97/8" 9 3 1/4" 10 3'-9 3/4" 11 1'-9" Frame Clearances Horiz.Clearance between members 1(CX012)and 8(CX002):71'-3" Vert.Clearance at member 1(CX012):23'-9" Vert.Clearance at member 8(CX002): 11'-0 3/8" Vert.Clearance at member 9(EPX003):19'-I 7/16" Vert.Clearance at member 10(EPX004): 15'-0 1/8" Finished Floor Elevation=100'-0"(Unless Noted Otherwise) VPC File:CA0112902-01OE1.vpc VPC Version :2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO.PRUDEN Page: 68 of( /7 1 Frame Location Design Parameters: Location Avg.Bay Space Description Angle Group Trib.Override Design Status 149/0/0 13/0/0 End Frame CB2 90.0000 - Stress Check DESCRIPTION: VP Buildings CONTINUOUS BEAM Frames(Type"CB")are solid-web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member,spanning from building cave to building cave,rigidly attached to the sidewall columns and typically pin-connected(free to rotate)to one or more interior columns. The Exterior Columns and Interior Columns are typically pin-connected(free to rotate)at their base. DESIGN: CONTINUOUS BEAM Frames are designed in accordance with the AISC"Specification for Structural Steel Buildings",9th Edition. MATERIAL: Structural steel plate,bar,and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529,A572,A570,or A607,Grade 50. Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (P) (ksi) (ksi) Jt.l Jt.2 1 5.00 0.1345 0.1345 7.00 11.00 24.66 224.7 50.00 50.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 15.64 137.8 50.00 50.00 KN SP 3P 3 5.00 0.1345 0.1644 9.00 16.00 9.84 118.4 50.00 50.00 SP SS 3P 4 5.00 0.1345 0.1644 16.00 9.00 10.16 122.0 50.00 50.00 SS SP 3P 5 5.00 0.1345 0.1345 9.00 19.00 13.29 150.5 50.00 50.00 SP SS 3P 6 5.00 0.1345 0.1345 19.00 19.00 10.03 144.3 50.00 50.00 SS SP 3P 7 5.00 0.1875 0.1345 19.00 19.00 15.64 261.8 50.00 50.00 SP KN 3P 8 5.00 0.1875 0.1345 7.00 17.00 12.40 150.4 50.00 50.00 BP KN 3P 9 5.00 0.1345 0.1345 9.00 9.00 19.12 178.3 50.00 50.00 BP SS 3P 10 5.00 0.1345 0.1345 7.00 7.00 15.01 126.5 50.00 50.00 BP SS 3P Total Frame Weight=1614.7 (p) (Includes all plates) Frame Pricing Weight=1763.3 (p) (Includes all pieces) Frame Member Releases Member Joint I Joint 2 9 No Yes 10 No Yes Boundary Condition Summary Member X-Loc Y-Loc Supp.X Supp.Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 8 75/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 9 26/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 10 49/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 Frame Reactions-Load Cases at Frame Cross Section:7 Gridl -Grid2 7-E 7-D 7-B 7-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D+CG+L 0.35 3.80 - - 8.49 - - 7.80 -0.35 4.01 - 2 D+CG+AL^ 0.29 2.32 - - 4.19 - - 3.32 -0.29 2.58 - 3 D+CG+^AL 0.08 1.22 - - 3.95 - - 4.12 -0.08 1.15 - 4 D+CG+S 0.48 5.16 - - 11.62 - - 10.66 -0.48 5.45 - 5 D+W I> -2.36 -1.83 - 3.98 -2.87 - 3.17 -6.63 -6.11 2.42 - 6 D+<W 1 1.06 -1.91 - -3.98 -4.37 - -3.17 -4.11 1.77 -2.08 - 7 D+WP 1.54 -1.43 - - -2.58 - - -3.86 -1.54 -1.03 • - 8 D+W3> -2.36 -1.83 - - -2.87 - - -6.63 -6.11 2.42 - 9 D+<W3 1.53 1.80 - - 2.72 - - 5.45 4.86 -1.03 - 10 D+CG+Ej -0.02 1.28 - -0.11 3.21 - -0.09 1.73 -1.57 2.47 - 11 D+CG+<E 0.25 1.49 - 0.11 2.64 - 0.09 3.70 1.34 0.42 - 12 D+S+W 1> -2.18 0.06 - 3.98 1.48 - 3.17 -2.66 -6.30 4.42 - 13 D+S+<W I 1.24 -0.02 - -3.98 -0.02 - -3.17 -0.14 1.59 -0.08 - 14 D+S+WP 1.72 0.45 - - 1.77 - - 0.11 -1.72 0.97 - 15 D+S+W3> -2.18 0.06 - - 1.48 - - -2.66 -6.30 4.42 - 16 D+S+<W3 1.72 3.69 - - 7.07 - - 9.42 4.68 0.97 - 17 D+CG+S+W I> -0.72 3.93 - 1.99 9.59 - 1.59 6.78 -3.52 6.34 - 18 D+CG+S+<W I 0.99 3.89 - -1.99 8.84 - -1.59 8.04 0.42 4.09 - VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUDEN Page: 69 of 71 19 D+CG+S+WP 1.23 4.12 - - 9.73 - - 8.17 -1.23 4.61 - 20 D+CG+S+W3> -0.72 3.93 - - 9.59 - - 6.78 -3.52 6.34 - 21 D+CG+S+<W3 1.23 5.74 - - 12.38 - - 12.82 1.97 4.61 - Maximum Reactions Summary-Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 7-E 2.36 5 1.72 14 - - - - 1.91 6 5.74 21 - - - - 26/0/0 D-7 - - - - 3.98 6 3.98 5 4.37 6 12.38 21 - - - - 49/0/0 B-7 - - - - 3.17 6 3.17 5 6.63 5 12.82 21 - - - - 75/0/0 A-7 6.30 12 4.86 9 - - - - 2.08 6 6.34 17 - - - - Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num.Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 7-E 1 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 26/0/0 7-D 9 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 49/0/0 7-B 10 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 75/0/0 7-A 8 0.375 8 8 2 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 23.72 10.731 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 4 1 S2 0.38 15.471 94.11 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 6 1 S2 0.30 18.731 139.26 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 7 1 S3 14.44 18.625 N/A N/A N/A 0.1875 2.000 Both F-FP,W-OS-0.1875 7 2 S4 Alternate Web Thick: 0.1644 0.1875 2.000 Opposite Fillet W-OS-0.1875 Bolted Connections (A325 Bolts) Mem. Jt. Thick. Width Length Bolt Diam. Rows 4 Bolt Stiff. Rows 4 Bolt Stiff. Pitch Type Conn. Capacity Capacity No. No. (in.) (in.) (in.) (in.) Out Out Out In In In (in.) Out(in-k) In(in-k) 1 2 0.375 6.00 9.69 0.750 1 0 0 1 0 0 2.50 KN(Face) STD 109.9 109.9 2 1 0.375 6.00 10.06 0.750 I 0 0 1 0 0 2.50 KN(Face) STD 109.9 109.9 2 2 0.375 6.00 10.00 0.750 1 0 0 2 0 0 2.50 SP STD 107.9 140.7 3 1 0.375 6.00 10.02 0.750 1 0 0 2 0 0 2.50 SP STD 107.9 140.7 4 2 0.375 6.00 10.02 0.750 1 0 0 1 0 0 2.50 SP STD 107.9 107.9 5 I 0.375 6.00 10.02 0.750 1 0 0 1 0 0 2.50 SP STD 107.9 107.9 6 2 0.375 6.00 20.00 0.750 1 0 0 1 0 0 2.50 SP STD 265.1 265.1 7 1 0.375 6.00 20.00 0.750 1 0 0 1 0 0 2.50 SP STD 265.1 265.1 7 2 0.500 6.00 17.50 0.750 2, 0 0 1 0 0 2.50 KN(Top) STD 585.5 421.3 8 2 0.500 6.00 18.00 0.750 2 0 0 1 0 0 2.50 KN(Top) STD 585.5 421.3 9 2 0.375 6.00 10.00 0.500 1 0 0 1 0 0 3.00 CP STD Pitch2= 0.00 10 2 0.375 6.00 8.00 0.500 1 0 0 1 0 0 3.00 CIP STD Pitch2= 0.00 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 12/5/4 12/5/4 FB2050 1 21/2/0 21/2/0 FB2054 2 4/4/4 6/1/7 FB2050 2 14/4/4 16/1/7 FB2050 3 9/7/11 26/1/7 FB2084;FF.e 4 4/9/9 31/1/7 FB2070 5 9/7/11 46/1/7 FB2090 6 6/4/4 56/1/7 FB2110 7 6/3/14 66/1/7 FB2104 7 11/1/12 70/11/5 FB2104 8 7/5/4 7/5/4 FB2074 9 4/0/0 4/0/0 FB2050 9 12/5/4 12/5/4 (2)FB2050 VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 70 of 71 Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum% % No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 9.94 8.67 14 -0.5 -0.1 -106.4 0.0 0.18 0.06 14.80 0.00 13.72 22.92 19.24 35.47 0.775 0.002 2 9.75 9.00 4 -0.4 0.4 152.7 0.0 0.17 0.35 21.88 0.00 17.54 16.55 26.61 26.61 0.829 0.021 3 10.12 16.00 4 -1.7 -6.0 -362.4 0.0 0.42 2.27 21.01 0.00 16.27 9.08 21.51 21.51 0.997 0.250 4 0.00 16.00 4 0.2 5.3 -362.4 0.0 0.06 2.01 21.01 0.00 30.00 9.08 21.51 21.51 0.977 0.221 5 13.46 19.00 4 -1.4 -4.4 -249.5 0.0 0.36 1.73 12.26 0.00 14.82 4.29 15.86 19.02 0.792 0.404 6 0.00 19.00 4 0.5 5.9 -249.5 0.0 0.13 2.32 12.26 0.00 30.00 4.29 15.86 19.02 0.773 0.541 7 14.47 19.00 12 -5.3 -3.4 -743.6 0.0 1.22 1.32 29.64 0.00 29.24 5.78 33.72 33.72 0.915 0.228 8 11.04 17.00 12 -4.6 4.8 -724.7 0.0 1.12 2.11 33.48 0.00 29.29 7.26 34.19 34.19 1.012 0.290 9 9.89 9.00 12 -1.5 0.0 -235.5 0.0 0.59 0.01 31.27 0.00 19.93 22.06 31.78 35.47 1.013 0.000 10 7.44 7.00 5 6.6 -0.2 -149.4 0.0 2.95 0.19 29.41 0.00 40.00 26.67 35.47 35.47 0.829 0.007 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Klyl Kly2 Sx Lbl Rt-1 Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 9.94 8.67 2.48 3.55 1.06 285.02 60.0 0.0120.5 56.4 0.0 7.19 149.3 1.38 0.0 0.00 0.89 1.00 1.00 0.00 2 9.75 9.00 2.52 3.67 1.05 296.42 60.0 60.0 80.8 56.9 56.9 6.98 60.0 1.31 60.0 1.31 0.89 1.00 1.36 1.13 3 10.12 16.00 3.93 5.92 0.85 296.42 60.0 0.0 50.0 71.0 0.0 17.25 60.0 1.15 0.0 0.00 0.72 1.00 1.00 0.00 4 0.00 16.00 3.93 5.92 0.85 280.19 60.0 0.0 47.3 71.0 0.0 17.25 60.0 1.15 0.0 0.00 0.72 1.00 1.00 0.00 5 13.46 19.00 3.86 7.07 0.85 280.19 60.0 0.0 39.6 70.4 0.0 20.35 120.0 1.16 0.0 0.00 0.63 1.00 1.00 0.00 6 0.00 19.00 3.86 7.07 0.85 292.03 60.0 0.0 41.3 70.4 0.0 20.35 120.0 1.16 0.0 0.00 0.63 1.00 1.00 0.00 7 14.47 19.00 4.38 7.38 0.94 292.03 39.8 15.0 39.6 42.2 15.9 25.09 39.8 1.22 15.0 1.22 0.84 1.00 1.09 1.01 8 11.04 17.00 4.11 6.69 0.98 132.47 43.2 15.0 29.7 44.2 15.4 21.65 43.2 1.24 15.0 1.24 0.85 1.00 1.16 1.01 9 9.89 9.00 2.52 3.67 1.05 237.27 101.3 0.0 64.7 96.0 0.0 7.53 101.3 1.33 0.0 0.00 0.89 1.00 1.00 0.00 10 7.44 7.00 2.25 2.93 1.12 189.72 41.3 60.0 64.8 37.0 53.8 5.08 89.3 1.37 90.9 1.38 0.89 1.00 1.75 1.57 Maximum Frame Deflection Summary for Cross Section:7 Description Deflection(in.) Ratio Member Joint Load Case Load Case Description Max.Horizontal Deflection 2.228 (H/63) 8 2 6 W3> Max.Vertical Deflection for Span 1 0.424 (L/702) 2 2 3 Wl> Max.Vertical Deflection for Span 2 -0.186 (L/1487) 4 2 3 W i> Max.Vertical Deflection for Span 3 0.456 (L/645) 6 2 3 Wl> *Negative horizontal deflection is left *Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore,these deflections may be considerably overstated. • VPC File:CA0112902-01OEl.vpc VPC Version:2.5 Date: 2/12/01 DESIGN CA0112902-01 Time: 1:46 PM VP BUILDINGS VARCO-PRUOEN Page: 71 of 71 Covering-Summary Report Shape: AHCLUB REVISION2 Shape: AHCLUB REVISION2 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max.Length Wall: 1 Not by VP-Panel 0/1/8 psf=1.20 Wall:2 Not by VP-Panel 0/1/8 psf=1.20 Wall:3 Not by VP-Panel 0/1/8 psf=1.20 Wall:4 Not by VP-Panel 0/1/8 psf=1.20 Roof:A SSR 24 KXL Patrician Bronze System Generated Not Applicable 51/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul.Block Mod.Ctrl. Ice Damming Wall: I Not Applicable Wall:2 Not Applicable Wall:3 Not Applicable Wall:4 Not Applicable Roof:A Stainless Steel Capped Standard Option Ice Damming Yes Thermal Block No No DETAILER:LABEL ALL WALL PANELS AS NBVP ON THE DRAWINGS.INCLUDE THE FOLLOWING NOTE ON THE DRAWINGS: PANELS NBVP: IMPORTANT NOTE REGARDING PANELS NBVP: VARCO PRUDEN'S ROOF AND WALL PANELS PERFORM TWO VERY IMPORTANT STRUCTURAL FUNCTIONS. 1) THEY DELIVER LOADS TO THE SECONDARY MEMBERS (PURLINS & GIRTS). ROOF AND WALL PANELS AND THEIR CONNECTIONS MUST HAVE THE STRENGTH AND STIFFNESS TO RESIST ALL CODE PRESCRIBED ENVIRONMENTAL LOADS. WALL PANELS ARE ALSO REQUIRED TO TRANSMIT THE WEIGHT OF VP SECONDARY MEMBERS, WINDOWS, LOUVERS AND OTHER EQUIPMENT TO THE FOUNDATION. 2) THEY CONTRIBUTE TO THE STRENGTH OF THE SECONDARY MEMBERS BY PROVIDING RESTRAINT AGAINST ROLL,SAG, LATERAL ELASTIC BUCKLING ETC.. ROOF AND WALL PANELS AND THEIR ATTACHMENTS MUST HAVE THE STRENGTH AND STIFFNESS TO PROVIDE THE NECESSARY SUPPORT TO THE SECONDARY FRAMING MEMBERS. VP BUILDINGS, INC. REQUIRES DOCUMENTATION THAT CLADDING PRODUCTS BY OTHERS ARE ABLE TO PERFORM THESE FUNCTIONS EQUALLYAS WELL AS THE VP PRODUCTS. FOR'THROUGH FASTENED" PRODUCTS THIS REQUIREMENT MAY BE SATISFIED BY PROVIDING DOCUMENTATION THAT THE PANELS MEET THE FOLLOWING REQUIREMENTS: A. PANELS ARE STEEL WITH MIN COATED THICKNESS OF 0.019 IN. B. MINIMUM RIB DEPTH=1 IN. C. MAXIMUM RIB SPACING=12 IN. D. IX=0.0332 IN4/FT(MIN). E. SX(+)=0.0367 IN3/FT(MIN). F. SX(-)=0.0454 IN3/FT(MIN). G. DIAPHRAGM WORKING STRENGTH=143 PLF(MIN). H. DIAPHRAGM STIFFNESS(G')=13.2 KIPS/IN(MIN). I. FASTENERS ARE#12 SELF DRILLING OR SELF TAPPING SHEET METAL SCREWS SPACED AT 12 IN 0/C MAX. CONCEALED FASTENER PRODUCTS (STANDING SEAM) AND THROUGH FASTENED PANELS NOT MEETING THE ABOVE MUST BE TESTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE AISI SPECIFICATION. VPC File:CA0112902-01OE1.vpc VPC Version:2.5 Technical specifications - Air-Zone Maple System Page 1 of 3 AIR-ZONE SYSTEM PART 1. GENERAL SPECIFICATIONS 1.1 Related works 1. 2. 1.2 Description 1. Scope: The complete installation of a wood floor system consisting, in general, of wood laminate sub- flooring, maple flooring, vapor barrier, sanding, sealers, finishes, game lines and wall base 2. Related specifications: a. Installation of concrete sub-floor. b. The general contractor shall provide a concrete slab smooth troweled and level to a tolerance of 1/8" in a 10'0" radius. (Fl and Ff numbers are not recognized.) c. Slab Depression: The concrete slab depression is 2 7/8". d. Concrete sub floors shall have an adequate moisture barrier. Note: Water/cement ratio will directly affect the drying time of the slab and the moisture vapor emissions. 1.3 Quality assurance a. The manufacturer shall be experienced in the manufacturing of athletic flooring systems. b. Flooring contractor shall be a firm experienced in Maple flooring systems. c. Installer must have successfully completed installations of the same scale in the last three years. d. Flooring shall be stored on the premises a minimum of ten (10) days before installation commences, or as required for acclimation. The flooring contractor will make final determination as to acclimation. e. Flooring Contractor will keep a log of daily moisture test of the installed and uninstalled wood. 1.4 Submittals a. Shop drawings of selected system, showing edge details of vertical obstructions, floor-plates and thresholds. b. Technical data sheets of the floor finish, paint. c. Color chips for approval of game-line paint. d. 3 copies of the maintenance instructions. 1.5 Site conditions a. The floor system shall not be delivered or installed until all masonry, plastering, tile work and all overhead mechanical trades are completed and building is enclosed and weather-tight. b. Permanent heat, light and ventilation shall be installed and operating during and after installation, maintaining a temperature range of 55°F to 75 °F and a relative humidity range of 35% to 50%. c. Concrete slab must be broom swept and scraped of all irregularities by General Contractor. 1.6 Warranty Provide manufacturer's standard warranty. PART 2 - PRODUCTS 2.1 Materials a. Flooring-Flooring shall be 25/32" thick x 2 1/4" wide, Second & Better, continuous tongue and groove and end-matched MFMA Northern Hard Maple or Non MFMA, grade marked and stamped by manufacturer. Options: First, Third & Better, Third Grade, and 33/32" thick, 1 1/2" and 3" wide. b. Vapor Barrier shall be 6-mil polyethylene. c. Sub-floor http://www.mondousa.com/english/technical/specs/airzone.htm 3/7/01 Technical specifications - Air-Zone Maple System Page 2 of 3 1. Mondo Air Zone pads shall be air injected, conical in shape, 1 3/16" thick. Pads shall be selected for the intended purpose. 2. Panels shall be 15/32" x 4' x 8' APA-rated sheathing plywood, exposure 1, or 7/16" x 4' x 8' oriented strand board (OSB). d. Wall Base shall be 3" x 4", vented vinyl cove with pre-molded outside corners as supplied by Mondo. Specify color: Black or Brown. e. Finish material shall be as specified by architect applied according to the manufacturer's specifications. f. Flooring fasteners shall be 2" barbed cleat or 15 gauge coated staples. PART 3 - EXECUTION 3.1 Inspection a. General Contractor is responsible to meet slab tolerance and concrete dryness. b. Inspect concrete slab for proper tolerance and dryness, and report any discrepancies to the general contractor for correction. c. Concrete Cure must be minimum 60 days and must pass poly-film test for dryness d. Slab Tolerance must be 1/8" in ten feet. e. FF and FL numbers will not be recognized. f. The concrete slab shall be cleaned of all debris so flooring contractor will have sole access to the entire work surface. 3.2 Installation a. Cover concrete with 6-mil polyethylene, sealing and lapping joints a minimum of 6". b. Install first layer of 15/32" x 4' x 8' sheathing grade plywood or 7/16" O.S.B. with 32 Mondo Air Zone Pads attached 12" o.c. with a 1/4" spacing between adjoining sheets and a 11/2" to 2" expansion void along perimeter and all vertical obstructions. Install perimeter rows of cushions with not more than 6" from edge of sheet to center of cushion. First layer shall be installed across the short dimension of the room. Second layer of plywood shall be laid out at a 45° angle to the long dimension, so that the two layers cross at a 45° angle, and securely fastened to the bottom layer (staples should be min. 12" o.c.) c. Install finish-flooring parallel with main playing court by power nailing or stapling approximately 12" apart. 1. Space joints between flooring strips to allow for intermediate expansion, as designated by the installer and in accordance with humidity conditions in the region. 2. Provide 11/2" to 2" expansion voids at the perimeter and at all vertical obstructions. d. Moisture content of flooring shall not exceed 8% during installation. In regions with constant high humidity, a higher moisture content may be required, as determined by the flooring contractor. 3.3 Floor sanding a. Machine sand with coarse, medium and fine papers to a smooth, even and uniform surface. b. Vacuum and tack surface in order to remove sanding dust from the entire surface. c. Refer to MFMA/NOFMA sanding and finishing guide for procedures. 3.4 Finishing a. Inspect entire area of floor to insure that surface is acceptable for finishing, completely free from sanding dust and perfectly clean. b. Apply seal and finish per manufacturer's instructions. c. Apply two (2) coats of seal and two (2) coats of finish. d. Buff and clean floor between each coat. e. Paint game lines as shown on drawings, between seal and first coat of finish. f. Game line paint shall be compatible with finish. 3.5 Base installation a. Install 3" by 4" Vented Cove Base, mitering inside corners, and anchoring to walls with base cement. 3.6 Maintenance a. Upon completion of floor installation, the owner, attendants or individuals in charge and responsible for the upkeep of the building are to see that the care and maintenance instructions of the Wood Floor Systems are followed. -END OF SECTION- http://www.mondousa.com/english/technical/specs/airzone.htm 3/7/01 Technical specifications - Air-Zone Maple System Page 3 of 3 Revision 01 Download Air-Zone Specifications Back http://www.mondousa.com/english/technical/specs/airzone.htm 3/7/01 Mar 07 01 11 : 15a FlMFINN Sauna Co 3368543677 p . 1 FAX COVER SHEET I r- AM-RAIN SAUNA COMPANY d P.O. Box 29406 S Greensboro, NC 27429 U.S.A. 1-800-237-2862 NC (336)(336) 854-1991 FAX(336) 854-3677 irgisAik\- f SEND TO Company name From a • Attention ill Date Ortioti iocabon Office location Fax number Phone number IUrgent Reply ASAP Please comment Please review For your information Total pages,including cover: COMMENTS Mar 07 01 11 : 15a FIMFINN Sauna Co 3368543877 p. 2 • SAUNA CO . ,:.:::::,,,......,...„„'.:.„t„.,:a..„..„4?,N.6,,,1„,,-I,w,:Ml:,,,',,.A..,,...,,i.i.,::,,:.:"'.i.:,:.,.:!..:]":„.,,!,„,.-;::,k'..:;.'.,!...'3,:.„n,:.a„:E0gz,:-„.:>,.i,m:,.::!,._„4-.•....li0i..4..,:.,.„.,,.,;;s:.:fii.0.1..O=,o,.,i;i.,i;.i..,*.r::,i.-.-i;„...:;.,..i..i:.,(i.,:,,m.,:„M, „., .,:4i...„..i.li....i..g:,if.:„;-.,:g,g..:R...,':.,a,.,i;.....,,::,wi.,.;„:,;s:,;W:,;p,l.a.:,..,.:i.',-::m,2.'C.4..,ig:*..;R.;„,;.;i-.i-:C;..,;..:,.,.;i.;:..,•;.:;:'...i":.,i';i.ii..,.„,';:,:;i:3:0„:„:r:.„:;X'",.:i'.fti4,A,.i..;:.g0.,.•.:..'.:.;..''‘..:;tK„,::.„-k:"-".*,iV1-4.i::.":„.',"j'.„—i.e:„'7...a:'w•-:,:"1.,:....„:i'.::r.V...i,:„,;:,::O.•-;:.,,...i.„.4,R:,'„',.,K.,'.,-i•.i-.-'.2-„.„:•.:.-.4..rN7.;i..:-..t,:„-•5i.:.t)'„-"10-.:6:.Fi.i.,..•.!„':..F?.W.4..,.,....l3.;.'.„.`'..:z.A.'li.....'„iK-,:_-k',V',.i',Nii'''.?,...'..4k.T.,'.,3,,'.„.4-$.:-.,-f::..:„„':s.-.--..,‘..;:,g-i.;-.i„::.;i.:N,E...-;a.. 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Light 1 Box 4. Light switch and cover 1 Set 5. Door handles and nuts/bolts 1 Set 6. Bench front rail screws 1 1/2 ( if needed) 1 Bag 7. Screws for attaching benches to the wall and to each other I Bag 8. Bench bolts, nuts, washers, lockwashers 1 Bag 9. 2" screws for butt hinges in door jamb 1 Bag 10.Instructions for assembly of Pre-Cut Kit 1 11.Drawing of Pre-Cut Kit 1 Accessories 1. Backrest 2. Thermometer am firm" sAJLJ tv ch .. P.O.BOX 29406.•. .GREENSBORO.NC 27429 • Mar 07 01 11 : 17a RMFINN Sauna Co 3368543G77 p. 5 I 1 3fir rx"Ds 'I I A: ' ® L• - 8 �*N1 {PN i F33�5 '`$ f ��". :t�' �. «5 "; �.... �•..`Yt ,. f .fie<. • • t cs , %, } �° � -y � PO.BOX 29406 • GREENSBORO, NC 27429 • 1 .` h ; !�"'', 4, PHONE: (336) 854-1991 ?. FAX: (336) 854-3677 U.S.A.; 1-800-237-2862 www,am-finnsauna.com WNW. L The Sauna That Steams' General Instructions for the Assembly of the Pre-Cut Sauna Room AM-FIN-Nis pre-cut kit consists of materials factory cut to the size of the room you are preparing to build. This method is for the more experienced do-it-yourselfer, All suggestions for installation are offered with the stipulation that local codes must be followed. Suggested list of tools for efficient assembly: Rubber hammer, claw hammer, level, Drill with assorted bits and Phillips-head hit, tape measure, Miter saw, pry bars, pencil. Inspect the area into which you will assemble the sauna. Insure there are no troughs or dips in the floor which the base will have to span. Minor dips are not an issue, but if you place the perimeter or solid flooring on the floor and you can see a gap that is too much for shimming, then you should find a way to fill the gap and support the sauna base. The correct assembly procedure begins with the receipt of the sauna. Please follow the instructions in this booklet for the proper method to receive a shipment. The wall and ceiling tongue & groove planks provided are prepared in bundles to your general specifications. You will need to cut/trim planks to fit your construction exactly. Each pre-cut kit includes essentially the same hardware as the modular kit.( See packing list). Benches are pre-built using pre-dipped galvanized nails that are power driven to assure bather safety from protruding nail heads. Bench leg supports and fasteners are also provided, The floor for a sauna may be concrete or tile. A drain is not necessary, but is acceptable if already specified. Industry Leader Since 196'2 Mar 07 01 11 : 17a RMFINN Sauna Co 3368543677 P- 6 To start: 1. Select the size room desired, then mark the designated area with a plumbed chalk line. Using 2x4's, nail down a floor perimeter or sill plate to act as the base for the 2x4 studding. 2. Nail wall studding vertically 16" on center, to the base plate, not to exceed a height of 7'. If metal studs are used, then a plywood covering is required so the planks can be nailed into it. The planks will be mounted either vertically or horizontally depending upon how it was specified when the sauna was purchased. Generally if the walls are longer than 7' we suggest the planks be mounted vertically. Please refer to the original specifications. 3. Leave a rough opening between door trimmer studs of 26"x80". If the door is a 3', ADA compliance door,the rough opening should be 38"x80"e 4. An insulated factory door is provided to withstand interior temperatures. 5. Nail ceiling studding horizontally at 16" on center from rear wall to front wall, assuming door side of room is considered front wall. 6. Notch studs for proper size conduit to electric heater and light switch. See electrical chart for proper conduit sizes. Mount rough-in cans for control panel, heater and utility electrical boxes for 110v lamp and switch. 7. Insulate walls with 3 '/7" foil-faced fiberglass insulation. Foil faces the interior of the room. 8. Ceiling Planks--- Apply ceiling T&G boards horizontally from left wall to right wall of sauna. 9. Rear Wall Planks/Side Wall Planks/ Front Wall Planks --- Apply from bottom up of being applied horizontally or from left to right if applied vertically. 10. Assemble bench and legs with carriage bolts and lock washers. Each set has been pre- drilled and numbered so that all you have to do is match up the numbers. Place inside the room and secure to walls as shown in the "Bench Anchoring Detail". Attach bench legs loosely with the fasteners provided. Walk benches through doorway adjusting legs so entry can be easily facilitated. Place benches in proper positions. Tighten all nuts and bolts securely. 11. Trim---Interior trim is provided for walls and ceiling. Cut to size and nail securely after benches have been installed. 12. Floor--- Floor panels are pre-fabricated ductboard. Install each section to conform with floor plan. Mar 07 01 11 : 18a AMFINN Sauna Co 3368543677 p- 7 13. Door and Jamb--- Pre-fabricated door and jamb is provided with hinges and non- locking ball and catch. Use wood shims to level and adjust door jamb to opening. Factory hinge screws can be removed and longer screws inserted to permanently secure pre-hung door to existing frame. Exterior door trim is now applied. 14. Heater--- Install according to instructions provided with heater. Please insure a licensed and qualified electrician performs the work. Please insure all local codes are followed. If not installed by qualified, licensed electrician the warranty is voided. 15. Light Fixture--- Install using a separate l l0v line to fuse box. Attach warning plate and instructional plate for using the sauna to the exterior of the sauna. 16. Close in exterior walls and ceiling with covering of your choice. Mar 07 01 11 : 18a AMFINN Sauna Co 3388543877 p - e re4a • rica or ® ua r Sauna Assembly tructions Mar 07 01 11 : 20a RMFINN Sauna Co 33E8543677 P- 9 AM-FINN SAUNA CO. P.O. BOX 29406 GREENSBORO, NC 27429 Packing List for the Modular Sauna Kit Hardware Carton 1. Screws for fastening floor perimeter (1 '/4" ) 1 Box 2. Heater guard brackets & long screws (2") on guard fence 1 Set 3. Bench backrest rail screw (1 1/4 ") 1 Box 4. Bench bolts, nuts, washers, lockwashers 1 Box 5. Interior trim nails (44 finishing nails) I Box 6. Light 1 Box 7. Light switch and cover 1 Set 8. Exterior Panel fastener screws 1 Bag 9. Door handles and nuts/bolts 1 Bag 10.Screws for attaching benches to the wall and to each other 1Box 11 .Screws for butt hinges are taped to door window with Allen wrench for hinge adjustment 1 Box 12.Screws for attaching jamb to panels 1 Box 13.Shims for door jamb 1 Box 14.Drawing of unit floor plan 1 15.Instructions for assembly of unit 1 Optional Accessories 1. 2. 3. 4. 5. 6. 7. am firm sA.ur .A P.O.BOX 29406 ••. GREENSBORO,NC 27429 . p. 10 3368543G77 FIrIF I NN Sauna Co Mar 07 01 11 : 21a , . .._ ...., ., ,, ,,,,,. ,, „ _,,,, , A . . .Ir.. , . ROOM ASSEMBLY • F ....____, ,....___.. .. _ „••• ,,__--,-- -,-- r . il---- - — --- fi — - -,-I --° -r-' - / - - II ' ''''' :i i• i ' •I i 1.;1' '' 1: J• , ,r• :Ii i i l li j ......... Ili i ., q ' I I.',1 H. • i' c, M! .1 k. . . '.. • !, , 1,, 1 rti ' II C .. 4 *. i ;',. • 0 . lo 1 • . 1 ' I F V I ' , H' ' . ' ' 1 ''i,. Z —.—.."-- :''r .4 '' . [ ' 1 ' , fl..:, i' . I 1 ' G .', '',,f . ,. E ,, , , - • ,• f I: 1: . , . . • ri ':. I .. ; • :' ' - '',-• . '1 ; ' -.'''- ;! : l'. ,. • . ', ;- - .,.. ..,-:,-- •t• ; .___-. . . .' .;...„-,-.1 .-- 1,! ;.. A . H 1, ' , ., ••., •., ,, ,.. c . ,- , • . ,. ... ...,. ; ,... •• • , L ,,,,,, - ,,,,, , ... , ,. ... . • .. ..., ,,,, .-.-,,: i, - .. ---•-„-.4. ,.. - , . .'.. , ..„.„...., „.. , . . . . _ _ . ., _... .,. .. . __--- ..... ,- .4.)...- j r , Mar 07 01 11 : 21a AMFINN Sauna Co 3368543677 p. 11 Detail # 1 Typical Lap Joint Detail # 3Typical Wall / Ceiling Joint Ceiling Outside Paneling ,wzr$' , { ;.ny r . a ;s ,.u,,�v, th!,i:.r S4 y F\;e i ;{ 'fs',•! a, - w Insulation— • u4.,. th,. . . . , . . i p:+K�_ �'e,,1{{�C.4 t. Sax a1- PS6:45`•:'<3::" �k��w ur tid` �.rwr�n 1 1 llitik Wood _ ,, r 1 , = ' Frame ry�y`"' Tongue and Groove ; a F 1 „ : =ttl .'<r y. Cedar p 8 Alignment Strip Tongue and Groove I Cedar a.) -0 .— c.f) T & G 0 r Detail # 2 Typical Corner.Joint Detail # 4 Typical Wall / Floor Joint Frames Fastened With 1/2" x 3 1/2" Lag Bolts ..: hV 3.• 3 ka 7 NH A .01 6. h ' ' i af5 y 'Vc �T S.,li.x . .,.„„,, r ..a..x��i:t'�S q..laTL:e•..�w�.F..Sry rvr ll• I Tongue and Groove s F Cedar 0 3 / 4 Cedar Flooring I i Am - Finn Sauna Alignment Strip Typical Details Pre Fab ( Modular ) Kit Mar 07 01 11 : 22a AMFINN Sauna Co 3388543877 p. 12 , NI, , .1: SI v.,t,:, I/OP' SYr ' :x.iZ mcirnsamsgmcommos " ; •-'I.f 1 " ;, ;;.l PO,BOX 29406 • GREENSBORO, NC 27429 ' .., PHONE. (336) 854 1991 _ , l FAX (336) 854-3677 ors v,. _' i U.S.A.; 1-800-237-2862 _" www.am-finnsauna,com ' : ., . a _.;.J.,;"z1, 2 rl • The Sauna That Steams General Instructions for Assembling the Pre-fabricated or Modular Sauna Room A modular sauna room is a sectionalized panel system which was pre-fabricated in AM- FINN's factory. All AM-FINN panels are completely pre-engineered at the factory. A modular room can be readily assembled in a few short hours. We recommend two people work on the assembly of the sauna. Suggested list of tools for efficient assembly: Rubber hammer, claw hammer, level, Drill with assorted bits and Phillips-head bit, tape measure, Miter saw, pry bars, pencil. Inspect the area into which you will assemble the sauna. Insure there are no troughs or dips in the floor which the base will have to span. Minor dips are not an issue, but if you place the perimeter or solid flooring on the floor and you can see a gap that is too much for shimming, then you should find a way to fill the gap and support the sauna base. The correct assembly procedure begins with the receipt of the sauna. Please follow the instructions in this booklet for the proper method to receive a shipment. 1. Locate the packing list and shop drawings. You will need these to refer to periodically. 2. Locate the Hardware carton in Piece #1. Compare its contents to the list shown in the following pages as "Hardware Carton Packing List." Do not misplace these items. Put them in a safe place so they are not stepped on, scattered or lost. 3. All cartons are marked with their exact contents and can be referenced on the packing list. In the case of multiple sauna purchases, the markings indicate the exact room in which they are used, i.e. "Men's", "Room U212" or whatever other appropriate marking has been given to specify the room. 4. Locate the carton containing (A) in the drawing which is either the floor perimeter or solid floor. Remove the base and place it in the area where you want the sauna to be located. We recommend you put the base in the exact spot you will want the sauna. If you try to assemble the sauna out of that space and then "move" it in to position you will find that it is too heavy and cumbersome. Industry Leader Since 1962 AM - FINN Sauna Floor Plans 6',7',or 8' 6',7',or 8' 6',7',or 8' 15" 15° 18° 4' 12" 12" 4' 4' Heater Heater Heater M 64,74&84(door right) M64A,74A,or 84A(door left) M64A,74A,or 84A(door center) 5' 6' 7' 18" 18" 18" 16" 16" 16" 5' 5' 5' Heater Heater Heater M 55 (door right) M 65 (door left) M 75 (door right) 4' 5' 8' 18" 18" 18° 16" 16" 18" 6' 6' 6' Heater Heater Heater M 46 (door left) M 56 (door Right) M 86 (door center) 8' 6' 7' 18" 18" 18" 16" 18" 18" 5' 6' 7' Heater Heater M 85 (door left) Heater M 66 (door right) M77(door left) Hundred's of plans are available! Place the door, benches and heater as you want them! These are only a few ideas. b' 6I Heater 18" Heater 4' 16" 18" 4' S' 14° 16' r Heater M 64 (door left) M 46 (door left) M 55 (door left) 6' 6 6' Heater Heater Heater 5' 18" 16' 6' 16" 18" 7' 18° 18" M 65 (door right) M 66 (door left) M 67 (door right) 7' 8' 18" 6' 18" 1 e^ 18" 7' 18" 7' 18" 66 8' 18" 18" 18" e Heater M 77 (door center) M 87 (door center) 9' 5' M 68 (door left) 18" Heater 8' 16" 14" 18° 7' 18' 8' 18" 18" 8' 18" 18" Heater _ _ 18" M 97 (door left) Heater M58 (door right) 9' M 86 (door center) Heater 12' T 18" 18" 16" 16" 18° 18° 6' Heater M 97 (door center) M 126 (door left center) AM- FINN Sauna Floor Plans 8' 9' 12' 18" 18" 18" 18° 18" 18" 8' 9' 18" 8' 18" 18" 18" 18" 18° Heater Heater Heater M88(door center) M99(door right) M128(door center) 8' 10' 10' 18" 18" 18" 18* 18" 18" 10' 10' 18" Heater 18" 18" 18° 18" 18" 18° 18" 14' 18" 18" Heater M810(door left) M1010(door center) 11' 12' 18" 18" Heater 18° 18" M1014(door right) 11' 18" 11' 12' 18" 18" 18" 7' 18" 18" 18° 18" 18" 18" 18° 18° Heater Heater Heater M1111 (door left) M1212(door center) M117(door left) 14' 15' 18" 18" p 18" 18" 7' 9' 18" 18" 18" 18" 18" 18" Heater Heater M147(door nght) M159(door center) Hundreds of floor plans available ! ! Place the door, benches and heater as you want them! These are only a few ideas! Irregular Sauna Floor Plans 18" MIIIMialMla 18" 18" 18" 111 18" Heater / Heater 18" ,-_, 18' 18" /18" 18" 18"4____. \/ j , __ \ G.", / ,_ , , / Heater / 18" / 18" 1\\ 18" 18" \ 18" 18" \ / .\ \---„„`y 18 eafe\ / 18" Heater 18" 18" 18" 18" 7 18" Ne kes / 18" Heater Mar 07 01 11 : 26a BMFIMM Sauna Co 3368543677 p. 14 15. Insert door and jamb (H). Remember to remove jamb base plate. Remove short factory screws from door butt hinges. Replace with longer screws provided in , hardware carton. Screw hinges tightly through jamb and into panel (B). Also, screw left side of jamb into panel (G). Re-fit door to jamb hinges and shim and level doof as required. 16. Now secure entire room. Nail or screw roof, floor and all sides so the room is tight. 17. Locate all trim in the cartons. Install the exterior trim (I), door trim (DT), interior trim (I). 18. Heater--- Install according to instructions provided with heater. Please insure a licensed and qualified electrician performs the work. Please insure all local codes are followed. If not installed by qualified, licensed electrician the warranty is voided. 19. Install optional ductboard flooring. 20. Light Fixture--- Install using a separate 110v line to fuse box. Attach warning plate and instructional plate for using the sauna to the exterior of the sauna. Mar 07 01 11 : 24a AMFINN Sauna Co 3368543677 p. 13 5. Start by leveling (A). If you have the wood perimeter as a base, the capping faces up. The perimeter has been pre-drilled and marked with exactly where to assemble it and where to put the screws. You can not assemble it incorrectly if you look at the perimeter, place it together without the screws first, insure the door opening is located properly, then screw it together and level it. The position of every panel and door is marked on the base in the exact position for placement. You can not miss the markings. Each panel is correspondingly marked on the cardboard packaging surrounding it and on the base of the panel where it is placed upon the perimeter. 6. Place side wall(B) over the floor capping. The helper now holds panel(B) in place to receive panel (C). 7. Place rear wall (C) over capping and fit it snugly to (B). Secure both panels with either nails or screws provided. Please note that the larger size rooms may have multiple panels and will be labeled B1, B2, or GR for right or GL for left. From time to time it may be necessary to use a rubber tipped hammer to snugly fit one panel to another. 8. Typically a power drill is used to secure the panels one to the other. Use the 3" screws to toenail the panels together near the top. Do not leave a screw head exposed on the panel top as the ceiling panel must fit snugly over the top of each panel. 9. Place rear wall (D) over capping and fit snugly with panel (C), secure both panels with either nails or screws. Be certain panels are level at ceiling. If they are not, this indicates that the floor has not been properly leveled. 10.Place side wall (E) over floor capping and center. Fit snugly to panel (D). Nail or screw as before. 11, Slip roof panel (F) into place. Do not secure at this time. Leave it loose and maneuverable for the moment. 12. Install the baseboards on the interior for the three walls that are now in place. It is easier to do them now than after the benches are in place. Place the heater guard (do not secure it yet) for measuring purposes only. Measure where it will make contact with the baseboard and cut/fit the baseboard around the leg of the heater guard. 13. Assemble bench and legs with carriage bolts and lock washers. Each set has been pre- drilled and numbered so that all you have to do is match up the numbers. Place inside the room and secure to walls as shown in the `Bench Anchoring Detail". Attach bench legs loosely with the fasteners provided. Walk benches through doorway adjusting legs so entry can be easily facilitated. Place benches in proper positions. Tighten all nuts and bolts securely. 14. Place front wall(G) over capping and fit snugly with panel(E). Secure both panels. VirdR WALL TYPES d A 1 WALLS TO BE 6' 20 GA. MTL STUDS • 16' O.C. W/ SOUND BATT q2) CONDENSOR UNIT 40 -I INSULATION. 5/8' GWB EACH SIDE PAINT FRAME TO ROOF SHEATHING SEE MECH. TYP. ........\cTYP. U.N.O. (3-) 150'-0' S9 Cin WALLS TO BE 6' 20 GA. MTL STUDS • 16' O.C. W/ 5/8' GNB TAG _- SIDE TO ROOF SHEATHING. OTHER SIDt 6' PAST ACP T-bAR / 25'-0' / 25'-0' / 25'-0' �, 25'-0' f 25.-0' / 25'-0' ` liQ PAINT TYP. U.N.O. ISEE WALL SECTION FOR CALLOUTSI 10'-2' 3' 6' 3' 6' 8' 3'-8'1'-4tt 5'-•' 5'-11) 1'•4 3'-6' 3'-6' 3'-6' 6'-111 8' 41 is'-sr 30'-GI< 11-101 17 6 / f f �f f!' / /� / f / ' py / / / / CARLETTI ARCHITECTS P30 _� WALLS TO BE FURRED OUT W/ 7/8' DEEP MTL HAT CHANNEL • 16' O.C. WI IGP31 ;� G 1-,P >Jfd1lp•C♦a1t•,tpl�fM1 I 5/8' GWB TAG SIDE FRAME TO 8'-0' W/ PAINT • r ies TIP. U.N.O. (SEE WALL SECTION FOR CALLOUTS) 1 2204 Riverside Drive � WALLS TO BE 3 5/8' 20 GA. MTL STUDS • 16' O.C. W/ {A \ \ i na flcz 6 ® O SLLf16 270 -- 1 5/8' GWB BOTH SIDES PAINT FRAME TO 121-0' TYP. U.N.O c � _ \ \ \ Mount Vernon, WA 98273 I �- '~ 1' �T� tt 1i I1 �1d I L�II �, 1 nit , 1 7 ' a r e ,s �, i _ ,ATL +� 5 WALLS TO BE 3 5/8' 25 GA. MTL STUDS I 16' O.C. W/ _ 3 � �.� ❑3I B° 5/8' OWES BOTH SIDES PAINT FRAME 6' PAST ACP T-BAR In Ford 12 ■ ST'O% 15 Phone: 13601 424-0394 BRACE TO STRUCTURE TYP. U.N.O. �� ® 6 4 - --J - --- ' I Fox: ii360) 424-5726 o I1 4N-A O a� . ,,N M]RRORS TO 7'-0' may, WALLS TO BE 3 5/8' 25 GA. MTL STUDS I 16' O.C. W/ m 6 11 m LUNZ. A.F.F. TYP FULL ❑37:111117IGETDO LENGTH OF WALL 6429 6 a __ O 5/8' GWB BOTH SIDES PAINT, P-LAM UP 48' A . BOTH SIDES. o o FRAME 6' PAST ACP T-BAR BRACE TO STRUCTURE TYP. U N.O. ISEE 6 el ,6 ® m EQUIP. ► 1 I bWALL SECTION FOR CALLOUTSI v ` 11 �� TQR• 116 T-i _ O� - 115 ;�i- 1 . �; WALLS TO BE 3 5/8' 25 GA. MTL STUDS • 16' O.C. W/ 0 a."� 8 mAa- 1:- 5/8' GWB BOTH SIDES PAINT FRAME TO 4'-6' A.F.F. I CONC. F ► I ■ I»� . +11 El u 0 II A6.1 8' HIGH MDF WALL IN 8' SECTIONS W/ 2X4 BLOCKING. _ L__ - +� 118 • ( O I Laos ', "Grin O -� TO BE USED AS ELEC. CONDUIT. PAINT BLACK - O G Ii11 m i ► u -► °? PROVIDE RAISED 2' 'F io - � P 1E ► .� (. �"'�� 114 4 o MIRRORS TO T-0' `� C k o\ ^ y ❑ EDGE PROTECTION. A.F.F. TYP I21 WALLS TO BE 6' 25 GA. MIL STUDS • 16' O.C. W/ SOUND BATT N44 eo • id INSULATION. 5/8' GWB EA. SIDE. PAINT P.LAM UP TO 48' AFF EA. 111 I11! _ j \ e A NEW FACILITY FOR: ,_ ht 6 $V. 12) SIDES OF WALLS FULL Imc�:i,,_ ___t{ SIDE. FRAME 6' PAST ACP T-BAR. BRACE TO STRUCTURE TYP. U.N.O. ( 8 E_- -_ - SV. ® 113 ' - * LANDING. TYP. LENGTH 7----- ANACORTES HEALTH CLUB J - .� 6 ♦ L _ __ I5) BUILT-IN STRUCTURAL COLUMN '` MI OR TO T-0 1609 R AVENUE WALLS TO BE FURRED OUT W/ 7/8' DEEP MTL HAT CHANNEL / 16' O.C. W/ UA6 ♦ III SHELVES SEE METAL BLOC. DWGS. 0 7 7 A.F.F _ Q ANACORTES. WA. 98221 el) © ' TYP F.C.I.C. w 10 5/8' GWB TAG SIDE. FRAME TO 10'-6' W! PAINT TYP. U.N.O INSULATE m FOR SIZES. TYP. C _�_ (SEE WALL SECTION FOR CALLOUTS) CASEWORK- 13 ALL (4) R.R. °, __°Dumbbells- P"b0'0i EXIT WI UPPERS , : TIP. 11 WALLS TO Be 5 51V 25 GA MTL STUDS I 16' O.C. WI WS' GWB EA. F.C.I.0 O © O n. 3p ® , IN-IS- I� \ C I ■ � ' ■ o MARK YOUNGBERG (360) 299-3068 SIDE. PAINT. P-LAM UP TO 48' A.F.F. TAG SIDE. FRAME 6' PAST b 7- ' i, 5'-Of T-5!' J. 7-3) t 5'-Of je 13'-C! 41 I� Fe20'-11 ' 1._ FLOOR. 6' MAX. R15E 45'-r FE 14.-71 7 6'-101' Fr_ 15'-4iifl ACP T-BAR. BRACE TO STRUCTURE ABOVE TIP. U.N.O. 'o • • ► © A ��f XX N r 36' HIGH ADA 44' HIGH PONY WALL u . , 5'-0' i 0' �, �ii\ CONTRACTOR: WALLS TO BE 6' 25 GA. MTL STUDS I 16 O.C. W/ FR.P. FULL h. re t COUNTER F.C.I.0 W/ 14' P.LAM SHELF ao UPPERS ALAN N. PERKES CONSTRUCTION 12 HEIGHT ON TAG SIDE 0/ 5/8' GWB EA. SIDE. FRAME 6' PAST ACP T-BAR. coN Ar\_ = _ u F.C.1.C. I A n C' MACE TO STRUCTURE TYP. U.N.O. O CASEWORK •SV - I -- a CARDIO 17713-8 DUNBAR ROAD FE \ C FUTURE MEZZANINE & STAIRS TYPICAL S♦ F.C.I.0 O €1_ WALLS TO BE 6' 25 GA. MTL STUDS I 16' Q.C. W/ 5/8' GWB EA. SIDE 10'-6C T-N' 12'-7f - 8'-1C 13'-1r I �,� a ` 117 SEE SHEET 1/A-20 FOR MEZZ. PLAN ` MOUNT VERNON, WA. -- { 131 FRAME 6' PAST ACP T-BAR. BRACE TO STRUCTURE ABOVE. r / ' a Ep © - ! = P 1 MATS F.O.I.0 r- \ p )360) 428-0255 • l• - MUL - OSE el i .� gJr.-- 1� WALLS TO BE 6' 20 GA. STL STUDS • 16' O.C.. SOUND BATT INSULATION. a, 10 104 �- © - r It 06 Q - - - - g _ - 3 5/8' GWB EA. SIDE. FRAME TO 10'-6' A.F.F. �? �� r FYI rfin, 14 I i---- I 1 i �I { • CASEWORK1 '-6'® WALLS TD BE 2 1/2' 25 GA. MTL STUDS • 16' OC.. W! AI ,• - W! UppERSI5/8' GWB FRAME TO 8-0' A.F.F. VERIFY DIMENSIONS OF MCH, SHAFTS \ 10.33 lO2 © :17) 0 �FAA"!'� TIP. FCLC. II -� A � - �� IE H� �I 'A 4 W/ MECH SUB. CONTRACTOR PRIOR TO FRAMING �►� D 1•. LINE OF +' _ �" I ! } Cl NOTE: • - • . : BO MEZZ. Q I � I I IL 118 - 10 C. z' `�� , 1 .3 MECH. "1� r*D r- A ALL GWB RUNS TO TOP OF WALL U.N.O. / b ;n et,, PT PLATFORM III 110 '1 , x _ s ' i ! I -{ MATS F.O.[.0 O _ U, a0 ACCESS 10 ) ��- '- "t per.-:, 7f�_ _ cv LOUNGE 100 �+• Zo v 2 LADDER ll rr o E4, N NTRY s.o `" - m - - LEGEND 0-245 - in y ] MASSEVSe © a -c _ o 1.a ® II a _r ® f "� OK{ CG I rvuMtstR: G- 4 - �. IOg _ - I ) ) t Hal 1 Tut 101 i 0 6 ' A6.1 1 8.1 - o }--I STEEL METAL BUILDING MAIN FRAME COLUMN. SEE MTL BLDG DWGS CPT 103 1 , 10 Cy*y, CPT 109 �� o „Y �� x3 ❑ 3 ` C 3 - 1._ ' -,9E■ I© 10 10 `v ` FE ' OD ® 6X6 T.S. COLUMN. SEE MTL BLDG. DWGS. or _i z Ci IC� p�or� gCa �V ' XIT REVISIONS: FD 6' FLOOR DRAIN. SLOPE FLOOR TO DRAIN E - \ , C O 1 2 AO O O OO • `o� . O Oq Jr DIRECTIONAL EMERGENCY EXIT SIGN HARDWIRE WI BATTERY BACKUP WIDE FLANG' O HB EXIT SEE STRUCT. I LINE OF A6'1 O O 4 ► COMBINATION EXIT SIGN/EMERGENCY LIGHTING WITH BATTERY BACKUP CANOPY o II l HARDWARE I ABOVE 1-111 cP` j� 1T-6' cFz I c f- _ I / 5'-6' / 25-0' / - 25'-4f o 6'-1$ / 18'-6' EMERGENCY LIGHTING W/ BATTERY BACKUP HARDWARE 28'-I' 13.-3f / 10'-71 / / 52'-0' HVAC GROUND MID. GAS PACK Ere 2A 10BC SEMI-RECESSED FIRE EXTINGUISHER / (SEE MECH. DWGS.) LOCATE ON 516'X8' 1 HB FREEZE PROOF HOSE BIB CONC. SLABS TYP. T B A 0 DOOR NUMBER SEE SHEET A-22 FOR SCHEDULE • 4.0 • 4.0 €> WINDOW NUMBER SEE SHEET A-2.2 FOR SCHEDULE , XXX ROOM FINISH TAG SEE SHEET A-2.2 FIRST FLOOR PLAN STEEL STUDS SEE WALL TYPES AND WALL SECTIONS FOR CALL-OUTS SCALE: 1/8'4-0' - SHEET TITLE: EXTERIOR METAL BUILDING WALLS SEE WALL TYPES ti FLOOR PLAN I i I 1o'-9r 4'_7i' 55'-2' 38'-6r MEZZANINE PLAN 1, / l 10 FLOOR PLAN NOTES: 6.o Il- 42' HIGH GUARDRAIL 1. PROVIDE BARRIER FREE SIGNAGE AT ALL ADA RESTROOMS PER W.A.C. - / CAPABLE OF RESISTING 2. POST SIGN AT DOOR 1 THAT READS 'THIS DOOR TO REMAIN _ - I 1 // 75 L.F. LOAD t- CC } UNLOCKED DURING BUSINESS HOURS. MECH. - - -�-- •7 I -� 3. CONFIRM ALL ROUGH OPENINGS FOR DOORS AND WINDOWS PRIOR TO PLATFORM I �i1 FRAMING AND ORDERING ' ACCESS 4. DO NOT RUN ELECTRICAL CONDUIT AND GAS PIPING IN SAME STUD LADDER INSTALL 1 1/2' DIA HANDRAIL EA. SIDE CAVITY 36' A.F.F EXTEND 12' I TOP 4 23' • ^ �, 5. SEE' SHEET A-0.0 FOR MINIMUM HDCP ACCESSIBLE RESTROOM GIMENS10N5 BTM. TYP EA. STAIR F AND CLEARANCES. �o FUTURE t L B. CONFIRM ALL FINISHES W/ OWNER AND CONTRACTOR PRIOR TO ORDERING. MECHANICAL 7. COORDINATE CASEWORK AND PLUMBING FIXTURES WITH OWNER PLATFORM j MEZZANINE II 8. VENT HOT WATER TANK OUTSIDE AS REQ'D PROVIDE RELIEF VALVE PAN SEE MECH. DWGS FOR II CARDIO AREA TIM GOODMAN AND SEISMIC STRAPPING AS REQ'D. LAYOUT OF EQUIP. • )1584 S.F.) - -I a RECEIVED PROJECT ARCHITECT, a CONTRACTOR TO COORDINATE SOUND 'SYSTEM AND BUILDING ALARM/SECURITY MECH. PLATFORM. ril • FUR . _ SYSTEM WI OWNER PRIOR TO DRYWALL INSTALATION. ISEE STRUCT. FOR I� -1 !pN 12 ail TIM GOODMAN 10. CONTRACTOR TO COORDINATE W/ SAUNA MANUFACTURER TO VERIFY SIZE FLOOR FRAMING) SEE STRUCT. FOR {I DRAWN BY: REQUIREMENTS OF SAUNA ROOMIS4. FLOOR FRAMING 1I 13UILDII�G DEPi- 11. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR ALL CASEWORK FOR APPROVAL FEC > PETER CARLETTI BY ARCHITECT PRIOR TO CONSTRUCTION. _ CHECKED BY, J 1 T ❑ T T I T r�M, t 0 O JANUARY 9, 2000 0 pO 0I DATE SHOWER N : _ 15'-11i' / 21-2' / 20'-4i 2r•7,ti' 2e'-1a;' 2r-1} 14'-1of C:IDATA10012451A2.0 • ADA • . i dik) COMPUTER FILE NAME A 2 . (:) 1. SHOWER SEAT MAOTESX 1G' A.I F.F. PER 1106.11.10.5 WAC 2. MOUNT SHOWER CONTROLS PER WAC 1106.11.10.2 W/ FUTUREMEZZANINE PLAN MAX THRESHOLD OF 1/2' SCALE: 1/8'■1'-O' 3. RECESS CONC. SLAB TO ACCOMODATE SHOWER CO►YR1•HT 2000 Carl" ARCNITIKTII. PA. ENCLOSURE )PER MANUFACTURER) J J �.) I 1 --- • LEGEND �� ill 1 X HVAL UN:Th V11 A L I f1- LTH � B �� HaEk :NG CARLETTI ARCHITECTS P.3. Er I TING IDLE I arc tecwn•8pbnning G'1 r 2204 Riverside Drive , II I Nr � PULE LIGHT EXISTAIG Suite 270 ICI11; S 75, o, PARKING CHS CCM — �,\ Mount Vernon. WA 08273 II�, ; I { X X Phone: (360 424-0504 Fax: (360) 424-5726 V AN1 I EXIS : r� :- k, ti . A . UNITS N A a Il,{ III 1 IlkMill6429 li! nIl 1� � LANDSCAPING _ ;I , , 7 ,��, •'T", � u I rij11 ruNc. PAID I ir s A OF ..a .,i IN� 1I; „! PROPOSED / 1` 9 ilj , ANACCRTE: HEALTH CLUB 4,5 a li' II I I I I1 c5C S F. . x \�/ ,, \______� = iis III ?-:-., I, 1l1 it , I � \---�. 4 4 Ill - /> j1, I,I e� fl4cISTING>T ATE 2, ANACORTES HEALTH CLUB i.� ,;11 III i \, i vE N PAVED 1600 'R' AVENUE // I o 0 tv 1 t11/FACE -.LE 22 ® ANACORTES WA i j; j 4 o - 08221 `If^ (380) 280-3068 / I' j \- - 23 / ill_24. fUJ 1 - MARK YOUNGBERG 1I;'iii I I A 1o'-4t' 13y (IT) 25-- .- - CONTRACTOR: ALAN N PERKES CONSTRUCTION duo' 110'-0' o 26 _- 17713-B DUNBAR RD I I I{ U _,_ co — MOUNT VERNON WA ii I I ✓ /�,ja o • " l (360) 428-0255 I ii1 ® - i V1 j r L_Z_Zi. °� L 28 o , I 1 11 ,,. 3 b 28 I I + , 6021/4. 29 3� �' I 3 I I if30 q _ / TRUNCATEDSURFACE 1 1 �'17' "Ari1.G - CCIiC 'xj 1,kill 31 32 /_ NON-SLIP V, I7\ I BROOM FIN. - _____ ,e ) ! SIDE SLOPE I I ' Y ( r 00-245 GRO HOLE W/ I I VC -X'STINn L ND CAF':NC EYt. T(NG HS.c�r.1 f'KOJCG NUMI3CR: GROUT E I TiNG R [ 1T PAR I dL, 8' I ,_l l E _ 7 MATCH EXISTING PRECAST CONC. 1 g - J E I l; 6' WHEEL STOP JG =Hs C:N it REVISIONS: r I O O fil; 1 2 3 4 I S B 2 8 g 10 // i I ( 1 N 1 e�■I�� I �i. I ( 1 I I 1 I ,� �: ICI FLUSH EDGE I' I , �- W/ ASPHALT � �- I ;Ij �� I -. -. _ i_ I ggLOPE i=-_, ` 1'IT'';• _ , STL. DOWEL MIN. j 110 1 3-�1 -, I �!_';11„ ! _1 12' INTO GROUND I III-,'!I-1 I'=ij.,=1i, i- HH -i—- IT - I I ____ _ _ - 1 I;'i I - 11 iCh _ , I -1,l_'' d _ l l . . �� - _ i�l' 1 - - L 2'-0' / 4'-0' -0' , • SITE\ PLAN fl CONC WHEEL STOP SCALE in`` . 20'-0• �1 © C U � � � � � .6 SHEET TITLE: N.T.S. SCALE: Val-0 1'-O' sr SITE PLAN PAVING \ / SITE DETAILS RESERVED TOOL EDGE 4' CONCRETE PARKING f4 BAR 8' 4' CONCRETE SIDEWALK TYP PAVING-- , SECTION ' 6' FETING g (see CIVIL) Rom,.,. "-"' - 5'-0' TYP. • SLOPE TO DRAIN (SEE PLAN) h 1 TO DRAIN ► 4 . fft 'l= tACCIbLE) 1-9 it -r_ IMilliat it-, I r in 1lf I L�, ,l� 11= - 1 - f_ji u1 —7 _ i - 4, e - -TTI---I I, - T 1�I-� III- III- {1E.-�I^i�I r,.. = „- ,=-, -;-I_TI- O i 1i ll � L ' 1 - 7,I -AM-; rITMI- 1.' i -n 1 _ 1, _! .= 1 - TIM GOODMAN II r _-1r—�[—r—I (I—�_{; I =]—I I'—T 1 ! � _ �`— PROJECT ARCHITECT = II-i% ,I —li TIM GOODMAN av 04 DRAWN BY. II„ I - I_-- CUT TO GRADE OR RECEIVED / S' / COMPACT FILL COMPACT FILL TYP. GRAVEL BASE PACE 1/2' FELT EXPANSION JOINT • 20'-0' O.C. SEE CIVIL.) , F OR AT STRESS POINTS SCORE JOINTS • 5'-0' c . c a AN •.2 �`.O. PETER CARLETTI PLACE 1/2' FELT EXPANSION JOINT I 20'-0' O.C. 0 C. W/ LIGHT BROOM FINISH CROSS WAYS CHL'CK!D BY. OR AT STRESS POINTS SCORE JOINTS • 5'-0' TO WALK.O.C. • W/ LIGHT BROOM FINISH CROSS WAYS • a ° a i3U1LD:NG DEP i JANUARY 0. 2000 TO WALK. DATE WALK CURS TYPICAL SIDEWALK EXTRUDED CURB B . F . STALL ACCESSIBLE PARKING cADABR\00L� 45\430 AME •. '_ 'g' 1'•1'-O' 0 ;SCALE: 1'•1'-0' SCALE: 1'•1'-O' O SCALE: 1'•1'-0' ° SIDE SCALE. 1 1 0 SCALE: . A =1 . 0 COPYRI•MT 1000 CARLl11I ARCHtreCT•, PS. . I 1 1 I . 1 - B&B: REMOVE ALL STRINGS, ' , STAKING &. GUYING R>:d'D ' N fiREES TWINE & SYNTHETIC WRAP, , 9' B&B.• REMOVE ALL STRINGS STAKING & GUYING REO'D ON TREES ' , ' V FOLD NATURAL BURLAP 5' & TALLER: . (2) BVC LODGEPOLE , . UNDER OR REMOVE. STAKES HIGGINS CORP. - TWINE & SYNTHETIC WRAP, ( 5' & TALLER. (2) BVC LODGEPOLE r4 453-836-4643 INSTALL VERTICAL' FOLD NATURAL BURLAP ( ) - STAKES (HIGGIN ORP. - • r, . 1 k,w.• . : COMPACT ALL BACKFILL B SECURE TREE TRUNK TO STAKES UNDER OR REMOVE. (453-836-4643) INSTALL VERTICAL %T: HAND METHODS AND WATER �� • WITH CHAINLOCK BY LISTER -, 5 �`a�W, . ;� y`" a' #2 SECURE TREE TRUNK TO STAKES TO REMOVE ALL VOIDS N ,71--; - ''COMPACT ALL BACKFILL BY.:: :: . WITH CHAINLOCK 2 BY LIST R #' „ = � `.✓ PLANT WITH R007`CROWN AT HAND METHODS ANDE _ WA R' p T " :::.:::: OPEN 'BURLAP 0 U O 2 ABOVE FINISH TO REMOVE ALL VOIDS PLANT WITH ROOT CROWN AT E RIAP AROUND1,, .,,, " s ` »� GRADE. SPREAD ROOTS FOR OR UP TO 2" ABOVE FINISH TRUNK - FOLD BACK "` '� Nyl' NATURAL SPREAD & DISTRIBUTION GRADE. SPREAD ROOT F AND UNDER s - �° ' ' r:. S OR NATURAL SPREAD & DISTRIBUTION ,' s � » . TOP F RO T !0 0 BAtL AT .= 2 'D1'PTH MULCH• 2" Lfl _ ' DEPTH MULCH TRUNK LEVEL WITH ' PLANT AT SAME ItiiEL)AS ` z FINISH • z • " SURROUNDING SOIL ,e* GROWN IN NURSERY OR „ t 120 Belmont Ave. E. Seattle, WA 98102 CREATE WATER BASIN FINISH CREATE WATER BASINo SLIGHTLY HIGHER Y, . • Tele: 206.322.0672 Fax 206.322.1401 GRADE / GRADE ::.:.AR • WATER BASIN IN NON-IRRIGATED hic.,,,,, , ,, c,,....,, n, c HOLDMULCH BACK FROM --PLANTING PIT BACKFILL PLANTING PIT BACKFILL AREAS ONLYte II . " 1-� • : am. <,�� . . . sr' ° ::• �/�' t7 FOLIAGEI SPDCIi�IED ' _ GRADE' • w �I �" i n III II li=nr- `� w "' , + FINISH GRA SPACING, a i = �I 12" 'N r�l 2 MULCH o • 1 Ii ��.� �//la�,ty�y. TYP. U, EXCAVATE ()CrPET DEEPER & TWICE a 7 ' 12" �' '' r Gr/ J'o F ����ii���'� THE DIAMETER OF THE ROOT BALL CR = :' LI EXCAVATE PIT DEEPER & TWICE NATIVE SOIL0 0 v�, III n� i�ia� I /ii� �� II; THE DIAMETER OF THE ROOT BALL OR tom• 'z i BACKFILL @ BASE .. tip -o '1- <p ' _- rjf-i1 _i r I� ROOT SPREAD. SCARIFY SIDES AND • III . .��', mk. �111 ..J1 I I :' :: : l 12 1- II=11 _ il' ROOT SPREAD. SCARIFY SIDES AND / < _ -i°u° - its - OF ROOT MASS ; , c t v BOTTOM OF PIT BY SHOVEL CUTTING N -III_ I_I 11 : ::;:_III ,_I ANGLE SIDES, VERTICAL SIDES NOT �J BOTTOM OF PIT BY SHOVEL CUTTING. 11111='. <: •<' �� p in I= SHOVEL CUT SIDES OF PIT •ANGLE SIDES, VERTICAL SIDES NOT ROTOTILL i' �II ' �'A a r tii ACCEPTABLE ACCEPTABLE u,•mui•.a,AIII= • IF WATER ENCOUNTERED, RAISE ACCEPTABLE SUBGRADE 7 III- - ,• -_ IIiIII BOTTOM OF PIT ABOVE WATER COMPACTED NATIVE SOIL • IF WATER ENCOUNTERED, RAISE -- .COMPACT NATIVE SOIL UNDER PLANT 1/2 SPECIFIED U BOTTOM OF PIT ABOVE WATER COMPACTED NATIVE SOIL PLANTING HOLE TO BE 3X TO AVOID SETTLING SPACING • ..c a LEVEL AT SURFACE, FEATHER MOUND TO SUPPORT TREE Za) LEVEL. AT SURFACE, FEATHER MOUND TO SUPPORT TREE PREPARED LARGER THAN DIA. OF ROOTBALL , PLAN EDGE OF PLANTING AREAO N MOUND INTO SURROUNDING GRADE • MOUND INTO SURROUNDING GRADE PLANTING BED cv V DECIDUOUS TREE P �NTI \ G CONIFER TREE PLANTI \G • SHRUB PLA\TI \G DETAIL — —YP`. CH GROUNDCOVER SPACING — —YP. CO v) SCALE: AS SHOWN SCALE: AS SHOWN SCALE: AS SHOWN 4. SCALE: AS SHOWN i O LEGE\ D c�• A � . -_ • SYMBOL BOTANICAL NAME/COMMON NAME SIZE REMARKS S is • , • • • + r� U� ova �� �, sex,c� w,nsZ • ��� EXISTING DECIDUOUS TREE TO PEMAIN �' ( + TO REMAIN EXISTING SHRUB . • _�� TREES• " 1' PINUS CONTORTA VAR. CONTORTA/ 5'-6' HT., B&B WELL BRANCHED pQ I I PRO fECT EXIS NNG BIOSWALE SHORE PINE MATCHED SPECIMENS ,N. bIll l''• ' 1.011 (Cir------ n-- II-• \N - �l AS APPROVED g 1 -Ili --_�- _ Cat cL^: ' F •`�w� �' ice : ;s,+ ��✓ 1 :��� tkiii4•0(4, ry� ) '�3s ) QUERCUS ROBUR 'FASTIGIATA' JJ �� 1 " I _ / 1-1/4" CAL., 8'-'10' HT., SYMMETRICAL 1 �" X Ia -ili 1 FASTIGIATE' ENGLISH OAK CONT. OR B&B ol�t;� :,'s•� .St te 1 AS '1/4::,te4 APPROVED ■ CONSULTANTS �► 3' WIDE COBBLE BAND OF 4" e�''p�� %-"' ;., ;,,0� ' .111What. SHRU• TO 7" WASHED COBBLE - TYP. 1 J ') , , , , , . !ID e ` 1I Z �` CEONOTHUS 'JULIA PHELPS'\ �� i / 5 GAL, CONT, COMPACT & FULL :frso ; I ' ' •` ; � _ —/ `� JULIA PHELPS WILD LILAC 4' O.C. SPACING Ikfit� 41k..14i.\1ir', . :a:ede� Q;`r'"''6 ESCALLONIA 'NEWPORT DWARF'/ . 5 GAL CONT. COMPACT & FULL I C�9JC� tr. , f, NEWPORT DWARF ESCALLONIA Y V 'fit= P<� -� 3' I''tinall ,a...'sao ,..,_,-07 O.C. Spa ASy .' ii!'.� +r, t;.c. v'� i 'i�S '..L Is (i Mit ) .ter , ..' / ,, r, 'f�i+`' l.',5 ;`,! q,f'� '•', # j ¢ •`•' t Y-'. t4 ft`R'; 1 l 4' . • _ MYRICA CALIFORNICA/ 5 GAL. CONT. hIL 7 :,--- \ 1ED PACIFIC WAX MYRTLE O.C. SPACING FULL & BUSHY TO BASE HARDENED GROWTH • W I I 1�' ;+ 4" TO 7" WASHED + a PINUS MUGO VAR MUGO/ ■ REVISION l ; `j itit0�': PROPOSED BUILDING COBBLE-TYP �� HT/SPR Iqe'' _� I�O°I ` \ {, MUGO PINE 15" HT SPR 5' O.C. DWARF HSHORT NEEDLE 1 _ to OP - o ,i'T� 4 FORMS NOT ACCEPTABLE NO.: DATE: DESCRIPTION: // I /1 0.10 + ` . ~' ws. O POTENTILLA FRUITICOSA 'ABBOTSWOOD' I GAL. MS,: o , c !';,, .j;C,,. i ;. / L CONT. FULL AND BUSHY ' Mho in +'. .�. ' it, i ' ' r ABBOTSWOODS CINQUEFOIL rj GOe!c0 F : s ;(,r f� CA' t; •t;r. ': .i it :l.l•'II_;.�. ✓ 1-3/4' O.C. SPACING , , 7 / ' t�;��, ° 4" TO 7" WASHED - PITTOSPORUM TOBIRA 'WHEELERS DWARF'/ 1 GAL. CONT. 'MVO � COBBLE TYP + WHEELERS DWARF PITTOSPORUM 1.5' FULL & DENSE TO BASE / t.� 4d : I! ti6 _____-------- I O.C. ■ trti - 0 . ROSMARINUS OFFICINALIS 'HUNTINGTON • 1 GAL. CONT. VIGOROUS ESTABLISHED / I i t , 0 PROJECT NUMBER: 9814�; � � ' i"i„ ± CARPET'/HUNTINGTON CARPET ROSEMARY 1-1/2' O.C, TRIAN°. SPACING SPECIMEN • �.�'%"�� II DATE: FEBRUARY 27, 2001 • II O ROSMARINUS OFFICINALIS 'TUSCAN BLUE' 1 GAL. CONT. DESIGNED:, / I rr•'��i? ~� _ /� FULL & DENSE TO BASE DKR +■ '� - 1 TUSCAN BLUE ROSEMARY 2' O.C. SPACING DRAWN: RH *, I I I13e�` , 1 j,1 ��a _ •��.�,_ ■�p�+�' �' -� O+ ROSA RUGOSA/SEA TOMATOPIP CHECKED: . 2 GAL CONT. MULTIPLE VIGOROUS' DKR a _� ' , �� / 2-1/2' O.C. CANES APPROVED: DKR \ \ * + , GROUNDCOVER ,,,INSHEET TITLE ► � r1� 4t�J FRAGARIA » ,1L'�1DDQ3.z 203.�..a220 :zorr �+ ' :Q�DIII�II�AII}II�a�����+��..��C�IItII�IItII::"ar milparrok�II C+ +)+(+ +.)+{+ +)� / i 7, 54 CHI LOEN5IS/ 4 CONT. 18 O.C. RELOCATED LIGHT 4" TO 7" WASHED �� %' WILD STRAWBERRY TRIANG. SPACING VIGOROUS ESTABLISHED PLANTING I " ' �iMIT OF WORK SEE CIVIL ��--�� COBBLE-TYP CLUMPS ., NOTES: PLAN • \\K„. . SOIL PREPARATION/TOPSOIL MULCH • • \ • SUBGRADE OF ALL AREAS SCHEDULED TO RECEIVE PLANTING SHALL BE TILLED TO A DEPTH OF 6 INCHES. "" I AFTER TILLING, .REMOVE ALL DEBRIS AND STONES LARGER THAN 1 INCH IN ANY DIMENSION FROM THE SURFACE. ALL PLANTING SHALL RECEIVE A MIN. 6 INCH COMPACTED DEPTH IMPORTED SANDY LOAM ■ SHEET NUMBERionsiat ! • TOPSOIL. PLANTING AREAS SHALL BE CROWNED A MIN. 1/4 INCH PER FOOT. RAKE, FLOAT, DRAG, ROLL riTh-- • a'�. '. AND PERFORM ALL OPERATIONS NECESSARY TO PROVIDE A FIRM, SMOOTH SURFACE WITH POSITIVE 4 'DRAINAGE ALL PLANTING AREAS SHALL BE TOPDRESSED WITH A MIN. 2 INCH COMPACTED DEPTH MULCH. • • O , FINISH GRADES E A R INSTALLATION SHALL BE FLUSH WITH ADJACENT SURFACES UNLESS OTHERWISE cocricirn Ili i .r ,_. •� r �r.r�r r .� ,f r 'wr , i wry`& aav ,4. rin-•'d• ?• -,.1s1 �a 10 70 . 40 80 * ,h,' , r '� r �Y. L r �f .r ram• flue's •nil•�� 'r� rr �V - .., y�, 4 - n _ r Y: h. : .. cyv-'••.r :_.^"p4„'4 #ar2'"w'�' -k g,*,, !. r SCALE: - • � �` 0 '" ,, - . +: ,t. . G ' -., it `,1\!! ! �,`'}. . !" • ;4„ sa pia. t , hs,X t RECORD OF FINDINGS AND DECISION OF BOARD OF ADJUSTMENT DATE: 1S>' 0 ( N ,200 I El� C , APPLICANT: 4 >: Cam /� . ADDRESS: to Il Avav { Description of application heard(variance, appeal, etc.)VIFILIPAICEr F 7 y snit n)l (2- AvavuE M 2o' ZvtL�� DATE APPLICATION FILED: 4M)/ 11 DATE OF HEARING: { r�/u',l 15 2.0o/ DECISION After review and hearing on the application in accordance with applicable provisions of the Zoning Ordinance the Board finds that: (findings) Ser6Picv, PeRep 1N i h< QM$(- bu5trn3S ha is c lABLE In accordance with above findings the application ' denied(circle one). In granting the application the Board prescribes the fo g-conditions which must be met: Secretary, B of Adjustment 2. Woodinq Variance (416 34th Street) Mr. Perkes, contractor representing Mr. Wooding, reviewed this request for a variance in building height from 30 feet to 38 feet in the Industrial District Zone to construct a new boat manufacturing facility Mr. Perkes explained that the facility requires a 5-ton bridge crane that will necessitate the added height in the new building. This structure is an expansion project for San Juan Composites which currently occupies a similar but smaller building west of the proposed site. The height of the existing building is 33 feet; to lessen view obstruction by the new building, the applicant will excavate the proposed site, which is already on a downward slope, so that the height of the new building will be eighteen inches below that of the existing building.. City Staff comments addressed likely impacted view obstruction from neighboring houses. A memo from Mr. Munce recommended variance approval indicating that this type of building is appropriate in this industrial area. In discussion, the Board noted that the Zoning Ordinance provides a ten-foot relief in building height restriction by proper orientation and sizing of the buildings; however, this essentially addresses view impact for residences west of R Avenue. There is no similar provision for the residential area south of 34th Street. The latter neighborhood is already view-impacted by several large structures. A motion was made (Wilson/Curtis) and passed with all ayes to grant the variance as requested. The Board recognized the need for a vague compromise between the industrial growth of the City and the impact such growth has on neighborhoods adjacent to the industrial area. rSHS.com Variance (1609 R Avenue) r. Carletti, architect representing SHS.com and the Anacortes Health Club, reviewed this request for a variance in building setback from the R Avenue property line from 20 feet to 10 feet to construct a new facility for the Anacortes Health Club on the SHS.com campus. Mr. Carletti explained that the limited site area allocated for this project will not accommodate a required 34 parking places and yet meet a street-side setback for the proposed building configuration; the actual setback from the R Avenue curb will be fifteen feet. The new building will be of the same construction as the present SHS.com office building. The height of the new building along R Avenue will be thirteen feet and slope upward away from R Avenue to a height of 25%feet. In addition, two small 24-inch high HVAC units are proposed adjacent to the building in the setback area. Mr. Loelish, SHS.com Facilities Manager, discussed site location, landscaping, and other aspects of the project. City Staff comments addressed potential traffic sight visibility concern with the HVAC units in place. A memo from Mr. Munce supported approval of the variance request. In discussion, the Board noted that provisions for overflow parking in an alternative available area must be made obvious to patrons to avoid parking along R Avenue which is not configured for parking. A motion was made (Wilson/Mehler) and passed with all ayes to grant the variance as requested. The Board reasoned that a setback relief in this quasi-business area was acceptable. C.' Y p , ThriWaiAlt COR CITY OF ANACORTES BOARD OF ADJUSTMENT PROPOSED AGENDA February 15, 2001 7:00 P.M. - COUNCIL CHAMBERS 1. Call to order. 2. Minutes from last meeting. 3. Approval of agenda. Old Business 1. Petition to Vacate - Alley in Block 2 Gray's 2nd Addition. New Business 1. Variance Request - 1606 Anaco Beach Road; reduce side yard setback from 10 feet to 5 feet to build a new deck. 2. Variance Request—4169 34th Street; increase building height 8 feet for new boat manufacturing facility. 3. Variance Request— 1601 R Avenue; reduce front yard setback from 20 feet to 10 feet to construct new building. 4. Variance Request— 1410 32"d Street; increase size sign from 2 square feet to 16 square feet to place a sign for home occupation. COMMENTS FROM STAFF FOR THE FEBRUARY 15, 2001 BOARD OF ADJUSTMENT 1606 Anaco Beach Road—Variance Request Lyle Davis: Since this is on the non-developed site, I see no problem. Dave Lervik: No Comment. Dan Harju: No objections. The stairway is for utility proposes rather than that of living space nature. It will add safety and convenience for both the proponent as well as emergency workers needing to access the rear yard. Gary Robinson: No Comment. 1410 32nd Street—Variance Request Lyle Davis: No Comment. Gary Robinson: No Comment. Dave Lervik: Seems out of character with neighborhood and creates a very visible precedent, otherwise no comment. 1601 R Avenue—Variance Request Dan Harju: No objection. See notes from site plan review given to Don Measamer. Gary Robinson: No Comment. Lyle Davis: The 10-foot setback is ok for building only. No HVAC in the remaining 10 foot or we start to loose sight distance. 416 34th Street—Variance Request Dave Lervik: This will likely impact views from houses uphill. No traffic issues. Gary Robinson: No Comments. Lyle Davis: The contours indicate the original ground hes between 128 and 124. Rather than fill to 128 for floor grade they could excavate and lessen the impact of the 8 extra feet. MEMORANDUM DATE: January 19, 2001 TO: Dan Harju, Doug Terry, Dave Lervik. Gary Robinson, Lyle Davis, Ian Munce ---------- FROM: Ed Frank RE: Variance Request - 1601 R Avenue Please let me have your comments on the attached variance request by January 29, 2001 Attachments MEMORANDUM DATE: January 19, 2001 TO: Dan Harju, Doug Terry, Dave Lervik, Gary o'K�insori, Lyle Davis, Ian Munce FROM: Ed Frank RE: Variance Request - 1601 R Avenue Please let me have your comments on the attached variance request by January 29, 2001 Attachments (ic ijii21_ 0 6- �;a Lv=cL. J� - l/// (&� .�-E- i MEMORANDUM DATE: January 19, 2001 TO: Dan Harju, Doug Terry, Dave Lervik, Gary Robinson, Lyle Davis, Ian Munce FROM: Ed Frank RE: Variance Request - 1601 R Avenue Please let me have your comments on the attached variance request by January 29, 2001 Attachments g t- he 1L-4_e• y l u ( L'z 1V [ 0,L 5c ` � :� tilt SlLZ lt � JAIL 2 2 Ray 9- ./O _ _ � S, APPLICATION TO BOARD ( ' ADJUSTMENT 1>too REQUEST FOR VARIANCE o0it� APPLICANT:S \S,CoM(S\Nat ea cScq .\frHoNE: 29,aSS8 MAILING ADDRESS: \ (DO AVel1(.l.e CITY: PXfcLCTC 1Z w I5 STATE: r SIP: p-f e ZZ1 ADDRESS OF PROPERTY WHERE VARIANCE IS REQUESTED: . (ofl1 e. Avenve C ecl4 C1tA. , MS Q Ave4vc. \ L.dr20c- 5\tc.464t * )4-92-Oo3 R4c )099cy2 ►-7oo7z LEGAL DESCRIPTION: LOT: BLOCK: PLAT: ASSESSORS ACCOUNT NUMBER: S502. 19-0-e40-0OO� Description of variance being requested and purpose of variance. (Use additional pages if necessary) See a. 'ac\eJ( Provision of Zoning Ordinance from which variance is requested. Include section and page number. See cAr&cle1/44' Justification for variance as outlined in Part 17 . 10. 040B of the Zoning Ordinance. (Use additional pages if necessary. ) S e- CLWa ck.edl Applicant shall attach names and addresses of all property owners Ni thin 300 feet of the property. See Qtr.C\edl Variances shall be limited to the area and dimensional requirements of the Zoning Ordinance. Construction must commence within 90 days if a variance is granted. Attach maps, diagrams, or other material which explain or 7p�ort the variance request. 4 _1 Signature(s) of Applicant(s) Date Receipt No. : Date: Appl.No. : Hearing Date: REVISED 2/96 Attachment to Request for Variance SHS.com 1-11-01 Description of variance request: This variance request is to reduce the building setback from 20 feet to 10 feet from the property line on R Avenue. In addition, we seek approval to allow placement of two removable HVAC units next to the building on this same side. This area would be landscaped to match the existing. Provision of Zoning Ordinance: Section 17.22.060 Justification for variance request: The justification for this request is pursuant to the number of parking places required by the Anacortes Zoning Code. The zoning code requires 34 parking places for the health club and this variance request allows the parking plan to comply. Please note the attached site sketch showing the proposed location for the building. Also attached are two elevation sheets showing the roof profile and that the roof along R Avenue has a relatively low 13 foot elevation. Thank you for considering this request. Jan-11 -01 02:34P CARLETTI ARCHITECTS 360 424 5726 P_02 l 1 � CARLETTI ARCHITECTS, P.S AU� e—> 1'1',Lv & -uul '�='I — y�I.{ 1As�•`1...,. Architecture planning I 2200 Riverside Drive,Suite 270 �i •CN, i ` 4/ Mount Vernon,WA 98273 Phone(36C11424.03° '•r'1607424-3726 t Antfi j'uWFi tAifJfl1.l MI;4l ht-t hivi L Tat-- A}vt,cl voi vitiAti1015 i`k.l-r, ';ri.A! { it-. ILEGEND I ® HVAC UNITS HEALTH CLUB \ PARKING 1 ' 0 EXISTING CM SIDE HVAC UNITS' WALK I O LANDSCAPING I�, CONC.PAD • , I ii PRCPOSLD I �+ 1 3 ANACORTES HEALTH CLUB 4 Y Z 11.250 S.F. I II 121 !' '':LI CONC.SIDEWALK .' I � l� u 1 > oIn 1L LANDSCAPING W+I'. .Sk Iri6' W 6' ( 1 i M /7tYC 10'0', v II y ® 6 JUE EXISTING SIDEWALK II ..,n. C. LANDSCAPING LLANDSCAPING EXISTING CURD CUT � E%ISTING SHS.COM /,y1f� ` / / \ PARKING . . ..� 1 • .•.. .1 I cc t 0 Q te7g?°�iw�,r..�MM Q _ass ° mmnnm 11 101WWMft 'i�►�!'��pll...\ tr 111 1111 I.4 � � ������� ice. �: �j, i�� ���11�1 ,, s i � `�� ,..r. ; 1/,..gib, _. `v .. 0 ,, -- 1. ta..%" 1i1 Y��� 1�1 ra---ae Li i ' © �1 ,> > 111 �� .1� reetil SW A! r �1 3���1 l�r��� �Ina �,ar N11�11 � A �.�1�11111 �� �1�1 ��� 111tShIrd!..n��.t.� 1111 _ 111��i . . 11111 _ 1111„ . �11 111 *CA' s a 4 04 i 'Itl ,.At. ScA 17 k s r0 O ANRCORTES PLANNING & COMMUNITY DEVELOPMENT DEPT. PERMIT CENTER `gypco P.O.BOX 547, ANACORTES, WA 98221 (360) 293-1901 •FAX (360) 293-1938 4s '4) IAN MUNCE,DIRECTOR "QC°Wt. EDWIN FRANK, BUILDING OFFICIAL•Email:ed@cityofonacortes.org January 17, 2001 SHS.COM Attn.: Tex Ladish 1601 R Avenue Anacortes, WA 98221 RE: Variance Request 1609 R Avenue We have received your request for variance for the above-mentioned property. The Board of Adjustment meeting will be held February 15, 2001 at 7:00 p.m. in the Municipal Building Council Chambers, 6th and "Q"Avenue. Please make sure someone is present at the meeting in case the board has any questions. If you have any questions, please contact me at 293-1901. Thank You, CITY OF ANACORTES MAC.hatA �ec�c�rl Michelle Deaton Permit Technician a S 9 �r7t v. vs; CERTIFICATE CERTIFICATE OF MAILING I,Michelle Deaton, certify that I mailed,postage prepaid, copies of the foregoing document on the 19th January 2001 to each of the attached-named parties at the last known post office addresses, with the proper postage affixed to the respective envelopes: Document: Variance Request— 1601 R Avenue See Attached 1 t Gin-Q A hcL-41,-ram D 1 Michelle Deaton, Permit Technician Date • SY, 1{{9�vt. fi 3 NOTICE OF PUBLIC HEARING NOTICE IS HEREBY GIVEN that the Board of Adjustment will hold a Public Hearing the evening of Thursday, February 15, 2001 at 7:00 p.m. in the Municipal Building Council Chambers, 6th and "Q" Avenue. The purpose of the Public Hearing is to consider a variance request from SHS.com to reduce the front yard setback from 20 feet to 10 feet from the property line on R Avenue to allow placement of 7 two removable HVAC units next to the new construction of a health club to comply with City of Anacortes parking requirements. Anyone wishing to comment on the proposed variance request may do so at the above stated date,place and time. Written comments are welcome and should be addressed to Ed Frank,Building Official,P.O. Box 547, Anacortes, WA 98221. Geo e Khtaian, ity Clerk • • PUBLISH: Anacortes American—January 24, 2001 7n V I I-.-LILT I I cu�J 1 �a11TH ST. r — , G o 0�'D — 4r 4tri �..72C ` # i ° l i II I I I I I I I I I i i M Q _ iti I -.MINIM l � � I , ,, � � � �_� � , � � I � I in i � � Q IIIIIIIII � ► Lid c ,ran • si .. , , , pilules. aktill Th mom \ 2 •FARER S WAY N.T.S. •���r��i , � no L PROPOSED LOCATION , lad ij t___________ 17) row 1\ I E ‘d 10 117 i 0 o Fa '/ II L 18TH ST. ° F' IDI�LGQ w ❑n a gnipS z BAY 83 19TH 51. ILA Cf' t2 'rI- 7 Cc � Si El '11 —lea. \ r-J lU 39 REVISED: DATE: 01 -12-01 SHS on „ R„ AVE. 00-00-00 COMPUTER NAME: SHS 0 fr Allik PROPOSED VARIANCE CREATED BY: CITY OF ANACORTES ENGR. DEPT. VICINITY MAP 904 6TH STREET —_may RNH ANACORTES, WA 98221 ~4 c o R's6 LAND TITLE-TITLE -Fax:3607070460 Jan 9 2001 8:22 P. 02 Thrifty Props Of Anacortes Sun Healthcare Systems Inc Mlb Properties 12904 Eagle Dr PO Box 40 9125 BYTh Ave S Burlington,WA 98233 Anacortes,WA 98221 Seattle,WA 98108 Sound Energy&Elec Puget Highland Woods Lie City Of Anacortes PO Box 90868 4134 Sharpe Rd PO Box 547 Bellevue,WA 98009 Anacortes,WA 98221 Anacortes,WA 98221 Copeland Lumber Yards Inc Time Oil Co Pidalgo Bay Investors Lie 901 NE Glisan St PO Box 24447 PO Box 9797 Portland,OR 97232 Seattle,WA 98124 Bellingham,WA 98227 Port Of Anacortes Horizon Bank Mcdonalds Corporation PO Box 297 PO Box 580 2118 Riverside Dr209 Anacortes,WA 98221 Be11nt ham,WA 98227 Mount Vernon,WA 98273 William Snelson 2691 Douglas Rd Ferndale,WA 98248 R V ' fib_ ANACORTES PLANNING, COMMUNITY & ECONOMIC DEVELOPMENT DEPT. (INCLUDING BUILDING DEPARTMENT) PH (360) 299-1943 P.O. BOX 547, ANACORTES, WA 98221-0547 FAX (360) 293-1938 ' , 1891 W RYAN C.LARSEN, DIRECTOR June 6, 2012 Richard Youngberg PO Box Anacortes, WA 98221 Subject: Parking lot landscaping for 1609 R Avenue Dear Mr. Youngberg: I am in receipt of your request dated May 30, 2012 to remove six trees within the parking lot located at 1609 R Avenue, due to root damage within the parking lot. City staff has reviewed your request and supports the proposed removal and replacement of trees as indicated on the site plan received on May 30, 2012 (site plan attached). You may proceed with this plan at your conveyance. If you have any further questions, please feel free to give me a call at 360-299-1942. Sincerely, ril/a4-1 C Ryan C. Larsen, Director Planning, Community & Economic Development cc: Don Measamer, Assistant Director/Building Official Bk9■ICYEAu ..,....,,...1,,;...,..,',, .=:. • %605i R , v `;Yx 51RM05.`. L, • ',y.., ,jty.' ;for`:} 7WK k SYNIIEIIC WPfP, � + ... SE OTII�Rm'Dt'hEEs.'•,•^''"r �� '. i, • 'Pole NV 'R.i •me FFf/OYv)": 'ie !:(r'.' ::}f;';'r , .'„I• I ;. ..): fUTAE BIMRAP FAC IODOFPOE� SIWlCS,�w �ARU■!k'tAR'17C�AEDM'OTI iRFFS�'. .1:'%,`.. .r�t• ti 7';t`:' :-S N ..STAIgS COOP. '''4T'iME k SNRIETC XRN �':/' C.. �,\'�" `115!n'e'.': UNDER ql ` ,r. MEIKE{7 SO0$1`if1. 'TREK 001101NIAP �'p•.ie.. {{'..,�... COMPACT ILL :RIME TRff 7C TO :1RIIER 00 KKK /OS-OIIMO 1d N57 '"yf: ••Yw•-+:•\ ..H'• 4,.: ,r anon- . STAIQS. 'INI■ : CNANDLS( 2BY 1■IFR'. ',SECURE .x.:YE11CD5•AMD /. I 'A..5.f v„1■E Tam TO sons _ to. ' r-i' m RODE u voos ALL RItJ6Rt BY:-::ii wN l'; CNVLOCK BY USER ••.j`' .X,:• {�: (..��,� /2 $S�'1 •.fir_ i K•`.• .I t i'�- •RRx' •6■LwAY.. Nu■ `f ��JC'�.y'i•• •:1:.•. .a ,L �^u[;�,� 11QN LcnaosNa :.*,. A .a ,'-:t ;• 1 4C; 7 OPFII'91FIAO�ATiORC /:+r r�>•r•-.,:• VR 5P m �\,`c+.i Rnx •a'./ :t^' .ro RENO+E,ALL vooa rNOWxA� ':•,»'.'::r e.i'r"'• .. V,. ;.) 1PUN-POID N121 ..t.c,'q: „f.-• ri. :,.F,,�; :-�i;tA;L i\r' '§a'f V. AN0 unER ,,°,:,4 P.. ..t. : `.IEin'ML 0ppp 2p-0pT :i` +'^nw ��' ~ 5 SPRF/O k gSRBBU110R. aNOE. SPIFIO N0013 •,I•��•• �,d• f••�t�r , G' .,11 NAIUNt k Y.SPROO 06RONRCN v •a F w LCi 11N'ROOIBALL T f C' {. 1-' •'11EPIN 'S,: ii ( ief i,'"•:^ '�!f•-" •tC":`, ! IRLCIL; 2 1. 'IRhAt T* xt'% •'h __ r'�I IRLCH maN-LEVEL RON siNETl�'�5'�'Y.'%,x:. ,1`�� ':�tt.,_.,•:'"%.'t.:!.� .,.: ''. N2YnmNA».L NOR.,WA ' .. . _ � SURROUNDING SOIL •+a• n aIOM'N NINSFR'f OR :,3,:1+..4`.w„' L.•F�'di,;' .y;;:r.,� 9►NQ iS• p: RCN YNTER&A, SIICAIRY N 1410 V'Sd: , :/Muu�SSttAE72 Fm ROLS72.lIN.: "3 h:x•'K(:I `1M1ER BASH 4 v `A ;l•P. Y'Ii` - IGRADE WATER Nal'M1■l:1TE•Ds:4 .•IqW MRCN&CK fR11 �i i�:r Y.�,; . f'I ,-A.IN�EIC!Rf'flICNSl: ','� �.':'' !•'4 syY.!,. . 1` �� 85CPRRL•' •5;;e."4.' .r.E;'g�:, ;Ty .3, 1 AREAS OILY �° .iBIIiCE "::J;='A I ■fECO�I,•'.,i,;•, ' II. ,�, fri'r .yr`�� .-1 fl' .. 2.IMLCN XC ;`'''R,!' ..fn? ",• 1' 11111 ���•y�.7:' L�•- _ �i.,..�.N,.� •4'- ,V.• • '•,..,�. 1. '1115NAI[ 12.11tR!INCE y 4 II'I'f occult TRI it' k � !•r%:* o NIE BNEETER TF NE Roof UNL.CR" 1 DEFTER iN10E1 ,.t q4L'"�. N ;12 I -!'° T 1 ONllER OE IRE ROOT • 9OSOlII a 815E! �,.:' a i�„„� _'_ . SPRUD5cV■YSOER AT■ b I ` I1 SPREAD.WAVY SOES ANo 11111111� DF RODE W55 s.:a; BOTmt a Pir'et sxDMEI amxo. �'TI • ' MOLE SOTS,WRFC&SIDES NOT ...BOTTOM°f PR m 9CBO.CUTIIIIC. `r' `4v. '�4i'di • snm.art 9FiEs a'•Tif:'% �iti� ��� •'+r i,ter' ,o i:" NAME sONis,VmTRA YFS NOT ROIOIILL tf`:-. 1 •' /tom , :.,I.„ : s F'NATER FtIC011N1ERED,RUSE .:'ACCEPIME ACCEPTABLE SUBOPADE I V" •. Y._ .`•ao :1 ;:-. BUTTON 02 PR ABOVE WATER : ED' ... F lima ENCOUNTERED,ROSE COIWEf NODE SOIGIUOOI flIER /2 SPEdPIED .: !':' LEVELBUTTO AT 5)N0$,FEATHER *NOD 10 9AIBE TREE. 1NRNM1 Of PR MOE MATE ..ACTED NATIVE SOIL ' PLONTND HOLE TO• '01 m AVOID SFr U la • J SPKINO . LEVEL MOUND m SUPPORT TREE 1RNIN0 LAID SIRtl1gRCl16 GRADE ��;,; IARTfR iNVI NA a 11001BI11. � EDci aP HINLE1c ARG WIND 1140 SURNCUNGING GRADE PLANTING S 'r r:.• ;;V'i':: •:3S-<; ,4; DECIDUOUS TREE PLANTING .,. CONIFER TREE PLANTING' SHRUB PLANTING'DETAIL — TYP !GROUNDCOVERSPACING TYP. w.'.; i` _ ,;;; . SCALE AS SWOT O SCAM:AS SHOWN - - 0 o L s 3 4. SAIL SEDAN y o �:� • • LEGEND .. ", • _ tO.''Exsiwo;TRxeooLa`mEE w RENAN; w'+aaor�nw, oax u ; •�e n-) • .-..—�� Eason Stint To■Li5R1 • • 'PIOUS CalTd•1O WN.CaBORA/ •.5-0'NT.,BOO Wilt■LANDED SAU,.,,.AC16 maw.. jit I. • •`' •. I L. _ _: - \_._ Inif SHONE PPE C AS APPROVED . °,f�1 ,r7a � OONtl16 ROBUR'PASIONTA'/ ,'t-t/P CIL.C-YC 12,', SWIETRGL' <. �17p° 0� :•J �-• R EASINiVE ul10 H WR CLINT.OR GAS ppylAgT BMNgpp�. • • 'y) ugvd '` '''�� AS APPROiEe •ca19xTANR w+•5�.'++�,e • u CV ��lf • ' NIKE COBBLE BNIO Dr COB■E M. .i�t 1�4i4 'tc117OO. �•5 sx■■s , t P i, r M€` e-iEr9 D (iiii. -r-fzE '> v DARN PHELPS BIB LILAC CEONOMUS'AMA / • •4'M. COE . . cO1BfcT a Pui . 1•n� , '• �; 1 1 W ytl Edon C' PlP1 '� W OPN RP / 3)0.C, caPrct kTu / ' z •'tt i\ 1 y�naa7�f:-:n rf�tara� '.® NRRNRw! P.P. cart. Pw a INISN ro'e+sE . ..... . F,,,...r .. . i-�. �' oE.SP/CEC IwlBom T1AOWIN /�/ Q I PROPOSED Buln0■ 1"'* -1YP", _ !p,,f, .� a-5'?`f ; ® 1Bo woo/ )s xr/sPR a 0'oc. DUPRIGHT sN0 : , °�pf*MOW MI ■REIN■` !i�i+RB R. ACCEPO■IE yiis O1'� �' :'_._. PANS NDi• ' .. , . • ' O POIENRLLA I.RUi1�OSA"ABBDISITO00'/ ;B4.DOLT: FULL AND BUSHY.!TI C:11E12iYI 4.3 s:0VY11',NnYT I-O/4'OB.!PACING ,. e i -iTc rr1l awDLa r 'i'r['•„ yy 1..a JINN CA tfCOP.0 NrY • Qom, ,�„:. jn15, �� 4'mY I�� _ ,. • I 4VBBlE-TYP, � PRIOSPoIBAT IOBNA'NFEIIAS Dale/ 1 0AL CONE FILL k COSY W 955E :i},!:�i�{ • �,� .�. WHEELERS ORME RTTOSPORW IS O.C. . / • I } /i ` • �i •. NNWANUS OFTI°IWLS'IkUNIUbIpI ,1 CAL CdR... 51COROIR ESO■LHED • ,�J\ PR9ECT NUMBER: IBII • I .!•:a }��C:SO•'' / . y 5 • (i;\ .V- CANEr/IRNnN:EON corn Rosly ' i-1/r as own Own SPECIMEN . DATE: EFaBMRP_, __ ' I I 7 _�` e' ROSWREN■OAICNYLS'NSCLE BLUE! 1 al,cart. PILL a CONE 10 ENE • DESCNED:. qR . ■ \ R97N BIDE ROSEMARY r 0.C. SPICING r'DRAMI: RN.. : P I I ... � „�, J' ® R05A 101GOSAASFA 76Wib ,'.':ca:CONE. INLiMIE VIWRWR CIECNER:. ONR ''L P,.O • a t); `Je� { tNdNWOEW• '. • a.•x-1/Y aC. '•%',• GVES *APNOKD: ONR , L0OIIC'O:0)) ........1 ;r`' ■sEEEr PLANTING nRllr�wP�. �`�. • ,••;, F E:.; `coeelE J ! N 'STMNei:` ta•:r_:T■wa sl+°�'c°� cu,,Ps PLANTING ..; '.i +9, R0.OGIED Ina ., NWRWS ESTANMSIED • 1 . :.a: L.I.: i. .Pt c PLAN • ::q:- • .. ' y; .. :1 suL PREPfeer16N6vsdif MRitiDr�;:...:., .. i,�:c ,` _ �. '+_. KKK(a NL PADS saONNEO 117 RFCFAtpAR■10■4YLr'r.BF"1R1F11ro A OFP7N K/ICES. i'rrs'vr:'• \ ++a,'•. - WICER t N ANY BNIENSBN PICA THE M � ..' '' u '' .' •,SUEPACE A1l11 PLYIINC. IFCfl+E'A WI.U Ntll•OOIFYLIED OEPIN Wa11E0 SNOY laW' '••;� . I,:,S, " .. T,.. .. • .fOPSOL PWRNc ARFA4■WL BE CROWNED A LIN.1 4 RICH ',• POI ROT. BANE,FLOAT.DRAG.ROLL. •AIL oPO9EC0$,IECESSNY W 4000 A 1■N,■IWRI■UFACE INN PONRYE �� .,i!.! 01P': .': I ."2 .. ;:DRA PERPo■I 9WL BE TaSRLSED'FRIi A IRA 2 Wi COMPACTED - .01.:I:-:,/e.:: -,1,,•. 1 ti.�`v'• `;{�°"cY tl . U":` • • ;DRVYOE'NL PLWIIC PHA ' 7/ •:PRRS H OWES M DEPTH ,` ., •?4:R:L'`C: I ,'ii'ti�'' `.)�.mYrPm AFTER NSTAWI1gN SNtlI.'BE POINT■O'ADASCFM 9NAC6 IRRL35 OTHERWISE . :e'... ..+;5�t :',,...,.:: ,:-;!'''..:,./j',1';'!'' '''::;:''''',.: • 2 ' • !. ��)" ,y,, " .:f' .'.v.r: .y'Y,,fP. .:RP w7'y�II:Y:.'�,•,' ti. � 20�� J- ,d ` •1" r• i s! eE; 1f1 :s. ;,• '.5`. 5 iLi.;: ' '• '. ,:.:..:u.. : „> a '..:�;r. 1 " -4 i .I I - .. .tiff•.. ,. ... .., .. . � .. .. 1.''".. a... .. .,. •... To: Ryan C. Larsen 5/30/2012 Director of Planning, City of Anacortes ,; ; From: Richard Youngberg .~` , Owner, 1609 "R"Ave. Subject: Parking lot repairs • ` As we briefly discussed,we propose to cut the root affected area, excavate to remove the asphalt and replace with new. This damage was caused by wrong tree type and wrong placement by the original landscaper. In lieu of replacing trees in that area we would offer to add new trees on the berm to east, owned by NWESD. (Approval attached). Best Regards, t • Richard Yo gberg (360) 303-3680 ryoungb@attglobal.net PO Aft REMOVE Al SWIGS.'. -M,.: /6 d T I� IYViG'...v. TIME■300/A E MVP, STAMI�O 0.mH1W REIi'o ittREa .:G. ''s ,i.'Ojl'• .,ti•a y:` 'vi' ' ' w". EDD INiUTAL BWFaAP :s't TAMOk. 8AC LaaPO1F �` RF11D dTI141iiRlls,` .a,;"'•. .� . L ; .:`�, �y t dfIMD RCo OG irt¢s'• a,•., DRu oR fEIIDE (453 8 4 T IFt t SFMR Ef C RRAP ^A lip ' W'. Y•r - s e stc LoaEPaE {u `� -E� fO1D 1N71H/l BUE,W '.7' f'� ) MSINL'LtRRGY:'� St AIES boa. COMPACT Ni MwDFLL. ':.- 1 BFC111E LIKE' 7R1NL 10 • •11MD.R t1s PE1gIE. r.? t ��,. ,W$4was Ass-e3SINE 1 i Mewl.SERrnAI ,•' 1l:A• ".s. °A;,'?.¢ ..f,,. :, xwo IET1n s•No ' is a1MALCK�B NI far[x Nil E WEE ss IS TO W cs •TO REMOVE NI.BOOS COIWCT AU oA(7 RL 8::.' ' TrM CrMICCR BY USER • yg t f �,1 ,s { : F s'` • •. f 3 1\ /." RAMP Mf11'RCM C1OYM AT' IWD METHODS Alo M ` "f^-:y;1:, ..f?,'3,",,t',•.;.,.` !'."T; A , ^ :''' (wjl;,� r SE TO MMID.E NI Y0O5 RRN atOMq N . tPFM'6TRId•IA0MIID w.. _ M•J•-j .rjy,.. i -�. "ORACc SPPF/0�5 bll•''•�,, �R IP to IBDtK 7RU0c-fDID DN7t ,..4:._. NRIIN."WA'• AMD unER 'i'" -oRTIRURw. ,aNDE. sefno .,:sr Rams�rl Ate!i�I Mit ,r. a i lu s:z 1 t IM1Uw SPRW!OSIR•Ulldl ,'L'.b�::,! r• .'r' '.:-:SI` aRLLWLIAT - Ln lln�rn, �'Y�cNM I�� � �,:` y.:..��' ,..W._ c �t(�Yt,: r oEPfx M Aa TRMN-REVEL■n1 "'H oli.t silt ifst77Ls "•:FPS &'a1. T�I.AnoM iRSI 1 ilE AMR B:WN ■ c•- !; SURRdNOMO SOK �• f. ORa■11 M IRMSEM OR „).:a'.r*l+." F,'.j{',,,' /a■.ED■pIR1,wA iNll@ CA/OE • .i 'RATER au* 4.u +A SUONEY LAMER V'b': .�;.y,{'.+Y'..;,.�.:1r`• _ T■IM�v.a»,43 fac906.7O2.1{01 . . L 11,41 •PINill 0'RT + IRATER aICR M WaN-MR0:U1D ). ,., (Ian NM sot PR* • • •'', ti� •i,\- n. NCNB/. ., �I_�'l�l o, Plf B'CMf1L`, NEA6 dKr ",;d 4i.`' 'souwE '.." ,y O)....•.,,,. �aI fi it DEFP91l,.WQ _ II'Ifl1'' - ' T,MULCH �'►1 - :b"' ,; f ,t .vJ,' S _ �1�f ad** 1Y OCAMIE PIT 1P'OECPER!7MCE �'�I���isN77 _ N /w� NI .V t2 • ROOT SPmEIDA F of Root A L a RACE DIAFEIEII a 041 Rat MLL OR _ r�'' ''' 0 FiiE, '..�n 0.',,•1. •. 0.• ' '•.A,. (� nE ram a RE Boa eA1 cs / .T=,,-.,• ,NON a FIT IN SnYO,cuERq 7^. - A -1 R70t SPREAD SOAPY SATES LAID =-_, '"'I1r1 - - MASS ,'A ANCAE SIDES.fetrcx Sacs NOT _ - r EOtnMI a PT FY sMRwa cuRln. t ?, .t;'M1'.`+• CUT SEES PIT: INN .�MU snEs,Yearx s•Et Hor /U d�O� .' F RATER ENCOUNTERED.RASE F*0,0IDROIRI1aEp,wSE A0 w0(45* ' . v M RI/ T/O "V c %•, Boma AT PIT Alma Er M TO T MEE• a wr. -urtR 'ACTED MINE Sao. RA MO Hale To RE•3R ro M °9555* ` swaxs ,r.. ' I/OUND Dab SUROU OMC ONCE mo A SuRROUN AT SURFACE,NC4oMNE MUUO 10 SUPPORT 1501 PREPARED LO ER MW Ml a ROOIBALL. `•FOIE OF PIMrtMa AREA Ix.1-3..;:,:wy' :,:E{..;,':. 1 DECIDUOUS TREE PLANTING ;, , CONIFER TREE PLANTING• SHRUB PLANTING DETAIL - TYP: GROUNDCOVER SPACING - TYP. SItlRM O SCNF:AS AMI• O .. OSCNE:AB:NOIM •SCNF AS net• t• sYMla 1ANDL Ra#/CIII�WM'IWE. '6RE .':' • REANtl4 .:34 4,. /� ..• ��`EASIINO OECRUab'TREE TO ROY•N; 4• .: o � .. /(,�'---`=.��_'---�--�_�` �' EN51IO 9RNR ro RFlflm1' • J —�--'�� ES •, nftfo ,.1EI _ ,y,o�„,A.eu..w�■b _- ....-. • caHnRrA NM caNIDIIu/ s•-B'Nr.,RAe R0ED spEaAus ill 7 Cry! • oa.. \ APPwoEo •? t • tl t�f'. .'R� " `. \\_ O fQUE1 REARR1fNal!' / J'1-1/4.OK.,F-Id Hi Stl@Tf0(1 . AS OPPROYED 1 12, Da J .,�s ma oR Da ■CONSULTANTS RR+-�-+ T RRE COBaE awoa4•— • a! rig, '�ra i'1 +. CV eRF.:$ • �vo ; .M Y RASED COKE-TIP. I n6.! mil.. F<IAq , fze E.s a again JUM REEDY/ s Si Can. 000)11 a MU. . ', �! - Aar,PHElPS rTw tvc {'aF sPAalc .• • ..• ;i �p0 • smarm TIE■ENT DWARF/ . 5 COL.COO. COMPACT M CULL ' ' . W `: 1'i P:fO* .f1 .Y - tomcat PAW MALLOW . Y '1F/AroICD^.�[yR1f4n'.[MI,:. , 3 Ni • .' • z ,;ilk A A sl1T> !�/:=:i9 pi.!AP{C, 1 ® 4 C.N.cart. . Rim a Saw ro'flASE W ►f Ni SPA Xn xwDExxm MOFM gg�j //t Q> :1 "i : PROPOSED BOWAN '��' COBBLE-Ir `-� ,' .,�1t'oq.•_� , lat�ao wa,Mx NM/ lY xr/SPRY 5 oL. DUNION VAN WINT ■ sWnRf rEt9Wt R ii ';11, 9 � �-,. (mod. ." • wMlS NOT AaEPLTgUE NO.: ONE ocsc■anoM '. • O PaTE3HMIA 1RIRIICbsI,'AiIB0RR00D/• I OM.aNR. • PULL AND BUSHY ' / IH'I , j('� • .nAriC FO:t^n.::t..:'•:w.•nFle'W:;Yi ADBDiyrOOpS CINWREfOE t-3/R aF SPACMC i/ � 1't0 Y NANO ,/S-�,�• �' 'sllicH CA uc•r.F y I",rn MCIUDLJ.' • . J ' ( F 4'RRUE-T9 • _AM= o RE�RIM TOBIN 1NEFIERS bYME'/-T Cw.CtlO. rta a OMSE To ti4Y n mOS DIMIF REOSPOMM I.S'OC. M LIMP 1 • • '4 /, f ':fi �'� Y \ fj •. MONKS DEM7WSIAMIRMR111 r t C4.COME PRQECf MMOER: MI{A/ ••I •. '' /� CNFEY//IMINOTd GVPEi RMaI,RY 1-f/7 aF 1MNo SPAON0 SPECIEN 6fNA6Nkb OAIE: FEEIIRYIEI'!7.OODI i O ^? 'S I /� • •' ROW/NO S M*WYNS 1USOUP RUC 1 CM.CONT. }I: T I 1 '.` cl • • ' • riiiiii F#"y 1USPAN BMIE ROSFYMY 2 O.C. SPACING /1R1 R DENSE TO eft •• DRAIND: CON r• t I • I tit ■. a •W ,. 10 RosA 1DR0SVSG IOMAO • 2 rx arc wLRRr Ratnal GEGEa ONt `\ • ( �' s j3p cRORaavl s-t/z aa. aNEs. IRD • ,,�SIELT TEIE�■■MwMMIWI�''E. ' \ ..,: •1 , / 1 cart.•1F c.c. A . •: I "•, �� 4'ro RISEDe srRaar • .TMM•SMCM • _ CUM, - PLANTING \ IIiF10GIFD 114Nt MaPgs ISwxsNln \ 1 . .. E.�..t...IMGJLINEOL SEE aRL coeRE- Noss PLAN A - ..• _ I, S F/MU a ALL NOS sa toutto To REDITE RNEMdsukeit UUO to A De.a D Mats. '. • +": .,. ' • \ • •KO wn,.Rt 4j ALL DEERS No Sews WIMP RIM 1 Mal M NR 00110DAIMON FROU THE '.i Brat tom" "' '•'",:'•.• ,/ - SURFACE ALL PINI'MC.S AL RECETE•A MM.6 MON1CprICED RPM. *s SANDY MP { • .. ,. I ,' •Ias1L PLMa.O NAAS SNAIL BE 51410 1 D A MIL 1/4 NCR POI POD. IMF M1M.ORW MIL t` • 1 ,'r ,¢•.:NO PERPDM PAL MATO1S'IELE94MY TO PROAOE A RICO Mai sUFACE Am Paw •• `:L. :O ..y'•'i.r•':K'.. 1 i + r 1 • ..:DRMMc N.I.RARE ARLK 31r11 BE OPMESSE0 W A INN.B.NM COMPACTED tea Vaal ■ :•'e„I;* ,.� ---— _L— "h C �`avm EB 11100 IIbwINIOM SWLL BE PE1SH M1H AaWQ7T SUFADS DNILSS DMEAWSF _ ,w. to ` --..-,L--- W [ Y.w.L.-- .-- --�-�--- a- -- ---__ _-ram_+ - y dh•' ,`. O ID vgB 10 �,' _ IT 'S`: ,. ,..Y}' ' • •�. ,2e..,, ,ql;I y'Ssf.i• - ,,A. Cry. . '�� •BCAE:1�•m .{*1 ,1..t: ♦ .,r ," R r{.6'Irr4."'x 6: tl1M. M• 'r" n - , Hello Richard, 5-30-12 Per our conversation today and then my subsequent conversation with Jerry,NWESD has no objections to having additional trees planted in the grassy berm area that is between the Thrive parking lot and the NWESD south parking lot. Our preference would be to have Shore Pine trees, similar to those that are already planted in the small end of the grassy berm. Feel free to contact me with any other questions or concerns. Thank you, Joni Morrell,Administrative Assistant I Northwest Educational Service District 1601 R Avenue,Anacortes,WA 98221 (360)299-4002 Fax:(360)299-4070 jmorrellanwesd.orq www.nwesd.orq :::111111111114.11 tt - ---- ).7,...4... Afnemp-pop". - NO° /lbw.— 40' __......6 - '--'.... .-''---:-.4,.•:-...45"", - , r.... -.... .00 - 'Skov .111.1141k...... r....., ., . . .... . , • - -deur ..-' .,.., 4IF ...-. 1: . I - - ,". MI; . .111111 ' I 4't . , . - . ,.... ... .. . 4.s.„4.,..,.. AIN ,...,. .„ . . . ....t.0,,,, CZ . ... .i . -..., , ,. . .. . . . . ,.. .. , ,.. • 1111017:. __„5..., •-•,••;s:.,,' , •v ,.. .. . .• ., : , ,..,,,. . • . - • ,,,,,, ...."%:,,4'.:,,'•-•,,„ .,„,•0'0,'..- -,. •:)...-(---',-7'''-`4-',)") '‘, .- -.- - : . -,-..'1))-4'",7:, . 27,-7- . *' . '',','.,. ., .,• '-;r: --- -,,.,../.''41..1 )3't'•4. ' '''i- . '''' - . 717, ' -,- : A -, .'', '''. .'. ''', )" f...•• 11`,- ' '- .• 4-11ift.. l'i:''' 't , '- -. - ..i,.., -- • •. -f• ....,".2%. . ..., ... . -, . 47t.-.:-.--.-. . ....:. 7• - r. _-- . , , • ' _ 3 s ti } ANACORTES PLANNING, COMMUNITY & ECONOMIC DEVELOPMENT DEPT. (INCLUDING BUILDING DEPARTMENT) PH (360) 299-1943 P.O. BOX 547,ANACORTES, WA 98221-0547 FAX (360) 293-1938 31111200e447 RYAN C.LARSEN, DIRECTOR June 6, 2012 Richard Youngberg PO Box Anacortes, WA 98221 Subject: Parking lot landscaping for 1609 R Avenue Dear Mr. Youngberg: I am in receipt of your request dated May 30, 2012 to remove six trees within the parking lot located at 1609 R Avenue, due to root damage within the parking lot. City staff has reviewed your request and supports the proposed removal and replacement of trees as indicated on the site plan received on May 30, 2012 (site plan attached). You may proceed with this plan at your conveyance. If you have any further questions, please feel free to give me a call at 360-299-1942. Sincerely, /-1/441 C • Ryan C. Larsen, Director Planning, Community & Economic Development cc: Don Measamer, Assistant Director/Building Official Pe &Oiled . . • • . . .. , .... .,. . ..] • . . -- •" .• 2 ." . • ...•..•-• ..::'i • .:.,..,;...',, 2•;OA:.,I.J•••• ••• ' •.• •'• - ... lit.?•12'14viii,,,,,,,..,......• - , .. . 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'• ••,...4z....,1••••'- •• •- ., S MIRGIT•i3L PREPARANNAMMit '''..••....,__,__.•.‘••••2‘2.,.._ ,..'•••* .2!'.•••',. . , . . • . .. :, ...•44 - . , •;..SUBORN(OF AL MEM SOMMTIO To PCBS FUJOINDSM10.112.1MED 10 A own'or 5*CMS. : ,- • F ,,:111:,;,,,,,•,•4`,0,,,,A7,••A ,N -• .,•• '-4 ' . •: • •: :,.,,.../1102 11112104111010M ALL DEERS MD sates URGER TM 5 1152/1 IN AM NUNN FROM ni ,;..ii siiii ii,Likiiiiii,',;,i-aiiiridie:-:. ' ,. .. " .. • '.• , ..1 ... ., .,.• „ .. . . . . \ ... ., "1 . . . , ' • • ..,• • . • • • . -11 . . . . , . , „ - .,' • . . .,...:„.,.•,....i.,...,...,....NoTOPSOILF6F0',TIDMITGAa opERAmoisAREAS STINtecermr,DE CROITINDR)knitA MIL 114npr smooPEREr.. RINGuniFLOATpom,ORAG,11011......,,.......f..:. .,.li . . 1 •........2ke ,:t: • 1'S, .....'. •: - '''1,.. '0 ''' ::•::'. ,• -,..NOIRE.•Ill runic hes sou BE torsarsars'sn's lei t to carom arm auk'., L , .Y.'',.,''e.'-'-:',4.'d•-s- .. • .. IONS NOES ASTER OASTMLIIASM.. • • ' • ....:.,'.: , ' • [...• ,..,,,ga.,,,:t-or..!4 . -.,:•,i:,,,," , ,...,..,,,..,.....:„.„. " :. . ,••••,. .• . . ... 10 . ,.,,.„,• . . • • ...,,,,.,,,,•,•,....r..rAys5 golf:),,,..:...... . , _• • . .,.. . :.. - . . • . ,..•- :.,'....,.• .,.....*:!'.;•' ...1'.'f: :1 d.''itr••':'''''•,•.V11141':;-:!$:•:•:MIlli '3....!km;i..:20 • • ••• • • • '••• •r•I'.•*'''''1'•;;,,,i,.i"i'.%• -.I.:',; '''''.--.L.......:.4.:.4......'.....:'•••••• rs*'''''.•..." .:.. 2" ••'•:•'‘•''.-*•''''.:*,'"1.•'2''.;tr'S.:}4,.•••••'''4:1?,•••.;.5:::..,:1':','..1‘,.:A".45.•::'I•,...!...„:, '.•,..,t••',.''',•,^'• •• '"'l• '. , '' • . •:,,,••t;''.:**'''.;:,••••:,••4•.*•,:1•:',',tA,;,..:,.',f:,•.:Aiii,.1.11•!. .r4.6'. ....4.4!2•,...'4.,:,,,,,•:••,:,:t1•:.•,',..•;:,,,•;:•.',:.•:':.•;.1.r:'.;•,* ..-!--....,;;;-:::,,,;!',•;:.'• ;.°'f''' -...., .. ...,.. .„.".: :. . •Ilit'. . . '.... . 1,', '•••'•,'' .•. • ... :..' ••. .., ••k • . . • . n'.'......•‘''''..••.'.....k: ''.. ...Y!::..'..:,0"..;'.''''."....t4., "',.:,!'.-.,'''.,.'.'..: .,,•'" '''",,.4'..!!:.!.'•:,'••..::%''''%:. .,-,,',-.^..4.2.,'." . .. •' .::'''.:,'''-'2•1::','"''''''j • .,........... 1 .. . - - .l 5 ..� ' ";..i _:'.. .vim ..'ill .�_ i.83 lT. Y C3 '`G'. City of Anacortes G `` Permit#: BLD-2011-0450 • 904 6th Street Issue date: 12/30/2011 _{ . P.O.Box 547 Expire date: 06/27/2013 <�', 0 Anacortes, WA 98221-0547 ' ' (360) 293-1901 Job Address: 1609 R AVE Permit Type: Sign Permit ANACORTES WA 98221-2276 Project: APN: P118625 Remarks: Install one new wall sign and relocate one existing wall sign. Owner: ANACORTES CONCEPT LLC Contractor: SIGNS PLUS Address: 4912 HEATHER DR Address: 1330 NORTH FOREST ST ANACORTES WA 98221-3002 BELLINGHAM WA 98225 Phone: Phone: License#: SIGNSPI952LW General Information: Fees: Building Valuation 3000 Building Permit Fee 67.50 Plan Review Fee 43.88 State Building Code Fee 4.50 Total Calculated: 115.88 Deposits/Receipts: 0.00 Total Due: 115.88 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS 0 LAWS AND ORDINANC . •V RNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRAN OI %•ES NOT -RESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAB • : •6' CONST' CTION OR THE PERFORMANCE OF CONSTRUCTION. Znif SIGNATUREOF - HORI • •AGENT ISSN OWNER O- BY • City of Anacortes Sign Permit Application Owner/Application Information Site Address: /6 09 P 4)E u o E Parcel No.: P6 S 3 d, Lot: Block: Addition: Owners Name:plot-(.IN M1cNAL+ i+,lat Eu kkiSaN Phone No.: 36o-211-3537 Address: 606 LoN6Uitw cr1 ANAc.op-i- S State: wA Zip: 7- I Contractor Information Sign Contractor: S 16 NS PLUS Phone No.: 3 b 0-61 1-'7/65 Mailing Address: 133 o N.Jolla ;SI J &&LL ipc1404 State: wA Zip: t'215- State Contractors License No.: 576 NS,IP I ci Se-i L) Exp. Date: L//4/2o h General Information No. of Existing Signs: I Gross Area of Existing Signs: 3 O sq.ft. Total Lineal Feet of Building Frontage: Side 1 ! 6 5 ft./Side 2 90 ft. Proposed Sign Area: 70 sq.ft. Type of Sign and Number of Each: Wall I Projecting Free Standing Pole Electric I Non-Electric — Value of Sign(s) (labor and materials) $ 300022- Note: No Moving Parts or Lights are Allowed Application Checklist Please include the following items with application if applicable. 1. A sketch showing building frontage area. 2. A sketch showing sign,lettering, sign area, sign location, and sign height from grade. 3. Detail(s)of the sign support(s) and all structural connections. 4. Indicate setbacks from property line. 5. Electrical work requires a permit a ' s ection from the Department of Labor and Industries. Please c at 360 16-3000. Signature: Date: /Z/��aZDI l Applicant Owner _ . -- —-_ _ _ _. vii llqws ° gus THE IDEA COMPANY 1330 N. Forest Street Bellingham,WA 98225 - PHONE: 360.671.7165 Lana :;' i FAX: 360.671.0144 W , NATIONAL: 1.877.298.4761 ilin9hom I , _`_- EMAIL: sales@signsplusnw.com .��• WEB SITE: www.signsplusnw.com •rrtt� F _ I ' J �zas PROP- N • •,`•• PR/VAr DR` �� N ti� DESIGNED EXCLUSIVELY FOR: 4._uemes I_IErICI I Ul z n u E Q f • F ••�••!• LAVE. _ �P m THRIVE COMMUNITY FITNESS 1 •�. 1609 "R"AVENUEU21�77 � 1 { ! ° •!''�••,,�,. s ANACORTES, WA 98221 tiJ?tip I m - - ••_"�•. CLIENT: Fees. i - N �,.,l�_ , naCOftes P a €I. 1 • I THRIVE/ANACORTES '-*: �-- FOLDER NAME: SHARED\PROJECTS\ - ` 1 � ` Oa I aki i _ _ . THRIVE COMMUNITY FITNESS\ r1'1/4.'1; i.________ Bad i ' '• .L. -9:' . ANACORTES\SITE MAP.CDR JOB SITE DATE: 4 4111, THRIVE COMMUNITY FITNESS s I 12/28/2011 I'L�'rt'*. Ij I 109 R AVENUE 't�I SCALE: 44 PARCEL# �� 1"=50' !a fib ;; I 20! I P68306 SALES EXECUTIVE: fJUITOWS '=1 �'` _ ,. r-_-_:O .., _-_. _ JIM DESIGNSUTTEER: FIELD Ian �. 1f� 'V rt W1iirl7'`Ica75I1 JJnctl��l' rT. { ca _ - DESIGNER: ` MIKE LINEBRINK VICINITY MAP - _ -- I ----- FINAL PLACE PROPOSED SALES NEW SIGN HERE 4 : I d DATE ' i PRODUCTION w , t k iM i ' DATE REVISION DATE y tie. I r REMOVE EXISTING I . I <II REVISION DATE SIGN FROM HERE `' I - t .' t _ JOB # 97374 I — - Z' G �I THE COLORS SHOWN IN THIS DESIGN ARE ONLY =y ■ _ REPRESENTATION OF THE ACTUAL COLORS TO BE USED. THIS ARTWORK IS THE PROPERTY OF SIGN PLUS CITY` p �y _s- ,��, F • AND IS PROTECTED UNDER STATE AND FEDERAL COPYRIGHT LAWS 'CA i"CN 'O,R j ES PAR' I . `Pl\i r'` I _ i a1 ANY USES OF THIS ARTWORK OTHER THAN DIRECT BUSINESS 'I _ Ean I • WITH SIGNS TNSO USWITEOOURAUT TEN EEMERMISOSION SHALL" ,-� ,� �' - NT TO PURCHASE THIS ARTWORK,AND THEDESIGN PROPOSED fA I -,',I i E 4 I� ' � PLANS I ©2010 Signs Plus I s '� MOVE EXISTING "j PERMIT NO.NIP -�a// ---v �;a I SIGN TO HERE SERVICE NOTES �^ ! �� 7 R.______Alz_ , 1 I Ilip 4 I • 1 g - LAMPS: ADUREI ` ,I Et26'P I TRANSFORMERS/BALLASTS: 1 PROPERTY LINE SUBJEC► I FIELD INSPECTION. OVERSIG .._.._.._• . OF f:CUE Is NOT INCLUDEC�..: , SITE MAP OTHER: I ,,, 165' 0" qws Dll THE IDEA COMPANY 1330 N. Forest Street Bellingham,WA 98225 PHONE: 360.671.7165 FAX: 360.671.0144 NATIONAL: 1.877.298.4761 EMAIL: sales@signsplusnw.com WEB SITE: www.signsplusnw.com who = DESIGNED EXCLUSIVELY FOR: PLACE PROPOSED NEW SIGN HERE THRIVE COMMUNITY FITNESS 1609 "R"AVENUE � IT i} \ --, ANACORTES, WA 98221 >r.....r:.. :--.-- i ;'... .. a+ .. a 46-• '•R-"�.�•, - —-'tea CLIENT: �0 ►� _ l 1 ' THRIVE/ANACORTES I • 1! FOLDER NAME: cnmmwiitfitness --_� ;: SHARED\PROJECTS\ jl THRIVE COMMUNITY FITNESS\ `— REMOVE EXISTING SIGN HERE ANACORTEs\ELEVATION.CDR DATE: 12/28/2011 ._ SCALE. " AS NOTED SALES EXECUTIVE: scale 1:192 EAST ELEVATION JIM SUTTERFIELD SCALE = 1:192 DESIGNER: MIKE LINEBRINK EXISTING SIGN DETAIL FINAL SCALE= 1:48 SALES 2'-0„ DATE s. PRODUCTION DATE V Q „� o l ::: DATE - uli I. al ili•;. d Q DATE M U MOVE EXISTING SIGN TO HERE ®����o� ot�nQss � JOB # 97374 FRONT VIEW THE COLORS SHOWN IN THIS DESIGN AREONLYA END REPRESENTATION OF THE ACTUAL COLORS TO BE USED. Al THIS ARTWORK IS THE PROPERTY OF SIGN PLUS AN IS Y USES OF THSNARTWOR ARTWORK THANADIREECT BUSINESS O VIEWPROTECTED COPYRIGHT i -L 1 _ _ '0 WITH SIGNS PLUS WITHOUT WRITTEN PERMISSION __ SHALL CONSTITUTE YOUR AGREEMENT TO '^ - PURCHASE THIS ARTWORK,AND THE DESIGN PROPOSED. ©2010 Signs Plus WALL ANATTACH GERS4" SERVICE NOTES lI BALLASTT AND 3/8"BOLTS _ " ••� BOTH SIDES7 (MINIMUM OF 8) [SEE STANDARD LAMPS: II II ANCHOR DETAIL] } ' 1 __.___ _ ___-,„_---..-,-.., L. ..___1. TRANSFORMERS/BALLASTS: FLUORESCENT TUBE LIGHTING ELECTRICAL SOUTH ELEVATION HO 800 MA DISCONNECT SCALE= 1:96 SWITCH OTHER: TYPICAL FLUORESCENT LIGHTING CONFIGURATION ATTACHMENT DETAIL e 1, 0'-11 1/4" J,/I D 7 D VMS THE IDEA COMPANY 1330 N. Forest Street Bellingham,WA 98225 l PHONE: 360.671.7165 FAX: 360.671.0144 — NATIONAL: 1.877.298.4761 EMAIL: sales@signsplusnw.com WEB SITE: www.signsplusnw.com DESIGNED EXCLUSIVELY FOR: THRIVE COMMUNITY FITNESS C I I' 0 1609 R AVENUE ANACORTES, WA 98221 21 /A \ CLIENT: THRIVE/ANACORTES it, FOLDER NAME: — — — — — — -- SHARED\PROJECTS\ __ __ THRIVE COMMUNITY FITNESS\ N ----- ANACORTES\SIGN DETAILCDR o DATE: 12/28/2011 \\ SCALE:C SALES EXECUTIVE: JIM SUTTERFIELD 8 c C 0 DESIGNER: 1 [U] L 11 _ 1:- , /� MIKE LINEBRINK 0'-7" FINAL 0'-11" SALES DATE FRONT VIEW PRODUCTION (1X)4'-101/2"X 14'-11"TRIMCAPPED ALUMINUM SIGN CABINET WITH MAP BLACK RETURNS AND TRIMCAP DATE MOUNTED TO ALUMINUM RACEWAY PAINTED MAP CHOCOLATE CHIP 25A-1A REVISION DATE WHITE ACRYLIC FACE BACKGROUND W/3M INTENSE BLUE, LIGHT ORANGE, MEDIUM GRAY, BLACK VINYL GRAPHICS REVISION DATE °'-° 1/2" JOB # 97374 THE COLORS SHOWN IN THIS DESIGN ARE ONLY A REPRESENTATION OF THE ACTUAL COLORS TO BE USED. ATTACH WITH 1/4" THIS ARTWORK IS THE PROPERTY OF SIGN PLUS AND IS PROTECTED UNDER STATE AND FEDERAL COPYRIGHT LAWS. f ANY USES OF THIS ARTWORK OTHER THAN DIRECT BUSINESS WALL HANGERS WITH SIGNS PLUS WITHOUT WRITTEN PERMISSION ' BALLAST on AND 3/8"BOLTS SHALL CONSTITUTE YOUR AGREEMENT TO PURCHASE THIS ARTWORK,AND THE DESIGN PROPOSED. 1 3/4"TUBE SUPPORT (_ (MINIMUM OF 8) ©2010 Signs Plus I (BOTH SIDES [SEE STANDARD ANCHOR DETAIL] 30MA, 120V,CLEAR NEON SERVICE NOTES 3/16" ACRYLIC FACE Al— LAMPS: #200 HOUSING ..1 { FLUORESCENT G TUBE LIGHTING ELECTRICAL L TRANSFORMERS/BALLASTS: HO 800 MA DISCONNECT 30MA, 120V,TRANSFORMER f I SWITCH WEATHERPROOF RACEWAY TYPICAL FLUORESCENT TYPICAL NEON 1 0'-0 3/4" 1— OTHER: LIGHTING CONFIGURATION LIGHTING CONFIGURATION ATTACHMENT DETAIL END VIEW Designed exclusively for: THRIVE COMMUNITY FITN: 3-1/2"LAG EMBED / INTO EXISTING STUDS C� OPTIONAL \ 1"SHEETING OPTIONAL \ ?SHEETING 1609 "R" AVENUE / 16"O.C.OR HEADER 1-1/2"DRIVIT \ BRICK VENEERN / \, / ANACORTES, WA 98221 _/ Mil t-- STUDS®16"O.C. / 4 STUDS®16"O.C. _ 4--/ �I/ \\\\\\\\\\\\\\\\\\\\\\\\\\\ INTERIOR INTERIOR ■�M1�M�(�A ( /� tM INTERIOR / Ldi. THRIVE COMMUNITY FITNESS / SHARED\PROJECTSIFOLDER NAME\ CDR\STANDARD ANCHOR DETAILS.CDR LAG ANCHOR - DETAIL 1 TOGGLE ANCHOR - DETAIL 2 DROP LATCH ANCHOR - DETAIL 3 ` `l ' 1/29/2011 ANCHOR DIA. MIN. ULTIMATE TENSION&SHEER LOADING IN LBS. ANCHOR DIA. MIN. ULTIMATE TENSION&SHEER LOADING IN LBS. ANCHOR DIA. MIN. ULTIMATE TENSION&SHEER LOADING IN LBS. - • &LENGTH HOLE EMBEDMENT CONCRETE STRENGTH IN PSI. &LENGTH HOLE EMBEDMENT CONCRETE STRENGTH IN PSI. &LENGTH HOLE EMBEDMENT CONCRETE STRENGTH IN PSI° SI. SI. 3/8"0 3/8"0 AS TENSIONO P SHEER TENS ONO P SHEER 3/8"0 3/4"0 AS TENSIONO PSI.SHEER TENSIONO P SHEER 3/8"0 3/8"0 AS TENSIONO PSI.SHEER TENSIONO P SHEER NONE REQUIRED ---- REQUIRED REQUIRED . „ � „. � I�I'.' : JIM SUTTERFIELD MIKE LINEBRINK _ 111\ o0000000000000 �o, �---�.-- o000000aooaooaoal 1111111 111111111111111111111111111111111111111111111111 1111111 111111111111111111111111111111111111111111111111 �''� D 31717-(V, El'_ IIIIIIIIIIII i 11 � �_ THE IDEA COMPANY 1330 N. Forest Street Bellingham,WA 98225 . )I,,,.• 360.671.7165 3"MINIMUM 3"MINIMUM 3"MINIMUM EMBEDMENT EMBEDMENT EMBEDMENT ' 31.877.298.44 - i°I;,I U)i,l.'\I.: 1.87Z298.4761 /:iv!\il.: sales@signsplusnw.com t'1; ;iI is www.signsplusnw.com LAG EXPANSION ANCHOR - DETAIL 4 3/8"0 X 4" DOUBLE EXPANSION ANCHOR - DETAIL 5 SLEEVE ANCHOR - DETAIL 6 ULTIMATE TENSION&SHEER LOADING HOLLOW WALL ANCHOR (MOLLY BOLT) - DETAIL 7 IN LBS./CONCRETE STRENGTH(PSI.) SHIELD ULTIMATE LOADS TENSION SHIELD ULTIMATE LOADS ANCHOR DIA. MIN. 2000 PSI. 3500 PSI. ANCHOR DIA. MIN. ULTIMATE TENSION&SHEER THE COLORS SHOWN IN THIS DESIGN ARE ONLYA BOLT DIA. HOLE LENGTH IN LBS. BLOCK BOLT DIA. HOLE LENGTH IN LBS.(3000 PSI.) &LENGTH HOLE EMBEDMENT TENSION SHEER TENSION SHEER &LENGTH HOLE WALLBOARD LOADING IN LBS. REPRESENTATION OF THE ACTUAL COLORS TO BE USED. 3/8" 11/16" 1-3/4" 3640 3850 2440 3/8" 3/4" 1-3/8" TENSION:3640 SHEER:3850 3/8"X 3" 3/8" 1-1/4" 2840 1736 2960 2020 3/16"X 3" D.O.U. THRU 2" °TENSION:130 SHEER:300 THIS ARTWORK IS THE PROPERTY OF SIGN PLUS AND IS PROTECTED UNDER STATE AND FEDERAL COPYRIGHT LAWS. ANY USES OF THIS ARTWORK OTHER THAN DIRECT BUSINESS SEN NOTE BLOCKING TO SPAN EXISTING VERTICAL STUDS OR \� WITHSHALL CONSTITUTENS PLUS OUR T AGREEMENT TO PERMISSION 3/8"0 X 4-1/2" a RATED ANCHOR„:„_-- EQUAL TO SPREAD LOAD TO EXISTING WALL STRUCTURE PURCHASE THIS ARTWORK,AND THE DESIGN PROPOSED. / *OPTION 1 11111111111111 / / 1/4"X 2"SQR.PLATE W/ "O HOLE IN MIDDLE — ZINC NAIL IN 1111111 111111111111111111\11 Y� OPTION2 FINAL 1 111111111111111111111111111. lllllllll l 24"X 2"X 2"X 1/8"ANGLE / . -------1:, W/ "¢HOLE IN MIDDLE SIGNED V� *OPTION 3ET_ FEBI NUT / / 24"X 2"X 4"WOOD BLOCKDATE SOLID BLOCK OR 3"MINIMUM HOLLOW BLOCK USE / W/t"0 HOLEINMIDDLE WASHER SCREEN W/EPCON 3"MINIMUM SCREEN REQ D EMBEDMENT CERAMIC 6"OR EQUAL 3/8"6 ALL THREAD 1\\ PAN HEAD SCREW EMBEDMENT USE EPCG'CERAMIC EPDXY CUT TO LENGTH 6"OR EQUAL EPDXY SPREADER/EXPANSION ANCHORS WEDGE ANCHOR - DETAIL 8 EPDXY ANCHOR - DETAIL 9 ULTIMATE TENSION&SHEER LOADING THRU BOLT ANCHOR-DETAIL 10 ULTIMATE TENSION&SHEER LOADING SPREADER/EXPANSION ANCHORS - DETAIL 11 IN LBS./CONCRETE STRENGTH(PSI.) IN LBS./CONCRETE STRENGTH(PSI.) EMBEDMENT ULTIMATE PULLOUT ULTIMATE 51-EAR 2000 PSI. 3500 PSI. 2000 PSI. 3500 PSI. ULTIMATE TENSION&SHEER ANCHOR IN CONCRETE IN LBS. IN LBS. ANCHOR DIA. HOLE DIA. EMBEDMENT TENSION SHEER TENSION SHEER ANCHOR DIA. HOLE DIA. EMBEDMENT TENSION SHEER TENSION SHEER ANCHOR DIA. HOLE EMBEDMENT LOADING IN LBS./AVERAGE DRYWALL ® 3219 4029 3/8"0 3" 5678 4305 3/8" 7/16" 3-3/8" 6660 5085 8567 6009 3/8" 2" AS 6660 5085 8567 6009 1/8"-1/4" z"+- a"+- TENSION:65+- SHEER:70+- 4-1/2" 5935 4581 REQUIRED