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14701 SW 109TH AVENUE-1 ADDRESS: 1'470/ jv9AVIPv" UE �f►sc��.�iv mus 8UL&o ffiOVN 1'0*Jf V A-PTS N r F- J �-r G] �. C7 W J ' I:Ire«,rpis\microfim\targetsVwilding.doc CITY OF TIGARD - RECEIPT OF V,()YMFN'f RECEIPT NO. v t iF.'l 5 03 r , % AMOUNT : 116. 03 NAME s USA WEST APARTMENT FUND CAGIA AMOUNT 0. 00 ADDF'rSS : 5020 MIRAMAR ROAD, SUITE 2100 PAYMENT DA-f E 07/12,191 suniviswt.i RAN DIEGO, CO 92121 - GW 109714 AVE 3 14703 c PURt'-10,1,4E OF POYMENT AMOUNT PAID PURPOSE OF PnYMENT AMOUNT PA I D L 44. 20 c. LD TOTAL AMOUNT PAID ... ... 116. 03 VIC MEYER ENGINEERING A23SOCIATES-4 NORTH MAiN STREET-LODI,CA.95240 CARPORT DESIGN FOR: project Timberline Apts. -Tigard,OR Sheet No. 1 Job. No. CP092-5528 6/240/91 Contra:for:Multi-Tech,Seattle,WA CARPORT MODEL 9'-0"x 18'-0"Double Post -9xlSUF' DESIGN CRITERIA CODES Rvof'_heet Total L=ft 10 nii U E+.C. 1988 edition Simple Span 1=ft i0.00 A.I.S.I.Latest edition Cant'Span a=ft 4.0n A.LC.I.Latest edition Beams Simple Span 1=ft 18.011 Cant Span a=ft 9.00 STEEL REQUIREMENTS F'Y Colvor, Heigth=H=L=ft 7.83 Roof Panels ASTM A446=ksi 00 Roof Beams ASTM A446=ksi 55 L DF-Lal.Design Factor='Mind= 1._? Columns ASTM A500=ksi 50 LPF-Lat Ues.ign Factor=' Ld= N/A WOOD REQUIREMENTS LDF-Lat. EQ Design Factor= N/A Beams-per UBC Section 2500 See D?=ion Beams-per UBC Section 2500 See Design LOAD CRITERIA GENERAL WIND LOADS I-L=ksf(_-ee reductions below) 0.025 Pw=Ce*Cq*Qs*I=ksf C?L=Roof Pori(-ls=ksf 0 001 Ce (Evposure "B")- 0.70 6?an-is=k1f 0.001 Cq=Lat.Wind-Vert,Proj.= 120 SL-ksf 0.000 =Uplift-Hor.Proj Area- 1.30 =Ijplift -Roof Dements= 1.60 qs=(30 MPH Wind Load)=ksf 0.017 1= 1 ,00 ,,.1=Wul(P.00f Sheet-•Beams)=ksf -0.019 v2=Wul(Footing)=1,sf -0015 w3=Wlat(Column&Footing)=ksf A.014 ROOF DECK DESIGN CRITERIA 1'Element SPANS LOADS Pn;,f She-0'. Total L=P 1.1300 w(D+L+SL)=ksf=klf 0.027 '=.imple Span 1=ft 1000 w(D+Wul)=ksf=kif -0.018 Cant. Span a=ft 4.000 BEAM DESIGN CRITERIA BEAt1 Sirople'pan 1=ft 10.00 w(D+L+SL)=kif 0.24 N Cant. 'Span a=ft 9.00 w(D+Wul)=k:lf -016 COLUMN-FOOTING DESIGN CRITERIA H-Heigth to ld act.=L=ft 7.83 P(D+L+SL)=klcol 4.37 P(D+Wu9=k/col -2.92 cc P(W lat)=k/col 0.13 Copuright 1988 by Vic Meyer �� ; ` O� 9xl$DP OREGON Page 1 1 VIC MEYER ENGINEERIPIG ASSOCIATES-4 NORTH HAIN STREET-LODI,CA.95240 CARPORT DESIGN FOR: Project. Timberline Apts.-Tigard,OR Sheet No. lob.No. CP092-5528 _ 6/213/91 I ontrac:tot :multi-Tech,Seattle,`n'A CARPORT MODEL 9'-O"x 18'-0"Double Post '3x13DF ROOF DECK DESIGN 1' Wide Section SPAN LOADS Sheet Length=L.=ft 19.00 w (D+L+SL)=ksf=klf 0,027 Simple Span=l=ft 10.00 w(D+Wul)=ksf=klf -0.018 Cant. Span=a=ft 4.000 CALCULATION RESULTS D+L+'3L:Design D+W ul:Design P1um(Cant)=wa"212=kft 0.216 Mom(Can0=wa"2/2=kft -0.144 Mom(Span)=wl"2/8-wa"2/2=kft 0.122 Mom(Span)=w1`2/8-wa"2/2=kft -0.081 3regd(C:an0=11 12/fb=in"3 0.x172 Sregd(Cant)=Mx12/fb/LDF=in"3 -0.036 '3r.egd(:=p�nl=i 112.`tb=in"a 0.041 Sregd(Span)=M*12IfbiLr)F=in"3 -0.020 USE "EC 1-<?ga IR Roof Panel cF t-O.OdOin"3 b=O.1C8 in"3 ROOF SHEET TO BEAM CONNECTION Ailo,,rable Full-out/*12-14HWW Self-Drill. Scs=0.522k/sc*1.33/3(FS)=k/sc 0.23 LOADS Max(D+W ul=w*L/2=k -0.16 CALCULATION RESULTS No.of sos per ft regd=No. 0.71 No.of scs per ft fur=No. 1.67 UfiE #12-14 HWW Self-drilling Ses Space 7.2" (Ea. low pt of sht)w/5/8"dia Washer- ;_ r- N H J c.7 LLI _J '_opyt-19 t 1988 b4 Vic Meyer a�1E,DF' Page 2 'd IC"MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LCIDI,CA.95240 CARPORT DESIGN FOR: Pt oiect Timberline Apt,. -Tigard, OR Shce+No. 3 Job.No. CP092-5528 _ 6/20191 Contractor: Multi-Tech,Seattle,WA CARPORT MODE{_ a'-0" ;; 1$'-0"Double Post — 9x18DF ROOF BEAM DESIGN-STEEL SPAN LOADS F:F At-1 Simple'3pan 1=ft 18.00 w([;+L+SL)=klf A. Cant. Span a=ft 9.00 yr(D+WuI)=klf CALCULATION RESULTS C'+L+SL:Ge_ign D+W ul:Design Ptcmi.Cant)=wa"2/2=kft 9.84 Mnm(Can0-wa''2/2=kft -r•56 I1orn(Span)=wl"2/8=k:ft 9.54 tIom(Span)=wl"2./8=kft -6.58 Sregd(Can0=M*12/fb=in'? 3.58 Sregd(Can0=M*12/fb/LDF=in3 -1 .80 Sregd(Span)=1-1*12/fb=in"3 3.58 Sregd(Span)=M*12/fb/LDF=in"3 -1.80 USE 10 x 3-1 l2 Cee x 146a. sf= 3.78 io"3 BEAM TO COLUMN CONNECTION Steel Beim-Steel Column Roof Beams are attached tc Column with 012 H`WH Self-Dr•il . Screws spaced 1-112"oc Allowable shear per *12-14 HWH Self-Drill Sc-=2.05 k/sc/3(FS)=k/sc 0.68 LOADS P(D+L+SL)=k 4.37 P(D+W ul)=k 2,92 CALCULATION RESULTS No. Scs regd(D+L+SL)=Pb,. 6.40 No Scs regd(D+W ul)=No. 3.22 USE c-#12-1 111'u'H Self Drilling ;crewrs R 1, N BEAM TO COLUMN CONNECTION Steel Searn-Wood Column F' 11 F.H?--Hd`Wood Scs x 2"=K/sc 0.410 CALCULATION RESUL1S No.Scs regd(D+L+SL)=No. 10.67 co No Scs regd(D+W ul)=No. 5.36 C7 Lil USE NA Copyright 1988 by Vic Meyer 9xl8DP Page 3 VIC HE`rER ENGINEERING ASSOCIATES-4 NORTH MAIN STF:E'I-LOUI,CA.95::40 'y.;RPORT DESIGN FOR: Froje0 TirrNiline Apts.-T'gard,OR Sheet N.. lob. No L:P092-552$ F j 2r�rr�j 1 Contractor:Multi-Tech, Seattle,WA CARPORT MODEL 19'••0"x 18'-0"Double Post 9x18DP ROOF (BEAM DESIGN - WOOD SPAN GOADS BE AM Sirnple Span 1--ft 18.00 w (D+L+.L)=klf 0.24 k:ant.Span a=ft 9.00 w(D+',,vul)=k:lf -0.16 LUMBER DATA BEAM SECTION 1ti+ood Species I OF Try 2-3x12 Hem-Fir 02 __ Gra ie 2 Width=b=in 5.00 Fb=ksi 1 .25 Depth=d=in 11.50 Fc(_I to grain)=k_i O.E.3 Area=A=b*d=in"2 57.50 F+.=ksi Sec.hlod.=SF=b*d"2/6=ire"3 1 10.21 H=Fv=ksi 0.10 1-..f=(12hY.II1 1.00 E=k:si 1700 F'b=Cf*Fb=ksi 1.26 CALCULATION RESULTS D+i+l-,I_:De ign D+W ul:Design tl1-ro(Cant)=;,fa"2/2=k.ft '?,84 Mom(Can0=wa"2/2=kft -6.58 Mom(Span)=wl"2/S=kft 9.84 P1orn(Span)=wl"2/8=kft -6.58 =.regd(R)=M*12/F'b=in"3 9403 Sregd(R)=M*12/F'b/LDF=in"3 -47.24 Sr-egd(.C1)=P1*12/F'b=in"3 94.03 Sregd(Cl)=M*12/F'b/LDF=in"3 -47.24 A.R. for H=in"2 69.06 A brg r,qd=in"2 4.60 A brg F=in"2 7.44 1JSE NA — d (L' r-- l� J G] F . C7 W J C opigigh► `u Vic I lcuer +x186P P31e 4 VIC MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA.95240 CARPORT DESIGN FOR: Project Timberline Apts. -Tigard,OR Sheet No. 4 Job.No. CP092-5328 61'20/91 Contractor:Multi-Tech,Seattle,WA CARPORT MODEL EEO"x 18'-0"Double Post -9x18DP STEEL COLUMN DESIGN STEEL COLUMN CRITERIA TS 3'x3"x0.095' TS v;'id+h=in ?.00 Column Heiath=H=L=ft 7.837 Depth=in 3.00 1:(Const.Cond.a mod.)= x.00 r=in 1.19 kl/r= 1 517.98 k-1/r^2= 24,959 SF'=in`3 1.04 kl/r"3= 3.943,048 Cc 11a=in"4 ? 75 Co"2= 15,183 Cc"3= 1 ,870,859 Pi"2 9.87 E=ksi 30.000 Fy=ksi ,9 CALCULATION RESULTS LOADS P(D+L+SL)=k/col 4.37 Eccen=in 1 .50 F fD+'rful,l=k/col -2.92 P (W lat)=k/col 0.13 fa=(D+L+';L)=P/a=ksi 3.94 kl/r <Cc No fa=([!+',Y ul)=P/a/LDF=ksi -1.96 F.S.= 1.?C: Fa=k.,i 0.00 0.55 Mom(D+%V ul)=Pe=left -0.37 If]/1- I Cc Yes F1om,(W lat)=Pl=kft 1.01 Fa=ksi 5.97 fb=(1)-�L+SL)=P1*12/S=ksi 5.31 R" fb=(D+'V ul)=M*12/S/LDF=ksi -3.17 OK fb=('IV la0=M"12/S/LDF=ksi 8.73 fa/Fa+fb/Fb=<1.00 0.8^ USE TS 3x3x 095 ILT Steel Column U Copyright 1988 by Vic Meyer E 9x18DP Page 5 'd IC t1EYER ENGINEERING ASSOCIATE'S-4 NORTH MAIN..rREET-LOD1,CA.95240 CARPORT DESIGN FOR: Project Timberline Apts.-Tigard,OR Sheet N-?.4 Job. No. CKv-12-5528 6120/'+1 1.or,trautor.3ilti-Tech, Sea+tle,'YIA CARPORT Mu)EL x 18'-0"Double Post +x181 ()P WOOD COLUMN DESIGN WOOD COLUMN CRITERIA Try Nom 6x6 P T. Hem-Fir 14o2 Pos: _ COLUMN SECTION Lumber_species= Hem-Fir 'width=b=in 5.50 i Trade I 2.00 IL')Ppth=d=in 5.50 ALLOWABLE UNIT STRESSES Area=A=6*d=in"2 30.25 Fb=ksi 0.58 'Seo.Mod.Fur.=SF-b*d"2/6=in"3 27.73 Fc=ksi 0.88 Col, HeVh=H=L=ft 7.83 E=ksi 1400 Ke= 2.00 F+=kSi 0.53 ke*l/d= 3418 K=0.671*(E/Fc)"1!2= 26.84 J=(le r d-11)/(K-1 1)= 1.46 Isle/d/K"4*1/3= 0.813 CALCULATION RESULTS LOADS P(D+L+SL)=k/cul 4.37 Eccen=in 2 7` P(L)+W1j1)=k/sol -2 92 P(1( lat)=k/col 0.13 Short Column lelacl 1 No F'c=Fc4i 0.00 fa=(D+L+SL)=P/a=ksi 0.14 Intermed. Column 11 <le/d,(K No fa=(D+W ul)=P/a/LDF=ksi -0.07 F'c=Fc(1-(i/3)*(le/d/K)"4Ksi 0.00 t1om.=(D+L+SL)=P?=k:ft 1.00 Long Column le/d>K Yes Mom.(D�W ul)=Pe=kft -0.0 F'c=0.3*E/1e/d"2=ksi 0.36 Mom,('d 1a0=P1=kfT 1.01 ok. tb=(r)+L+.S,1.)=M*12/S=ksi 0.43 fa/Fa+fb/Fb=,(1 .00 0.97 fb=(D+W ul)=P1*12!30/LDF=ksi -0.22 fb=(W 1a0=M*12/S/LDF=ksi 0.33 USE NA J cA J 1 opuright 1988 by Vic Meyer 9xI8DP Pat 6 VIC MEYER.ENGINEERING ASSOCIATES-4 NORTH MAIM STREET-LODI,CA. 95240 CARPORT DESIGN FOR jprojpct Timberline Apts.- Tigard,OR Sheet No.5 Job.hyo. CP092 5528 6/20/91 C--ntr-actor:Multi-Tech,Seattle, IWA CARPORT MODEL C 0"x 1 '-0"Double Post FOUNDATION DESIGN Assumed Constrained Design Assumed Ave. Allow.boil Brg.=psC 2000.00 LOADS FOOTING CRITERIA P(D+L+';,L)=k/roi 4.37 Column Heigth=H=L=ft 7.83 F 1.D+'v/ul)=k/col -2.92 Fdn.Dia.=f+. 1 .17 F CW lat)=k/r-:ol 0.13 TRIAL DEPTH=ft 3.00 A JP=ksf 2.0.1 LBP=ksf/ft of depth 0.40 S3=ksf 0.60 Friction=SP/6=ksf 0.33 CALCULATION RESULTS D regd(D+L+SL)=ft 2 4i t D r-egd(D+%;;ul)/LDF=.t -2.11 D read(W la0/'LDF=ft x.47 USE11'-2"diax3'-O"deer f"c=2ksi CA 28 dais r- r-- J C7 It! J r opy r ich+ 1988 by Vic Meyer '4x 1 SDP Page 7 VIC MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA.95240 CARPORT DESIGN FOR: 1project Timberline Apts.-Tigard,OR Sh.et No. 1 jJcb. No. CP092-5528 6/20/91 Contractor:Multi-Tech,Seattle,WA CARPORT MODEL 9'-0"x 18'-0"Double Post 9x1.�DF' DESIGN CRITERIA _ CODES F: f Sheet. Total L=ft 18.00 U.B.C. 1988 edition Simple Span 1=ft 10.00 A.I.S.I.Late•-t edition Car', Span a=ft 4.00 A.I.C.I.Latest edition Beams Simple Spin 1=ft 18.00 Cant Span a=ft. 4.00 STEEL REQUIREMENTS F'Y C olurnn Heigth=H=L=ft 7.83 Roof Panels ASTM A446=1-,si 8o Roof Beams ASTM A446=kai 55 LIT-Lat.Design Factor=Wind= 1 .33 Columns ASTM A500=ksi 50 LDF-Lat Design Factor=Snow Ld= N/A MOOD REQUIREMENTS LDF-Lat.EQ Desi-an Factor= N/A Ueams-per UEC Section 2500 See Design Beams-per UBC Section 2500 See Design LOAD CRITERIA GENERAL MIND LOADS L!=ksf I.See reductions below) 0.025 Pw=Ce*Cq*Qs*I=ksf DL=Pouf Panels=ksf 0.1101 Ce(Exposure "81= 0.70 Beavis=klf 0.001 C.q=Lat.Wind-Vert.Proj.= 1.20 SL=k f 0.000 =Uplift-Hor.Proj. Area= 1 .3O =1 Jplift -Roof ElemEnts= q =(,30 MPH Wind Load)=ksf 0.017 �= 1 .00 �r 1=Wul(Roof Sheet-Beams)=ksf -0.01 17 Vu1(Footing)=ksf -0015 v?=1v1aN;Column& Fo,ting)=ksf 0.014 ROOF DECK DESIGN CRITERIA 1'Element SPANS LOADS Total L=ft 18.00 w(D+L+SL)=ksf=r;lf G.r127 Simple Spar, 1=ft 10.00 w(D+Wul)=ksf=kif -0.019 Cant. Span a=ft 4.000 _ BEAM DESIGN CRITERIA BEAM 'pimple Span 1=ft 18 00 w (D+L+SL)=klf 0.24 i Cant. Span z=ft ?.00 w(D+WuI)=klf -0.16 COLUMN-FOOTING DESIGN CRITERIA H-Heigth to Id act.=L=ft 7.83 F(D+L+SL)=k/col 4.37 P(D+Wui)=k/col -2.92 P(W lat)=k/col 0.13 I Copy 1988 by Vic Meyer 9x18DP Page 1 VI= MEYER ENGINEFRING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA. 5241--1 CARPORT DESIGN FOR: Projer:t Timberline Apts.-Tigard,OR Sheet No. ,Inb.No. r�P092-5528 6/20/41 L 1.ontr-actor• Multi-Tert;,Seattle,WA CARPORT MODEL r9'-0"7, 18'-0"Ewe Post tx18Up ROOF DECK DESIGN 1' Wide Section SPAN LOADS Sh?et Length=L=ft 13.00 w (D+L+SL)=ksf=klf 0.027 Simple Span=l=ft 10.00 V;fD+Wljl)=ksf=klf -0.018 Gant. Span =a=ft 4.000 CALCULATION RESULTS L4':-,L:L,esign D+W ui:Design P1vm(Cant)=Ora"�/2=k:ft 0.216 Mrrn(Cant)=wa"2/2=kft -0.144 r-lon•,(Spanl=wl"2/3-wa'2/2=kft. 0.122 Morn(Span)=w)`2/8-wa"2/2=kft •0.031 ,regd(Gant)=M*12/fb=in"? 0.072 regd(Gan0=h1Y12!fb?L.UF=in"3 -0.036 Sregii:".pan)=i1*12r*ft-in 3 0 0#1 c-regd(Span.)=1-1*121'tb/LDF=in'73 -0.020 USE "EC I"29 ga IR Roof Panel ;;F t=0 080in"3 b=0.108 in"3 ROOF SHEET TO BEAM CONNECTION Allo,vable F'uil-cut/#12-14HWW Self-Drill. Scs=0.522k?sc*1.33/3(FS)=k/sc 0.2)3 LOADS Max(D+W u1=w*L/2=k -0.16 CALCUL AT IOM RESULTS No+of scs per ft read=No. 0.71 No of scs per ft Fur=No. 1.67 USE #12 14 HW1r'Self-drilling Scs Space r 2" (Ea. log, pt of NO w/5/8"dia Washers '-poptpht 1988 by Vic Ileyer9r,18UF' Pig,? 2 VIC MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA.95240 CARPORT DESIGN FOR: Project. Timberline AptS. •Timird,OR Sheet No.3 Job.No. CF 092-5528 6/20191 Contr.:otor-:Multi-Tech,Seattle, WA CARPORT MODEL. 9'-0"x 18'-0"Double Po=t_ 9xl8DP ROOF SEAM DESIGN-STEEL SPAN LOADS BF KM Simple Span 1=ft 19,00 w(D+L+SL)=klf 0. 4 C ant.'pan a=ft 9.00 w(p+`rlul)=klf Ci t 6 CALCUI.ATION RESULTS 1-+L+':.L:Design D+W ul:Design t°1on-r(.Can0=wa"2/'2=kft 9.84 I1om(Cant)=wa"212=kft -6.58 t lorn(Span)=wl /8=left 984 Mom(Span)=wl"2/8=kft -6.58 Sregd(Can0=11*12/fb=in"3 3.58 Sregd(Cant)=M*12/fb/LDF=ir"3 -1 .80 ^regd(Span)=M*12/fb=in"3 3.58 Sregd(Span)=M*12/fb/LDF=in"3 -1 .80 USE 10 x ?-112 Cee x 14Ga. sf-3.78 ir,"3 BEAM TO COLUMN CONNECTION Steel Beam-Steel Column N-,00f Beams are attached to Column with 012 HWH Self-Drill.Screws spaced 1-1/2"oc Allowable Shear per 412-H HIrH Self-Drill Sc=2,05 klscl3(FS)=klsc 0.68 LOADS P(D+L+SL)=k 4.37 P(D+W ul)=I; 2.92 CAI_CUI_AT ION RESULTS No. Scs regd(D+L+SL)=No. 640 No Scs regd(D+W ul)=No. 3.22 USE c-#12-141-1`4H Self Drilling Screw BEAM TO COLUMN CONNECTION 'Steel Beam-Wood Column ~ 1$16 Ha--Hd Wood Pr. =K,sc C 0.410 CALCUI_ATI(44 PfRUL 0, No.Scs regd(D+r.+SL)=No. 10.67 No.Scs regd(D+W ul)=No. 536 LD w J USEINA Copyright 1988 by Vic Meyer 9x.18Up Page 3 'v IC PtC`IER ENGINEERING. ASSOCIATEG-1-4 NORTH tIAIN STREET-LODI,C:. 95240 CARPORT DESIGN FOR: Proje;. Timberline Apt:. -Tigard,OR Sheat. Pig?. 3 Inn.P.. cP�.r " h I 1 192-55 La Contractor:i•1ulti-Tech,Seattle,WA CARPORT MODEL y'-0"x 18'-O"Double Post- �� `;x18DP ROOF BEAM DESIGN - WOOD SPAN LOADS BE AM Simple Span 1=ft 18.00 w(D+I.+SL)=klf 0.24 Dant.Span a=ft 9.00 w(D+%-/ul)=klf -0.16 LUMBLR DATA BEAM SECTION vrnod 5peries DF Try 2-3x12 Hem-Fir s2 Grade 2 Width=b=in C;.OQ Fb=l:si 1 .25 Depth=d=in 11.50 Fc(._1 to grain)=ksi 0.63 Area=A=b*d=in"2 57.50 Ft=ksi 0.65 Sec.Mod.=SF'=bid"2/6=in"3 110.21 H=Fv=ksi 0.10 Cf=(12,/d)".111 1 .00 E=ksi 1700 F'b=Cf*Fb=ksi 125 CALCULATION RESULTS 1, 1+SL Design D+w u1:Design 11orii(Cant)=;,a"212=k:ft ?.:4 Mom(Cant)=wa"2/2=left -6.53 t1orn(Span)=w1"2/8=kfi 9.84 t1or•n(Span)=w1"2/8=kft -6.58 3regdfR)=P1 12/F'b=in"3 94.03 Sregd(R)=11"12/F'b/LDF=in'3 -47.24 Sregdij l)=ft?r12/F'b=in''3 94.03 Sregd(C'1)=M+12/F'b/LDF=in"3 -47.21 A P for H=in"2 69.06 A brg regd=in"2 4.60 A brg F=jnA. 7.44 USE PI A Copyright 1988 bu Vic,Meyer .-I P Page 4 VIC METER ENGINEERING A_:SOC:IATES-4 NORTH MAIN STREET-LODI,r_A.95240 CARPORT DESIGN FOR: prop Timberline ,ipts.-Tigard,OR Sheet No.4 _CP092-5528 6/20/91 Contractor:Multi-Tech,Seattle,WA CARPORT MODEL 9'-0"x 18'-0"Double Post _19x-18 STEEL COLUMN DESIGN STEEL COLUMN CRITERIA TS 3"x3"x0.095' TS r;'idth=ir 3.00 Column Heigth=H=L=ft r.8? Depth=in 3.00 K(Const.fond.a mod.)= 2.00 r=in 1.1 ? 1;1/r= 157.98 A=in'2 1 .11 k:l/r•"2= 24,959 SF=in"3 1.1-14 k1{r"3= 3,943.048 L•<=in"4 3.75 Ce.(;,onst )= 1 3.22 ly=in"4 3.75 JCc"2= 15.123 Cc"3- 1,8-70,859 pi"2 9.87 E=ksi 30,000 Fy=ksi T9 CALCULATION RESULTS LOADS P(D+L+SL)=k/col 4.Z7 Ecren=in 1 Sl P(D+'r'ul)=k/col -2.92 P (W lat)=kicol 0.13 fa=(D+L+SL)=P/a=ksi 3.94 kl/r <Cc No fa=(D+W ul)=P/a/LDF=1:si -1 .98 F. S.= 1.88 Fa=ksi C1.00 h1om.=(D+L+SL)=Pe=kft 0.55 I-6am.(D+1ti'ul)=Pe=k•ft -0.37 kllr > Cc Yes t•1om,(W lat)=PI=kft 1.01 Fa=ksi 5.97 fb=(1'+L+SL)=I.1+12/S=ksi 6.31 R tb=(D+'V 12/$/LDF=ksi -3.17 OK fb=(1l lat)=t 1"12/S/LDF=I.si 8.73 fa/Fa+fb/Fb=<1 A0 0.8^ r- USE TS 3x3x.095 �� T Steel Column c.7 W J 1-opuright 1988 by Vic Meyer 9x1£�C?P Page 5 VIC MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA. 95240 CARPORT DESIGN FOR: Project Timberline Apts.-Tigard,OR Sheet No.4 Job. No. CP092-5528 6/20/91 Contractor:Mult -Tech,Seattle, WA CARPORT MODEL 9'-0" x 18'-0' Double Post 9x18DP WOOD COLUMN DESIGN WOOD COLUMN CRITERIA jTrij Nom 6x6 P.T. Hem-Fir No.2 Post COLUMN SECTION Lumber Species= Hem-Fir 1ti'idth=b=in 5.50 13rade F2.00 1Depth=d=in 5.50 ALLOWABLE UNIT STRESSES A:-ea=A=I3*d=in'2 30.25 Fb=ksi 0.58 Sec.Mad.Fur.=SF-b*d"2/6=in"3 27.73 Fr,=ksi 0.88 Col.Heigth=H=L=ft 7.83 F=k.si 1400 Ke= 2.00 Ft=ksi 0.53 ke*l/d= 34.18 K=0.671*(E/Fc)"1/2= 26.84 J=(le/d-11)/(.K-1 1)= 1.46 kle/d/K."4*1/3= 0.88 CALCULATION RESULTS LO ADS P (D+L+SL)=k/col 4.37 Eccen=in 2.75 F' (D+1v u11=k/rnl -2.92 P lat)=1::/col 0.13 Short Column le/d<l l No F'r=Fc:=ksi 0.00 fa=(D+L+SL)=P/a=ksi 0.14 Intermed. Column 11 <le/d<K No fa=(D+'w ul)=P/a/LDF4si -n 07 F',,=Fcil-(1/3)*0e/d/K)"4]=k:si 0.00 1,00 Long Column le/d>K Ye_ Mom., ul)=Pe=kft -0.167 F'c=O.3*E/le/d"2=ksi 0.36 I1orn,('v/ lat)=Pl=kft 1 .01 ol. fb=(D+L+SL)=M*12/S=ksi 0.43 fa/Fa+fb/Fb=<l .00 0.97 fb=(D+W ul)=M*12/5/LDF=ksi -0.22 fb=(W lat)=M*12/S/LDF=ksi 0.33 n N USE NA F-- J f� CI. li Copgright 1983 by Vic Moyer 9x18DP Page 6 VIC.MEYER ENGINEERING ASSOCIATES-4 NORTH MAIN STREET-LODI,CA.95240 CARPORT DESIGN FOR: Pro)ect Timberline Apts.-Tigard,OR Sheet No.5 Jut.No. ,P092-5528 _ 6/20/91 Contractor:Multi-Tech,Seattle,WA CARPORT MODEL 9'-0"x 18'-0"Double Post 9x18DP FOUNDATION DESIGN Assumed Constrained Design Assumed Ave. Allow.Soil Brg. PS4 2000.00 LOADS FOOTING CRITERIA P('D+L+SL)=k/col 4.37 Column Heigth=H, =ft 7.83 P (.D+WuI)=k/col -2.92 Fdn.Dia.=ft1:17 P (`r' WK/col 0.13 TRIAL DEPTH=ft 00 ASP=ksf 2 00 LBP=ksf/ft of depth 0.40 S3=ksf 0.60 Friction=SP/6=ksf 0.33 CALCULATION RESULTS D regd(D+L+SL)=ft 2.40 D regd (D++;;ul)/LDF=ft -2.1 1 (1 regd(.Iv' lat.)/LDF=ft 2.47 USTUSE 1'-2"diax3'-0"deep lc=2ksi @ 28 days ct CL F-- Cn F-- J G] CD LL) Covyrrght 1988 by Vic Meyer 9x18DP Page 7 January 5, 1990 Ci-M*TI1FARD OREGON Steve Winstead CBS Companies Cypress Irene 8315 S.S. Stark Portland, OR 97218 Res Little Bull Mountain Apartments Dear Steve: Jur Building Division has requested that I inspect the improvements at the Little Bull Mountain Apartment complex at 15001 SW 109th Avenue for the purpose of determining whether the current state of site improvements is sufficient for the City to issue certificates of occupancy for several of the apartment buildings while work continues on the remainder of the site. I have found numerous deficiencies in the state of these improvements with regard to Community Development Code requirements, conditions of approval of the Site Development Review request for this project, and inconsistencies with the site plan submitted by your firm. The site is not ready for occupancy. I have asked Building Official Brad Roast to not issue certificates of occupancy for any of the buildings on this site. No structure on this site may be used or occupied for residential use until the City has issued a Certificate of Occupancy (Tigard Community Development Code Section 18.18.010.A). Brad Roast has informed the building inspectors that no final inspections are to be conducted for buildings in this development until the Planning Division informs him that existing problems are corrected. On my visit to the project site on January 3, 1990, I noted the following deficiencies: 1. Fencing with a minimum height of eight feet was not provided around the dripline of all trees proposed for retention. Fencing was required by the Planning Commission's November 29, 1988 final order and the tree removal permit issued on March 8, 1989. Several trees proposed for -- retention were noticed to have been scarred by construction activities. Fencing shall be installed as originally required no later than 3:30 PM Un on January 10, 1990, or I will request that the Building Official issue �i a stop work order for all construction activity on the site. r� 2. The City Council's October 24, 1988 order regarding this project required that a minimum of 130 trees that are 6 inches in diameter or ', greater within the developed portion of the project be preserved. Many of the trees slated for retention by the various site and landscaping plans have been removed. E'or reference, we will rely on the site plan printed on January 17, 1989, and revised by you on March 27, 1989 as the official approved plan as I had noted on the file copy immediately after your corrections. In particular, I have noted the absence of a number of trees located to the north of building 21 and between buildings 22 and 23. I would like to walk the site with you and Bob Mazany, the consulting arborist for this project, to identify how many trees slated 13125 SW Nall Blvd ,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 Steve Winstead January 5, 1.990 Page 2 for retention have been removed and how to best protect the remaining trees. A revised landscaping plan must be submitted which provides for replacement of the missing trees with trees as large as are available. Replacement must be on at least a one-for-one basis. 3. The Community Development Code requires that one covered parking space be provided for every dwelling unit. Because carports have not been completed, it was not clear whether_ each dwelling unit for which certificates of occupancy are requested are provided with covered parking. Please indicate to me how covered parking will be provided to these units. 4. Uncovered parking spaces are not marked. Especially significant is the absence of any designated handicapped parking spaces. Appropriate numbers of designated handicapped parking spaces and total parking spaces must be provided for the number of dwelling units to be occupied. Designated handicapped parking spaces must be marked by signs rather than just pavement markings. 5. A significant amount of mud was observed on the project's roadways. Introducing resident traffic to a project that is still under construction increases the likelihood of mud being tracked onto SW 109th Avenue. A pavement cleaning program must be developed, must be approved by the Building Division, and must be implemented. It may be necessary for the CDH Companies to post a bond to cover City costs that may be incurred in order to keep the public street clean. 6. A banner stating "Now Renting" was attached to one of the buildings. No sign permit has been issued for this temporary sign. 7. In addition to the sign, I have also noticed advertisements in The Oregonian advertising the availability of apartments at this site. It is rx unclear to me how the apartments may be available for rent when Noccupancy permits have not been issued for any of the buildings. Building Official Brad Roast and I would like to inspect all buildings on January 1.1, 1990, to assure that none of the buildings are being occupied for residential use without an Occupancy Permit. having been m issued. Please contact me to set up a time for the inspection. LLJ c� The above is not intended to be a complete list of all possible deficiencies related to the suitability of these buildings for occupancy. My observations were made during a brief visit to the site. Please contar-t me to set up a time for us to inspect the trees and the bui]dingn. Please let me know when the fencing is .installed around the trees to b(- retea i neo. Little Bull Mountain Park Apts SW 109th Ave at Murdock St. C B H Company 8315 SE Stark St Portland, OR 97216 Building Permit Information Bldg Address BuPerm P1Perm McPerm SePerm USA No Site 14701 890616 G-•CP 14701 890726 1 14703 890583 890622 890651 890691 2 14707 890586 890623 890652 890692 3 14711, 890587 890624 890653 890693 4 14715 890588 89cuk , 890654 890694 5 14725 890589 890626 890655 890615 6 14729 890590 890627 890651 890696 7 14733 890591 890628 89061.;7 890697 8 14741 890592 890629 890658 890698 9 14749 890593 890630 890659 890699 10 14753 890594 890631 890660 890700 11 14757 890595 890632 890661 890701 12 14759 890596 890633 890662 890702 13 14763 890597 690634 890663 890703 14 14765 890598 890635 890664 890704 15 14771 890599 890636 89665 890705 16 14775 890600 890637 890666 890706 17 14777 890601 890638 890667 890707 18 14781 890602 890639 890668 890708 19 14785 890603 890640 890669 890709 20 14793 890604 890641 890670 890710 21 14797 690605 890642 890671 890711 22 14799 890606 890643 890672 890712 2.3 14719 890607 890644 890673 890713 24 14723 890608 890645 890674 890714 25 14731 890609 890646 890675 890715 25 14737 890610 890647 890676 89071.6 27 14745 890611 890648 890677 890717 28 14767 890584 890649 890678 890689 29 14783 890585 890650 690679 890690 Sincerely, r,r ,t a .few Planner C: Guardian Management Corp. C: Brad Roast, Building Official C: Coy Humphrey, Code Enforcement Officer C: File SDR 88-17/PD 88-04 CBH.jo i-- TIGARD BUILDING DEPARTMENT Request for FINAL, approval on project. DATE: / %� 7 4 There has been a request to give a final approval and occupancy permit for the following project: ^ r<d Please check your respective file and verify if there is any outstanding items that will prohibit approval of the request. Planning: Request: ✓ 'Approved Denied Comments:_I-AAAN5Uf IA- Por 141,1QCZ-M. '3U1 Innr rWIIIIAM i9N9 'Bow -- If the request Is denied, please inform the applicant (or appropriate party) what needs to be done to obtain the approval. PLEASE RETURN TO THE BUILDING DEPARTMENT BY: t-- Requested Bp: � � TIGARD BUILDING DEPARTMENT Request for FINAL approval on project. DATE: There has been a request to give a final approval and occupancy permit for the following project: 7- J Please check your respective file and verify if there is any outstanding items that will prohibit apnroval of the request. Engineering: Request: Approved Denied Comments.-_ If the request is denied, please inform the applicant (or appropriate party) what needs to be done to obtain the approval. PLEASE RETURN TO THE BUILDING DEPARTMENT BY: i-- f. Requested By:: - ASC' �'ACIFIC INC. 2110 ENTERPRISE BLVD. SACRAMENTO, CA 95691 FOR: BAJA CONSTRUCTION COMPANY �5 t NCj . u��z 223 FOSTER STREET ` 130 MARTINEZ, CA 94553 f l 1 ORc6Up M/L'ItRE� , CARPORT DESIGN CALCULATIONS FOR: MODEL 9 x 18 25 / 80 DOUBLE POST ---------------------C_g1-4- DESIGN CRITERIA- R FOR 7-S -DESIGN CONFORMS TO 1985 UBC -REFERENCE AISI AND AISC SPECIFICATIONS -ROOF PANELS CONFORM TO ASTM A446 GRADE E Fy=80 KSI -PURLINS ARE COLD FORMED CEE SECTIONS CONFORMING TO ASTM A446 Fy=55 KSI -COLUMNS ARE SQUARE STRUCTURAL TUBING CONFORMING TO ASTM A500 Fy=50 KSI LOAD CRITERIA- •-L.I VE OR SNOW LOAD = 25 PSF -WIND LOAD = P = Ce x Cq x Qs x I Ce=1. 2 (EXPOSURE FACTOR C) Cq=1. 3 LATERAL (ON VERTICAL PROJECTED AREA) =1. 2 UPLIFT (ON HORIZONTAL PROJECTED AREA) =1. 6 UPLIFT (ON ROOF ELEMENTS) Qe= 17 PSF ( 80 MPH BASIC WIND SPEED) 1=1. 0 P1 = 26. 52 PSF LATERAL. (COLUMN b FOOTING) P2 = 24. 48 PSF UPLIFT (FOOTING) P3 = 32. 64 PSF UPLIFT (ROOF PANEL b PURLINS) r . N PANEL DESIGN— i = 18 FT. (LENGTH OF PANEL) a = 4. 104 FT. (LENGTH OF OVERHANG) 1 = 9. 792 FT. (LENGTH OF PANEL BETWEEN PURLINS) Fb = . 45 x Fy = . 45 x 90 = 36 KSI 1. DL + LL OR SL = 26 PSF (WT. OF PANEL = 1. 0 PSF) M(R) = (W x a^2)/2 = 218. 9566 FT-LBS S- REQUIRED AT SUPPORT = 218. 9566 x 12 / 36000 = 7. 298555E-02 IN^3 M(SPAN) = (W x 1^2) /8 - (W x e^2) /2 = 92. 66399 FT-LHS S+ REQUIRED AT CENTER SPAN = 92. 66399 x 12 / 36000 = 33.088799E-02 I N^3 2. DL + UPLIFT = 31. 64 PSF M(R) = (W x B^2) /2 = 266. 4534 FT-LBS Sa REQUIRED AT SUPPORT - 266. 4534 x 12 / (1. 33 x 36000) = . 0667803 IN^3 a v~i M(SPAN) = (W x 1^2) /8 - (W x B^2) /2 = 112. 7649 FT-LBS �'- S- REQUIRED AT CENTER SPAN = -� 112. 7649 x 12 / (1. 33 x 36000) _ 2. 826189E-02 IN^3 � I Lo _.J 1 ;JSE � -- � _-►�v ' ---- +(v"� ( _ 3 is PANEL TO PURLIN FASTENING- ------------------ UPLIFT AT PURLIN = 31. 64 x ( 18 : 2 > = 284. 76 PLF ALLOWABLE SCREW PULL-OVER STRENGTH = 522 / 3 = 174 LBS/SCREW (F. S. = 3) MAXIMUM SCREW SPACING = 12 x ( 1. 33 x 174 > / 284. 76 = 9. 752212 IN USE ( 1 ) 12-14 HWW SELF-DRILLING SCREW WITH 5/8 IN. DOME WASHER AT EACH LOW IN PANEL TO PURLIN (7. 2 IN) PURLIN DESIGN- ------------- Fb = . 6 x Fy = . 6 x 55 = 33 KSI CARPORT BAY SPACING (L) = 18 FT HALF BAY SPACING (a) = 9 FT M(max)SIMPLE SPAN $ DOUBLE SPAN = (W x L^2)/8 = W x 40. 5 M(max)SIMPLE SPAN PLUS OVERHANG = (W x a^2) /2 = W x 40. 5 LOAD CONDITIONS: 1. DL - (LL OR SL) - [ ( 25 + 1 ) x 9 ] + 4 = 238 PLF 2. DL + UPLIFT = [ ( 32. 64 - 1 ) x 9 ] - 4 = 280. 76 PLF (ESTIMATED PURLIN WEIGHT = 4 PLF) M(max DL + LL OR SL ) = 238 x 40. 5 = 9639 FT S REQ'D (DL + LL OR SL) - 9639 x 12 / 33000 = 3. 505091 IN^3 M(max UPLIFT) = 280. 76 x 40. 5 = 9639 FT-LBS S REGI'D (UPLIFT) = 11370. 78 x 12 / ( 1. 33 x 33000 ) 3. 108894 IN^3 --_ __-.._i A----- PURLIN TO COLUMN CONNECTION- ----------- ------- -NOTE- PURLIN IS ATTACHED DIRECTLY TO THE COLUMN USING 12-14 HWP SELF-DRILLING SCREWS ON A 1. 5 IN. GRID. MAXIMUM DL + LL OR SL TO CONNECTION = 238 x 18 = 4284 LBS MAXIMUM DL + UPLIFT TO CONNECTION = 280. 76 x 18 = 5053. 68 LBS ALLOWABLE SHEAR PER SCREW = 2050/3 = 683 LBS (F. S. =3) NO. OF SCREWS REO'D FOR DL + LL OR SL = 4284 / 683 = 6. 269269 NO. OF SCREWS REO'D FOR DL + UPLIFT = 5053. 68 / ( 1. 33 x 683 ) = 5. 560624 USE:-�� A --- #_ujs COLUMN- LOAD CONDITIONS: I. DL + LL OR SL = 4284 LBS (VERTICAL LOAD) 2. DL + . 5(LL OR SL) - WL(LATERAL) : (VERTICAL LOAD) t ( 12. 5 + 1 ) x 9 + 4 7 x 18 = 2259 LBS (LATERAL LOAD) ( 26. 52 x 1 x 18 ) / 2 COLUMNS = 238. 68 LBS AT H = 7. 5 FT MOMENT DUE TO LATERAL LOAD = 238. 68 x 7. 5 = 17 '0. 1 FT-LBS COLUMN DATA - 3. 0 x 3. 0 x 0. 095 A = 1. 08 IN^2 S = 1 IN^3 r = 1. 18 IN CLEAR HEIGHT = 7 FT KL/r = 2 x ( 7 x 12 ) / 1. 16 = 142. 3729 �L Fa = 151900 / (KL/R) -2 = 7. 493819 KSI Fb = . 6 x Fy = . 6 x 50 = 30 KSI 1. DL + LL OR SL J fa 4284 / ( 1. 08 x 1000 ) = 3. 966667 KSI 2. DL + . 5(LL OR SL) + WL(LATERAL) ' fa = 2259 / ( 1. 08 x 1000 ) 2. 091667 KSI fb = 1790. 1 x 12 / ( 1. 33 x 1 x 1000 ) 16. 15128 KSI COMBINED STRESS : fa/Fa + fb/Fb = . 8174949 12, USE:_ x 'K_1 - L�1.'�G�L�----5� l iii FOOTING DESIGN- -------------- 2000 PSF AVERAGE SOIL BEARING PRESSURE NOTE- 1 FT-2 IN DIAMETER CAST-IN-PLACE (1. 17 FT) f'c = 2000 PSI FOOTING CONSIDERED CONSTRAINED LOADING CONDITIONS: 1. DL + LL OR SL = 4284 LBS 2. UPLIFT = 24. 48 x 9 x 18 = 3965. 76 LBS 3. LATERAL 1790. 1 FT-LBS FRICTIONAL RESISTANCE- F. R. = 3. 14159 x 1. 17 x 2000 / 6 = 1225. 22 LHS/FT DEPTH REQ'D FOR (DL + LL OR SL)= 4284 / 1225. 22 = 3. 496515 FT DEPTH REQ'D FOR (UPLIFT) = -'-'965. 76 / ( 1. 33 x 1225. 22 > 2. 433665 FT LATERAL- DEPTH t SQR(4. 25 x (P x H) / (S3 x B) P x H = LATERAL MOMENT = 1790. 1 FT-LBS S3 = 200 x 2* x 1. 33 x DEPTH = 532 x DEPTH *NOTE 4 TABLE 29-B B = 1. 17 REQUIRED DEPTH FOR LATERAL = -2. 3a156; FT USE - - --- -x--�— -- F FOOTING DESIGN- 1500 PSF AVERA3E SOIL BEARING PRESSURE NOTE- 1 FT-2 IN DIAMETER CAST-IN-PLACE (1. 17 FT) f'c = 2000 PSI FOOTING CONSIDERED CONSTRAINED LOADING CONDITIONS: 1. DL + LL OR SL = 4284 LBS 2. UPLIFT = 24. 48 x 9 x 18 = 3965. i6 LBS 3. LATERAL 1790. 1 FT-LBS FRICTIONAL RESISTANCE- F. R. = 3. 14159 x 1. 17 x 1500 / 6 = 918- 9151 LBS/FT DEPTH RE©'D FOR (DL + LL OR SL)= 4284 / 918. 9151 = 4. 66202 FT DEPTH REQ'D FOR (UPLIFT) = 3965. 76 / (1. 33 x 918. 9151 ) 3. 244886 FT LATERAL- DEPTH = SQR(4. 25 x (P x H) / (S3 x B) P x H = LATERAL MOMENT = 1790. 1 FT-L.BS S3 = 150 x 2« x 1. 33 x DEPTH = 399 x DEPTH *NOTE 4 TABLE 29-8 B = 1. 17 REQUIRED DEPTH FOR LATERAL = 2. 532981 FT USE: FOOTING DESIGN- ---w------~--- I 1000 PSF AVERAGE SOIL BEARING PRESSURE NOTE- 1 FT-2 IN DIAMETER CAST-IN-PLACE ( 1. 17 FT) f'c = 2000 PSI FOOTING CONSIDERED CONSTRAINED LOADING CONDITIONS: I. DL + LL OR SL - 4284 LBS 2. UPLIFT - 24. 48 x 9 x 18 = 3965. 76 LBS 3. LATERAL = 1790. 1 FT-LBS FRICTIONAL RESISTANCE- F. R. = 3. 14159 x 1. 17 x 1000 / 6 = 612. 6101 LBS/FT DEPTH REQ'D FOR (DL + LL OR SL)= 4284 / 612. 6101 = 6. 99302_ 9 FT DEPTH REQ'D FOR (UPLIFT) = 3965. 76 / (1. 33 x 612. 6101 ) = 4.BG7329 FT LATERAL- DEPTH - SQR(4. 25 x (P x H) / (S3 x B) P x H = LATERA' MOMENT = 1790. 1 FT-LBS S3 = 100 x . ,* x 1. 33 x DEPTH = 266 x DEPTH B = 1. 17 NOTE 4 TABLE 29-B REQUIRED DEPTH FOR LATERAL = 2. 899146 FT 1� USE t = ( �__ r N H- m w J CITY OF TIVA RD December 7, 1989 OREGON Ray and Leah Hammerly 14807 SW 109th Avenue Tigard, OR 97224 M. J. Forell 1305 Greentree Road Lake Oswego, OR 97034 A.B. Lind 244 Greenridge Drive Lake Oswego, OR 97035 RE: Little Bull Mountain Apartments' Fence Thank you for calling to my attention the situation regarding fencing between your properties and the Little Bull Mountain apartment complex. I apologize for the City of Tigard not following through on the requirement that the fence be installed prior to the issuance of building permits for this project. I have again contacted Steve Winstead, the development's project manager, regarding the need to have the fence design approved by the abutting property owners and to have the fence installed as soon as possible. I have asked the City's Building Division to not issue occupancy permits for any of the project's buildings until the fence is installed. Please let me know when you have reviewed and approved the fence plans to be provided by Mr. Winstead. Sincerely, -: .Terry Offer Development Review Planner bi/Fnc.jo in C: Steve Winstead, CBH Co. Brad Roant, Building Official File SDR 88-19 13125 SW Hall Blvd.,F O.Box 23347,Tigard,Oregon 97223 (503)639-4171 C IIFARD N August 16, 1989 Geiger Pools, Inc. 7330 SW Macadam Road Portland, OR 97219 Project: Spa and Swimming Pool, BP 891752 Little Bull Mt. Park Apts. Dear Mr. Geiger: The plans for this project were reviewed for conformity with applicable codes, and are approved. A plan note indicates that the mechanical and plumbing work will be done by others. Separate permits are required for any such work. You may get the building permit for the project at y3ur convenience. If yot, have questions, or if we may tie of assi►itance, contact us any time. Sincerely, im Jaqu , Plans Examiner FAX (503)684-7297 F 13125 SVV Hall Blvd.,P.O.Box 23397,Tigard,Oregon 97223 (503)634-4171 ,e)/2 11 LJFTJE�� LOO H51rAiT FT, rVr ,Tri I I � Inrrt C�� 1 � �� , 2 '�� i I I 1-#moe rluxo MoMl L, sTreer ......1 3o3 C51- 1416 C-&,) 15 OOT fLLLI-AIFAATE9V C ITY OF Tl(Ir! RD RECEIPT OF Po�MIENT RE'l CHF.- A1101-INT 20. 00 NAME c C. P.H. COMPAN I'AliSH (-)IvIU(JN1' a . 00 A D D P ES r--, 0 15 E S TA P V. ,--',T PAYMPNT DATE' -1-;,—P,, PORTLAND, OR 5,721.6 SLOGK NCl/ADDRi PURPOSE OF PAYMENT AMOUNT PO I D PUFT'nSE OF F AYMENT All0illAf P01 -- ---------- L!,041) 1.1�'E AF"PlACATIONIS 2.0.on 114 Pf Ktill FFLE 1 0 UF-11'f' -iF*Af;!TMEPJT' I-TRIPLEX ESD um r r APARTMENT COMPLEX " ic 1. 1l'TLE7 1AJU., 11011 1314 3, 1,1JUKIDMILL mw,w, You otIOUNI F,i)lt) RECEIVED C.B.H.COMPANIES JUN 7 1989 8315 S.E.STARK ST. PORTLAND,OREGON 97218 COOtMunlb Dm:zpncrR PHONE 252.1478 June 5 , 1989 Mr. Jim Jaqua Plans Examiner P.O. Box 23397 Tigard, Oregon 97223 Subj : Change Order "Little Bull Mountain" Apartments Dear Jim, The Fire Marshall has asked us to submit a change order which you have enclosed. The purpose of this change .is due to the fact that when an exterior stairs is used by more than 10 occupants it needs to be constructed as a corridor. He is permitting us to open our roof above to avoid having the roof constructed for 1-hour fire resistive construction. The enclosure indicates two options for the roof. Please review and approve the enclosure. If you have any questions or concerns please call me. This change will be for building numbers 13-18, 28 and 29. Respectfully Submitted, Sive en Nt. Wi nstead, . I I .A. Project Coordinator C.B.H. Company r R F- N i r--r J G] C.7 LLl -J BRACING WOOD TRUSSES: / TRUSS PLATE INSTITUTE COMMENTARY AND RECOMMEND $ 583 notrio Drive,site zoo Madison,WI 53719 TLl USS PLATE INSTITEITE,INC,1976 The dwLpl of wood aurl m Kmrdsoe wish TPI dwyl vllwy 1 rwnw .,' 1111* Ymlull.1.-bull[M at.NN fit.av 111 this 1. and ,I-in tae Inn Mai Ilr.yhl.unllerm In eDN wetbn, I It N.YI in IM 1,.1 wMbn IM Steel pl•tool n I.1 N-11 and unllorm In dwlPn polNrlln. Is t1 IMI 1st V, rya 01.1.1'-wn IMI many al IM racily .pnihunl rMipn wumpiom as eltnw fulfilled p"ad If IpNrrad, 7.Tru.,n.plane nrlddural cimppwn...Imtnlad wnaalN INTRODUCTION 1 the eonwguemn-1 1-11 1a.mlhpu at IN ry ha'.IlnieF an Maul to Wawa Innis mow 1.am-.as,In..ch aryr It-Is a substantial bis at lima AM manhh.AM vMeh at welt maid "Ile*dNgl Aran,". ­t,In.bis of Ill. 7 T I,.mwnbsr,n.pinned.t pans fat dine-Iah.,n of..lad In wmeMwn of ton mheant to,,of.propealy 1111Ml The Trust Plat.Inllmut."O.Nr,91.cI11u11Mt for Light Meulloan-11 sysism the.Ppnn1 lack of ano,Ylade,of how,wMn,.ad what.m Plaa Connecanl Wood Truth nm Ne rommded Ip the char of a TOS-11[pnllnuNy of cllal mornbwl.1 faun Int dame, basal wta Wgpiecing,and in IM IntN.0 al Public Maty.IM Trust lad,Was,wand a.-.I ryru.hool tem moom,only i n of momwl aft.- Plata IMitule,1m.,,a mmull.lbn with IS Compe l MenrlKlurnt o Council mwl+bwNlp.has unchnW ea IM p.pN.ho t eI ant.I- Lanr.l tr.anp.•1 may be r"."ad by design to rad..bucallne b.Cempwron maml+wl are WI-11,wnr.ma l.I wlalll lie rmnd.lam, W.01,al IMhldu.l true,. 0:,,11.pr1.11M wood Pru.hair ,ion,.an-all And 1,IM only to . And IMI wr11 he I-Ifi cl.1 IS.h n dalgn Sahatap 1.1 iancM"alad audv and dellba.tir.rune by IM TPI draanp Easiest contain,N w M supplied in IM tau.sail.M 0 Supalmp.d Mad.Ila bldl KI rw"1,,w1M Sol.r. Technical Ailing Cummlllw(compiling 11nMst-la,MIM chief ,list".1 IM bulla.%tai lllM on M.bust d..igm dr.tomes br IN Applied names to IM pan.of IM lop olrord,anal-,,..d 1limlur.l My,mn1 al mambs,phi.mMut.turlm ampul.,rpt. build.or a.I'M-I-,TM buildup it-"a,Inwctp total bad.w.apliad.1.pan,. AAmb w of IM JdamK-.-.is.and..d.M nl mmulllrp -,..a tMl IM Zlflad hlNn bKlrq h pI"ah"Iml.11ad wN IN' Mpnwrsl Mre ban MvotW to this Ntel Comultahan with IM TOOL Ina o.l4 h sufficiently ncNpad.ralrnmd by castanet brec.p SO 7 In.Iwnron le the blml bKlrlp pKllhtl Dv ties trw Iftap+w. Com[mmnt MMulKlunn CMmd Mt t.sulfad In twinging aKt1el Pennant la moxmMl. IM bulMlrlp dnlanw Mll pully W"b1M,bKup at rip. h.tl handIIM.M NKlbn pphaml Iola 1.marlar bcta IncluNM OI .rola Io I1+.plan..'Ile.'luck 10 Sold -V nsnl n11rr1br In IM 1=1.wmm mnaba em loo...a.hansilmil and wectbn Smcal dap,rpu..mwt1,.,In.1+lend I-%will III Ihe f msm-.-.ad lar 11 In deals.. pnedura It oto dlwcl result el the Mmultalrom 11 it planned 1. w1-.brach-,,d'aprwm,.now+mins.1.11.load aamin.ana n, 9 TM bultll Ifni Mwy t.nhw and Mlage upon tn.w tsm.a.rema-sac alrom 1M PFM IvnMclwnl to 1M wood hula nun bs oonlldaed alhlNnl a 1 Omar Prot IM Ira,de"p,rl will,icily ."Awl,br he buildup deans, Na(hall M1Nmm o Ire,Behan, m•M cMnitwnl 10 w11h".nd level loadlry M while Iha I-nani ilea .for King aannlmd hNnn n and mnhed.1 m .Int d1•MneN l baring needed to root of 1M rube Atrmtun. IKnnlull,sauad,II II not IntaMad IMI 1My be mm,dnad IM MIY IMw IOr[m Dlpnal or rat Mecltp II rec.mmwmM In IM Dl.m The lhaorY el bKmp 11 la appy plhtl.n.Wppt n rNII.m1•ac monad fast bKirp.r0o1 IYry.m NIItMI Il101rtl Phew tKOmlrla,+d. IormW DV IM an[Mils Cln IM Plane lormad hY M.Mllwn Cnpd1 to IM p.m al IM Ila.In Mal sues,trust ma-In 1M pheamo Iwm M I.wrpwtcl n supnwr to p a e.Mlyd that would Ie IV .M prp.Micul.r l0 1M Pru..sell mamma",al.hail ler the-1.11 nomad 1 II In tlnpn TA,s 1MpY mal ha.p11M.11nrw naes be p,ef..d In Ila al an.1MI1KI',or.ngi.e'I door,to,berl,q fm nM111,y o1 Ina Mllre kabcaa- ft..bwang AM-`l Mtaln e Ponaulr mol Wryem am,Id M Mown a,,IM build.,,door.i 1 ltammg Poon a Port.11M ITAOI ONF Duna"9uadmg ti-V.M Tru.Deupn IMwdu""taw MNM dnwlnp lb-I me, 1,an not u 11,loomed n pari of membra.w.check W Int bacallnp,lad I.N.l bacim I.-11iW w Thawoace-swdincia Int braciagwoadau.norplmle hum 1M IN wall trues paces,.,AM 1hp1ld be periled by ton;undo,ia reeunad fit each Iruw mwnbw The bulldln,Mlpar mut pully m11K11M eepNlMu of Lading IKhmcal prwnnry I.IM and Iran NKtron c0-11.1111. naw 1011 I.-I bKln,F to M 1nc110rad a,re111..,ad to paean IMuttry,but awl,dw Io IM nelula til rnppn:ibl'. 1nwMd,M Tho bulldH or aactlon lontrectw 1l r bla lost ancon woad hlHn mowmMl s11aI1tl all lrup mH11br1,w bKed.I.nd to bacah pentad MIY.1.lad•for Ile.taw nl a au.l1lad bultlirg M1iNar, trust Feldlln ar•d la Vropr 1 Npem1 10VINr.t Mien In Igo.I Ibl.This may I.mm I,~by halide,b aKlbn conasclor Thu,IN Trust PlI,Inlh.ul!..0-1, , -.y baclrp h.mull aur.Iha. dcl.,m1 my rwpMNblhty ler hansps MNnp lays IM u.ahpll. IM woad tm.n w.-1 Itmsuully damaged daring•;."an.nd",!Sol 1.Anttwrp 10 wild end,noth bout.Illll. Ilan,or nllam.M IM r _mkMAI m 1M InI...lon cul I-il Illy aw mtala sinad In Shipment bNp.,dunlo,.M.Ito,mtalnllan M.mhyblllMrpdarNscrbv.Ktlun mntrntay Tempa"-eec1IM IRSION ma ac. M fall-.but not neally 7.Duponal brKup.,the plata Dl web ffw"6m lflpNl lldll hinited lo,M.bulldlnp dourer',hwmmp pIM.h 11 aso mmallad Mn 7 Other muni a tla.rminad by 1M balding bllgl,e. wactlon bracing be Applied As each trust II alaed In,anion .+a a Iwtl M 1.1 Iii1M1 _ lwNea* as nal ell NwMw.mw w+Ai Nlm / .I.Y Me1Ir I.II•.,ws r.e+wnl me --- .Pleur e.W wN••,x.,.,. Platin tlal -rwwea Fa,.nil flaw tial 1 1 xw�,,Q­ ki Ink w« IT AOI TYPO.O.-OL Trill Frecon the blunder est..'am rltltmrrl.ndad Ihat Alapnel baring Imi-up,7.,en.n,11 amt nae WMu.1.o-a,Ianl(a-a;Mal 1M I mw I,u-Nf not Macmq Is.-d..andl Ill.awl..Ism an he,-11 1111 find"NII Nnpm,mlumbs.I ha IS"NNd.I app,Nm.lnr.49 do"n§W In In, "rata 1I,dampad Phipr a%Ing,Indulin,In.I,.of--n MnMKadM.e Dnipml Muln,Mould be alnchM to fon camnal,a ill aha multiple pica up pan,whim,tequMdne .It s r r to p,-I Om w11tlKlor of IM tame manbs,t qa N I.I.Al than, Map d hip handling,tanaM. .-mamil staM-ad 1n r malli+d h lm 1M Iirn bust lop them w M bMM the Appeadlr na.le in a nand.drh.n Into Ile ground and warr.ly a"horod TM round TIm his,N m.,be cSohnan..tar InlamnlMl el Ila willing bow I.wll"o,"Id be supported a Mown In Ilea.7 Or It b epi w delynn'1 oprinn,he,erel,n n recummMlNd tMl 1nlrmlt1.n11Mnne II n mal-,mist le t...M.Ill.Ira".1 the and.1 IM Mral,AMmmnal Om and bis-,In IM sppaet.direction,IMIIN ON rot..,wd 70 Iwf.a Iwo.IN S.".1.1 run.11M d,pnal all securely All attar IWIwI ne 11ad rip the In"Vu1.IM1us IM MPldmp•...Ink raommeMad q S 8 Th.pnuM blacaO..W beI-hat dlrKll,in I Ino aelM.II roll at taammMdnl MII continuous hlwa placing M ImnI1W wlllnn 9 a- w1+µ lap Mum cMim,roul will trKlnp Of—..IM IaP Mad al IM Inches of ton alga Imes nr cMlr Im.am a1 wo.ImnNy I I...o 10 11try fru.ea bean ad-,,isle.Plow IM"I-le ehltt Th111hift Iwf IniNr"1 Mlwwn the hilg.11.1 0l,luasi trawa p MnH PIM of '1?' he-IIghl,pull a Inm"-a..Praia M all tOnnerlbnl 01 ton fill bun ell IM was Pit,double mamba M1I-IMI Nee,,, n so e.,w l.K1.q...A m,I A.Ilea eaglet.1 IN hull ywutl 11stn M added to hot-lafwlis may he ainaad to 17 Iwf Io la teal Dueomll, 1 I.pa.Il•... .nr w Of fore m cm nruo o bad such.:Mndlo.of plywood p caul bralad bsloeen IM laterll bKlry.M Nt at.pponm.taly 49 tllgnN s+ rt�IIe1N tend,rp le,Ip ton In1w ern Ngia,dorm 1M"argon rpuned Ich Il.bhl',n the ohne.1 IM In, .Ie.•awn•+, lewd NOTI LMB 1p.n1.se.,awl,m.Y,wsuln cbwr wnllp All;neihrg 01 bKlm Maus M Aon*b IS It IM Ita"n Nauld =a I.IH.I all NII cbl.r Io4W 11 hot-a.gMall ...1 to boast a IS.IN n•I:wI,M Im•ihd la1n111Y net in pour.11.1 Inuit ill.SmpaNY trK.,g In IN piano 01 IM.nes wlMrlwal ,Nad 1.Ohl.Iruw It i.mol"`."`MW I...'-W I. IM.M of IM buSh"fa II pwlble the e.nl nmol lawN Mang le,IN top Mad should bon IM INTI,rust Th..Kan ran hr..a all a Vull ml thta Nbwlrg be placed on IM NndNaM of IM Ia, hold wi d w lnat-I ll rot Mw ti - a lois,till.- be rem..ed a In$ I weed dK,1 p Y rig..pled TM M1usw,ne.Mn matl M Irulwl tae W In aIle..the bulbar or-lam nn clractot man -.1,.ren it.,.,fin tlKalrp pus." . ., .11, unpo any MKing lir MM IS.tru1.1 plumb.1n If n eptallr•mPonMi ler IM ha,IMr a wMron mnhKlp 1a \\ - alienmant and In 1 wI..IFd1nM unto IM tlltmerle^1 trK1rp,de,"" IMI.11 bNlrp In 1M ohm of IM IaV chard IN dal roe; c Plop ;.. won/p 1Ma1Mig Un 1w InnNl.d TnnprrY MKing 11wuM be mol N11 titian The u.al.lmlda Macpg pllern a rKMMarMNd 1.nl dal than leg dlmwarn kah a,.M d+o.ld b a F.q a pK"el Ill frusta Iwhtuhr n.nlron n dn.c1W In Maclnq al IM.rNl of Ibt !punk lib MMllrg The taw.1 Mal.:.cast pale 01""d.MI--ft' .,Mewl.n rlgun 7101 "PINI 11.1 rec.rnlrrrlrllM,unhN u1W wlmp.11l•In pspr.lil•n Ill trona Ilnmadl.a..%fall.,_of boar rnnlinueul treclry 111e1 mist +til. } Yhb MInI14M f1alw. It 11 alb me.aNY b Inllall I.mpora♦ live :"d' _14d M Ila aMIOK.r.I pM M wwnl Tstrgwuy Masa,Iumbet knoll M neI%d,Ila Mo lubes bNing In IM Vh.al IM with mwnMr. Th"biK.g,1-11y pnm.mml IIr*,top nId ir,latnm.Pon nl IM p�mvtnenl bMA 11 hooded Bit.1-1.1 aw,Imfal-lbn-IF IM Waead member •�amfW IMI dlpnl.n M.cl,g M edM al wale w.b.-a* , 111 1,1 14 11 nem 1 nal:tlhd. a h wm Pr.ably a1 pouPo M S-,an 1M poundst .at. essou,0y r rKnmm-11.I1nt11 M ..it.1 no paw.this,m nes InI.a.I. Mewl unit,wh"h re III..Iniad m,e piece a awmble,11 M i�ter"..�."e'.'..,Il Ill�.".:'u� Mg 1M I,InI IMq.n rust Irv,l Ir,1.H aM 9 Iwf­.h 1.Ila e hmpl.ble.Ilwmte In IN ela.l a I'm.memall �/ -�--r,...ee .•a nti lxe:.wl •r .��fI feacl apaciry t1.IweM ItuM should M mo,naalnad ItoIdjbestial ,.[ ,f least. It,. Irl emwallr•IKe1wrY ler diapwll bK,Ig.0 rM mnllml Initallad le apd the Meanbus paclma of rMrorirg trNlrg Ie WIuH /J -�I M'w' nu,ly Int IM lull largln el IM bI1lAlrg bis,f It rewanmwMad!MI rM 1pa[Im N Mw1MrIe n=0 This Kt at Mpoimit"hilt+' .nm�•vw. scant,NO- n!Swas boll"I net aceed 70 No a,bans .Irle.Yl to IopM it.1*Y mnnKllen II nmMd al IM carom /� 1h.Mr"MI•I,,Pisa.,!11a dl.gpal W..,§9-1 W 7r9 miry bw.l b M IoW In tr.r.Ilppr lruwa antra dlapn.l bKI1g" ml.an"n I Igoe ail dbnnla it-'trK1ry Io IM Out IN Pat.treclM mull Ink palled he IMM Pill-of-#-wait In IM won m.M+bal.rgla.abs Alam..IM bans mo -,1M1-1 root IYllam Io mail.IId1111rY 1 TeD chard IMWMIgI Plato.7 web .,� 1.1b ea Nr Poral........ Mwing a Il.d.nlmaa it."'bhang mNnb.yhne a talon ohm peraendlcuhr 1m Ire.,.and l bptwrm veno, W.-CMud nand In pdw.a hold prgH mKN+e o.IM dulad 1e11op1 PI.. U.-hust, �IeTM r.cpn e,N eF•sriw. Ilarw M•..� ti ennom I'-..m- bKlry,1 mw.ewt 1n IM ala,of Iha I ill Clwrg PIM Mon ImpplMl to IN MI1tle a wMlorl rel est lw•.r,w L.w�` 7 bottom clod Co.,.,, w hlH.l le..g p.-Oman I fort b _h.ba,N b,.mb m IM aha.1,ll.lisp chord T•Inc I-Mord)M •.'•w• t0 1w1 on o,nH,.bra ton of lIN a r.eowrm. MahA1 lull,bow el euacw eek 10 lalan bpaag Mlp.IN,w.charad m IM.1Md It a fllllg IUP rM I,uitl•M.nelNrl In IM IOP nl IM Iro..em:Mrd D,ap1.1 tra[1rp � e g All )F*01 I IIt If Fig..5 P -11 1,ec'.9 mull bia.ule .opal.1 to IN -11.-.1 1N fruit to now_V Irufe-newn, ,,IN Pownon ahnwM N aleled on Ili.u,,­an, live Shnuld be Winall mwnuad Im of in dinuti, In addl,on.PPvAuv-I W..N inw be Fatigue,41111 out ennin"a-.I., . ."._, 71.11d.aq Inv am t­%All demonlid 1.1-11 1,oral Inalle,nNoved-IN b."iJ."be up N'_ZdIa, mwhia,�csl elf-meni suih,ld an'"I'.-1pat,fioa", vind.implanic to,.. Wnw*bat a, j Apu,_,Nv,,45 d"., Ill eo ,wW dgNal 1.u.-I I I,,h.01 nut M d,uppad.1 Ken.1 Ween Il.fulabill,.1 NVII­ vq­l Wail,"1n IN 1-.111 anyoth. Sholeal All flow fainnuiliviI,beam.,nui,I.tuM..ldM Into­loin, pitta. "u pen.1.1,Ni requlnd IhnOugMw the Mnglh of 1. h,_annould ilull, Me"of nvai haabhw.A. .." build,".bun It%nallininavalli that.1 be I-Id at weal at each and he tw t1wed Jernahal.V­t11the N.1 lughe,wall,-finished of the building In mall caw.lien,­V Wft,4 11 IN PION at IN I Top ChArd Pipmes. In,,if W-nip ,Id-pned,.I Im.Wt. W.-chitud.1 Nklilled.1 In.1-lion, -,tied-the "AGE THREF Pip-s­t R­N,d.qNd And somi by IN _t. he bab hod plywood I-III _ ~lung 11 'al 1Z and,Augglent M and d.,uld.milung,*.alms Plan",w-imm ou-no jund."'tvnef­,W".at o4a.in parr -Mial a,IN—",IN'If I ast",of IN bu.hdnlq"if the anneal,Wt -Inal beall"I'IN leave Is t.. f,gon,5 ill,nd-as b,­N n he 111—.1 IN bull..i,?Io,d v%pn­bdhIy of IN bullduu;deaup-In nd-Is file location,AM we dieptuaga,III:hanul duamlopmal old 6M,t allalmmtt In,all imitniumnan,Ifit,1.111-1 b,d.In ANIFI,11 givai-11,!.,. FUJI b'"al"of plywdd ftuld nol W .,ad an I,- thil .Max.it"drausbalf to mw am In—as,b,w,m w that 11-1 agivan.,l-I.. ho.id be a ilivel.of 01.1.01-An,11, vark lagatner In.111..1-fluill.11,of 1.thuldIng 1-h..he. S"* Met-Ilng valthwis nut,be.1ndAd-ho-At of I,-..Mould al 1-1.md,­l a IN Aulaboll,No..'an. evill.,boreal I,—,b-,ng AvIN.colunnu be.-..1,1 1. lu- dwit"All" .-(band linaland M nilued S.1- and I-at In- annal.".1-.1... nei(.In me Oval I a,eh"ledl andulle 11 IN dl­­.11.h.M,nif deN- to 11 12 WV of a velt,­N, Al detwo,bod evil.,I,11.M.,ul-of bt,ming denughind-al-warAGE DUE$.duago.l...nen,end Mthwep 11 inuem'..,to­br,.­N whaw W.-if Dugan ll bl-M In IN aWN at Ini,-b nnunivill u,.1.­1. d1awbul.unequal laadl,n,In ad,,numens And Ia tualval haaI I-em,to duannallnu;,INA,-Ilt 5­11 at I—at drat hewing n IN auN.1 In.wel.11.mllwr.1 i.dr-t to ft male be IN building dean.,and.11 datInd unan 14 1'..11 n.W aonlmlia. I-1­.1 build".and In.INd.N 1.reef"uteem,IN­4 r..W I—f7 I-to to APPIRDIX IYIdeu" ,row it n,ban to iol-n,.IN alar,,of he ut,chord F.pandthho,_ova,IN I—Wsv.q oh,,M be !fiat an­W,Lemuel 2,41 wongluvIt,may.In IN,uWd fa,n.na If v 111,dd that the,Weinah.cont,only.....n.r.an lon, . h nuthd-luhni that may be Md.1.thud.In,­111P luillim,M -ln, an N w elmitwedi, alf urn n I..." F.4-1 I'd 1*-4 Itu.61 he pw.of IN­b, he -Ineen.,in kilh additional a,­Uflen,.11 be- I I."-thand III- Th.,W-N 11 neelillad 1.nuunl-IN UNLOADING,-I' Ill pavablie,nummai 0.11 N u;lmdpd an m "I"de'--1r,and 1.anh,ift"Uh., oran ­to in.ha' hand - ... N,1". -1 be­,ed. '. I :n in. 1. .,1 1—in Ih.Zn,l of -I at III-it..1.-nd would I.:.undue MINI Ill-1111 nighl,rai'n d"..1.11-of capilli w untehuil non,.luve tood" Joint,0 lnuhnj a'Iluve,11 an aitniollbl.0-Inx,ol-dod INI IN "U-­no,dil.-Imal..-Ismi"'emed 1n I-au,.1 du.bN ail -a, oa fhu-a, he bo fdfnaM al t ".n,'hold b­, annesian inta uann,and should IN bead The bulk*Mal.mrd. Item 1ANg, ,,not,be Whintill,to .."blel ling TIN.-nuinn.Is IN I.,&wd.1 ...d b,an it.on-n-lon­vd, P*.sib) 01,11,pan,.lora STORAOS C­hall te.a-III If n.I.I,..­...b-d,,,at it wilina in.­4 sivacend-1 1.­eend 11.b.1fluq wi of the Whilr-ing in the plim at ft lieu­ hoalf u,.1.dwd.­%, .1. H.. .,PIN Ill nnaahn,Lu.IN mull...handled!on 1.-1 IN betal-M 11 removed IN 'Nud And adeefoillitly.1t.hld a IN top 0-d,3 le"W"" Ill to,-duit a In".,Nl-.I..h tits.Infil-11, 1--11,. nuanded thit dulpaNI h,Klnl be applied to the unwilhilde,11 he nou, .1lab ..'at."w-hu"-W-b w-­luu,au, d-..aniventl Minal hlIlu,q of the­11n, I—.'b­N­I. 11 ballon,Itund 1,..ninau-Nnewd fami'l truest fidulridM-1,1119 lelmd-1, und vocal nud,hip,lano tNl 0-4 -We of disipanuil W.111 be u,11sillid.1 even"It In 'n,I-ould be manni in--,..I inall"An,to p- an"IdtZp4li IN Faba.$1.1 ll.lual.In.--lIr.1­PplvingdwqFa.I floating In An, and z"..,­11 be,he­w"-NdudAnn", Adn" I--h I-Nd 0". he"d k-""a'" pl.N of IN lop,lN,if dinlo,11 IN of atavi".IN Wil. -1'a..Mand 20 IM floune 5 Iflueall.11 life.1 bIK11 11 11 ;"plain A h,lba,onecamanon-,be taken by Ma,dij I 1—11 othvilif 1.looll-c,hod he l'u-.1m,will -,anallu-n- -;c.--§in du-adul. d-W..I b"No"At-h-'h pq.. In the Inn.Ind hu,h.I be V". 10 a-.lisnellivell. 11(blit�i-Mlilid Z In 0..1 IM I­in all inal be"It IN thaff, I.,I. woad Ilu-I-her,ft..d allud'.g ii.vande land'n I"Wh'n"hanefulto abould be-,ad al I—Ihe eonK11N ilaw.-at Wed..,IKNIcaI W--11 IN ERECTING TRUE/EE. The 1,10 ...'A,Ill INTI take it pawflan.",70 Im vial hual Indunl,but-11 due 1.=N..'a at"hip"".1bull'" neenovelvV W--tion.toilei,J."handling and.alba portport.,,waMd.bp.aMl.only n.guefi ll. MN cafe nlapW'. 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QQ I uN i o z I�u a /• r r n ONr O.-,N l�I1.+ + U�SN q„1 {.Utq ( E O N N � W :r ri,ri.;inn o 4{��Q1v1 1OF•$ (J 1��j wF• pig, 6 y1 pR 1,,q1 P1 NNM NN NNi�N NNN n aI M K.D.1 ,du i�f1 N Q W 1+4 UH tlOD/000 0000 RR M U P qW � 6 0 }{ ,f O Np OH E Y. 2p 'n,t. 21�F•O R U Vlmmm iP YIlJt J1.l1'1 Nv J.N ,N( W i�W N 11HX N yyy� , R a .y. IO(y e�Oy(ryO(OrySP ryoS07 ryS0 e0(1 NeoryD( u a N {w.o .UTj OG K1., 1140 qH V ZL2 .TiZ .ZZS Z O br14 5 t W O E t.l . u u u u u u u u u u u b N O b 0 �a H O m Ht VN U u<i W •.NN•-.NN..•-,NMN•••, N N SFr- {y.I u OW Z KK ! H p mN� IK d 00.+000 000 W 111'Z ll 7 R K IZ 7p71'1 1C 1y 1 y N!fE9lMYZ1 JZrJmEeE. MM UO z ! Zw Q( ! 0 1 JIy W p 1�� p�U.I a f Ha ...1� �l 5/�►�89 Cyst. M1. C�)dST, - Lot Blk. Addit. No Framer CRAM, 24-17.x'7 iW*P— Tax Lot Map No. D Haat � x12 Pitch Order, Ext., Del.Date: b3/- 77/ Add. 5W- /09 to AUS 0.H.Cl)or Det. City 1 RD e_ Top Chord Directions: 1� Bottom Chord O/C Spacing 1X Bearing Size .)`ulna— PSF Total Load STE.P I 5W — 1 1—r' — 2 - `1*�v .z-o•cwts .vv�► 9° 7 7 T s19 �o 39{s s t aP�u V J a -Ys y �J IS ?� �7�• i�0 �_ IU6 �_ � STL-P l I1=o HOF TRUSSES, INC. 11550 S. E.Jennifer Street Clackamas,Oregon 8701$ Telephow $W290 a h N J CA Lo LLI _ �h Vt/b Nva' +4ore bvaN .nU r�llary 111 on O E, W.truu "";T true L nnaarn No. el,Set fur,CII � a a1nH it .int Ph wwna n r anfo ,td •orf � .ver�F,imt 1' 3 SW CITY OF TIIFARD OREGON April 10, 1989 Steve Winstead CBO Company 8315 SS Stark Street Portland, OR 9716 7 Project: Little Bull Mountain Park Apte Dear Steve, Plans for this project have been approved and permits may be obtained at your convenience. Prior to the beginning of sitework or construction, we wish to meet with representatives of your firm who will be immediately involved in the project activity.. The purpose of the meeting is to give your staff an overview of our plan review, discuss any special details which will be required, and to outline ouu inspection requirements and procedures. You or your staff may also have questions about the project plan review comments that we may explain to you. We wish to have this meeting prior to the start of any work on the site. Please call us when you have chosen a day and time which will be most convenient for you and your staff. our inspectors, and plans examiners if you wish, will attend the meeting. We look forward to discussing this project, and working with you to assure its timely completion. If you have any questions, or if we may be of assistance, contact us at any time. Sincerely, r r Brad Roast Ln Building Official J O] C7 111 _J 13125 SW Hall Blvd.,P.O.Box 23397,Tigard,Oregon 97223 (503)639-4171 CITY OF TIFA RD OREGON April 7, 1989 Steve Winstead C B H Company 8315 SE Stark St Portlathd, OR 97216 Project: Garages/Carports, BP 890732 Tigard Station Apartments Dear Steve: Plans for these structures were reviewed for conformity with applicable codes and are approved. We have prepared one combined permit for all the structures, which will lower your permit costa and reduce paper work. All the garages and carports will be individually inspected as they are built. You may obtain the permit at your convenience. It you have any questions, or if we may be of assistance, please contact us at any time. sincerely, (1 Jim J a Plans Examiner i-- J 'r] :7 11 J 13125 SW Hall Blvd.,P.O.Box 23:397,Tigard,Oregon 97223 (503)639-4171 ' e r FIRE MARSHALS OFFICE Washington County Fire District No. 1 City of Beaverton Fire Department Tualatin Rural Fire Protection District 4755 S.W.Griffith Drive • P.O.Box 4755 Beaverton,Oregon 97076 Phone (503) 526.2469 April 5, 1989 CBH Company 8315 S.E. Stark Portland, Oregon 97216 RE: Little Bull *fountain Park Apartments 1.4703 thru 14799 s.W. 109th Avenue 'Tigard, Oregon 97224 Gentlemen: A fire and life safety plan review was conducted on the above captioned Project for compliance with the 1985 editions of the Uniform Building Code (UBC) , Uniform Mechanical Code (UMC) . and the Uniform Fire Code (UFC) , as amended by Washington County Fire District No. 1 's Ordinance 86-1. Resubmitted plans are approves( conditional to the following items: Note: Numbers for the items indicated in this review correspond With those of the February 1_, 1989 plan review. 1. Corrected 2. Corrected 3 . Exit-way protection: Where interiors (open to l side of the exterior a stairways) are designed to exit more than 10 people (2 persons per R tiedroom) , the% shall be constructed in accordance with Uniform i V) I.-tilding Code section 3305(g&h) for exterior exit balconies. Walls shall be of not less than 1 hour fire resistive construction surrounding these landings and stairways. Resubmitted plans cti.d not reflect this requirement . Please provide addendums for this requirement. LD —' 4. Corrected 5. Corrected , CBH Company April 5, 1989 Page 2 6. Two Hour. Fire Walls: Some confusion still remains over 2 hour fire walls. Roof vent openings are shown within 5 feet of the area separation walls. Roof vents shall not be located within 5 feet of area separation► walls and should be moved away from the walls. This Plans examiner would recommend that an additional truss joist be sheathed with elle 1 hour protection on the roof structural members of the roof and the roof vents be moved adjacent the return bend between the 5 and 6 foot mark. Additionally, there is some confusion on the specification page. Wording still is printed leading a person to believe that the 1 hours- protection for structural members 5 feet on each side of the 2 hour separation wall shall be provided under the roof sheathing. This in incorrect. Protection of the structural members shall run under the structural members at the ceiling line of the second Floor. Please revise with an addendum and submit. This will more ciearl.y reflect the correct drawings of this system shown in the resubmitted plans. 7. Corrected 8. Corrected 9. Corrected 10. Addr,.ss Required: The tenant. space number must be prominently disp'_ayed on the street front where it is readily visible to drivers and officers of responding fire apparatus and other emergency vehicles. UFC Sec. 10.208 11, Approved Plans on Job Site: One set of approved plans bearing the , stamps of the Tigard Building Depa.tment and this office must be maintained on the project site throughout all, phases of construction and Aust. by made available to building arid fire inspectors for reference during required construction inspections. UBC Sec. 303 r rt 12. Inspections Required: Inspection and approval of construction by a N representative of this office is required: (a) prior to the cover of ally new framing elements following the installation of all utility runs which will be concealed within wall and partition cavities; (b) upon completion of construction alld prior to occupancy of the tenant .``' space. UBC Sec. 305 c� Certificate of Occupancy Required: Prior to the use and occupancy of i the project (space) , a certificate of occupancyoz' other written instrument of approval must be obtained from the City of Tigard Building Department. 1JBC Sec. 307 i f CBH Companv April 5, 1989 Page 3 SPECIAL NOTICE: DEVIATIONS FROM THE SUBMITTED AND HEREBY CONDITIONALLY APPROVED DURING THE COURSE OF CONSTRUCTION COMPLY WITH FIRE SAFETY REQUIREMENTS AS LISTED HEREIN, ARE PROH PLANS IBITED WITHOUT THE WRITTEN AUTHORIZATION CONSTRUCTION, EXCLUSIVE OF THOSE NECESSARY TO DEPARTMENT AND THIS OFFICE, THE WASHINGTON COUNTY BUILDING APPROVAL OF SUBMITTED PLANS OVERSIGHTS BY THIS OFFICE OR OF NON-COMPLIANCE NOT AN APPROVAL OF OMISSIONS OR REGULATIONS OF LOCAL GOVERNMENT, NON-COMPLIANCE WITH AN'i APPLICABLE If I can be of any further assistance to you, +ne at 526-2502, please feel free to contact Sincerely, / r Gene Birchil], . Deputy Fire Marsl+a] GB:kw Cc: Tigard Building "o 1 Todd DeKantor Department Florian & Anne Schuetz a R_ m J GSA.' n,!".••r-�xrrsr+esecr:rr+ _�a�aeezresesma�...wvoe .:,�.. - �___..� A l�/ F�•/C.. �f✓y/ I ZOVED FOR CONSTRUCTION I �I +CITY CF. TIGAF'D k7 74/ � +A7 PERM 1*7 N1 74 y O w'L UClrG d L/l/7 T Yq- i' / ?lp 7�ACA. /�ACTAlZ'rr F/N/QHGO MGL .200x' IVH/TC>, L A,MG'TAL HA}Vc'E-'Q�. -- • ?.!,o CL E.AT JP ,W A CH S1X:G HeAA4 ho1 ii �rlp F�2C='SSCJF7C' 7,-A?gA're' -7-N STE7trL_ L7C��vGL� tit. IVA'r' . .S7'AA-1 CO,q R 0 C•4/4'f—'OQ T ACW 7.41 ... ►.r Ct F.. fn J CB H CA lRfaOR T L� 1012 �CU �U � T. J. DE I(AfiTER PORT ANDS OREGON 720 N.E. shah Place, Canby, OR 97013 �Q 0 .� Ph. Portland � Ph. Canby 266.4119 r MAY ✓.akY �.crot�y_._i1et 7"C pr _45ira ext! 'firer fmd,.nfv rrocz a�ir�� I � 8�O' IV/ / OVG'Q/1 .'.q0 OOIJK� P/H qL k I� Ir Fe ar//,vc-L�G a ov /g i' r_L �wc� � vL Ivaco IL � i I ATr/c VG/./7 "S «,--. MAX/AiLJ(:f F'R'L',tf/�6igaLG' --T LONG/T/ON GSYO11%./ cGu rcrs '� �' •MGT. /lJFR/CAVI CL/F�� AT f°R'Lr/1°'Ad TfPUJSL"C �`C - j .IL!_ TL2U T� CIGAR/,VC LGLAT/O�/6 ��/q~C,YPctOARo L/G � , I 'CLT ON :i(M�.YI✓OpL7 LL 1,"AX • /o .t.rl.s s o �.6 '� I� n �• CB/`! e'A RA oeR= `' 1012 { � r '--i GST loft. gg 9 ���, aWEGUN %jg=,"ALA L 340 Place, Canby, OR 97019 0� 4.- -« Ph. Portland Ph, Canby 266•4179 OF � � N®RT'H V 7 ESTT ESTIN'V, LABORATORIES, INC. 5405 N.Lagoon Avenue CONSTRUCTION INSPECTION NO H.D[BTRUCTIVE TESTING MATERIALS INSPECTION P.O.BOX 17126 WELDING CE0�RTIFICATION 6 .:H F.MICAL ANA LVBIB Portland,Oregon 97217-0126 NO L TESTIASSAYING PHYSICAL TESTING Phone:(503)289-1778 March 28, 1989 C.B. H. Construction Co. 8315 S. E. Stark Portland, Oregon 97216 Attn : Mr . Steve Winstead Re: Soils and Foundation Investigation Proposed Apartment Project S.W. 109th and Murdock Street Tigard , Oregon Gentlemen: At your request we have conOicted a soils and foundation inves- tgation for the proposed new apartment project to be constructed at the above site in Tigard , Oregon. We present herewith a report of our findings, conclusions and recommendations. Site Description The project site is located on the west side of S.W. 109th Avenue at S.W. Murdock Street on Bull Mountain in Tigard, Oregon. It is a large virgin forested multi-acre site which was undergoing clearing operations at the time of our investigation . The site measures some 600 feet north--south , although its actual frontage on S.W. 109th is approximately 250 feet. The active construction area extends westward up to some 700 feet. The site is generally planar, with gradual slope to the west. Elevation 426 marks the eastern boundary at the street , while the construction activity zone terminates at or near elev . 370. The hillslope beyond ( to the west) falls rapidly thereafter toward Pacific Highway. The site suface was heavily vegetated and uneven. Subsurface Exploration In order to ascertain soil conditions , eight est pits were -dug on March 21 , 1989, with a tract-mounted backhoe . Test pit locations are shown in Fig. 1 , attached. Samples were identified in the field, and logged accordingly in the enclosed hog of Test Pits. Soils and Geology Units to be found in the project vicinity consist"osi tand clays developed over the underlying Columbia River Basalts . The specific units encountered in these test pit explorations are described as follows: AS A MUTUAL PROTECTION TO CLIENTS.THE PUSOC AND OURSELVES.ALL REPORTS ARE SUNMITTED AS THE CONFIO[NTIAL PROPERTY OF CLI[NTS AND ARE INTENOED FORTH[USE OF OUR CLIENTS ONLY NOOTHER PERSON OR ENTITY MAY LMLITr THE REPORT OR AN'-PORTION THEREOF WITHOUT OUR WRITTEN AUTHORIZATION C.B. H. Construction Co . ® March 28, 1989 Page 2 1 � Dark Brown Silt All explorations penetrated an uppermost brown clayey silt (topsoil) wtiich contained varying amounts of organics and root matter . The unit ranges between one and two feet in thickness in those areas explored. 2 . Clays underlie the topsoil in a generally firm (stiff) state to depths of 5 to 12 feet. The lower portions of the unit are interpretted as residual clays weathered from the parent (basalt) formation. 3. Basalt The lowermost unit encountered was a dense , hard basalt in the form of very large boulders and insitu rock. This material will be consistently of this nature , and be less fractured and more resistent with depth on this mountain side . Findings of these explorations are detailed in the enclosed Log of 'fest Pits. Their locations are shown on the enclosed site plan, figure one for your reference. Groundwater was not encountered within the test pits of this .investigation. We anticipate local water concerns will be manifested in terms of surface runoff infiltration and/or percolation at the soil-rock interface during periods of heavy rainfall. Proposed Construction We understand that plans call for the construction of a large number of 2 to 3-story frame apartment structures staged over this site . Structures will extend downslope to or near a point defined (at present) as elevation 370. Further site improvements will consist of the appurtenant utilities and streets, etc. Conclusions and Recommendations On the basis of our studies at this site, we draw the following principal conclusions: �= 1 . Excavations for structures will encounter silts and clays of residual origin. It is possible that volcanic boulders or even intact volcanic rock could be encountered in J the deeper excavations. cz c; 2. Adequate support for all proposed site loads ( including J structural fills needed to raise the site to the design grade) will be found in the native soil unit . C.B.H. Construction Co . e March 28, 1989 Page 3 3. Structural Fill - Site Preparation Site preparation could be accomplished by a number of methods depending on grades selected for the project . All building areas should be stripped of sod and any obviously loose or unsuitable materials . We point out that favorable weather will be required for operations in which fine-grained materials are being worked; consequently, it would be advisable to conduct the site preparation phase of the project prior to the on-set of the rainy season. In the event that rainy weather is encountered during site preparation, it may be necessary to suspend operations or use a clean granular material ( i .e . , sand, gravel or crushed rock) . Granular fills can be constructed in any kind of weather and can be compacted to support even heavy structures with comparatively modest compactive effort. Structural fills should be spread in uniform lifts not exceeding 9 inches loose thickness with each lift thoroughly compacted by repeated coverages of loaded hauling equipment, heavy crawler tractors, or vibratory rollers. Fills should be compacted to 95 percent of maximum density as determined by laboratory compaction test AASHO T-180. 4. Foundations may be constructed in structural fill or in undisturbed native soil at shallow depth beneath finished grade , ( 18 inch minimum) using bearing pressures of. 2500 psf and a minimum footing width of 16 inches. 5. Foundation Preparation Inasmuch as the native soil units which will provide support for the main portion of the structure are extremely sensitive to disturbance in the presence of excess moisture, care should t - '-aken to protect prepared bearing surfaces until footing concrete can be placed. Precautions to achieve this end would consist of ( a) covering of prepared bearing surfaces with impervious membranes or granular blankets (4-in. minimum thickness) or ( b) cessation of work during rainy weather. �i v 6. Surface run-off ( from roofs, parking areas, etc. ) should be tight-lined to the storm sewer or other approved disposal areas. J 7. Under no circumstances should surface run-off be led into foundation drains. • "4S C.B. H. Construction Co . March 28, 1989 Page 4 8. Any areas of the building which are to be developed below the exterior site grade must be provided with a well-designed drainage system, in order to control hydrostatic pressure against walls, seepage of groundwater through base walls, etc. 9. Lateral earth pressures on foundation walls, retaining walls, etc. may be calculated on the basis of equivalent fluid pressure of 35 pcf for level backfill and 60 pcf for steeply sloping backfill. 10. All backfill, retaining walls, etc. , should be made with select granular material (sand and/or gravel) . We anticipate that on-site materials will not be suitable for this purpose and that it will be necessary to import material to the project for backfill . 11 . Temporary earth slopes may be cut near-vertical to heights of 5 to 6 feet , above which height lower declivities will be required. 12. Permanent earth slopes should be dressed to a declivity of 1 vertical to 2 horizontal. 13. Asphalt Pavement We recommend that asphalt pavement be designed for a su grade CBR of 4, which yields the following recommended thickness in accordance to Asphalt Institute Manual MSI: Thickness Entrance and Car Service Roads Parking Asphalt Pavement 3-in. 2-in. (pre. St . Class C) R v~i Crushed Rock Base 12-in. 8-in . (Ore. St. Spec. ) Prior to placing base course the subgrade should be .`' proof-rolled with a loaded dump truck to detect area.; or LLJ pockets of unusually soft material . These should then be excavated and repl -..ced with suitable compacted fill. • C.B. H. Construction Co . ® March 28, 1989 Page 5 14. We request that we examine and identify soil exposures created during project excavations in order to verity that soil conditions are as anticipated . We recommend that the structural fills be continuously inspected by a representative of the soils engineer in order to insure the thoroughness and uniformity of their compaction. We shall be pleased to provide such additional assistance or information as you may require in the balance o• .e design phase of this project and to aid in construction cont. or solution of unforeseen conditions which may arise during the _ .instruction period. Respectfully, NORT WEST TESTING LABORATORIES, INC. PROFf`s�. Charles R. La e, ��`J� �GIN�r� , Vice-President 5944 ORKSON 100 Report Number: 322646 car �'0��� ,4 a n J CO CD Li l J r.•r•.+•.r••r•.rNr• •/ryr•r.••rhr•�r.•r•.r.Y•••r••w•rNr..r.•r•.••••r••......r••r•.......r••r.•r .................................................................•�...r..r..r.•r.•r..r.•r•.r•• \ i \ T.Fft f LU \Ilej � • r•w.•w•r.•!•\ r••rHr.•rNr.N..r•.••••rur..M•rOr.r•.r••rNr•..••1rNrur N.wrgrNs••roN.rN�..rNrMrNlur..r.• ...r.•r••O..r.•u..r.'.................•r..r.•r..r..r.•r. ......r.•r�•r••rwr•.r..r.�.�••�.• •.•.a..a••AN_•w.rlV� •._h_•�o••M._..w••w•.w.w.•w••_.._..I.•_.•_a•_.._.•w.•�r..w..�..w.•_.w�. ............... r ! TMST r4r ._.._ ._.._.._.._._.._.._.._ PORn AND.OREOON w / T:R "rP, z -T.t? \ �/ ,.� \ . It ( ✓ _ ILIW E- (30 , T P.'r5 r - T.R*4 \ Z o9 o LL a r R i 0 1i \ uj Z CO j � � t W LL) O SHEET TEST PIT \/ t LOC-AT ION'S c •�••�••�••�••M•_.•_.•M•I M_..�..�.•_N_.._N_M�.._w�..�»_��._..M_Mw._.._Mrl.•_.._.._••_..M�_�.��•���� O f -I• I ll II" C.B. H. Construction Co. j LOG OF TEST PITS TPI I 0 - 1 . 0 ' Dark brown silt (topsoil ) 1 .0 - 6. 0' Light brown fine sandy clayey silt 6. 0 - 12. 0 ' Medium brown clayey silt 12.0 - 15. 0' Decomposed h;,isalt 15. 0' Hard Basalt I TP2. 0 - 1 . 5' Dark brown silt (topsoil) brown fine sandy clayey silt cla a 1 .5 6. 0 Light bro 6. 0 - 10. 0 ' Medium brown clayey silt 10. 0' Hard Basalt TP3 0 - 1 . 5 ' Dark brown silt (topsoil) ® 1 .5 - 6. 0 ' Light brown fine sandy clayey silt 6. 0 - 8 . 0 ' Medium brown clayey silt 8. 0 ' Hard Basalt TP4 0 - 2. 0 ' Dark brown silt (topsoil) I 2.0 - 9. 0' Light brown fine sandy clayey silt 9. 0 - 12. 0 ' Medium brown ^layey silt 12.0' Hard Basalt TP5 0 - 2. 0' Dark brown silt (topsoil ) 2.0 - 6.0 ' Light brown fine sandy silt 6. 0 ' Hard Basalt J V' J II C.B.H. Construc`_ion Co. LOG OF TEST PITS ; cant. TP6 0 - 2. 0 ' Dark brown silt (topsoil) 2.0 - 5. 0' Light brown fine sandy silt 5. 0 ' Hard Basalt TP7 0 - 2. 0 ' Dark brown silt (topsoil) 2.0 - 5. 0 ' Light brown fine sandy silt 5. 0 ' Hard Basalt TP8 0 - 2. 0 ' Dark brown silt (topsoil) 2.0 - 11 .0 ' Light brown fine sandy silt 11 . 0 ' Hard Basalt No groundwater found in any test pit . a h Ln Y _J Cil U' W J MAR 14 'E+9 1E 33 CBH COMPANY 503 252 2451 F.1,'3 IL &=ebody W to bWd at better ualue FACSIMILE TRANSMISSION COVER SHEET DATE m —48gc TOo Jim JAW.A r d 1Y W- 17 SENT TO , FAX 11 FROM err r...w, i i■u.� i t r ri .rrw�r����r�r..� FROM FAX M 252-2451 CYPRESS INNS GOMMENTSo ,- 5 �JY.GOlJl�fir PAGES TO FOLLOW, EXCLUDING COVER SHEET, IF YOU DO NOT RECEIVE ALL OF THE. PAGES, PLEASE CALL THE UNDERSIGNED AT (5= 252-1478 tCYPRESS INN) IMMEDIATELY. THANK YOU. Senders -- Oil S.E.B"-PWM rA OMW 17X1'•80-262-1 476 MAP 02 '89 14:41 CBH COMPANY 503 252 2451 P.�2 2717/cO--7 17;�>4,Jf,YGr' ; �/T 7"��' U/✓L�. /Y/T. �.4�E',�C' 1'`-it'A2Tit0�.C/7'S t7 7 7 S�k% /aq T`r ,4✓, uzhg /NF4,e",4 T/DN A,UA 8�L/ TAY - �L Ait/5 .4.VU Sfi�G'/F,tC%Q r�lf�/s A s Rk,E{F44 oeC-D t',�a�✓,�c r s fi' /iv SMC--7- c01,J d9pA-I A,cJ c'o;F- JVirrey C*A AT,6",e SPAL'cAY-r-�-J Coote tia Z/,�,'= R F- N I- W Ag r� r0A1' , OAE60M OF CITY OF TIGAM OREGON February 16, 1989 Tod De Ranter 720 N.S. 34th Place Canby, OR 97013 Projects Little Bull Mt. Park Apts. 14703-14799 SW 109th Ave. Dear Tod: Plans for this project have been reviewed for confcrmity with applicable codes, and are not approved, pending clarification or inclusion of the following items. Q K 1. Insulation specified does not appear to meet the requirements .-V31?y of Oregon Structural Specialty Code (OSSC) Sec. 5303(c). Please provide calculations or other documentation to show compliance. O K 2. Provide details which show the type of heating system installed 3/1/9 9 to comply with OSSC Sec. 1211. 3. Stairways serving the second floor in Buildings 28 and 29 shall have a minimum run of 11 inches and a maximum rise of 7 inches. QJV 4. Landings at doors are not sufficiently detailed to determine 3/3/ 1 compliance with requirements of OSSC Sec. 3304(h) and (i) . 01K S. Provide plans and details for stairway Landings and stairway 3/3/W structural ,supports. Ref. OSSC Sec.3306. 6. Provide structural drawings for the roof system which bear the stamp of an engineer licensed to practice in Oregon. 7. Roofing on all buildings, except 1 and 2, does rot meet the requirements of OSSC Sec. 3202(b)2 for fire resistance. Due to 3/3 q area, Buildings 28 and 29 shall have roofing as required by OSSC Sec. 3202(b)3. QIr 8. Provide details for two-hoter area separation walls in Buildings 3�l/89 28 and 29. Also provide details far common walls. If you have any questions, or ;f we may be of assistance, please contact ue at any time. -� Sincerely, m c ) �� _ / =t�t_rT✓ 41m Jaquta' Plans Examiner. i 13125 SW Hall Blvd.,P.O.Box 23397,11gard,Oregon 97223 (503)639-4171 1 February 14, 1989 Bradley S. Schleining CITYOF T'GA� W B Wells and Associates 4230 NE Fremont St. Portland, OR 97213 OREGON Project: Little Bull Mountain Park Apta 14701 SW 109th Ave. Dear Mr. Schleining: Plans for this project have been reviewed for conformity with applicable codes, and are approved, subject to clarification or inclusion of the following items. Thene items apply to sitework only. 1. Sewer lines require a cleanout every 100 feet or, as an alternate, a manhole every 300 feet. 2. Catch basins for the storm drainage system shall be the "Lynch" type, or approved equal, with a clean-out at each 100 feet and at each catch basin. 3. No sizes are noted for water lines serving the apartment buildings. The four unit buildings may be served by 1 1/2 in. lines. The lines to the meters, and from the meters to the buildings, may be required to be at least 2 in. 4. Lawn sprinkler systems shall be equipped with an approved vacuum breaker on the discharge side of the last valve. 5. Exterior stairways leading from the apartment buildings to a public way shall have a maximum rise of 7 inches and a minimum run of 11 inches. 6. Each stairway leading to a public way shall have a handrail on each side. Zf the woven wire fence is on one side, it may serve as a handrail provided the top of the fence is between 30 inches and 34 inches above the nose of the treads. The handrails would be the same height as the t-� of the fence. 7. Provide details for the retaining wall around the swimming pool. The pool is required to be surrounded with a fence not khce Ok. 3A7/89P less than 48 inches high. Please submit revised details for the above-listed items. if any changes are made to the plans for any of the water, storm or sanitary systems, please submit plans showing the changes prior to any work being started. f- if you have any questions, or if we may be of further assistance, N V) please contact us at any time. f-- Sincerely, rJ Jim Ja Plane Examiner 13125 SW Hall Blvd.,P.U.Box 23397,Tigard,Oregon 97223 (503)639-4171 " �MMAR 14 'eq 16:34 CBH COMPANY 503 252 2451 P.2/3 Ca1:�A t <<` ', bOUTHERN.DUILDINGCOOP. 1 I!1GOP�'I,CIAffA�DrCQDR . � � ft1,, ill ? 11S'IN'T.ER TI NAL''IkCr�IICON(M662 INTERNATIONAL-,INC ;I ' a km ANN ; ,� Fleport No, NLR-215 Printed November, 1987 THIS !S UBCT TO NATIONAL EVALUATION SERVICE COMMITTEE Rr--EXAMRNATOION RTNT WO YEA S FTX PRESSURTREAT$D WOOD SHAKES substrate of not less than 'h-inch-thick plywood with exte- AND$kiINGLE5 riot glue,contingent on satisfying structural requirements of the code. An underlayment of listed Type 30, 36-inch-wide CHEMCO,INC. asphalt-saturated organic felt is installed under the 15- or POST OFFICE BOX 2791 18-inch-long starter course at the cave line.An 18-inch-wide EUGENE,OREGON 97402 interlayment of listed Type 30 mphalt-saturated organic felt is applied between shake courses in such a manner that no I.Subject:FTX Pressure-treated Wood Shakes and Shingles, felt is exposed to the weather below the shake butts nor 11. Properties For Which Evaluation is Sought: between the individual shakes. 1. Weather Exposure Shakes are laid with a minimum side lap of 1'h inches 2. Roofing Classification between joints in adjacent courses. Spacing between shakes 3. Fastening `hall be not less than 3/a inch nor more than 1/8 inch. Shakes III. Description: A. General: FTX Pressure-treated Wood shall be fastened to the sheathing in accordance with Table Shakes and Shingles are produced from western red cedar XIX in NER-272 or with tw, hot-dipped zinc-coated nails shakes or No. I Grade shingles,complying with the respec- positioned approximately 1 inch from each edge and . Shakes and shingles having a maximum moisture approximately 2 inches about the exposure line. Nails must five code content of 25 percent are pressure treated with a proprietary be minimum No. 13 gauge with a'/�2-inch head diameter and fire-retardant of sufficient length to penetrate 3/4 inch into the sheathing or fire-retardant chemical The bundles are labeled as indicated the Identification portion of this report. through the thickness of the sheathing,whichever is less.The in starter course at the eave must be doubled. Fifteen-inch or Installation must comply with instructions described herein 18-inch shakes may be used for t:a final course at the ridge. for the Class B and r,,; %g C oof aQverina3,except additional 2 Shingle Installation: FTX pressure-treated No. l Grade weather-protective measures may be necessary in areas sub- jeet to roof ice buildup and wind driven snow,as required by western red cedar shingles are applied over a substrate of not less than 'h-inch-thick plywood with exterior glue. The the code. pressure-treated shingles are laid and fastened to the ply- The wood shakes or shingles may be installed on minimum wood decking as described for pressure-treated wood shakes, roof slopes of 4:12 when installed as described herein.They except that underlayment and interlayment may be deleted. may he installed on minimum roof slopes of 3:12 when an 3. Class C OrdlnaCy Root Cover jn . FTX pressure-treated underlayment of not less than a listed Type 15 felt and when shakes or shingles are instal�d as described for the Class B approved by the local building official having jurisdiction. roof covering,except the substrate may be spaced sheathing The roof valley flashing must be fabricated of not less than In accordance with the code. No. 28 gauge galvanized sheet corrosion-resistant metal ap- plied over an underlayment of not less than a listed Type 15 felt.The metal shall extend at least 8 inches from the center C. identification:Bundles of treated wood shakes and shin- line each way for wood shingles and 11 inches from the gles are identified by labels of the shingle or shake inspection center line each way for wood shakes. Sections of flashing agency and the pressure treater's name and address, the must have an overlap of not less than 4 inches. quality control agency's name,"FTX pressure-treated shakes and Maximum weather exposure shall riot exceed the values a weather exposure report shingles," tr the Class B or rating and this NES specified in Table No. 1.The hip g shall not exceed those permitted for the field of the roof. The asphalt-saturated organic felt underlaytnent and Inter- B, Class B ted westerning I. Shake ed cedar shakes are applied over a the product,X layment are the identified and the qualitconty ontrning toleagencnamey f pressure treated wee This,,pen b��s, t� W r�jk Pr��w snd tai report,subndried by' a gpp/kaw 1M kr gpPlJatbn rttrtsfMs thU rapwt.No In iepewleaf tats w"V P 1aresd by#be National Evslo dos Servke Com go an aruf the t covered y thisI 4 deahi'� in ia�t bid Iano� ressed Of 110ftd to, AMP&A at to my lba%#or Miser matter be this report or a to any product co•'ered by this reps. rho report is-boo=bled to the bdMIJOws 60100 hese"--- _ ago i of 2 Pnw OlOWT +IM141M MISR UPMUWa 8 CODE AoLSIPSTRATORS 1106MATIONAL.IIV— 14 '99 f 6:35 CBH COMPANY 503 252 245L P. 3;'3 Report No.NER•215 Pape Z of? c United IV.Evidence Submitted: 1.Report of res on ts by or the Class B 9 from Fire Tech Services�Inc.,d ted October Cherrico data submitted n19, 1982, ` Testing Company,Inc.,Cal and ' r covering,dated Jure 3, 1982,and August 10. Report of Tests by Fire Tech Services,Inc.,conducted an I9 2, respectively. in accordance with UBC Standard 32-7, Section 2. Purchase acceptance standards and quality control teats 32.701(c),dated March 25, 1986. and proeedure�established for Chemco,Inc.,Ferndale, V. Conditions of Use. The National Evaluation Service Washington, plan',dated May 6, 1982. Committee finds that the FTX Pressure-treated Wood 3. Inspector's manual for foilow-up inspection of FTX Shake and Shingle roof covering systema described in this pressure-treated western red cedar shakes and shingles report qualify as a Cmaeet ngfire-retardant theer qui ements of the prepared for Chemco,Inc., by Fire Tech Services, Inc. B A Nat B Building Code,the 1985 Standard Building A. Installation instructions for applying the FTX cedar Code and 1996/87 Revisions, the 1985 Uniform Building shakes and shingles as a Class B and Class C rf Code, and the 1986 One and Two Family pwelling Code, ,civ liu_ subject to the following conditions: 5. Service agreement for product evaluation, follow-up 1. The treated wood shakes and shingles are installed in inspection and labeling between Fire Tech Services, accordance with this report and the manufacturer's instruc- Ine., and Chemco,Inc, tions. 6. Inspection report of sample identification and treatment 2. The wood shakes and shingles are pressure treated under process,dated July 23, 1982,from Fire Tech Services, a quality control program with inspection by Fire Tech Inc. Services, Inc. (N ER-214). 7. Samples of the labels used for identification of the 3. The Type 30 asphalt-saturated telt under) ayment and Chemco pressure-treated shakes and shingles for the interlayment are listed products. Class B and_Qgas C roof cov ' 8. Drawings showing t,-pical shake and shingle test deck This report is subject to re-examination in two years, construction by Fire';ech Services,Inc. TASLK NO.F--1AAXtMUM WEATHER EXPOEURR 4 AItO �� T164"h '4 u is 414 314 141 I e•Inch 7 A N 24 nch 10 10 i a f.Y F- N H J �-r CO C.7 W FIRE MARSHALS OFFICE Washington County Fire District No. 1 City of Beaverton Fire Department �, Tualatin Rural Fire Protection District .�. m 4755 S.W.Griffith Drive P.C.Box 4755 Beaverton,Oregon 97076 Phone (503)526.2469 February 1. 1989 CBH Company 8315 S.F. Stark Portland, Oregon 97216 RE: The Little Bull Mountain Park Apartments 14703 thru 14799 S.W. 109th Avenue Tigard. Oregon 97224 Gent.lemcn: This is a Fire and Life Safety Plan Review and is based on the 1985 editions of the Fire and Life Safety Code (UBC) . Mechanlia.t Fire and Life Safety Code (UMC) . Uniform Fire Code (UFC) , and other local ordinances and regulations. Plans are not approved. Please revise, complete, and resuhmit in not less than 3 sets to the City of Tigard and this office for re-review and approval : 1,, Fire Flow: Required fire flow for buildings i)28 and 1629 is 3 ,224 GPM. Available fire flow at the corner of southwest 109th and Murdock Street is approximately 2,580 GPM. Required fire flow shall not exceed the available fire flow and/or 3.000 GPM. Required fire flow may be reduced by installation of automatic sprinkler protection or by installing (in this case) 2 ho+ir area separation walls in compliance with Uniform Building Code Section 505(e) . If the latter method is chosen, aggregate floor area between area separation walls shall not exceed approximately 8.570 square feet. This is based on 2,500 GPM available fire flow. Floor areas shall. include covered decks, stairways, etc, One Hour. Construction: Group R Division 1 occupancies more than 2 stories in height or having more than 3,000 square feet of floor area aboAre the first story shall be not less than 1 hour fire resistive construction throughout. UBC 1202(b) . Noted in these plans is a description for a 2 hour area separation wall copied out of. Gypsum Association Hand Manual. However, plans do not describe where said 2 hour walls are to be located. CBH Company February 1, 1989 Page 2 3. Exit Way Protection: Where interior (open to one side to the IV exterior) stairwells are designed to exit more than 10 people (2 persons per bedroom) they shall be constructed in accordance with Uniform Building Code Section 3305(g&h) . Walls shall be of not less than 1 hour fire resistive construction and openings shall. be protected with automatic or self-closing 20 minute fire resistive door assemblies equipped with smoke gaskets. Resubmitted plans shall reflect the above requirements. t,4< Attic Draft Stops: Draft stops shall be provided between each apartment unit in the attic space directly above the tenant demising wall. UBC Sec. 2316(f) . Plans shall show the location and materials to be used for construction of said draft stops. t,Y. Emergency Egress Windowsill. Heights: Sill heights of windows for emergence egress shall not be more than 44 inches above the floor. UBC Sec. 1.204 Two Hour Parapet. and Wing Wall Alternative Methods: Plans do not show these methods. Please provide detailed diagrams and descriptions of these assemblies, including how trapped attic areas will be vented. Please note: this Plans Examiner will he looking for listed ceiling assemblies for the 5 foot return on each side of the 2 hour area separation wall at the ceiling line, as well. as 1 hour construction details for supporting members in this area in exterior walls, Details shall show how all penetrations such as recessed lights, vents, etc. , will be protected to maintain 1 hour integrity. LT; Firestopping: In all wood framed walls and partitions, firestopping consisting of 2-inch nominally-sized lumber or other appro,ed materials must be installed at all floor and ceiling levels. Penetrations in this prescribed firestopping to accommodate wiring, plumbing, and other similar utility runs must. _ be packed with noncombustible materials in an approved manner so n_ as to prevent the passage of flame. (UBC Sec. 2516) f- Mechanical Plans Required: Plans referred to and examined by this office contained no plans for heating or air conditioning systems. Unless electric baseboard heat is employed, complete mechanical ;`' system plans for the HVAC equipment. and duct work must be LO LLJ submitted to and approved by this office prior to installation. -J (UMC Sec. 302) rA! Mechanical Equipment Approval : All heat producing and electrical equipment and appliances installed in conjunction with the construction or occupancy of this project must be approved by Underwriters Laboratories. Inc. or other nationally recognized testing agency and installed in accordance with the testing agency's specifications. (UMC Sec. 502) CBH Company February 1, 1989 Page 3 10. Address Required: The tenant space number must be prominently displayed on the street front where it is readilv visible to drivers and officers of responding fire apparatus and other emergency vehicles. (UFC Sec. 10.208) (� Approved PlanF- on Job Site; One set of approved plans bearing, the stamps of the Tigard Building Department and this office must be maintained on the project site throughout all phases of construction and must be made available to building and fire inspectors for reference during required construction inspections. (UAC Sec. 303) alz. Inspections Required: Inspection and approval of construction by a representative of this office is required: (a) prior to the cover of any new framing elemenrs following the installation of all utility runs which will be cr►lcealed within wall and partition cavities; (b) upon completion of construction and prior to occupancy of the tenant space. (UBC Sec. 305' ✓► Certificate of Occupancy Required: Prior to the use and occupancy of the project (space) . a certificate of occupancy or other written instrument of approval must he obtained from the City of Tigard Bui.ldini. Department . (UBC Sec. 307) SPECTAL NOTICE: DEVIATIONS FROM THE SUBMITTED AND HEREBY CONDITIONALLY APPROVED PLANS DURING THE COURSE OF CONSTIUCTION. EXCLUSIVE OF THOSE NECESSARY TO COMPLY WITH FIRE SAFETY REOUIREMENTS AS LISTED HEREIN. ARE PROHIBITED WITHOUT THE WRITTEN AUTHORIZATION OF THE WASHINGTON COUNTY BUILDING DEPARTMENT AND THIS OFFICE. APPROVAL OF SUBMITTED PLANS IS NOT AN 4rff,'VAL OF OMISSIONS OR OVERSIGHTS BY THIS OFFICE OR OF XON-O.OMPLIANCE WITH ANY APPLICABLE. REGULATIONS OF LOCAL GOVERNMENT. If I can be of any further assistance to you, please feel free to contact me at 526-2502. Sincerely, Gene Birchill Deputy Fire Marshal GB:kw CC,. Tigard Building Department ✓ Tod DeKantor Florian & Anne Schuetz r • r - - �-.,.., a _�. ,1 �1• •9 P Featuring 7Z PITCH . the zinc/aluminum hot-dip alloy coating 36" covEFwaE which offers up to four times the service life of standard galvanized coatings. Lona-span capability—economy in design Custom lengths available—no end laps Ideal for carport, pole barn. mini storage, or sactiou Properties agricultural constructionwl s- I �� I e_ :� Grade E high-tensile steel panels in 29-and Gouge nlu.m�) I (in mi. (in.•Mt.) an.3m.) nr�.•m.) 26-gauge with several coating options: 29 s2 0e5 I ora I or I 073 Available in Zincalume'' L 26 I 107 .0962 .095P 0843 095 SMP' paint system 7 Polyester paint system 24-through 18-gauge panels available with: PVF' coating system F_ Enduraclad'k'coating system N 'SMP(Silicone ModHied Polyether) > PVF,(Polvvinylidene Fluoride) I— J t]] r+ C.0 LL) J Northwest Reolonal Headouarters:206.383.4955.2141 Milwaukee Way, P,1 Box 2075 Tacoma Washington 98401.2075 Western Regional Heaoquaners•916.372-6851.2110 Enterprise BoulevarC West Sacramento. Cahtomia 95691 Southwest Regional Headquarters:817481.3521.404 East Dallas Roac. 6raoevrne Texas 76051 Otner Manufacturino Facilities Anchorage AK. 907-561-6060 ^ Spokane WA. 509-747.8321 _ Las Angeles,CA 714.823.0-40' Pnoeni,. AZ.602-244.0540_ Uoesse.TX 9'5.563.3251, n Waco.TX, 817-799.4981 Little Rock.AR, 501-5623112 Corporate Headquarters: PO Box 6256,Federal Way.Wasnington 98063.6256.206-838.4821 i MR-M Atom sbin Load(Iha/h.'q Cisuge Condition Sean 5 6 7' B' 1 9' 1 10' 1 12' SS I 1 81 I 56 41 31 24 I 19 16 1 � U1100 50 29 18 12 S 4 3 3 Gauge _ D5 71 50 I U10D 73 I 0 37 28 I I 28 22 16 14 12 20 ,4 „ e TS I } R1 63 46 35 I 26 22 18 U100 91 I 55 15 34 23 16 1t B 6 SS f 92.4 I 64.1 47,1 36.1 28.5 I 23.1 19.1 16.0 X100 67.0 38.6 24.4 16.4 11.5 8 4 6.3 4.8 26 DS I I 80.9 56.2 41.3 31.6 i 25.0 20.2 16.7 :141 Gauge U100 80.9 56.2 41.3 31.6 25.0 18.? 13.7 0.5 1 TS t 101.1 70.3 51.6 39.5 31.2 25,3 20.9 17.6 U100 101.1 66.0 41.6 27.8 I 19.6 14.3 10.7 1 8.3 HR36 Allowebieuge Spsn iced Feet-Inch 10' 15' 20' 25' 30' I 35' 40' SS I U1100 I 13-7 g4 111-49.t1 64 8-1 i 7-6 7-1 7-5 b8 I 64 5.11 5.7 I 5-5 r ., uS I 010I I 7� G8DGage 00 132 9.11 78 6-6 TS I U1f0o 14-6 12.0 10-6 I 9.1 1D.6 9-5 8-7 8-0 7-6 8-6 7-6 I 7-4 I 6.11 6.7 I I SS 1 13.2 12.5 10.9 9.7 8.9 8-1 7-- Lilco I 9.5 8.3 1 7.6 7.0 66 6-3 I S11 26 I DS f 14.3 I 11.7 10-1 I _0 83 i•i 7.1 Gauge �---- L/i 12.7 11.0 I 10 0 5.0 B-3 7-; 7.1 TS 15-11 15-11 13.0 11.3 10- 9-2 8-6 7-11 L_ I U1o0 11-7 1 10.2 1 9.3 8-7 8-1 I 7-8 I 7..a NOTES. = Too values basad on stress Bottom values based on allowabl"deflection of U180. For technical information regarding 24-through 1"auNe.reler to Atchitectural Wall Systems Brochure Steel conforms to ASTM A446 Crade E(FY=8o KZI) Typical Canopy Designs esigns Loading Teale Legend I-Load limited by flexural bending stress 18' L-Spain Uxxx-L.oed limited by deflection _ SS-Single span Support TYP L 10' 4' DS-Double spun � L �. �- '- 2D' T$-Triple span 20 I! 4'- 11 _0.. 4,- _ ASC Pacific.Inc. October 1985 Printed in USA PC 4M r !: IF? to Ila X11 ." r ►r� � �ELF�Dglrr_INi'r . Bears—weroa Fuus: 3a-.3CL5 ' Tarred L,z (C.D.i .215.2(19 A4in :en=iic: 29M Pounds . Taread Dia. (:.D.)~ .]6�-.:57 M,z. 7orswna:: 91 lay•Lbs, MrL Snca:-. 2850'Pounds _ � ?IA.L OLT STRENGTH, J1'nUNDS D•.�AxE) i - I MA r�lA-, LI W) 1L071) f Lt►n4) lb Gi. .OBD&- SO L'SI SO Y.SI SO YS1 f (.OGZ) (�sa�cRsn • SO Y.S) 200) PRMRI.- D;J I PRED ' NG N0,REQUIp= AVF— PU` OVI -_— UNDS1 lESO I 1134 /770 I I 386 PULL DYEfi STREri1GT&: �POUI�ID5 II.,27MA=) ,,I a ►DIAM_T..£ 20 Gi, G�. 24 G& 26 Gti WASH, L039) (.C.9,1) La.,,;) �) np« NO—.=S s I ( fl I 'T= I 639 N/A I I2& f I 113c -I 1=6 I I 963 I .QyS Mem • I I N//, I :M, I 11L I 7s6 I 1 swan N/AI N/A 1 10,*4 1 770 I used orf 1 I pull ovc I N/A I N/A I N/.A I N/A � N I I • I I N/A ? , 760 - � I I I • I N/j I N/., I 1Q57 I 8M-7 I � I JI I 1 J ]90G'S00 RPA!;=Dnvc eaUspped with depth locitzss� taaca p; to ' act =1 imas: r pc cavz�) jig ovcrdnvml and nnpou:. (Lo Fay-ti Deal Lbssxness of saaetsae a� sntiudusI car-+prs-u;a iasssistson t}si:xnes;. j nice = ncpc d=t Upon rypc Of. nim=bi,' bug dribe?) LIX. V/1h' REED Ai SPRING, WYDMISSING. PA, 1961[ 225-]76.5751 7ELE1 64740iATi�ti?�+ [MtC�GO DSAS DAYTC)N DENVER MOUSTDn LOS ANCEL!S MINNEAPOLIS NASHVILLE P17SPLIP^;b- c.— , ,,.. _ LABORATORY "� TEST REPORT DATE 07/10/86 NG. 753 . 86 CONSTRUCTION FASTENERS, INC. Haff r PULL OVER Q PROJECT: 1584 DISTRIBUTION: Jeff Martin (ASC Pacific) Bob Lammers SUBJECT: #32-14 HWB SD with 5/8' Dome Washer PURPOSE: To determine the pull over values of #12-14 HWH SD with a 5/8" dome washer !rom 29 GA. steel. MATERIALS TESTED: #12-14 HWH Self Drill with 5/6" Dome Washer 29 GA. ( . 016" ) Steel ( conforms to ASTM A446 Grade E, ry 80 KSI ) TEST METHOD: Test Method 7--751 ( attached) . RESULTS #11--i4 SD w/ Test 5/8" Dome Washer i 580 r,- 2 580 N 3 465 4 455 5 530 Ave . 5« m b W _J Mfr Heel D. Wert Technical Service Engineer ASTM A-500-B SQUARES & RECTANGULAR TUBING DESCRIPTION: Plain Hot-Roiled Steel, Oiled for Protection. IDEIMFlCATION: Spectfication, Grade,Size and Meet Number on tag tlttached to each Mt. Ct Numb..of Lentrtns,Cetculn.d Wewtht DImensuons end Tow Foouge per Stenos-d Lt11Area Mo+nwnt ot h I Seon Rtd.us of 01111+1 Inenq MoouWs Gvrnron Moouwus 1 20'T ubrnp 74'T ubmp ID''uomp Nom n I ! 1 Th.eer. I r-MCU11tld C 1 O I+ a c t Srer• nett Ww.Ont a �+ ,�, 'I R 1 • I Ix Ib/tt 'kgffi1 k91M IY I Zx + 2Y I tx 1 tY I Sx I Sy c t o II I 1z J k0 LL E J ka ~r E J k �` 1 2 4 1 4 1 3 1 3 1 I 3 3 I Z 0 k+. In m. m. m. m. on. I m. j m. 2 x 2 0.0950 2.38f 1.08 2.54156 1210 1120 56 1452 13u _ = 0.701 0 4 1710 41710.417 0.41710.771 0.77110 49510 495 2 x 2 0.1700 2,041`1.33 4.38 56 1490 1120 5S 1788 1344 _ �- 0.865 04980.498 0.496,0,490 0.759 0.759;3.60110.601 2 x 2 0.1250 3.051 1.38 4.54156 1546 11-20 56 1855 1344 _ 0.897 0.513 051310.513 0.51310.75610.756 0.621 0.621 2 x 2 0.1560 3.70 1.68 5.501 56 1882 1120 56 2258 1344 _ _ 1.090 0.59810.598(0.598 0.598 0.74110.74 t 0.73710.737 2 x2 0.1800 4.77 1.89 6.-21136 1360 720 36 1633 864 25 11190 1000 1.230 0.653�0.65310,653 0 357 D.729 0.729 D.817 0.817 2 x 2 0.1875 4.31 1.96 6.42136 II 1411 720 36 1693 864 25 1960 1000 1.270 0.660 0.66810.668 0.668 0.726 0.7261O.N4010.840 2■ 2 0.2500 540 245 8.04136 11764 720 36 2117 8641 16 1568 640 1.5901 C.7661C.76610.7661D.766 0.694 0.694+1.00011,000 2%x 2%I!0.0950 3.01 137 4.51 36 986 720 36 1184 864 25 1370 1000 0.891 0,8470,847 0.678 0.678 0.975)0.97510.796 0.796 2%x 2%I 0.1200 5.76 1.70 5.59 36 1224 720 36 746p 664 25 1700 1000 1.110 1.030 1.03010.820 0.820 0.963 0.963 0.97510.97' 2K x 2%10.1250 390 1.77 5.80 361274 720 36 1529 864 25 1770 1[100 1.150 1.050 1,DSDI0.847 0.847 0.961i0.961�1.01011.010 23 x 2X 0.156D 4.76 2.16 7.D8 36 1555 720 36 1966 664 25 2160 1000 1.400 1.250 1.2501.000 1.000 D.946I0.9�6 1.210 1 210 1 2%x 2% 0.1800 5.40 2.46 8.03 36 1764 720 36 2117 864 16 1568 640 1.590 1380 1.380 1.110 1710 W.44�0.934 13501.350 1 2K x 2X 0.1875 5.591253 8.32 36 1822 720 36 21861 864 16 1619 640 1.640 1.420 1.420 11.14011�14010).MiO_930 t A00 1.400 2500 7.103.22 10.60 25 1610 500 25 1932 20 1 600 16 61 64 1 0 2.09011.69011.69D)13501135010.899io.B99'1.710o.710� C.D95p, 3.681 1.67 1 5 48;36 11202 1 7201 36 1 1&431 8W 25 1 10' t ppp) 1.08011.50011 50011.0001 1.DODf'.18011.18011.1701-..t70) t- a x C."20u 4.5"12.07 6.81 36 1490 720 6 1788 864 25 20701000 1=5011.63011.63011220)'1.22011.170 ;.17011.440 1 440 i f 3 X3 0.1-250 4.75)2.15 7.07 36 U. S 7201 36 1858 864 25 2150 1000 1,40017 9001190011 260 1.260 1.760 1.16011 490 1,4901 3 x 3 0.1560 5.11212.64 8.66 36 1961 720 36 7281 864 25 2640 1000 1.71012.26012.2601 1510 1 81011.150 1.15011.80 D�1.800 :+ 3 0.1800 6.52 1:1.00 9.85 25 1500 500 25 1800 600 12 1440 480 1.95012.52012.5201.660 1.68011.140 1.14012.03012.030 3. 3 D.'d75 68613.t1 1020 25 1555 500 25 1866 61x1 12 1493 460 2.02012.BD012.60011.730 1.730 1.130 1.13012.100 2,1001 3 X2 C.2500 8.6013.99 13.10120 1596 400 20 1915 480117 19151 480`2.59013.1601.'..i6Q;2.tQQ 2.iD0�1.100 1.100;2.6102.610 3% x 31A 0.1200 E39I'2 44 1 8 32 25 1220 500 25 1464 600 16 1562 6401 1.590 2980 2.980 1.700 1.700 1370 1370 1990 1 99 3h x 3X 0.1250 5.6!112.54 E-13125 1270 500 25 1S24 600 16 1626 640 1.650 3.09013.090 1.760 1.760 1 17D11.370I2.070 2.0701 3%x 3X 0.1660 6.88t2 12 10.20 25 1560 500 25 1677 600 16 1997 840 2.020 3.710 3.71C 2.120 2.120 13501135012510 2510 314 x 3Y, 0.1800 7,84 356 11.70 25 1780 500 20 1709 480 12 1709 480 2.310 4.160 4.1602.-380 2390 1340 1.34012.840 2.640 I 3%x 3% 0.1875 6.. 3.69 12,10 25 1645 50020 1771 480 12 1771 480 239+7 9.290 429012.4 sp 2.450 1.340 134012930 2930 3%-x 3% 0.2500 10.50,4.76 15.60 2C 1904 4001 16 1528 384 9 1714 360 3.09015390 5 29013.0?0.3.Q20 7 370 13t013.69013.69Q 1 4 x 4 )p.pg50 4.96 2.25 7.39 30 1350 600 30 1620 72025 2.250 1000 1,460 3.680 3.61;0 1.94D 1.840 1.590 1.5901_.130;:.130 r.. I- 4 r 9 0.1200 6.2'1 2.91 9.23 30 1686 600 30 2023 720 25 2810 1000 1.630 4.530 4.530'..270 2.270 1.580 1.58012.64D12.640 4 x 0.1250 6.45 2.93 9.60 30 1156 600 30 2110 720 25 2930 1000 1,900 4.700 4.700 2350 2.350 7.370 1.577;2.74012.740 >- 4 .,4 0.1560 7 0413.60 1 11.80 3D 2160 Wn 30 2592 720 16 7.104 540 :.340 5.670 5.670 2840 2.840 1.560 1.5 14p�3 300 -1 4 x 4 0.1 00 9.074.1 t 13.50 25 2055 500 25 7966 600 16 2t 3G W0 2 670 6 360 6 38017.190 3.190 1.550 7.5501 .T60 3.780 c^ a x 4 0.1875 941 4.27 u,pp 25 2735 500 25 2502 600 t6 2733 640 2.770 6.590 6.590 3300 3 300 1 540 1.540139t0�3.P10 L 4 r. 4 C 2500 72.2015.53 1E.20 16 1770 320 16 2174 364 12 2654 480 3.590 8.220 2.22014.710,4.110 1.510 1.51014.970 14970 tl: -' 5 x S t 0.1200 7.63 3.56 11.70 16 1',39 320 16 1367 384 12 17D9 48D 231019.080 9.08013.630 3.630 1.98011.980 4.200 4,200 5 r 5 0.1800 11.5015.2? 17.10 16 1670 370 16 2004 384 12 25il6 48015393112901129015.180 5.180 1960 1.96016.07016.071 -6 x 5 0.1875 12.0015.43 17,80 16 17 . 1 1 38 3?0 t6 ?085 .R4 2606 48013.520113.40113 4D�5.360 5.360 1950 1.95012.29016.290 .• fix 5 1.2500 15.60 7.08 23 20 t6 2-266 3701 12 2039 298 P 2549 360 4.590116.9016.901E 780 6.780 1.920 19?018.070 8.070 COLD-F RMED ERW STRUCTURAL .'- �����leal I �ASI I0 A-5QQ AN MO HANICAL ST EL TUBING _ ✓ � = SQUARES & RECTANGLES IN GRADES A, B and C EXCERPTS FROM ASTM A-5K SPCCIFICATION TOLEFAANCLS IN Larger Ouauoe Oimarm— acroa 111811 in. imm) Toieranct, plus &no minus in. Imm) OUTSIDF 2 112 163.51 end urwer 0.020 10.511 DIMENSIONS : Dwi 2.1/2 to 3-112163.5 to 8E.91,and. 0D25 10.64! Over 31-10 to 6-112 188.9 to 139.71,incl. 0.030 10.761 Over 6-1/2(139.71 1 percent (Toserenaas include ei Unwiance for nwvxoty or concavity.) TOLERANCFS IN Plus and minus 10% o1 nominal thicxreas, exclus.ve of weld at". WALL TH„^,KNESS : TOLERANCES IN I Plus 2 in. (50.8 mm1 end minus zero on orovred 18nptnt. (This is Maruschi's ornate stanoarc toserence. 11 any cwwr LENGTH : tolerance is desired , pies" be sure to weCify that in your rnouires or ordiers.l 'TOLERANCES IN1!8 on. x Total Lenoth in tt. STRAIGHTNESS : 6 SOUARENESS OF Adlaoent sodas rnay deviate from 90 by plus isno minus 2 max. SIDES CORNER RADII : TM radius of any ouuide owner snail not excwd three times the Kmclfwo well thicxnea. TOLERANCES IN Specified Dimension of Lonpest Sid" Maximum Iwun Maximum Twist TWIST ; on imm) in 3 h-, on. in 1 m, mm—_ 1.1/2 138.11 ani sandier BMW 1-3 Over 1-112 to 2-112(36.1 to 63.81,incl. 0.062 1.72 Over 2-112 to 4 163.5 to 101.61,incl. 0.075 2A9 Over 4 to 6 1101.6 to 152.41,incl. 0.087 2.42 `+�✓ Over 6 W 8(152.4 to 2=,mel, 0.100 2.78 Over 8 1203.21 0.112 3.11 CHEt41CAL Grape A Gratz a Groot C REUUIREMENTS Caruon max.,% 0.26 C-26 CZ-1 IHEA, ANALYSIS) : Maripan&st n>ax_ % – – 13.5 Pnostshorut,max.-.% 0.04 0.04 O.D4 Sulfur,mai,!. 0 05 005 0.05 MECHANICAL _ Grape A Gracile Graoe C PROPERTIES: Thune ttrenplh,mon-,psi IMPa) : 45DW(310) 58.000 1400) 62,000 14271 Yield point,mut-,psi IMP&) : 38.000(2691 46DW(3171 50,000 13461 Clonpatson: As seduced in A-500 wacifsatron. ~ J or LN ^ •, r ,v + 1 Seaton cellar section of MARUICHI tubing coming rC� out of the ntw.v-eriabhsnto ra tuber ,ing line at Sana -+ ..., �-�6r►�:.11/� M 4i ~ .. • Plant 3