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7800 SW DURHAM ROAD rT, 4 , k, 1 GteoPaciRc Engineering, Inc. - - 17700 SW Uppe.Boones Ferry Road. Suite loo Ger ilacific Engineering, Inca Portland.Oregon 97224 TEST PIT LOG 1/700 SW Upper Boones Ferry Road Suite 100 TEST PIT LOG Tel (503)598 8445 Fax (503)598-8705 Portland, 098- 1 97224 i,LiNCI I NG Oft T A IN 1 11-1 Ul, 1'r'-9Et (l'.+ :?E el (5031598-8145 Fax (503 j 598-8705 Protect ,Jackson Business Center 1'ro ect No. 00-5044 T Project Jackson Business Center 0111 RA1 GF r, . ME ll,/W .MGr; 1 Test Pit No. TF-1 Project No. 00-5044 Test Pit No. TP-2 LOCA► l C11J P/1'76U0 DURHrIM R Tigard, Gregor Tigard, OrQgon r I.1t.:NT CARt.f)ON TE,T1Nr• MF TIGER BIL D a u c 3 w Material Description e a a u, C- G M m 0 t/, r E _ 2 3 Material Description aCD " ! drown siN wl�h sgnle fine sand and �.(iAgigr al rygl fragments JI i1J____ __ Bu�lninsilt�4utbsome cry5hsdltu�c�Eil1)_ _ _____ _ -- --- --- -- -- -------------- ¢ 1 40 Dark grey organic silt, strong odor, damp, stiff (Topsoil) 0 LI -- -- - -- --- - ----------------------- -- - ------- r ) 2 25 -_--____ 1 4.0 Verk brown silt with a trace of fine sand and city, tree roots in upper 6" `J oo rT �� [F1H (>EFTH TIF COO 1In FRJ(T10t+ FP Fr.T1U iOkf uF P F RAt r r safari feet Oc ttf lU O.F. f F F.0718 INC 1N1EkPkETEfr N dan+p, stiff o Qt tsf fs tar Fs.'Vc 2 fr p!1 i�/p• t it-PI ilyc 1 I dig LOJI tYF! 2 20 .own silt with traces o!fine sand and clay, moist, stiff 25 � N s o --- 2.o H More sandy below 30', brown silt with occasional weetherea fragments 2 2.25 - - - --- - ------------------- -------------------- --"' " U.lU 0.3 14.ti 14,4 0.274 rown ome very 2 25 -- - -- - - - --- --_--------------- 9 -- _- 3 3.5 Bor1a 28 flto 31"t with Smo st stiff ire sand, orange (burn)horizon with charcoal _J m Z $ n m 0.36 1,0 16.9 ly p G,Q ? o'7F 6 4 2.3E i,6e 0,1 3 of basalt 1.36 U.! silty rlev to clay 11 -- - --- -- -- ---- o �` , G.4r.• 1.3 'r 15.1 0, r.BE E.i 4.0.. 4.Cal G,l 91st, >4.5 U.Su .:.1 811 �.3E :., •1,14 !,14 i., c! JC 4 Dark brown fine sandy silt with numerous completely weathered __ ___ c n a -- - 1.6 51.1 1 1 b fragments of basalt, moist, very stiff Coarse rained Catastro hie 4 >4.5 barlcbrovvn line sandy silt ve stif moist, num-erous com lete� ey ; alit to s;!{ clay' 16 g rY ( 9 P ry P Y - rn 'o T� 0,60 2.0 4:, 1.1 J.e(fs 1.95 0.(; t'.Ol a.1 sand silt to clayey silt 2'+ >4.5 p� ) weathered basalt fragments (Coarse-grained Catatstrophic Flood ., r, " S 411, 1•:'9 7,63 i, 1 0 OJ 1' Flood Deposits) v 0.7('' 1,7 37.6 37,5 0,788 ° IU E,,k r. G 9 15 0.1 lardy silt to cleyr7 silt 21 5 T- -- >4.5 De sits) -- - - - 5 - --�-- --- --- ---- I' 1 Q 0,80 i.6 25,3 ?5.20.897 „ - 0,1 bandy alit to clayaf silt 14 - -------- ILJ 3.51 2 ' -+2.71 -0,72 U.9U 3,0 :7,g 17.8 0.770 4,7! 0,1 clayey' slit to silty cin: 13 1,00 3,7 15, 0.56 -0,96 0,1 silty clay t0 cls 6 Tort pit completed at 5 feet. � � � .9 6 15.5 0,667 4,2'5 ��•� y 1: 6 Test pit completed at 5 feet. a ►, " -o,5e r clay 15 No groundwater encountered. � v��1 !'IU 3•C 13,7 13.3 0,539 a,pE '/ =6 0,1 No groundwater encountered. of cn o 1� 1.2G 3.5 1^,ti ! 1'E U'bs' "('•66 0•! :le: O w 3.4 0 571 a. 5 r,4 -0,19 J: 7 - - - _ - 1,3fr 4.? r -6.19 0,1 clay, 7 � 0 13,E 0,594 h.4:' 13 8 I O 1,40 4,6 12,6 12.6 0. M z 4.4G -0,42 0,1 , �, 638 E•,05 -U.:' -C.17 c.a. 13 8 n N o m 1,50 4.9 16.0 15,9 0.81^ t t• l.'t -:.17 V.1 cls. 13 I I ¢ r- _ 1,60 5.1 25,6 2�.6 1.307 ..., -0.88 -0.86 U.1 rta� 17 9 o u ai " 1.70 E. E 5.12 ti 2 0,06 0.0E 0.1 5 9 36,7 clay • O $ � 38.7 2.146 5,55 !,E' 0.33 1,80 5.9 41.J 41.1 2.OQ4 5.09 l.I; , D.33 0,! :ia. !a 1.90 6.2 46,1 46,'1 i4 -t.16 10 V/ ,+ C ..1.1 4.62? J,f• 2 yt o° a, F 0 1.00 6.G 46.8 46.5 1,95[ 4,:G ..24 1, ! silty cls, a L;a; ;5 11 11 s- c, 2.10 6,5 46,1 46.3 1.39, 7,0: 1P t ! 1? 1,13 �,,1 clayey Wt to !:Jt, clay 22 IL in r, a :.20 7,2 40,6 40.8 1.503 31,7! `'81 •'6i 3.1 clayey ri:t •: t;it-, rlay 21 N�, --- _ ., 2.30 7.5 4E.3 45.5 1,337 ?.9c w 85 :,85 clayeylav :! 12 u 2.40 7,5 52,r 5?,4 ,,OIG E' 3.01 3.O! i+.l clever' .:!' to .. .. r:a. n' 3.69 :5.: a c �jJ ..56 e.: E1.4 61,v ..3?: �,, p r 1 4.1• 0.1 cla,e:, c, 13 ¢ t � 2.6C 8.r 45.8 49.8 ,lSe 4,37 ;,a _t,'(l -U,OI ilii clay 14 I 13 cr e ?,80 9.4 14,6 X.6 : 29E G.,4 !.:' 0.25 0.2E G.1 tilt` v ¢ o c 34.A 14 n' E o o rh c .50 5.5 :2.5 22,G uJ o o y (,9g! ,,4, ! ! 6 9,8 18.E 18,1 0 ° ,.E� 15 N, n a --------- W - _ �, k 3 15 n o ) if 10.? 2t,9 iJ.1 (1 54E Ct; •.5( t1. :lair: ., . ., .... 0 w �n L 1 3.^U 10.5 :E,; 25.5 0771 r, 16 16 a .3U lU.e w�',3yL . �r 0.1 cJtce• .,i' 17 DwhamRd. 7800 '- y. (� SIT2000-00052,PLM2001-00004 Durham Rd.78CW 1 V t [ U) 3.60 11,E '1`J,6 °3.5 1.9G7 k i, L ~.a; ri ! 511'. i '• ;t aa, 1 of 33 17 b1T200000052,PLM2001-00004 tV u .0, l� 3,'iU lt,l 1� 4 c "� 2° (�•! Sttr. ':n; t. ; . 2 of 33 p V '`! 1.94-, a 51.: l.79C c? hal t1 t'. c r L o �E :•i� r'.! clay t', t LEGF_ND O u �- 0 3.5t1 1:,D i!.i fl,i c,4 ' 4 . ;•t LEGEND o n i_ +[ r, a Date Excavated 9/19/00 o Date Excavated' 9119/00 ,, Lagged By: cd Pyne stet 7,3 " .46 C,1 97 f/,1 f ( t.;ity ...tic t , ...•, o:l. Tao ro uck. /� � Logged By: Ed Pyne Nay ti°.•vda !.aiul SetryW SAetby Tuba SantpM b••p•e• Wetet eie Surface Elevation: 000 �r�,� o ;,1 irt:erpretetio', r-.f P•pr Vie: kObertCC•� 11,% tar . aretg Ione Water Laval at Abwdwx*.t cc C , Bag sample Bucket Sample Sh@WV Tube Sampt ,*.page Wcte,8oung Ione Wet.r Level at AbWdfmm.nt Surface El6vation: ... • � Gael+'Tta: P•t•C1P:l:',' yrl� : I 111:�.' in • a Durham Rd.7800 Durham Rd 7800 •+ SIT2000-00052,PLM2001-00004 Hld10 3 of 33 SIT2000.00052,PLM2001-00004 4 of 33 :1JUC.^( F/17E01i WFHAM R : rli,-17-SP3 uP:yt, PAGE 2 'JIlt-INDING' DATA 114 r ILL SNDS2F_i 06-17-90 09:le, GEOPACIFIC ENGINEERING, INC. • :'1026 P/17$40 DURHAM R t16-17..9E Oc;;�E, PAra: . ` Real-World Geotechnical Solutions CIPh:ftA1 UR A .MLUS/W ,MCC LOCATION : P/17Q40 DURHAM R investigation • Design•Construction Support DEFiN [tEf1N TF COkk IIP iF'1CT1(1N Fk RATIO PORE PR i' P kATIU DIFF P F kN!JG INC r DEPTH OfF'FN TIP CORE TIP FRICTION FF RATIO PlJkE Pk P F kAi10 DIFF P F kATlO 1K eater! tees. Qc tsf Qt t5f Fs tef Fs,'Qc 1 Prps1 Pr7pc ; (Fe fh>,Gc ? I de INTFP.F'y!p' H eeterb ftet Oc tsf . N iNTERPkETED i! CI.IFIFII : CARL-SON TESTING 1013 Nu. METZGEk 131.L0 9 °O1[ T tF 511 Qt taf Fs t.f Fs/Qct Pr psi Pr/Qc ; ter-Fhi!Oc t Idea BOIL 7YFE SPT 4.10 0.S 180,5 18G.5 :.;ill 1.28 -4.c -0.19 9.1V 29.91 67.9 67,7 1.372 2,02 -12.3 -1.5zi -1.31 J.gndehFy S•_t11 E.:r:nl tit;i,_n LLC: May 4. 2(K)l 4.20 !3,6 112,4 02.3 2,190 1.9ti -/,8 _1,,24 -0•!9 G.! send to :illy sena 3r V.! silty send to sandy silt 22 4f•,.Or, 5.10 30.2 40.5 4C,3 1.393 3.44 -12,3 -2.15 -2,24 C Nw est:if l_ Ave. 13,�r,l:e:, Orre,,t:m. Q7106 (�t(I:,C 3ti ^C 1 /.30 I4,1 107,8 107,6 3.269 3,OS -4,5 p ,i,; -0'24 0,1 silty sena to sandy silt 46 0.1 silty sand to sandy silt 21 Project i'Jo. (HI-5044 -G.30 0.1 silty sand to sand; silt 37 y•3f 30.5 112,6 112,4 0.627 0315 -12.1 -0.77 -(,30 (0 sand to silfv sand 14 4.40 14,4 101.9 101.8 1.436 1,11 -4,7 -0.35 9.40 30.8 130.9 130.7 0,860 0,66 -12.2 -0,67 -0170 0,1 sand to silty send K 4.50 14.6 91.! 91.0 1,776 -0.33 0,1 silty send to sandy silt 32 9.SU 31.1 67.0 U.F, 2,196 3.98 -11.9 -1.20 -1.36 0.) silty send to sandy silt 29 David Metzger Construction, Inc. f 1.95 -2.5 -6.16 -0.36 O.1 silty send to sandy silt 33 DEFTH DEPTH FIME DISSIPATION OF Pu psi T F.O. Box 275 1.60 15.1 130,6 130,5 1.717 1.3? -2 9 U f6 9.60 31.5 90.6 9ti•4 0.743 0.75 -11,5 -0,84 -0.90 0.1 silty send to sandy silt 24 P A INTERVAL 5 sec 4.70 15.4 70,9 7D,9 1,B4p 2.60 _2 8 0 -0.16 O,1 silty Sam to sandy silt 34 9.70 31.8 30,9 30.7 1.173 3.79 -11,7 -2,73 -2.S7 0.1 sandy silt to clayey silt 19 seters feet sec Sherwood,Oregon 97140 -0.18 0,1 silty Band to sandy silt ?6 } 1,90 15.7 51,5 51.5 1,591 3.09 -1.2 -0.17 Sandy 9.80 32,2 41.9 41.2 1,780 4,25 -12.3 -2.12 -7.32 0.1 sandy silt to clayey silt 26 Fax 503-625-5310 4.50 16.) 77,5 77.4 .1.2'86 1.66 -5,2 -2+,411 -( 17 Orl ilsilt to clayey slit 24 4.50 1;.8 0.0 -4.4 -4,1 -3.9 -3.F, -3,4 -3.1 - 4 -7." -n _a 0.18 0.1 silty sand to rand, silt 22 9.9D 22.5 161,E I5,.6 1,992 1.70 -12.5 -0.59 -0.65 0.1 silty sand to sandy tilt 39 2•• + ..5 ..a .,3 -2.0 5.00 16.4 73.3 73.3 1.086 1.48 -2.7 0, 10.(0 32.8 139.7 1'.9,E 2,382 1.70 13.1 -0,67 - c 60.0 -2.0 -1.8 -1.6 -1.7 -1,7 -1.6 -J.6 i.. Attention: Dale Metzger 5.10 16,7 70,1 70., 1,331 -0.26 0,1 bitty bend to sandy silt ?3 0.7„8 0.1 sand to silty sand 32 -1.7 ••1•E -1,7 -1.6 ^ 1.90 -2.7 •6.2P 10.1,1 51.1 104,E 104,4 1.948 120.0 -1.7 -1.7 -1.7 -1,B -1.9 -LB -1.9 -1,9 1.9 -2.0 -2.0 -1,1 -O,?8 0,1 silty said to sends silt 23 1. 0 -13.3 -0.91 -1.02 U.I silty sand to sandy silt 36 IBO.O -2,1 2 " ^ � Subject: GEOTECHNICAL ENGI:JI:ERING RI:POR7' 5.20 17.1 79,2 79.1 1.438 1.82 -4.3 -0,39 IC.20 32.!; 97.9 9 ,7 2.524 2.58 -13,3 -0.96 -1.1G 0.1 silty send to sandy slit 34 240.0 2. - 1 -2.2 -42,1 -2.1 -.,3 -1.3 2.° -2.' :.4 -,^.,4 -2.S 5,30 17,4 104.8 IW,B 1,111 '0 0,1 billy, emd to send;, ells 2" 10.30 33.8 122.9 12'..8 2.263 1.84 -13.4 -0,78 -0.85 0.1 silt send to sand silt JACKSON BUSINESS('EN -'k !'� '2 S �•1' -0.17 0.1 sand to silty and 15 5 -2.6 -2.G 1,7 -2.7 6.40 18.7 139,4 133.7 1.375 1.03 -2.5 -0.19 10.40 34.1 161.0 160,8 2.525 1.57 -14.3 -0,64 y y 40 7910 DURHAM ROAD 5.50 18.4 166.8 109,3 1.075 0.90 •2.6 -0,17 -0.13 0.1 send to silty send 29 -0. 3 D.I sand to silty sand 35 T 6.70 21.0 0.0 -8.4 -8.2 -7.9 -7,6 -7,1 -E,7 -6,3 -5.9 -5,6 -5.1 -4,9 -4,6 '1'IGARD,OREGON -0.17 0,1 said to silty Bend 25 10-SO 34,4 147,1 147.0 2.095 1.42 -14.4 C.?1 -0.81 0,1 sand to silty send 3! 5.60 18.4 me 66,7 1.528 ?.29 •2.5 0.26 10.60 34.8 Ins 119.1 1.717 1,44 -14.4 -0.87 60.0 -4.3 -4.2 -4,0 -3.9 -3.8 -3.8 -3,7 -3.5 -3.4 •3.5 -3.5 3.5 S•TT► Ill.? 79.! 19,7 1,11, 1 77 '0.16 0.1 silty bard to sandy silt 16 10.70 35,1 140.5 140.3 2,353 1 67 l4 1 0 7� "1.00 0.1 sand to silty sand 32 120.0 3,4 -3,4 -3.4 -3.4 -3,4 -3,3 -3,4 -3,7 -3.3 -3.2 -? ! -3,1 This report presents the results of our geotechnical investigation of the proposed Jackson 1?usiness Center r -3.7 -0.33 -0.37 0,1 Silty sand to bendy silt 26 -0,85 0.1 sand to silty sand 3+ p po 5.60 :9,0 101.0 104,8 1.758 1.68 -I,/ 10,86 35,4 165.0 164.9 2.118 1.28 -10.0 -0,44 _ c 180,0 -3.2 -3,0 -3.0 -3.0 -2.9 -2,11 -2.8 ••2.7 -2.7 -2,6 -2.6 -2.5 development it Tigard, Oregon. The purpose of our investigation was to evaluate substit face conditions at 6.90 i..,4 11A t -0.20 -0.10 0.1 silty sand si bendy silt 33 0.5 0,1 sand to silty send 37 240.0 -2.5 2.5 -2,4 -2.4 -24 -2,3 -2,2 -22 ? 1 _n - I the site and to provide eotechnical recommendations for to d t o design Q 176.2 1.657 10.99 35.8 149.5 149.3 1.282 0.86 -11.7 -0.57 K tun a , n 1c lgn and constn,ttlon Our work was 6.00 19 7 176.5 116.5 1.664 0.94 -1.6 -0.22 -0- 0.1 sand to silty sand 31 -0,70 0.1 send to silty send 33 �. ..1 at -2.1 11,00 36.1 91.4 91.2 I,6U4 1.76 -122 -0,96 300.0 -2.0 -1.9 -2.0 1.0 -2.0 -2.0 -1.9 1.9 -1.9 -1.9 -1.9 -1.9 performed in accordance with our proposal No. (M1-P1221,dated September 13, 'llfNl. 6.10 20.0 161.1 154,1 1.401 0.91 -1.6 -0.00 '0.07 0.1 send to silty sand 37 11.10 36,4 116.0 117.6 2.140 1.81 -12A _0,76 -1.19 0,1 send to silt;' sand 27 360.0 -1.9 -1.8 -0.(!11 0.1 sand to silty Band 37 -0,94 0,1 sand to silt; sand 28 -1.9 -1.9 -1.8 -1.8 -1.9 -L9 '-!.e -1,9 -1.9 1.9 6.20 20.7 1:5.6 125.8 .606 1,28 -!,7 -0,10 11.20 36.7 134.8 134.7 1,416 1.05 -12,4 -0.66 420.0 -1.9 -1.9 -1.9 -1.9 -1.9 -2.0 BACKGROUND INFORMATION 6.32' 20.7 137,E 137,6 !„ -0.10 0.1 sand to silty send 3't 11.30 37,1 133.3 133.1 1,040 J.S3 -J2.4 -0,61 "0.83 0,1 Band to silty tend 31 �!1 J,00 -1.6 -0.or? -0.0.9 0.1 sand to silty sand 11 -O.eS C,l send to silty send 33 6.40 21.0 IGS.2 165.2 1,025 0,62 1.9 -0.08 f 11.40 37,4 142,2 142.1 1.48'd 1.05 -12.3 -0,62 -0.80 0.1 send to silty sand 32 7,70 15.3 U.0 -13.8 -13.1 -11.7 -4,9 -1,4 3,4 3,7 Pro ect Information 6.4 21.3 1E9.0 168.4 4,161 2,46 -6.1 -0'� 0.! sand to silty send 3E 1.4 1.5 1.8 2.9 0,2G 11.50 37,7 112.1 112.0 1,130 1.10 -12.3 -0,79 60.0 3.5 3,6 3.5 3.5 3.4 3.4 3.3 's.3 ?.2 6.G( .!.7 '711,5 ;78.4 4,150 1.87 0 0.1 sand to silty tend 44 -1.02 0.1 sand to silty sand ?i 1?0.0 3.0 3.G 2.9 2.11 1.8 2,7 2.7 2,G 2,5 s n 10.5 2,32 -Q,32 0,; sand to silty sand 55 11'60 38,1 76.A 76.6 1.:94 1.68 -12.4 -1.16 -1,51 0.1 silty s , 1.. 2A &,3 Location: South side of Durham Road, immediately west of an existing huilding at 7!2(,11 6.70 12.0 24"'. 176.1 3.640 1.32 10,0 11,70 38.4 80.1 73.4 1.117 sto to sandy silt 28 180.0 2.2 2.2 2..1 2,0 1.9 1.9 1,7 1.7 I.G !,6 1.5 1,4 ( 2E. '0 16 0.1 sand to silty send 6t 1.3Q 12.2 -1.10 -1.44 0.1 sand to silty sand 22 Durham Road in Tigard,Oregon (see Figure 1). 6.80 2!•3 �'•2 247.1 6.051 °-15 12.0 0, n 21.80 38,7 123.6 123.* 0,952 0.77 -13.4 -0,78 240.0 1.4 1.3 1.2 1,2 1.1 1,0 1,0 0.9 0,9 ,,e 0.8 0.7 6.99 11,6 167.0 - � _ •� 0.1 silty sono to sandy silt 7ti � -1.01 0,1 send to silty sand 26 166.8 8.707 5'21 1s.1 0.56 0,58 0.1 send tc clayey sand (•'' Br 11,99 ?9.0 114.3 114,i 0,899 p 78 -14 7 p q2 -1,18 0.1 s r.'l to silty sand 2g •'00,0 0.7 O.C. 0,5 0,5 0.4 0.4 Q,3 0.3 0,: ('.2 0,: 0,1 Civil Structural lames E. Andrew;Nicoll En ineerin , Inc.;9(125 S.W. Center Street •'o1 23.0 :47.' 147.5 5.5+4 360.0 0.1 1--- L= g 2.43 la.l 0,69 -4,69 0.1 silts• Sant: to sand•.' silt SC ) 12,00 39,4 128.4 121!.'2 0.705 0,55 -15.5 -0.87 7,IC :3.3 168.3 168,1 1.166 0.69 -14,a -0.6: � -1.11 4,! sand 24 Engineer. Tigard,Oregon 97223 "C.62 0.1 Sand to silt• &and 1U 11.l0 39.7 130.? 1)0.0 0.959 0.74 -15.7 -0.67 -1,11 0,1 ss^d tri silty sand 30 7.70 :3.F 15P,E 159.1 0,663 0.42 14,6 12.20 40.0 112.1 111.8 1.274 1.0 -15.6 -1,00 11.70 38.4 G.0 -12.2 -12.0 -11.G ••1!.3 -10,9 -10.4 -9.9 -9.? -8.9 -8.6 -6.2 8.! -0.66 -0,66 0.1 sand 30 -1.30 0.1 ? Jurisdictional 7. 0 21.9 171.E 131.6 0.53E 0.4! 14.7 0.8( 4 !..10 40.4 9:+.4 9 7 80.0 -7.9 -7.4 -7,1 -F,7 -6,k -6.1 .5.7 -5.4 -a.9 -k.3 -3.7 p , T,/G ?4.3 17?•; 1729 0.90'9 D,53 -t4.� -0,60 2.11,1 0.1 sand _, 1,,•. lila 1.54 U.1 C ' 7 3 Agency: City of Tigard,Oregon 7.50 N.G 1a4,) 143.9 -C.60 0.1 bark! _ . _ 120 0 -2 2 14 0.5 0.3 1.1 2.0 2,7 3•i 7,8 4.° 4.4 4,7 0.640 0,14 -14.4 -0.72 -0.12 0.! � 7.60 24.5 13?.e 1 x3.6 0,69• '^ 0 52 Send Soil interpretation rettrence: Robertson t Ceeyant!1a-198:t, Lased on 60" .14.3 11,7 28 ITaeeer efficiency end .? a s!idlnv data averapP 180.0 4,9 5.0 5.i 5.2 5.1 5.2 E.2 5.1 5 3 5.2 E.1 5,1 1 :'.k ,1 '', ' • , 7 T 7; ! • 7 -0,77 0.1 240.0 5.2 5.1 5.1 5,1 5.0 5.0 5.0 5.0 4,9 yl; •�IVr l 3 1:.! 114,9 1. 77 1.37 ?5 Site Description And 1 ro sed Deselo rnent - r -11.1 -O.t'fi -t',p8 7.80 :5.5 1:?.; 129.0 1.956 0.1 rind te�tlty send 1G l -- P -_ 1.51 -14.1 0,80 -n,8p O.l slid to silty sand - - 7•9r' 2S.9 138.7 13t.5 1.581 1.14 -14,4 h,75 (, •r 3! The subject site consists of about 1.09 acres. The'Tigard Middle/High School and founds are located Band to silty sand 'l! � � � g 8,01+ 25,? tl?.� 113.6 !.811 1.61 15,1 -O.9E immediately west of the site The property south of the site is currently Nein developed. The iro ,sed site B.IF ;C.6 IlC•; IIC.1 ''1.96 0.1 r.ilty sand to Sends elft 39 g � 1 � 8i4 .13 15,5 n,9f, , construction will be an addition to the existing building immediately to the east at 78(M) Durham Road. The ?s.,j 178,_ 138,1 2•;2a 'T•� 0.1 r!!t• ssM to sen*' silt ?9 site tIa , a by is essentially flat. Fill was I.S3 •1S.5 -0,811 -1.gyp 0,1 SaVA to Silt%• send 3^ r � lx gr p y formerly stockpiled on the site; it has been largch removed. Fill F 7 •7 a' , 111 S I Bt+F 118 -15.4 on the order of a few inches thick appears m have been spread across the site area n co r {' 76 0.T6 (.I &Sr,o to silty card per P and mi aLlcd. F a( 7, 6 tat 6 116 4 , 135 191 -IS.2 0.91 , s4 0,1 The existing building at 78(1(1 Durham Road was constructed with concrete lilt up panels on conventional F.54 7T.9 lit.: 197.4 solid to silty SSM ;n :;!' " " 1• 1.460, spread footings,a slab-on-grade fluor, and concrete interior footini4s for column supports. 'File proposed 6,6t, 71',7 Ir.9 137.6 1.592 1,16 !c 1' I senna to silty "To � building addition u P �� Orl + r ! ng dditic n will he of similar construclu,n. We anticipate that the new building will have 27 feet-high 6•?i' •"0.5 1Tft,4 120.! I.71 a lr to &illy .and 1� till-tip panel 1,494 14'9 11r1i< ).P4 0.! send tc silty sand ;?. 1 p p c walls.with Blah-on-grade floors having a finished floor grade of 155.82 feet. •File proiett 0.90 P.9 79.? 11.0 1.770 7.71 -11.6 1•!' r 0 5(' 29.2 ,103,4 10?,3 1 t1 n ''' ! t'ltF rand to Sandy silt 3r structural engineer rc ,rts that the wall loads on 99 19.6 O,tr p r g Fx perimeter spread fooling-, will he on the order of�1K111 1.00 79.5 !Q?.a 10:.8 !,;^') 1.19 -12,1 � 6.1 said tr silty sand -0•� •.� G.I oasd tc tilt:' :eM 8021 i&�h�ertstlnr re1lrttK4: R0alrtson 1 a�elKlle 1981, basad or. FP. haent•r rf!'. Dwhem Md.M" Durham Rd.7800 n'1 Durham Rd,71!00 1 00 S Upper nes eery oad.Suite 1 Durham R Tel (50.11) .98-9445 W and tlidlaq AN, a'.rregP SIT2000-00052,P1M2001-00004 91T20n0. W112,PLM2001-0000 Portland,Oregon 97224-7010 SIT2000-00052,PLM2007-00004 1 ax 15031 598-8705 �,h.�f009�p4 333 11 R of 33 of 33 8 of 3 CM I 3 cul I ,.. �„*... .. ,•r,,,a ,. 4 IGatnt.r Ip i r - , � � � � IIIIIIii IIIIIC�1 III�III1 i1211111111 II3II�I iII4 lilt 100M.1 II II�IIII IIIIIIIIIIIIII�IIIIi1111jllllll111�1 i_IIIII - !, 17 le Iii all Lt J9 ft3 Z4 213 d 27 2e 20 30 • r i* t .,� 11 IF . . " ,,I 's �`f; ;;: �, *11 1111 1114`' ,-'.h� :15 t . ,f ,1 I'll p l Tr * 1 K . F• i! . (, May 4, 2(X)1 May 4,2001 May 4, 2(101 May 4, 21X11 y. GeoPacific Project No.00-5044 GeoPacific Project No.(M-5044 GeoPacific Project No.00-5044 GeoPacific Project No.00-5044 potentially active because they may connect with the �rismically active Mount Angel Fault and the rup[ure , pounds per lineal foot, and approximate loads on spread footings for Interior structural columns will be 40/ Ilane is the Live beca Scows Mills earth uake Werner et al. 1992; Geomatrix Consultants d th sounding, near the northeast corner of the existing building,is shown un Fi gure 2. Vandche Soil CONCLUSIONS AND RECOMMENDATIONS kips- P q ( )• Exploration, LLC performed the CPT testing. 6 Y Portland Hills Fault 'Lone Our investigation indicates that the proposed development is geotechnically feasible,provided that the GEOLOGY - SUBSURFACE CONDITIONS recommendations of!his report are incorporated-into the design and construction phase,of the project. The Thr. Portland Hills Fault 'Lone is a series of NW-trending faults that vertically displace the Columbia River proposed structure may be supported on shallow foundations bearing on competent undisturbed native soils k` °Al "' Basalt by 1,130 feet and appear to control thickness changes in late Pleistocene(approx. 780,(XXl year,) Our site-specific exploration was conducted on September 19, 2(1(X1. Two test ,pits were excavated to a depth and/or engineered fill,designed and constructed as recommended in this report. Additional of 5 feet at locations shown on Figure 2. Generalized soil zones or units are discussed below. Detailed los recommendations are presented below for site preparation, rou h radio , wet weather cci sediment(Madin, 1990). The fault zone extends along the eastern margin of the Porthnd Hills for a distance g g g g rishuction, The subjcci site lie, within the Willamette Valley/Puget Sound lowland,a broad structural depression of the test pits are presented in Appendix A. structural ux,idations, footing drains,concrete slabs-on rade seis of 25 milts, and lies about n miles northeast of the subject site. Geomorphic lineaments suggestive of g mic design,excavating condition, and situated between the Coast Range on the west and the Cascade Range on- the cast. A series of discontinuous utility trenchc s,pavement design, and erosion control. Pleistocene deformation have been identified within the fault zone, but none of the fault segments have been faults subdivide the Willamette Valley into a mosaic of fault-bounded,structural blocks(Yeats et al., 1996). Soils U lifted structural hhrc•ks form bedr<rck hi blonds, while down-war d structural blocks form sedimenta shown to cut Holocene(last 10,000 years)deposits(Balsillie and Benson, 1971;('ornforth and Geomatrix P 8 Pe rY Site Preaaration Consultants, 1992). No historical seismicity is correlated with the mapped portion of the Portland Hills Fault basins. •Thr,subject site lies within the'1-ualatin Bas in,a NW-elungatc synclinal basin bound by NW- i : Zone, but in 1991 a M3.5 earthquake occurred on a NW-trending shear plane located 1.3 miles east of the On-site native soils consist of topsoil,and both fine- and coarse-grained catastrophic flood deposits as J trending and NE-trending faults. Valley-fill sediment in the basin achieves a maximum thickness of 1,500 described below. in addition, a thin blanket of fill covers the site. All proposed structure, parking and driveway areas to receive fill show d '' fault(Yasin, 1992). Although there is no definitive evidence of recent activity, the Portland Hills Fault Zone I first be cleared of vegeta tion and feet and overlies Miocene Columbia River Basalt at depth(Madin 199(1; Yeats et al., 1996). r any loose debris or undocumented fill, and all debris from clearin should he removed from the site. Any is judged to be potentially active(,Geomatrix Coasultants, 1995). Fill-The site was previously utilized for stockpiling of fill soils. Most of this material was organic (ich topsoil remaining on site should he stripped. We ant€ipate that the depth of stri in will ran e s t ur f• ones ca able of r t 'n car he es are k ow r is g g At Ica t beer ma) cult z p gent a ing damage g t luck n n u exist in the Cascadia Subduction Zone removed from the site; however,a thin covering of fill remains. In general, the fill soils consist of from about U to 8 inches. The final depth of stripping removal will he determined un the basis of a site vicinity c;f the subject site. These include the Gales Creek-Newbcig-Mt. Angel Structural Zone,the Portland brown silt with some fine sand and occasional rock fragments. Test pit TP-1 encountered 6 inches inspection after the initial stripping has been performed. Stripped topsoil should be stock iled only Hills Fault /ame, and the Cascadia Subduction Zone(see Seismic SettinX below)• , of fill over topsoil,and 4 inches of fill over native silt was observed in test it TP-2. designated areas and stripping operation,should he observed and documented h the eolechnical enn ineer The Cascadia Subduction Zone is a 68(1-mile-long zone of active tectonic convergence where oceanic crust p y g g • or his representative. Any existing subsurface structures(file drains,old utility lines,septic leach fields, etc.) of the Juan de Fuca Plate is subducting beneath the North American.continent at a rate of 4 cm per year Topsoil-The topsoil horizon appears to hzve been removed from most of the site and all of the beneath structures and pavements should be removed and the excavations backfilled Hith engineered fill. l.o�l (Go.dfingrr et al., 1996). Very little seismicity has occurred on the plate inter face in historic time, and as a result, the seismic potential of the(:ascadia Subduction Zone is a subject of scientific controversy. The lack building area; however,8 inches of topsoil was observed in test pit"TP-1 where it consisted of dark The subject site is underlain by catastrophic flood deposits associated with reprated glacial outburst flooding I cif ult, thseismics ma he inter rated e a rind grey organic silt,with a s!rong organic odor. It was stiff in consistene In construction areas,once stripping is a roved.the area shoo , I of the Willamette. and Tualatin River s stems. The last of these outburst floods is enerall dated about Y Y P Pe of quiescent Stress buildup between large magnitude earthquakes y,possibly due to a surcharge PP Id be ripped in tilled it a depth of j_ inches, y g y g g- growing body of geologic of fill stockpile and/or equipment traffic. moisture conditioned, and compacted in-place prior to the placement of engineered fill or crushed aggregate 13,001) ears a o. In the Tualatin basin,these de ,sits consist of horizontal) la ered, micaceous, fine silt to or as beim characteristic of the loo term behavior cf the subduction zone. A base Cor pavement. Exlx�sed subgrade soils should he evaluated by the �rotechnical en ineer. For lar r y g � y y evidence, howevtr,strongly suggests that prehistoric subduction zone earthquakes have oa;urred(Atwater, a g R' coarse sand forming pox)rly-defined to distinct beds less than 3 feet thick. In heal areas where currents were 1• Fine-Grained Catastro hic Flood Detaosil- Between the to soil horizon and th Pe y roof-rollin the rx n g 1992;Carver, 1992; Peterson et at., 1993;Geomatrix Consultants, 1995). This evidence includes:(1)buried P e. underlying areas, thio evaluation is normally rformed h p g fx ed suhgrade with a fully loaded stronger,such as in the vicinity of the Tualatin River,the deposits consist of coarse-grained gravels,cobbles, . coarse-grained soils,about 2.0 to 3.5 feet of brown silt with traces of fine sand an scraper or dump truck. For smaller areas where access is restricted I and boulders of basalt in a sand matrix. Re iotrol evaluations of drillhole Io s indicate that flcx;d de sits tidal marshes recording episodic,sudden subsidence along the coast of northern California,Clregon,and d clay were he suhgrade should he rvaluatcd by g O y Po O P q Y probing the soil with a steel robe. Softiloose soils identified during suhgrade re aration should he y g g Po Washin ton, 2 burial of subsided tidal marshes b tsunami wave de sits, 3 ascot, uefaction :eatures, observed in the two test pits. This fine-grained flood deposit was less stiff than the under) ing P p p in the vicinity of the Subject site are about 60 feet thick(Madin, 1490). Underlying the flood deposits is an coarse-grained material and dis la ed some localized disturbance of revious Ian compacted to a firm and unyielding condition or over-excavated and unnamed uencc of non marine,fine- rained strata that consists of moderately to coil iithified told(4)geodetic uplift patterns on the Oregon coast. Radiocarbon dates on buried tidal marshes indicate a P y p d clearing, such as replaced with engineered fill, as recu-rence interval for major subduction zone earthquakes of 250 to 650 years with the last evint occurring B piles. described below. The depth of overexcavation, if required,should I evaluated by GeoPacific at the time of �q B Pc Y- oxidized horizons and charcoal fro manes as a result of burn silistone,sandstone,mudstone,and claystone with common wood fragments and minor volcanic ash and - construction. 300 years ago(Atwater, 1992;Carver, 1992; Peterson et al., 1993; Geomatrix Consultants, 1995). .I pumice(Yeats et ab., 1996). T hese rocks are tentatively correlated with the Sandy River Mudstone,and the I x Coarse-Grained Catastrophic Floud sit-Dark brown sandy silt will, numerous inclusions of 'Troutdale and Helvetia Formations. The estimated thickness of unnamed sedimentary rock beneath the gravel- to boulder-size fragments of basalt was encountered in the test pits at depths below the Rough Gradine subject site is 370 feet. The unnamed strata rest on Miocene about 14.5 to 16.5 million ears a o Columbia FIELD EXPLORATION J ( Y 8 ) ground surface of between about 3.0 and 3.5 feet. This coarse-grained flood deposit is completely River Basalt,a thick sequence of lava flows which forms the crystalline basement of the basin. 'Subsurface conditions were explored on September 19,2000 by excavating two backhoe test pits(designated weathered to soil that is very stiff. All grading for the proposed devell)pment should be performed as engineered grading in accordance with Appendix 33 of the 1947 Uniform Building Code(UBC)with the exceptions and additions noted herein. TP-1 and TP 2)to depths of 5 feet below the ground surface, using a sinal) track-mounted excavator Grnundwater Proper test frequency end earthwork documentation usually requires daily ohsrrvation and testing during SEISMIC'SE1TING subcontracted to GeoPacific. 7'he test pit locations are shown on the Site Plan, Figure 2. Thr. test pits were located in the field by pacing or taping distances from property corners and other site features. As such, the stripping, rough grading, and placement of engineered fill. Imported fill material must he approved by the Structural features in the region aro largely blanketed by overlying sediments. At least three major fault No groundwater was encountered in the test its.eXLiivated to de the of 5 feet. althou w geotechnical engineer prior to being imported to the site. Oversize material locations of the explorations should be considered approximate. P P gh et soil conditions j,reetrr than n inches in size zones capable of generating damaging earthquakes are known to exist in the region. These include the Gales Occurred within certain zones. We anticipate that the on-site groundwater conditions will chane in res nse should not be used within 3 feet of foundation footings.and material greater than 1_' inches in ' g cc should not be used in en ineered fill g diameter (.'reek-Newberg Mi. Angel Structural Zone, the Portland Hills Fault Zane,and the Cascadia Subduction During excavation of the test pits,a GeoPacific geologist observed and recorded pertinent soil information to rainfall, time of year, changes in land use and either factors. Peached groundwater conditions often occur g 7.one• over fine-grained native deposits such as those beneath ale site„ �erticularl d such as color,stratigraphy,strength,and soil moisture. Soils were classified in general accordance with the f" y uring the wet season. Unified Coif Classification System(11SC5). Results of the exploration program are shown on the summary a nginrered fill should be compacted in horizontal lifts not exceeding 8 inches using standard compaction Gales C reek 'Vewt►e_rg M1.Aa�el Sta�actunl Zone test pit logs attached to this report. SLOPE STABILITY quiprol nt. We recommend that engineered fill he compacted to at least 95°,' of the maximum dry density determined by ASTM D698(Standard Proctor)or equivalent. On-site soils may be wet of upti:,;um; The Gale,('reek Newberg Mt. Angel Structural Lane is a 5(1-mile-long zone of discontinuous, NW-trending The subject site has gentle to flat topography,and grades are too low to develo unst there((-;(•,we anticipate that aeration of native soil will be necessar•for At the completion of each test pit, the excavation was backfilled using the excavated soils,and tamped with p able slopes. No ) Compaction operations performed faults that lies about 1_ mules southwest of the subject site. These faults are recognized in the subsurface by evidence of irregular topography,earth slumps,or landslides can be found at the site or on ad acent during late sprilt.g to early summer. vertical se aration of thr Columbia River Basalt and offset seismic reflectors in the over) in basin sediment the backhoe bucket. This backfill should not be expected to behave as engineered fill and some settling 1 P Y lz properties. ., and/or erosion of the ground surface may coeur. (feats et al., 1490; Werner et al., 1992). A recent geologic reconnaissance and photogeologic analysis study Field density testing should conform to ASTM D2922 and D3017,or D1556. All engineered fill should be conducted for the Scoggins Dam site in the Tualatin Basin revealed no evidence of deformed geomorphic observed and tested by the project geotechnical engineer or his representative. Typically,one densis test is This report also includes a cone penetrometer test(CPT)log from previous explorations conducted for the surfaces along the structural.one(Unruh et al., 1994). No seismicity has been recorded on the ,;ales:'r: :, performed for at least every 2 vertical feet of fill placed or every 5(X)yd',whichever requires more t sting. or Newberg Faults(the faults closest to the subject site); however,these faults are considr,cd to be existing building at 78(X)Durham Road (Carlson'Testing, 1998). The approximate location of the CPT Durham Rd.7800 Durham Rd.7000 SIT2000-00052,PLM2001.00004 Durham Rd. 7800 t3tT200Durham Old.7W 1-0OOp4 ufiam Rd.12 00 SIT2000-00052,PLM2001-00004 SIT2000.00052,PI_M2001-00001 10 of 33 9 11111 or 33 1 11 of 33 12 of 33 IIIb-5044-Jackson Business Center GR 2 GF-OPACIFi:ENGINEE11UNG,IM1e. W-5044-Jackson Business Center GR 3 GLOrACIFIC t NGINLLKING,INc. 00-5044-Jackson Business Center GR 5 (t (X) 5(44-Jackson Business Center GR 4 GFuPActFI( F.M1(:iM1F:FRIM1G,1!,( . GFOPAC11FIC E%GINEERINt;.1Nt'. May 4, 21X11 GeoPacific Project No.(XI-5144 May 4,�(X)1 May 4, �(X)1 May 4,.2011 GeoPacific Project No.(M-5044 GeoPacific Project No.00-5044 GeoPacific Project No (X)-5044 Because testing is performed on an on-call basis, we recommend that the earthwork contractor be held Shallow,conventional isolated or continuous spread footings may he used to support the proposed structures, Water collected from the footing drains should be directed into the local storm drain system or other suitable Seismic Desig contractually responsible for test scheduling and frequency. provided they are founded on competent native soils,or compacted engineered fill placed direct]" upon the outlet. A minimum 0.5 percent fall should be maintained throughout the drain and non-perforated pipe competent na!ivc soils. We recommend a maximum allowable bearing pressure of 2,(X)0 Pounds per square outlet. Down spouts and roof drains should not be connected to the foundation drains in order to reduce the The pwiect site lies within Seismic Zane 3,as defined in Chapter lh, Division IV of the 1997 Uniform Wel Weather-a�1ir wilt t foot(psi)for designing the footings, at minimum embedmen!depths of 2 feet. Higher allowable bearing potential for clogging and/or introduction of roof drain water into the subsurface. The footing drains should Buildin,Code(UBC). Seismic Zone 3 includes the western portion of Ore on,and re resents an area of es ore can h o g P pr s e obtained by removing native soils or engineered fill from beneath structural footings and include clean-outs to allow periodic maintenance and inspection. Grades around the ro sed structure relatively high seismic risk• For con- arison, much of California and southern T1,e on-site soils are moisture sensitive and may be difficult to handle or traverse with construction l ."- P � P Alaska are defined as Seismic replacing with 1 % 0 crushed rock,or deepening the footings. For replacement of soils to a depth of l foot should be sloped.uch that surface water drains away from the building. Zone 4,which is an area of highest seismic risk. Consequently, moderate levels of earth uake shakin equipment during periods of wet weather. Earthwork is typically most economical when rformed under q g ix' below bottoms of footings with crushed rock,or deepening footings to a minimum depth of 3 feel,allowable should he anticipated during the design life of the proposed improvements, and the structures should he dry weather conditions. Earthwork performed during the wet-weather season will probably require bearing pressure of 3(XX)psf may be used. if this approach is implemented,the crushed rock should extend Concrete Slabs-on-Grade designed to resist earthquake loading in accordance with the methodolo described in the 1997 gY UB('. expensive mepsures such as cement treatment or imported granular material to compact fill to the � beyond the fcx�i;no edges,with the base of the crushed rock layer at least as wide as a 1 H:1 V projection Based on the subsurface conditions we observed during our exploration program, 11BC Lail T • S,ma he YIx s Y recomnlen,.�ied�.ngineenng spec,;so;atinns. If earthwork is to ere performed or fill is to be placed in wet downward from the fooling edges. Preparation of areas beneath concrete slab-on-grade floors should be performed as recommended in the Site assumed for the site. The corresponding seismic factors may be used in develo in�a normalized res nse P fs in weather or under wet conditions when soil moisture content a difficult to control,the following Preparation section. Prior to constructing concrete slabs-on-grade, if subgrade soils have been adversely spectra for the assumed UBC Soil Type. recommendations should tie incorporated into the contract specifications. ' The recommended maximurn allowable bearing pressure may be increased b3 1/3 for short term transient impacted by wet weather or otherwise disturbed,the surficial soils should be scarified to a minimum depth of conditions such as wind and seismic loading. All exterio,footings should be founded at least 24 inches 8 ir•ches, moisture conditioned to within about 3 percent of Optimum Moisture content,and compacted to at Potential seismic impacts also include secondary effect,such as soil liquclaction, fault ru ture riential and below the lowest adjacent finished grade; interior footings may be founded a minimum of 12 inches below least 95 percent of maximum dry density, determined using ASTM D698(Standard Proctor). Scarification other hazards as discussed below: P ix Earthwork should be pertorme.,d in small areas to minimize exposure to wet weatner. Excavation and con- action will not Lie re aired if Moor slabs arc laced directly on recently placed engineered fill. of the removal of unsuitable soils should he followed promptly by the placement and compaction top of slab. We recommend minimum footing width-of 18 and 24 inches for continuo,a strip and isolated P y p of clean engineered fill. The size sand type of construction equipment used may have io be column footings.respectively. • Soil Liquefaction Potential-Soil liquefaction is a phenomenon wherein saturated soil deposits limited to prevent soil disturbance. Under some circumstances, it may be necessary to excavate For slab floor design- the allowable modulus of subgrade reaction may he taken as 75 lbs/in'. temporarily lose strength and behave as a li uid in res nse to earth uake shakin . So' q Pa y g s l sulk with a backhoe to minimize subgrade disturbance caused by equipment traffic. Assuming construction fs accomplished as recommended herein,and for the foundation loads anticipated,we liquefaction is enerall limited to loose anular soils lac to •o Interior slab-on- h g Y .gr a d ho w the water table. On-site r.�timate total settlement of spread foundations o{less than about 1 inch and differential settlement between grade Ooors s cold be provided with an adequate moisture break. T'he capillary break S i S o I consist of generally medium stiff to very stiff fine grained sold that are not considered two adjacent load-bearing components supported on competent soil of less than about '/inch. We anticipate material should consist of free-draining,crushed rock or well-graded sand and gravel,with a maximum • The ground surface within the construction area slxruld he graded to promote run-off of surface susceptible to liquefaction. Therefore, it is our opinion that special design or construction water and to prevent the ponding of water. I that the majority of the estimated settlement will occur during construction, as loads are applied. particle size of'/4 inch.with no more than 80 percent passing the No. 4 sieve and less tha❑ 5 percent fines measures are not required to mitigate the effects of liquefaction. (material passing the U.S. Standard No. 200 sieve). For dry-weather construction,the minimum • Material used as engineered fill should consist of clean, granular soil containing less than 5 Wind,earthquakes,and unbalanced earth loads will subject the proposed structure to lateral forces. Lateral recommended thickness of capillary break materials on re-compacted soil subgrade is 6 inches. The total Fault Rupture Potential-Basad on one review m available geologic literature.f wt arc not forces an a structure will be resisted by a combination of sliding resistance of its base ar footing an the thickness of crushed aggregate will be dependent on the subgrade annditions at the time of construction,and percent tints. The fines should be'non-plastic. Alternatively.cement treatment of on-site softs aware of any mapped active(demonstrating movement in the Iasi 10,(XX)years)faults on the sit^. ' may be performed to facilitate wet weather placement. underlying soil and passive earth pressure against the buried portions of the structure. For use in design,a should be verified visually by prcx,f-rolling. Under-slab aggregate should be compacted to at least 95 percent Duri . in our field investigation,de did not observe any evidence of surface rupture to recent coefficient of friction of 0.5 may be assumed along the interface between the base of the footing and of its maximum dry density aS determined by ASTM I)1557 or equivalent faulting Therefore,we conclude that the potential for fault rupture on site is very law. • The ground surface within the construction area should he sealed by a smooth drum vibratory subgrade soils. Passive earth pressure for buried portions of sit uctures may be calculated using an equivalent • roller,or equivalent,and under no circumstances shorld 1•e left uncompacted and exposed to fluid weight of 400 pounds per cubic foot(pcf),assuming footings are cast against dense, natural soils or In areas where m riaure will he detrimental to flour coverings or equipment inside the proposed structures,a .T Seismic Induced Landslide-Site rades are flat to moisture. Soils that brecome too wet for compaction shoo let be removed and replaced with clean engineered fill. The recommended coefficient of friction and passive earth pressure values do not include a 1 10-mil polyethylene vapor barrier should be placed directly over the capillary break. Ana roximatel 2- g gentle, with total relief across the site of PP y about er feel. The potential for slope instability and seismic induced landslide on site is granular materials. safety factor. The upper 12 inches of soil should be neglected in passive pressure computations unless it is inch thick layer of sand should he placed over the vapor barrier to protect it fmm damage. to aid in curing of considered very low to nonexistent. 11 protected by pavement or slabs on grade. the concrete,and also to help prevent cement from bleeding down into the underlying capillary hreak materials. Consideration may be Riven to providing additional or alternate rotection to reduce the tential • Excavation and placement of fill should he observed by the geotahnica!engineer to verify that � P In Effects of I�c►cal Geology and Topography - in our opinion. no additional seismic hazard will all unsuitable materials arc rttnoved and suitable compaction and site drainage is achieved. All footing excavations should be trimmed neat and the bottom o1 the excavation should be carefully for damp floors and damage to moisture sensitive floxirinR, including the following: occur due to local geology or tojxrgraphy. Tlie site is expected to have no eater seismic hazard prepared. All loose or softened soil should be removed from the footing excavation prior to placing gr than surrounding properties and the Beaverton area in general. ' Bales of straw pend/or j><eatextile silt fences should tx strategical!v !cleated to control erasion. reinforcing steel bars. We recommend that footing excavations he observed by the geotechnical engineer Maintain a slab wa , prior to placing steel and concrete,to verify that the recommendations of this report have been followed,and ter cement ratio of O.12 or less utilizing mid-range plasticizers. that an appropriate bearing stratum has been exposed. Excavating Conditions and Willy Trenches Under wet weather,the construction area will unavoidably become :yet and the condition of fill ar native • Thicken the rock subgrade to a minimu►n of 12 inches and utilize clean rock with nu more than .............. I..... ..., !, boils t d will de ade, To limit the in- pe y P I 2%fines. We anticipate that on-site soils can be excavated usin conventional heavy a ui ment such a,cera rs xpose fn pactw of wet weather on :�; finished building pad surface, If footling excavations are open during the winter season or nods of wet weather,it ma be bel fol to K y p pe and consideration may he given to placement of a crushed aggregate pall. Whet►,sed,we recommend the provide a lean concrete mat or a layer of crushed aggregate to help preserve the subgrade until the footings trackhces. Based nn results of our ex )oration tri ram, it a ars thrt a p p R pj>e medium to large excavator will be wotrking pad he constructed using 144"-0 cnrahad aggregate,and should have minimum thickness of at least are cast. if lean concrete is used,a 2 sack mix is recommended. If crushed a re ate is used to otect the Slope the suhgrade soil away from the center of the slab at an approximate gradiens of 19i;, a of ^ • � d�pabl reaching excavation depths of 6 to 8 feet over moll of the site with moderate effort. I' 12 inches. 'This thickness is considered adequate to support light exmstructien traffic,but rna not be gg g � Y footing suhgrade, it should consist of 1'�i'�)cnished a e ate iter the Ore an[k rrtment of Trans natio Bgr g g P po n ' wP[kitnt la support heavy traffic such as loaded dump tnlcks ar other heavy rubber-tired equipment. (ODOT)Stanofard Spo�rffrratinns. � Apply a moisture intrusion barrier on the slab(Preseal,Creteseal or approved equivalent)to the Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the 01:11111011111:1111-F"WARO-w � � ' � surface of the concrete while curing. contractor. Actual slope inclinations at the time of construction should he determined based on safety FoodpjgD_—,ndns t I requirements and actual soil and groundwater conditions. All temporary cuts in excess of 4 feel ire height Moisture baiTier products should he installed in accordance with manufacturer recommendations. The should be sloped in accordance with U.S. Occupational Safety and Heath Administration(OSHA OMed on owe understanding of the prapn%ed project and the results of out expkwslkm program,and assuming 1 The outside edge of all rimetet footin r Should be ovided wi Pe g Pr th a drainage system consisting of 4-inch building should tx complete and the HVAC system a satin fora eriod of time dor w we regulations(29(:'FR Part 1926),or Fx shored. The exislin native mils classif s I� B P mj, ct other before g y a Type B Soil and cele recrrmmersolations far site preparation are followed,native deposits and/or engirsetrrd fill . its will he " diameter,perforated, rigid plastic pipe embedded in a minimum of 1 ft' r lineal o - mristure sensit'v etsnotarrtered At M mea•the foundation level of the proposed see a poli 'These soils arc enerall medium stiff Pe font f clean,free draining � 1 e flooring is applied. This time period should be long enough to allow ilio vapor gradient � tempcirdry excavation side Slope inclinations as steep as 1 H:I V may he assumed for planning purposes. Thr, R Y sand and gravel or 2"-1/2"drain rock. Tire use of flexible thin-walled,corrugated plastic pipe should be within and below the building to stabilize and obtain acceptable slab moisture Content. cut slope inclination is applicable to excavations above the water table only. b vent stiff acrd should pmvidt adequate support of the stivrtunl loads. ' avoided The drain pipe and surrounding drain rock should be wrapped in non-woven geotextile(Mirafii I - Outhrm Rd.npp 140N,or approved equivalent)to minimize the potential for clogging and/or ground loss due to piping. p:trham Rd.7800 Dufiam Rd. 1800 OR190Is of u,l3l001 4 SIT2000.00052,PLM2001-00001 Sri 2000-00052,PLM2001-00004 13 ql 3a 15 or 33 15 or 33 11171 X"4-laekaoa Bnsitas C.tnttsr OR 6 Derham Rd. 7soo I (M-5(44-Jackson Business Center GR R I W 5()<34-Jackson Business Center GR 9 (;r ol'u tFl( F.1'I,l%FF:Rl%(.,Ivo �%lBOPAtL'1l11C tr�ftrttlnw[:,llr4r. (X)-Sl)44-Jackson 19usincss ( enter (;Il 7 SITT000-0O082,PLM2001-(10004 ®OPACiG7C ENG[NFBt4r1V(:.IN(:. GEOPACIFIC ENGINFERINe:.INl. i4 of J3 I f. „ill ! ,.... ,,,,.. -•. z- 4 s7 _ l r: . . .. ; . kI r ell Illi ilnjiil11luf�filf1iuf(i)ii'iill� I l efts l0 I) II I 1 I 1 n (lt) ;'l 'ILII mull t t nl lint I nil unlllll ntlll1ll tnllntl cru Iln I n IfII InIll In IIIIIIItI lullnll , 11 Ila l l I I t I n f tl t t Lj I . -1, I,rt'1.,'Iy k” 7 , iOtwrn.i c„ 10 1 1 It! f3 14 IQ 17 I• IP 2{O FI 22 23 24 25 2A 2 2It3 2I5 :SIO j l r; �� P''"y'1�r 4s . ! '!"it i"F'x, st k,v Ny� r >"ACrf .1 I ti 1 ! kl��{ '�t5$ r�� '4 hRT µr t,k } �'j 7,.,1,ter , y� r ,lir aal' c f�w , M3 , '�� " v 1 1,-, 1'.1 j l1.•'!0. ��'''"�� r`ir ,) A',+M�t sir i 3 i l LA♦ 174 �rL' � t - , - 9-' 'I r5:1 ,r ;f;, e al �;6 �6 ...., '7 �,, ,.y r # ,� r 11 ,fir M 1' .. !!a- ri�.,1 Y,>~4k +•2r1r.._ e.oil:IY.- - 1[ . ,�, �.,b ,+ >r H W, 1 . .1-24 11 , 11;1;111 I .. , wt� �; 1. l ,. .. I w. X r (. i. n' Ir May 4, 2(X)1 May 4, 21X)1 May 4, 2001 May 4, GeoPacific Project No.(X)-5044 Cieopacific Project No.(XJ-5044 GeoPacific Project No.(XI 51144 GeoPacil 'roject No.00-51)4 3 ) Vibrations created by traffic and construction equipment may cause some Cavin and raveling of excavation REFERENCES CITED W P y b g During placement of pavement section materials,density testing should be performed to verify compliance walls. In such an event, lateral support for the excavation walls should be provided by the contractor to with project specifications. Generally,one subgrade,one base course,and one asphalt compaction test is prevent loss of ground support and possible distress to existing or previously constructed structural performed for every 100 to 2(X)linear feet of paving. We appreciate this opportunity to be of service. Atwater, B.[-., 1992,Geologic evidence for earthquakes during the past 2,(XX)years along the C'opalis River. improvements. southern coastal Washington: Journal of Geophysical Research,v.9'1, p. 19(11-1')19. "I?te pavement sections recommended in Table 1 are for typical volumes of automobile traffic. Heavy truck sincerely, PVC or thermoplastic pipe should be installed in accordance with the prexedures specified in ASTM D2321. traffic well reduce the design life of the pavements and may lead to inadequate pavement performance. !f Balsillic,J.J. and Benson,G.T., 1971,Evidence for the Portland Hills fault:The Ore Bin,Oregon Dept. of We recommend that structural trench backfill be compacted to at least 95 pei,-ent of the maximum dry heavy truck traffic is anticipated,GeoPacific should be contacted for additional pavement design GEOPACIFIC ENGINEERING, INC. Geology and Mineral Industries,v.33,p. 109-118. k' density obtained by Standard Proctor(ASTM D698)or equivalent. Initial bat kfill lift thickness for a%"-0 recommendations b%+:,cd on the traffic volumes expected. �EO Carlson Testing, Inc., 1998, Foundation Investigation, Metzger Properly,Tigard,Oregon,(TI 1198-G 1671, crushed aggregate base may need to he as great as 4 feet to reduce the risk (d flattening underlying flexible a;I pipe. Subsequent lift thicknesses should not exceed 2 feet. If imported granular fill material is used, then Erosion Control • ply i'a�f` - 51�� R t report dated July 21, 1998. the lifts for large vibrating plate eompaclion equipment (e.g hue compactor attachments)may ne up to? `y feet,provided that proper compaction is being achieved and each lift is tested. Use of large vibrating During our field exploration program, wt did not observe soil types that would be cor-Aered highly tXK!1�N �3i\ Carver,G.A., 1992, Late Cenozoic tectonics of coastal nortr•.m California:American Association of `� 1� �-- Petroleum Geologists-SEPM Field Trip Guidebook,May, 1992. compaction equipment should be carefully monitored near t•xisting structures and improvements due to the susceptible to erosion. In our opinion, the primary concern regarding erosion pole- ,, will o'-cur during \ E � ' (, potential for vibration-induced damage. construction, in areas that have been stripped of vegetation. Erosion at the site dur.ng construction can be �- L o+°e+ !j -�1 Cornforth and Geomatrix Consultants, 1992, Seismic hazard evaluation, Bull Run dam sites nears Sandy, � minimized by implementing the project erosion control plan,which should include judicious use of straw Ore on unpublished report to Cit of Portland r '' Sufficient density testing should be performed during construction to verify the s ified relative compaction c - t d Bu eau o. Water Works. y Pco P bales and silt fences. If used,tftese erosion control devices should he in place and remain:n place Throughout g p Po y is being achieved. Typically,one density test is taken for every 4 vertical feet of backfill on each 2(X)-lineal- I. foot section of trench. site preparation and construction. ►(Pat t 4 - - _ Geomatrix Consultants, 1995, Seismic Design Mapping,State of Oregon: unpublished report prepared for Pavement DCYYp Erosion and sedimentation of exposed soils can also be minimized by quickly re-vegetating exposed areas of' OregonOregon Department of Transportation, Personal Services Contract 11688,January 1995, soil,and by staging construction such that large areas of the project site are not der uded and exposed at the James 1.. Pyne, R.G. Scott L. Hardman. P.E. Goldfin er,C., Kulm, L.D., Yeats,R.S., A el ate, B, MacKay,M.E.,and Cochrane, G.R. 1996 Active some time. Areas o exposed so' g PP g Y• Ara f e Pu d requiring immediate and/or temporary protection against exposure should Senior Geologist Principal Geotechnical Engineer Table I presents our recommended minimum pavement section for dry-weather construction conditions. For be covered with either mulch or erosion control netting/blankets. Areas of exposed soil requiring permanent strike-slip faulting and folding of the Cascadia Subduction-Zone plate boundary and furearc in central design purposes,we used an estimated resiiieni modulus of)(,(X1)psi for compacted native soil. The stabilization should be seeded with an approved grass seed mixture,or hydroseeded with an approved seedAttachments: and northern Oregon: in Assessing earthgjaice hazards and reducing risk in the Pacific Northwest,v. 1: References U,S.Geological Survey Professional Paper 1560 P. 223.256. recommendations presented in Table I were formulated using the Crushed Base Equivalent method,a traffic � mulch-fertilizer mixture. Checklist of Recommended Geotechnical Testing and Observation , index of 4.0, and is in general accordance with flexible pavement design methods prescribed by AASHTO Figure I - Vicinity Map for light-duty pavement with a design life of 20 years. UNCERTAINTIES AND L.IMITATIONS Madin. I.P., 1990, Earthquake hazard geology maps of the Portland metropolitan area,Oregon: Oregon Figure 2-Site Plan Department of Geology and Mineral Industries Open-File Report 0-90-2, scale 1:240111), 22 p. 'fable 1 - Recommended Minimum Dry-Weather Pavement Section Test Pit Logs TP-1 and TP-2 We have prepared this report for the owner and his/her consultants for use in design of this project only. Log of Cone Penetrometer Test from Carlson(1")98) -- ---- ---- This report should be provided in its entirety to prospective contractors for bidding and estimating purposes; Peterson. C.U., Uarioenro,M.E., Burns, S.F.,and Buris, W.K., 1993, Field trip guide to Cascadia layer Thickness(inches) however,the conclusions and intelpretatiorrs presented in this report should hot be construed as a warranty of paleoseismic evidence along the norther n('alifornia coast: evidence of subduction zone seismicity in the Material Layer Automobile Automobile Compaction Standard the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly - central Cascadia margin: Oregon Geology,v. 55,p.99-144. Driveways ParkinAreas11--- _ __ _ over small distances. Inconsistent conditions can occur between explorations that may not be detected by a Asphaltic Concrete(AC) 3 2.5 91%of Rice Density geotechnical study. If,during future site operations,subsurface conditions are encountered which vary► Unruh,J.R.,Wong, I.G., Bott,J.Q.,Silva, W.J., and L.ettis,W.R., 199.4, Seismotecionic evaluation: !noggins _ AASH fO T-209 appreciably from those described herein,GeoPacific should be notified for review of the recommendations of Dam,Tualatin Project, Northwest Oregon: unpublished report by William l ettis and Associates and Crushed Aggregate Base 3/4"40) 2 j ? 95%of Modified Proctor this report,and revision of such if necessary. Woodward Clyde Federal Services.Oakland,CA, for U. S. Bureau of Reclamation, Denver CO(in __(levelingcouns ASTM D1557 Geomatrix Consultants, 1995 . Crushed Aggregate Base I1,1"-0 8 0 95%of Modified Proctor Sufficient geotechnical monitoring, testing and consultation should be provided during construction to ASTM D1557 confirm that the conditions encountered are consistent with those indicated by explorations. The checklist Werner, K.S., Nabelek,J.,Yeats, R.S., Malone,S., 1992,The Mount Angel l.tuh implications of seismic- Recommended Subgrnde 8 8 95°k of Modified Proctor attached to this report outlines recommended geotechnical observations and testing for the project. reflection data and the Woodburn,Oregon,earthquake sequence of Augu,,t. 1990: Oregon Geology,v. _ - ora roved native Recommendations for design changes will be provided should conditions revealed during construction differ 54,p, 1 1»'-1 1 from those anticipated,and to verify that the geotechnical aspects of construction comply with the contract Yeats. R.S.,Graven. E.P.,Werner, K.S., GDldfinger,C.,and Popowski,T., 1996,Tectonics of the Native soil subgrade in pavement areas should be ripped or tilled to a minimum depth of 8 inches,moisture plans and specifications. can rUoned, and recz►mpacted in-place to at least 95 percent of ASTM Q1557(Modified Pr(x:tor)or N'iilamcttc Valley,Oregon: in Assessing earthquake hazards and reducing risk in the Pacific Northwest, •• equivalent. In order to verify subgrade strength, we recommend proof-rolling directly on subgradr with a Withir, the limitations of scope,schedule and budget, GeoPacific attempted to execute these services in �. l: U.S. Geological Survey Professional Paper 1560, P. 183-222,5 plates,scale 1:1(X),(XX). loaded dump truck during dry weather and on top of base course in wet weather. Soft areas that pump, rut, accordance with generally accepted professional principles and practices in the fields of geotechnical Yelin. T.S., 1992,An earthquake swarm in the north Portland Hills(Oregon): More speculations on the cx weaveshould be stabilized prior to paving. If pavement areas are to be constructed during wet weather, engineering and engineering geology at the time the report was prepared. No warranty,express or implied, is • � � scismotertonics of the t ortland Basin:Geological Society of America, Programs with Abstracts, v. 24, ' owr firm should review subgrade at the time of construction so that condition specific recommendations can ' ,. made. The scope of our work did not include environmental assessments or evaluations regarding the no.5,p.92. he provided. Wet weather pavement construction is likely' ,require soil amendment,or geotextife fabric presence or absence of wetlands or hazardous or toxic substances in the soil,surface water,or groundwater at and a 6-inch increase in base course thickness. this site. Durham Rd.7800 Durham Rd.7800 � • SIT2000-00052,PLM2001.00004 • Durham Rd.7800 Durham Rd.7800 QlT7000-00082,PLM2001-00004 3172000 00082,PLM2001-00001 SIT2000-00052,PLM2001-00004 19 of 33 17 of 33 20 of 33 � 18 of 33 I, 00-5044-Jackson Business Center GR 12 GM-oPA('tl•-t(•EN(aNE-E-RING,IN( . 00.5044 Jackson Business('enter GR la liF.l)1'A('IFI('EN(iINF;EtUN(i,INC. f 1X1 5044 Jackson Business Center GR 10 ChuP.ActrTc F.NctNs t w v(:,ItiC. 00-5044-Jackson Business Center GR l 1 Gr.o►PA(tHIC ENGINEERING,INC. Pill tr Y �• � •,�:•�• .L-�1,� i-v__.. � r11\ �_ �_ ,�r I •� I^ •u ' � I Ir\ Ma 4, _-(X11 GeoPacific Project No.(X) Au f� ► �, . r , NORTH CHECKLIST OF RECOMMENDED GEOTECHNICAL TESTING AND OBSERVATION III �' 1 • II ti r ,, - y -- - - --- - -- - -- -••-••_.._,_ _ � :�� •� 11.._:_� � •• '•••) . ; �� , � •�•- - .. �M !aa fir' f I - __ Item ---Pnocedurr-- -- -- Timis _ --i-.__ _ �'• , �� (� -- ��_ �,P - � � i g By Whom Done 1 fu) No. p' _ --- -- --- ,� .ri _ OAD -} ••,N ;, � c '� 4 � • �� I S.W.S W DURHAM . Jncb � '• 1 1 Pretx+nstrucuon meeting Prior to beginning site Contractor,Developer,Civil W ,�''I( jj`� ' r,`'�` (\,-- N' > 1 @112 i ;' _._._._._.__. - ---.- - -- L --.._. _ --- -- --- - ---_._-.__-.---•-•_. work and C /) s �'r I e 4s >rr A, a� �o- GN DA6 - ,txttechmcal Engineers � � �j ,) n a •it I !• r I� t• Z , coo D- ' pt. tyi' ,t�a�De a4�1 o p 2 Stripping,aeration.and rcN+t- During stripping 1 2 �� a .,I .1 I y4 r ii "p,s I -� A(;`; � picking o rationsTechnician - n '�• �: 'i / I1 , P g Soil Technician7.. �. 3 ('o engin ci tcaill During filling,tested ' I- r°*'► , --'-- -- _ \ o -'- - - _ �_�-�__` ed (95%o(Standard Procto_ �eryS�e d GI Soil Technician =�_' W. 'il ��h sip - SITE f o t ° J y '� -N 4 Under-slab base rock Prior to placing vapor So' '- �'' i\I 'J , '' . ►__*` ._..�.. Y \• ' " r S >rt i ~�- P g Po Soil Technician g _' �k I � � RIM b»� / •�..�• ^,-'`` (95%of Modified Proctor _ barrier or steel S Verify subgrade strength in Prior to setting forms Geotechnical Engineer r� --T; i " o: ") j, r �, ;;�., i / i i _ -s cr• r3P1E a I Nl7k I I > _ Fcxrting Excavations � �,/• + � � ,� G �. ro - �: � � o. '`''•.• 6 Compaction testing of trench During backfilling,tested - .\ na p 3 i I icons T�APMa NO ' •'I" / S ,• •6�a ■ LQ ••�W •. �•�- 1 / rAV£70 DE61ONAiE�_ backfill every 4 vertical feel for Soil Technician � __; � C �''°��- ;,� - ti,,: .,'^ �-+•�•<'� eravATra+s -' (9596 of Standard Proctor) every 200 lineal feet ^} .1N G� W �•sr. p I 7 Slrert suhgndc a+mpaction Prior to base rnursc ---- -� - ---- �, l �-� I, �� t • • I�,', ---� - / -- --- -- (95%Modified Proctor 9 , g . c: 1 r placement Sail Technician Ij � tsham ?•• / --- -- /CONE PENF I Ht►MI:TFR TEST or approved native) i kr1GN ST i• - r -- ..-- - - / -- -- - f 8 - Noe course cTompadion Poor to paving.tested - -- _._..._�___..__ -_ Lam' �• I Z a " (95%of Modified) eve 200 I Soil T :I Tu ATIN ( 1 tea=: I every lineal feet Technician :i '" P ` 1 ( I R""�"' TP-2 9 -A('Compaction During paving,tested _-� _.___- -- ft• _9eat� voc e I tIr U ,' • •�( - - i I i •, (91%of Ria Base lift) eve 200 lineal feet cr� every Soil Technician ' __ , � ,• d � (92%of Rice-Top lift) _----- � / /C � ar � M X13!}o •'� 1 � I l� - - i Mile e -s'•'-T*,'' - I Idl I r Final Geotechnial 8ngirreer's Completion of project Geotechnical Engineer LRtler g ((`,,, c�,_c�' rte, �o , �9 i r` G 'c �J I e I I 1414- I I ExrsTN0 COO AND Ac. 12 " e1yr:•,,; . v 7: �.�� `• 'I I I �A,�IewTTcaa,er+ovtD -_. -- -_ I r, .-. .� -- `�� iii i.�in �� '�:. -___, +_ _ I I j �►'_ 1 1 123 s: � c�� 1 ��\ -� �r I / ' i Ga4 -- -- • � !� � I '�7- I I I `` I Exb�uG e,Ie,c11�E _ I , p I ,M•r 043)' I RM161+rL Q',R ELE V. Mp• .r I u L ( L.•. rte' I FMIFA4 kO ,•r,tv.•Mao• ckso ding Portion of USGS Beaverton,Oregon, t II1 Iirr1N,o(Ii 1En Engineering, II, •eel C Business Cent, Y 9 9. eat C1.3, 8-28-00. Quadrangle,7.5 Minute Series (Topo I I � _ -_______ Graphic), 1961,Revised 1984. ! I�I � Durham Rd 7P00 I I I SIT2000 00052•Pt-M2001-00004 I I TP-1 23 or 33 DAVID METZGER CONSTRUCTION,INC. DAVID MET7,(.h.R('(►NSTRl1CTIUN, INC', JACKSON BUST"ESS CENTER - �k JACKSON BUSINESS CENTER II I - - V SITE LOCATION MAP SITE(TRADING PLAN r i SCALE 1"=2000' 11 1 r o' CI = 10' `� SCALE I"=40' . �Rd.780p -i---- 1 - - •� -----_ I ,+, _ - t'1 =I Durham Rd.7800 f:EO PA('IF1(' I MAY 200 FI(.l1RE -, _- i AlG _.. .. ..� , , 200Cil;RI• .aL-i- FU PACUrj rn r•n' •_ C MAY 1 F! 2 SfT2000.00082,PLM2001-00001 - __ .r � I ., ly, � ..-. _. ;` - �- �i11N8 Ctelltlt Ox I< (i101)lrA(-'fE+1C LrN(iplA■SIC.IpC. 22 of JJ - - :�. I[� '"' S'��'�MtWMrtSA ,,•,.�•ve�arsrnw••.-.,.»,_...,..,................... �' _ ._..�._.»_.._.._.._.._.._...r..-..._.._..�..._.._.,W,r,......�.._.-_.._.._._ ._ ._.._. .;, , , :,•.. -..-..._ ,(tiYtw �r4n►ww��1�•••-•---• .. _ _ _ _., _ -_ .. _ _ _,. _ _-_ __,__......-.,...,..-.��..•••.-.--...-_._.�_. ....... ., y�r.• ;Knatx., .'rx..e* .,,,.,..-_. ._. ._.. 11 ITU ilii !I I fill 111T III 1111 IIII UII 1111 1111 IIII nil ,III II11 IIII I11t 1111 I I II 11111 III IIII (III I J , 1I I 1 I 1 I' 1 I ! I I I I 1 I IJ III In 11111 1 III u l .n1n111111111 ullu uI Intllnl`u11 1U111nI inllll! tJlll ul ul1l, 1 n t lu'a !Ij y e I C 1 I (Z 13 14 I N 17 1• Its EI Rig NI I w 3 04 � �tD i!7 t!a 0 30 , ,r • } t; a ,'� +_-`;•jyj �� °,1�.�rr -'.�:.�'•..�.� _ _ '•� _ 'r - .. �' . .,a , _ - and Constructior Services Inc. r' 9025 S.W. Center Stree; ' P.O. 90>< 23784 Tgar , Oredon 97223 9 9 An: '` Phone: (503) 620-2086 D L_ FAX (503) 684 3636 PROF - c � 1 , W ToN. K� Q o Q � p a pas C1 REVISIONS: ABBREVIATIONS BUILDING INFORMATION PROJECT INFORMATION TABLE OF CONTENTS 0 I�.I�.� CITE REvIEw AD.), ADJACENT MECH. MECHANICAL BUILDING CODE: 1931 Ub.C. W- r_)REe,iON AMENDMENTS PO GENE[AL INFORMATION _ SPEt I}1� fir,,' • `.� /� ,.'----� 12 S-.I-ml VACATED PROPERTY AFF ABOVE FINISH FLOOR MIN / MN. MINIMUM _ ., f} L, LINE ALT. ALTERNATE MISC. MISCELLANEOUS SITE AREA: 41,261 Sr-. 0.1 COVER SHEETS:'.iQ coCTC"�r +r' �r;;l r�jJ�1 (;c.d• ALLUM ALUMINUM MINT. MOUNT. / MOUNTED 4111, 02 NOTES AND e7'ECIFICATION5 APPROX. APPROXIMATE MTL. METAL BUILDING AREA: 10,320 OF. QWM - ,fir rr M%Aml 0.3 CODE INFORMATION COrstcrcto and Rclns:r�;rlpyrfNi ARCH. ARCHITECT N.I.G. NOT IN CONTRACT DAVID METZGER NICOLI ENGINEE!�WNG, INC. C Beft SnL: .Slyd in Cuncrote BD. BOARD NO, NUMBER CONSTRUCTION TYPE: V-N CLO 81T INFORMATICS' __ P.O. BOX 273 SC23 'U1rl CENTER Or. �------ BLDG. BUILGING s MOM. NOMINAL r TIGARD, OREGON 97??3 I'� l;F�cia� L; ..,,-,�;.Be�,�Gnp Concrete Framo CA. CLEAR ANODIZED IA.F.6. NEAR SIDE AND FAR 3irE OCCUPANCY: ASSUME B 4 F-I 9NEPUA000, OREGON CLI 91TE DEVELOPMENT N.T.S NOT TO Or-4LE (rS03)bio-?DECK CI? SITE DETAIL PLAN O Rolr'�r;'-r •:l^Qi 8 PrtttMealnp Steal Tenclara CONTACT : JAMES D. AND CEM CEMENT OD. OUTSIDE DIAMETER I i l ANDREWS C-13 GRADING PLAN CER GE'�eAMlG cJPP. OP'P'OSITE C1,4 FACILITIES PLAN • .trvct;.r;� •.• p SATE INFORMATION G15 LANDSCAPE PLAN O H 1 -,^trr.r,� fS01U G.J. CONTROL JOINT T.T. P!F,EbbURF TREATED CLG G ILILiG T.L. / Pl_.'1M PLASTIC LAMINATE - CIA* EROSION CG^''ROL PLAN O : ,�:�"'4r�rl k:rtcOnty G!`1.U. CONCRETE MASONRY UNI PCC PATTERNED COLORED CONCRETE C2.ta $ITE DI:TAI� PLANS Y �,pDRE991 791® S.W. DURHAM ROAD - -- R : ••^resd G;•1;Burn Concrete COL. COLUMN PLYWD PL ' WOOD .a CONC CONCRETE PNT. / P T. F 41NI TIGARD, OR 97223 C2.1 SITE DETAILE, O InLula nfl Conci ala fip I CO10161016.5.NT CONTINUOUS .b . PENCIL SHARPENER BOARD CURRENT ZONING: IP PLANNED INDU9rRlilL C0W CORRIDOR O.T. QJARRY TILE I C.T. CERAMIC TILE RAD. RADIUS C] Spry Applied Fire-ltaalttive M3terlala I -- DET DETAIL REF IG REFRIGERATOR CURRENT LIW.., SINGLE FAMILY" O -91DF_NCE ( O PII1ngs, OrlHod Platt and Caissons PRO h I , DIA. DIAMETER R.D.L. ROOF DRAIN LEADER ON. DOWN FEINF REINFORCEMENT PROFF'09ED USE. LEASE SPACE / OFFICE, L1 Sholc►r,,i � BUILDING ADDITION OW DI&HWAbHER REG V. RE=IRED WAREHOUSE, MANUFACTURING 11 special , Y,j�Inp, E,ruvatbn and Fllllnp I�.�lfi: DDOWN SPOUT FES. RESILIENT LEGAL. DE9CRIP710N, TAX MAP, 2511 1315A0 Slmoice-Control Syabnre JACKSON DWG. DRAWING R .U.H. RECESSEC ELEC. Utdi7 NEATER EA. EACH IIII ROOM TAX LOT: 3P E.IPr,b. EXTERIOR INSULATION R,0. ROUGH OPENING 817E AREA: 47,761 9F. (100%) Other Ilns ons ��,rf ��-� 'r ,,,ti. AND FINISH 9Y'dTEM d, SEALED GC'NCRETE • i v - ..� � BUSINESS E.J. EXPANSION JOINT b C. SOLID CORE T� ELEC ELECTRICITY OR ELECTRICAL OF. &;IUARE FEET ®UILDINfe AREA: 12,320 SF (??ft) A roved.. I(�n► lT ELEV ELEVATOR SGC 6P10pTH COLORED CONCRETE R on CENTER E. ELEv 6HT bi-IFFY A9PHAl_T PAVIN5: ?2,E 3_, 9F. (4.1%) Fov Conditionally 1h AF rr�n l - 1 PERMITNoW bas rl oI�1",d Irr EY,18T EXIbTINCx 6T. STAIN LANDSCAPING! 14b46 S.F. (31%) Soo " asvm 7800 SW DURHAM RD Sys Lotbr to.Follow... .... ....... ... .1 1 C>YP EXPANSION SIM SIMILAR —7QQ00 „.Attach,.•,. ........ ...i.. 1 1IGARD, OR 9722? I.UN ELECTRIC UNIT HEADER OTD. STANDARD PARKING: 33 TOTAL ese JobKddr : ___ `'w �I �► !XT EXTERIOR STG STAGGER PD FLOOR DRAIN STL. STEELpy;r_ _ — -- _ >____ilA1t� `>t4fs�► - STANDARD SPACES: 30 CLIENT: F.E.C. FIRE EXTINGUISHER CABINET STM STORAGE F.H C. FIRE HOSE CABINET OTRUCT. STRUC-rURE ADA (I-IC)SPACES: ? � �'},� �►I•i16H bubo. eubr�t,}DEn CITY OF TIGAAO DAVID FLIFLR FLOOR SYNTH VAN _ POOL: Approved......................... bYNTHET Ic P.O.B. FACE OF BRICK T.O.S. TOP OF STEEL Cont ............NN..N,H n Fob. FACE OF STUD TEL. TELEPHONE Conditionally ApphOvl�d....................N....� ,: METZGER e!cY cL� PAFaNC1NG: 7 For only the work as described In: o FJtT FIRE RETARDENT TREATED TW T1,II0K4ES9 f' GAL GALVANIZED TYP TYPICAL PwLon NO.�IrF�� Date: ' '-6-00 q; GYP GY'F'6Uir' U.0N. / UND. UNLESS OTHERWISE NOTED NGT. HEIGHT UTIL. UTILITY 641 LNter t0: Follow........ ....::.:.......... Attach.. . .. .. Scale: F HORIZ HORIZONTAL V.C:r. VNYL COMPOSITION TILE . NR HOdll! VERT. VERTICAL Job Address: tb `��"1 1>u 3/oiDrawn > Its. INSIDE DIAMETER VJW.C. VINYL tWA!L COVERING Checked yby. . )A NOUL INSULATION WC, WATER CLOSET VICINITY MAP Job No.: 990904 JOT. JOIST uz. WOOD JT. JOINT W.P. WATER PROOFING Drawing No.: ' OVER-P LAM. LAMINATI9 WT. WE,C-,HT M.O. MASONRY OPENING W.WP. (WELDED WIRE FABRIC MACH. Mo cmm W/ WITH MAX- MAXNA" W/O WITHOUT ►� XTG. EXISTING W 1 a 4 � r z � r � 6111. DURHAM RD. � h_ tIGARD HIGH SITE'' �"°°L SITEPERMIT SUBMITTAL SHEET CO�►�R SEWERLACIE o3zllo SHEET FACILITY Durham Rd 7000 SIT2000.00052 PLM2001-00004 MW IAM 001 24 of 11 r x • i • „ It ► �1iT1t1�' CmS uullllllll;lllnli1II111u 111111n1�1111pnl1lu111111'IIriIIIIJI-1-1111 i'nI1IllI11 Ill Ir:1i11 Inllnll 11111!ul InIIIII I III I un nnlllll IIIIIIUI Illllnn Hill 1 Illull lull) ,1 tlnllnl nllllul } }) I r' ►1000-001 rA 10 it IE 13 14 1 ; Ie 17 le 10 20 21 22 23 4 b 4e 27 a ifP 3'0 " r• Al =V. r 5 hti. M - GENERAL NOTES - CONT. GENERAL NOTES t t. DESIGN CRITERIA: SUMMARY OF WORK SOIL BEARING PRESSUW: 1500 PbF. THE PROJECT CONSISTS OF A 10,320 8F, CONCRETE TILT-UP 8TRUCTURE WITH A and l;onstruct'u- services Inc. BLAB AND SPREAD FOOTING. THE NEW STRUCTURE WILL BE AN ADDITION TO THE --- — _-__ BA81C WIND SPEED; 80 MPH EXSTINCa STRUCTURE. PROJECT IS LOCATED AT 1109( 0 B.W. DURHAM ROAD, EXPOSURE G TIGARD, OREGON 9025 S W. Center Street • P.O. Box 23784 IMPORTAJ,4CE FACTOR Tigard, Oregon 97223 CONSTRUCTION SHALL CONFORM TO THE OREGON STRUCTURAL SEISMIC ZONE: 3 SPECIALTY CODE, LATEST EDITION, AND LOCAL BUILDING REGULATIONS. ROOF LIVE LOAD: 25 PSF (PLUt DRIF*,NG) THE BUILDING HAS NOT BEEN LEASED AT THIS TIME AND TENANT IMPROVEMENTS Phone: (503) 620-2086 WILL BE PERFORMED UNDER SEPARATE PERMIT FAX: (503) 684-3636 CzENERAL CONDITIONS THE ENGINEER 4 OWNER SHALL APPROVE, IN WRITING ANY ALTERNATE SUBMITTED FOR APPROVAL. SGHEPULES AND PORT5 "APPROVED" - OWNER OR ENGINEER WILL BE THE SOLE JUDGE OF QUALITY AN[ 5UITA5II.ITY OF PROP08ED SUBSTITUTION. . SITE P' PARr4T i ON: ITEMIZED COST SCHEDULE �0 PROr •/aGiNF��/O\\ PREPARE, IN FORM SATISFACTORY TO OWNER, A COMPLE-E BREAKDOWN OF )/ COSTS, A LIST OF ALL SUBCONTRACTORS, AND SCHEDULE OF WORK / �� 1 SUM OF ALL ITEMS SHALL BE EQUAL TO CONTRACT PRICE. THE SITE &&ALL BE GRADED IN ACCORDANCE WITH THE RECOMMENDATICNS PRESENTED OG IN THE GEOTECHNICAL REPORT PREPARED ADAPT ENGINEERING AND THE GRADING FURNIS+-• THE ABOVE TO ENGINEER AND OILIER BEFORE FIRST MONTHLY ••,`.4'\�d G�J PLAN PRESENTED IN THESE DRAWINGS. (SHEET C13) PARTIAL PAYMENT REQUEST. `�qD N. V, I STRIPPING: SUBMIT WAIVERS OF LIENS FROM MATERIAL 811PPLIERS AND SUBCONTRACTORS A8 MATERIAL 18 DELIVERED AND WORK COMPLETED. l� ALL EXISTING FILL, TOP SOILS, LOOSE SOILS, DEBRIS AND DELETERIOUS MATERIALS (ROOTS GRASS OR OTHER ORGANIC MATERIALS) SHALL BE REMOVED TO FIRM NATURAL GROUND PRIOR TO ANY NEW FILL PLACEMENT. TINE PROJECT SOILS ENGINEER SHALL DETERMINE THE ELEVATIONS OF FIRM NATURAL GROUND AND APPROVE THIS SUIBGRADE, IN GENERAL NOTES WRITING, TO THIS FIRM, PRIOR TO ANY FILL PLACEMENT. ALL DEBRIS 4 ORGANIC MATERIAL DERIVED DURING STRIPPING OPERATIONS SHALL BE REMOVED FROM TH15 51TE 4 LEGALLY T�-E INTENT 0= THESE PLANS 18 TO PROVIDE CONTRACTORS A GUIDE • DISPOSED OF. FOR A Rt.-L, COMPLETE AND WORKABLE PROJECT iN80FAR AS THE DRAWINGS SHOW 440/OR THESE SPECIFICATIONS CA-, L FOR EARTHWORK: PERSONS INVOLVED iN WORK ON THIS PROJECT SHALL BE RESPONSIBLE FOR EXAMINATION OF BUILDING SITE, PLANS AND SPECIFICATIONS. THE SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH FAILURE TO DO SO WILL NOT RELEASE SUCCESSFUL BIDDERS FROM RECOMMENDATIONS PRESENTED IN THE 601L REPORT. PERFORf•11NG THE WORK INDICATED BY PLANS AND SPECIFICATIONS FILL: ALL FILL MATERIALS SHALL BE PLACED IN ACCORDANCE WITH THE ALL WORD AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH THE REQUIREMENTS PRESENTED IN THE 15C CHAPTER 33 AND THE LATEST RULES AND REGULATIONS OF THE UNIFORM BUILDING CODE RECOMMENDATIONS PRESENTED IN THE PROJECT SOILS REPORT, STATE STANDARDS, THE NATIONAL ELECTRICAL PLUMBING CODE, LOCAL CITY AND REVISIONS: • FACTION REQUIR 22:ST6: COUNTY CODES A14D STANDARDS, THE APPLICABLE REGULATIONS OF THE THE FOLLOWING SHALL BE CONSIDERED AS MINIMUM REQUIREMENTS FOR THE LOCAL UTILITY COMPANIES, AND ANY OTHER APPLICABLE. LAWS AND VARIOUS MATERIALS: REGULATIONS. FILL - 5 IL 8511 RELATIVE COMPACTION ALL BUILDING TRADES SHALL PERFORM AND COMPLETE THEIR WORK FILO - SOILS: Sfax RELATIVE COMPACTION TO THE MOT ACCEPTED STANDARL» OF THEIR INDUSTRIES IN IMPORTED CRUSHED ROCK: 95X RELATIVE COMPACTION (SUBASE OR B. .SE) COMPLIANCE WITH THESE PLANS AND SPECIFICATIONS. COMMENCEMENT PAVED AREAS: 95X RELATIVE COMPACTION a' WORK BY ONE TRADE AFTER ANOTHER TRADE ESTABLISHES ACCEPTANCE OF PREVIOUS WORK DEWORMED. • TEST!NG 4 INSPECTIONS: NO REvISION5/MODIFICATIONS SHALL 13E MADE TO THESE PLANS/ i- SPECIFICATIONS. NCTIF`r ENGINEER PRIOR TO MAKING, NECESSARY THE SOILS ENGINEER OR HIS REPRESENTATIVE SHALT_ BE PRESENT DURING EARTkIWORK FIELD MODIFICATIONS FOR REVIEW AND APPROVAL., AND/OR THE OPERATIONS TO COMPLETE COMPACTION TESTING AND OBSERVATION OF TWE PStOJECT5 CITY/COUNTY (IF REQUIRED) PRIOR, TO ANY COMMENCEMENT OF EARTALIORK PROCEDURES. WORK IF ANY ON SITE REVISIONS/MODIFICATIONS ARE MADE WITHOUT APPROVAL THEN THE CONTRACTOR APALL BE RESPONSIBLE FOR ALL ASSOCIATED COSTS. 0AJ5QSAPE A 2ER2YAL• THE SOILS SHALL ENGINEER SHALL SUBMIT WRITTEN NOTIFICATION OF THE WRITTEN r')IMENSIONON DRAWINGS SHALL HAVE PRECEDENCE OVER SUBGRADE APPROVAL TO THIS FIRM FOR REVIEW PRIOR TO NEW FILL PLACEMENT. SCALED DIMENSIONS. DRAWINGS ARE NOT BE TO SCALED. CONTRACTORS SHALL VERIFY AND BE RESPONSIBLE FOR ALL 24,Y DEPORT DIMENSIONS AND FIELD CON,_,iTIONS PRIOR TO COMMENCING Ta-4E THE 50I1_5 ENGINEER SHALL SUBMIT COPIES OF DAILY FIELD r' PORTS TO THIS WORK. NOTIFY ENGINEER OF ANI' DISCREPANCIES. OFFICE, ON A WEEKLY BASIS, FOR REVIEW. STRUCTURAL DIMENSIONS CONTROLLED B'T OR RELATED TO MECHANICAL GENERAL FILL C'OIyPACTION_ FIS_ T 82fORT; AND ELECTRICAL EQUIPMENT SHALL BE VERIFIED BY THE PROJECT THE SOILS ENGINEER SHALL SUBMIT A COMPACTION REPORT TO THIS FIRM FOR CONTRACTOR PRIOR TO CONSTFa'UCTION. — — - - -- FORMAT PRIOR TO PLACEMENT OF ANY CONCRETE FOR BLABS ON GRADE OR ONLY AF'IR VED "CONSTRUCTION SET" MARKED DRAWINGS BUILDING ADDMON FORMATIONS INCORPORATING 4LI- ADDENDUM "D DIMENSION UTILITY TRENCH BACK FILL G TION REPORT: CLARIFICATIONS SHALL_ PE USED DURING THE EXECUTION F O111�/�+�,' A COMPACTION REPORT AND WRITTEN APPROVAL OF THE UTILITY TRENCH OF THE WORK_ JACKSON BACK SHALL BE L,t-ZEMENT OF SUBMITTED BMITTEDTE FOR FTo OUND OFFICENS OR REL EW PRIOR ToS. CONTRACTOR MU67 BE RESPONSIBLE FOR VERIFICATION AND BUSINE3� COORDINATION OF SUB-COINTRACTOR'9 WORK TO SECURE FOOTING EXCAVATION / GQBERYAONB. GOMIPLiA'-,CE OF DRAWIPY.sS AND SPECIFICATIONS, THE CENTIER -- TIAC-0JRA"•i= LOCATION OF STRUCTURAL MEMBER•e), AND OPENINGS FOOTING EXCAVATIONP_, PRIOR TO STEEL REBAR PLACEMENT SHALL BE FOR MECHANICAL, ELECTRICAL AND MISCA ELLNEOUS EQUIPMENT. OBSERVED 4 APPROVED BY THE SOILS ENGINEER WRITTEN NOTIFICATION 7190, 7800 SVv DURHAM RD OF THIS APPROVAL SHALL BE l5UBMITTED TO THIS OFFICE FOR REVIEW PRIOR TO FOOTING CONCRETE PLACEMENT, TIGARD, OR 97223 CONTRACTOR AND EACH SUB-CONTRACTOR SHALL BE STREET OR 1!�ARKING LOT COMPACTION TEST REPORT, RESPONSIBLE FOR ANY LOSS OR DAMAGE CAUSED BY HIM OR CLIENT: • A COMPACTION TEST REPORT AND WRITTEN APPROVAL OF THE SUBGRADE, 1418 u—m; KMAN TO THE PROPERTY OF THE OWNER OR TO THE _ AND BASE SHALL BE SUBMITTED TO TF+IS OFFICE FOR APPROVAL. PRIOR TO WORK OR MATERIALS OF OTHER CONTRACTORS OR ASPHALT PAVEMENT PLACEMENT. SUB-CONTRACTORS. DAVID CONTRACTOR SHALL MAINTAIN INSURANCE THAT WILL PROTECT IVrETZGER THE OWNER HARMLESS FROM ALL CLAIMS of: DAMAGES. n, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY Date: 11-6-00 LOADING CONDITIONS DURING C4CXl8TRU(.TION .AND SI':4LL PI—OVIDE ?RACING AND SHORING WHERE REQUIRED. )Cale: o CONSTRUCTION LOADS: THE STRUCTURE HAS BEEN • DESIGNED FOR OPERATIONAL LOADS ON THE COMPLETED Drawn by: )JL STRUCTURE. DURING !7c NVRICTION, THE CONTRACTOR SHALL PROTECT THE STRUCTURE BY BRACING AND SUPPORTING Checked by. � )A WHEREVER EXCESeIVE CONSTRUCTION LOADS MAY OCCUR Job No.: 990904 a ALL MECHANICAL AND ELEC'TRICA,L WORK SHALL_ BE UNDER Drawing No.: SPEC—I-P SEPARATE PERMITS. U ACCESSIBILIT"r CONTROLS: OPERATING MECHANISMS AND WARDUUAWi'E, INCLUDING `. SW;TCHES THAT CONTROL LIGN'ING AND VENTILATIC''N A:ID N ELECTRICAL CONVENIENCE OUTLETS, IN ACCESSIBLE SP 4CES, ALONG ACCESSIBLE ROUTES, OR AS PAIRTS OF ACCEC,815LE ELEMENTS SHALL COMPLY WITH SECTION 3109 (C) OF OSSS. HANCLES, PULLS, LATCHES. LOCK4 AND OTHER OPERATING DEVICES A ON DOORS, WINDOWS, CABINETS, PLUMBING FIXTURES AND BTORAcsE FACILITIES SHALL HAVE LEVER OR OTHER SHAPE PERMITTING r, OPERATION BY WRIST OR ARM PRESSURE AND NOT REQUIRING TIGHT NOMS AND WISTING TO CIPFRATE. THE POWCE REQUIRED TOGRASPIWmPINCACTIVATETOR TSUCH EQUIPMENT SHALL E NOT GREATER Q Q THAN 5 POUNDS FORCE. (SECTION 31OWCJ1). �PEGIF�IGATIONS hroro CHANGES IN FLOOR LEvSL SHALL NOT BE GREA*Ee` THAN I/I INCH. Jif E. I } y f Durham Rd 7800 O SIT2000-00052.PLM2001-00004 25 of 33 • 2 c' Cm ll!IIIIIlI1111111111111l111il,lll111111'1iliInfl1+lulllllIlululllllllilll1 fllllll;III1111101111111111 i iiiiIIln nlll1nl 11ni1u1 u11I1 Inn11 IIuI1uIIIIIIlIUI IIullIII lIllIIli; 111111111 Iu1'MI1 1IIIIll11 111111111 111111111 11 fill 1111011�1 111 Iffill"1I) 1�� 1a 114 UIQ 17 11• is 2L 211 p "I2�2 93 214 213 2R 27 2 I 8 3 0 - -- - Z ' k t 1 :'._. ( h ; , '. iii '� �If�Q.�'�L t � r, o d��,t•. .'7,, � 4. ,:,. + ., ._. _, ,- .. _ - .. .. .. ... ,. . . . . ' • '� t irk� o-�I'��,,��,a i' r�I sI r a ,. , nF e!t — 11 t ri 51 i \- , \ !I arid Construction Services Inc. \ 9025 S W. Center Street ' P.O. Box 23184 Tigard, Oregon 91223 i — -- -- — —_ _ — _— I Phone: _ (503) 620-2086 FAX S.W. ROAD ^_ (503) 684.3636 PROPOSED EXISTING EXISTING PROPERTY OW t TT BE / \ ACATED -------••--------- - --------- ----- o s.'; .,•r, rV 41 16,507 9 rl , ADJUB .� _- - 2 - _PROPOSED ° Vfr EXISTING PROf"ERTY LINE f71- -` TO BE fRE ED VACATED EXISTING STRUCTURE -__ _- \ FIRE HYDRANT 1 , EXISTING ACCESS _ I II FROP'I PUBLIC WAY PATIO �— �1 -- --- --- -- -- - -- - - _ __ II _ - 1 -------------- - II —"�-- CONTINUED SIDMACR --- ` �C1� LL IISYBTFM P}120v1DE8 - � ��---PASSING SPACE ACCESS TO PUBLIC WAY REVISIONS: 1190 9w.'DIJI�+A-'1 RD, EXISTING STRUCTURE - TAX 40TH 3fOm OFFICE / WAREHOUSE / MANUFACTURING ' ' 1 �x� ZI SF. ,�. ,:Y M1. .,', .•+� .st ,. �•+ �'•• «• , \�. t.,�; .' �. ,•� r�. \\ ' I 5-11-m1 1/ACATEU 0 PROPERTY LINE I � � , ___ ;_____ ==rias "•s �. ,� i I .1•i ' 1 I FENCE LI�MG I ,'� 1800 B.W. DURHAM RD. TAX LOT: 200 I • ALLOWABLE AREA I$,4!Ilir SF. ALLOWABLE AREA • 12,112 8F. ' ' '43' Y INCREASE OTL INE OF� --------- - _ I II PROPOSED INFILL EXISTING WALL OPENINGS STRUCTURE _-- � ' 1191D W. DURHAM PROPOSED ADDITIOt4 ii W,' 2 � R. RATED ASSEMBLY r DIS LED PARKING - - � -l" x 120'-fD" I . CU R TRAMP Ira�ZO SF. I II AREA I PROPERTY LINE 8a`IE T GIS--�(�.. OCCUPANC` CLA6SIFICATIONI�--D, F-I II &'' &' x IIo'.lo,no+o er. I AREA 2 TO BE RELO.,ATED ?�'' TYPE OF CONf,TP JCTIONI- V-N II OrrE Or- GT Nr.AJCT10 4TION•-a,f=.I ;,•ti••1.•K� '•- � �7— II f1•f•E OF C:QJOTwLIG'TIONM1--y_N I b1'•A" x GO'.IOAOO ETR. I - �-- BA81C ALLOWABLEJ- I-- --8��1 F,!:. DAOIC ALLOUTAaLEi SAW OP I CXC.UPNJCY CLAWFICATION—D,F-1 _ - Otl -4-H- - 9 � Loc,�►TION ON P+ern•ERrr.--3 YARDe � of cc�►rnne�cYloN.----v-N •C�' LOCATION U� I 'ILPERTY--4- 3 YAl�9 1800 S.W. muRI-!AM -- --_ _ I,1pM- er•R►rxieD pUILDM3 f9AAlc ALLow.aeLE,-____..___-a,000 bit, __ ---- - WA �� : NON- SPRINKLED BUI1_DING II AREA Iw-ReAee, 4,641 et. EXISTING STRUCTURE _ J I rR011 •_-=_-- ------- - iOW-0 _- - - AREA INCREASE: I saw115F. I•"�• O �•�'� ZI/L`a0 '3F. Nar-LOCATION��LDI � - 2 rAR�e Kr r 17N�•NEA •~wp.r Nr-D~&F AMA W_MAW, —4A,49 &F �- 3 ,-C, X 4s - l Tis% - ma I IIRE BUILDING ADDITION 43'-O' x 2b1f 101b>< • IOOw ' II I 1141.1 41'-I ma•ICwt�M 0~OF x loos • S~OP. ALLOII!•4Dl_� AlREA, 3rt9+ SP. I & r taw.DRM► II s Jw w •s,.w� sees w .wa►.4,m sr. FOR EY�ISTING CONDITIONS ALLOWABLE AREA. �—Ib> 8F. I ALLOu14DlE AREA, 12,,1 e!` i JACKSON 1 I ss�w sr.•4,m 6P ' .,00c et. •seapo et II I I PUS NESS 1 •�, ACC 881BLE ROUTE • ' ' i I! , 11 it I, ---EY.I8TING 11/211 CONCRETE k---EXI3TING 2 POUR AREA I CENTER L_R H WALL TO BE USED FOR I SEPARATION WALL ACCESS101LIT'T NOTES II 2HR. AREA SEPARATION WALL _ —_ I II I 7910, 7800 SW DURHAM RD i II I TIGARD, OR 97223 1. ALL APFECTED PORTIONS OF THE BUILDING AND SITE SHALL BE CONSTRUCTED IN ACCORDANCE W/ CHAPTER 11 OF THE O.S.S.C. ' CLIENT: 2. CONTROLS AND HARDWARE: , HANDLES, PULLS, LATCHES, LOC.ICS AND OTHER OPERATING DEVICES ON DOORS, WINCOWS, — „ I II --_ I DAVID 11-4 CABINETS, PLUMBING FIXTURES AND STORAGE FACILITIES SHALL HAVE LEVER OR OTHER II I I I I I I i SHAPE PERMITTING OPERATION B7' WRIST OR AIRM PRESSURE- AND NOT REQUIRING TIGHT - ; �P,�gING �CUFEB RAMP -�TYP. II -_— - - METZGER P GRASPING, PINCI-IING OR TWISTING 10 OPERATE. II � -- SPACE SEE 2/CZ.I i 0 THE HIf:,HEST OPERABLE PART OF ENVIRONMENT AND OTHER CONTROL, DISPENSERS, WFigs: 1 I� _ Date 11-6—OQ RECEPTACLES AND OTHER OPERABLE EQUIPMENT SHALL BE WITHIN AT LEAST UNE OF > HYDRANT I I' - S Scale: 1"=20' .. THE REACH RANGES SPECIFIED IN SECTION 31091b), AND NOT LESS THAN 36 INCHES I II II I ;' Drawn by. DJI. -- AD�c'�VE THE FLOOR, EXCEPT THAT ELECTRICAL AND COMMUNICATIONS SYSTEMS RECEPTACLES ON WALLS SHALL BE MOUNTED NO LESS THATd I5" ABOVE THE FLOOR II I Checked by JDA. 1 II I I Job No.: 990: 4 CONTROLS, OPERATII, G t,' CHAN18MS AND HARDWARE, INCLUDES INCLUDING SWITCHES THAT CONTRVL LIGW11NG AND VENTILATION QND ELECTRICAL. CONVENIENCE OUTLETS IN II Tta Drawing No.: �001 -P n ACCESS15LE SPACES, ALONG ACCESS13L ► I - EROUTES, G�R AS PARTS OF .1CCESSI SLE � 9 ELEMENTS SHALL COMPLY WITH SECTION 1109 OF THE O.S.S.C_ �__- ---�-EXISTING PROPERTY LINE TO BE PSI "A ?- - 3. CHANGES IN LEVEL: ADMIDT CHANGES IN HEIGHT GREATER THAN 1/•4" SHALL BE 5E\/ELED TO I VERT .:AL TO 2 HORIZONTAL. CI;ANGEB IN LEVEL THAN I/2" SHALL BE ACCOMPLISHED BY MEANS OFA I _ T w � TRUCK __ --_ -- • I i RAMP MEETING THE REQUIREMENTS OF 1109.1 OF THE O.S.S.C. PARKING N - AREA THRE&-OLDS AT DOORS SHALL NOT EXCEED 1/2". RA15ED THRESHOLDS AND FLOOR LEVEL r - - � �5 CNANGi~8 AT ACCESSIBLE DOORWAYS SHALL BE BEVELED W/ A SLOPE NO GREATER ° _ b THAN 1.2 VERTICAL TO HORIZONTAL. �p1DOL 9efl( d�00dJ tt� 0�]dJO J 4. /4C'FCEASIBLE ROUTE I P'ROV11DE A DETECTABLE WARNINGR SURFACE AT LOCATIONS WHERE A('CE°�SIBLr 1�OUTEB 1 CROSSES OR ADJOINS A VEHICULAR WAY. DETECTABLE WA}RNW_sS ON WALKING L`URr-ACE8 COD_ E PLAN CODE SMEE-r y.p:, �• . : ��, bt~IALL CONSIST OF AN APPROVED TEXTURE, AND V161:AI_L'f CONTRAST WITH ADJUIN:!�; SI, PWAC:ES. TEXTURE MAY IDE OBTAINED 15Y ADDING CLEAN MASONS SAND TO THE PAINTED I P D Es�l __-- a� STRIPES. P'RO A DE SMOOTH, LEVEL TRANSITION PR171"1 PAINTED ACC:E88 WAYS TQ CONCRETE 1 _ I '•20 SHEET WALKS. MAXII"1JM SLOPE OF PAINTED ACCESS WAYS SHALL NOT EXCEED A RUIING SLOPE Uurnam Rd 7800 Q bX OR . �;;!T VERTICAL M 20 UNITS HORIZONTAL. I SIT2000 00052 PI M2n01 00000 0 * 3 25 of )i i:1 X ,�'; ,.fr;�Jktl�ij�!I�MAFi5�4•�F :.,:'wFLM.!.n+.a`7f1'W'.` ...� - ...... �Wli '��+�. i�Y' 1111^^"__^--.._. .._.. _ ..;w,....,.w.►.-. - ... Ate•_, '"' ,' '� .-.' :'. ��, �� Cm IHilllll IIIIIIIII IIII 1111 1111'Ilil�llll II11 1111 1111 ILII IIII IIII III! IIII IIII Ilil fill Ilii IIII 111 1 IIu11J1n111 nlu II I/�uu�1 ull I I I I unlllu nlllnll nll`unl lulinl�lull,nl',;Illlulllli!lull I'i11 I I I nlff 10 1 11t 13 14 ` I S r I e f s�i . :18 2 24 $s �!! I@ 7 tp • ..•.w: o .1 r , • '141,�'# F-'�� ,'w4 rA1t 1�k1'�, ,6 �•# d M1' •, ^i� rv.A�",... ;:i 1,�'�.:h:...F-a a �,.+r '^ s Y# j -i;' r ,�♦ r li,`i 1 __ - 1 1' f . • Y i i !r.n.v F.•::.,I: t .w.: t -t ' J ..t,.. •..A• . . 4 ":...i _. .. i- .1h �t'�f,11• wlr,�{ 1 f, ?ti�..,- ,y- e M - V!p1m a:- .: 71 'r . , :-.' •il.t . :.. :n - '+! ,4'•F � .t.F.i ,.fry,:, S J .-,. ,. .[ .(.. T .1{..5.,.,... ... A-... , ,.: r 4` v. � � f ar I 1 'jn(I Construct -n Services Inc. 9025 W. Center Stre-' ' P O. Box 23784 iid ---` --- — --_ _ - Tigard, Oregon 97223 [REFER TO APPROVED PUBLICoP" DOCUMENTS FOR WORK ! -' Phone: (503j 620--2086 FAX: (503) 6f,' 3636 TO 6E PERFORMED IN THE R.O.W. I 5.11.r.� DURHAM y � ROAD � , --- —' ---- — — -- — — -- — -_' - --- - -- — — — — —_L- ------------------ ` • EXISTING APPROACH TO BE r-PRO1"08ED NEW rnV � CLOSED 4 IItEt'LAGt_D -� ACCESS APPRG aCH- \ � I EXISTING -_T = . EXISTING WATER - \� - - _ - -- - 1`� -EXISTING - METER - -- -- 149'-?�" `�.,:. -' �•�, r<+j 1' l()c��, - —..—_---.--_------- •,; ...----•-----�------------- ------------------ �•�, �,/ �r,I AFF J\� ASIGNALra 100' ARG LENGTH POLES (BOTH ' >AT -& AT BOTTOM SIDES) Q-`---' NG OF FOND EXISTISANITARY -'� _ -�- V. .a' SEWER PUMP --_- J rob,_6" —_ i e % - �'�_0 N. KED D� 30�3'-b l'-6" 18'-b" 24'-m" 18'-6" 6'-ml '-m" 11 � % -�•, V 16WWE EGETATED ALE / DIRECTIONAL b/C2.1 SIGN TO E51CY E _ FOLEPARKING AT AR000 -EXISTING FIRE H`r'DRANT n LI T OF BUILDINGS � -�`•�, � , C CAT ;:� -�- -•---- ----— �•, BASIN (I EXISTING FIRE � + HYDRANT--- 411 YDRANT I � 4" TALL WHEEL STC P- 31 FROM 6E�f�--- - f AREA li li TYPICAL AS NOTE - ROCK WALL • - ap � PU. P STATION � I MH. FOR STORM Ill'-- EXISTING CURB TO ---- DRAINAGE BE MOVED _ REVISIONS: �� 1 1 II EXTEND EXISTING I 0 � � 1 SIDEWALK � � `�� ;"�, 0 I II SIDEWALK SYSTEM I � - ---^---- -_ .----- —' 6 _m A t•, �y . ,... �. \\�� - --- I Q 12-13-00 CITY REVIEW lo '-6" PROPERTY LINE 15'- 24'-m" 18'-b" I'_mll � II L AND SCAP II PARKING CALCULATIONS AREA THE FOLLOWING ASSUMPTIONS WHERE + THIS SITE SHOWN FOR ; ' 86'-0" I. CONTINUITY OF SITE MADE FOR DETE��"11NING THE REGXJIRED LANDSCAPE CIRCULATION / SITE PARKING NUMBER OF PAR:.IND SPACES. p ISLAND II — �— SYSTEMS ONLY. NOT PART OFFICE - (2.1 / I00Cd) ;• 655% 5016) -4 -9 12 I II OF APPLICATION. 32 SPACES WAREHOUSE ■ (m5 / 19mrt))'- C•3m'X/ . 3)0%) A 9 '' I II ■ 2 SPACER 1 LIGHT INDUSTRIAL 11b J 10Om)—l•I!�. . 1,54��) �" `` I II �0 • 3 SPACES �� — �J �• �'' II �., 1 SITE INFORMATION - EXISTING STRUCTURE SITE AREA -41;161 8F. (l�t) PROPOSED ADDITION PROPERTY LINE 21000 OF. PROJECT. A 8 — 86'-0" x 120'-0" BUILDING -•!,0,320 5F. (22X) � 1ms2m OF. ii BUILDING ADDITION f TO BE VACATED Up; LANDSCAPING 14,646 OF (31X) �� 1 i I II I ff��lffll SIDEWALK I I JACKSON PAVIEMENT —22 295 SF. (41X) f II Q PARKING--- 31 SPACES TOTAL p ,A f - I 11 I BUSINESS 34 STANDARD SP tZES _ I TRUCK SPACE I u ! R 2 DISABLED SPACES LANDSCAPE { ' (I >,AN ACC—Eea0LE) STRIP----- .,l, • II 7910, 7800 SW DURHAM RD 4 BICYCLE PARKING _" I II I TIGARD, OR 97223 SPACES , _ °" _ �s-----tom _, g-r\�►�- -_ --r ; CLIENT: 7777 RAMP-TYP. i II i DAVID !;:• II � I I � I � ' METZGER o ,;.• 9 TRUCK MANEUVERING - -- -`- - STAGING AREA I II ✓/�/i� --LANCISCAPE if ^' a �IEW FIRE ISLAND --- — - Date: 11-6-00 HYDRANT ;� I II i Scale: 1"=20' II \\4Drawn by. DJL BICYCLE PARKING I Checked by. JDA 1 SPACER 2911 11 I Job No.: 990904 k---`CUA — II Drawing No.: site—P n C1•IAIN LINK GATE LIGHTOPEN W' AND v+ SECURE IN OPEN 24 -`" �"Ol_CE '_0" 1 SPCS. ! 9'-0" • b3'�0" x011 9'-9 3/4" PROPERTY LINE LOCATION i -- - ; --VAN POOL PARKING PRIOR TO ADJUSTING AND CLOSED - J CA CH I II ' B IN `' CONCRETE WALLTRUCK - �n AND A" SLAB AT PARKING --- - • DUMSTER SNCL AREA ADJUSTED PROPERTY -- -- I - ,_ �7•� N ------- d' LIE LANDSCAPE ----- - -- i AREA 1 SIl� PLAN SITE PLAN __ ,, •20' SHEET --------- —_ ; u�,rnA,�,Pd 7e00 1 SIT2000 00052,PLM2001-00004 270 13 0111 11+111111 IIIIIIIII 11111 1 1111IIIIf ii 111111 111 111 1111 II I + II i i 11111 111111111 I ++1!111 I II III 1111111- i flll! 111111111 111111111 1111 111 I II Il+l till IIII IIII IIII 1111 1111 IIII u+ nu nl 111 IIIIn 1 I I : . .., ,o .,�, 1a ill 11� Il8 114 118 117 Ile 1 11,a 1 slo I X11 l•zls 1 Q13 I �41 ale ay I Inlmill�fl© 1 >� 1 1 r .f•,1! �,I� 78 ' ^f(j -W;� . T -_• 1. 1-. C . - - ;.".,. 101 1 ,5 , �' A :w �••' r a's,sfi i i ,. 11 .-.. ,,... :..... ,. .. .\ � : s.. . .. ..4.. :,.: : • n e.;�fp' r, I pt / I \ Iand Construction Services Inc. 9025 S.W. Center Strut ' P.O. Box 23784 Tigord, Oregon 97223 Phone: (503) 620-2086 FAX: (503) 684-3636 S.W. M ROAD -- -- REFER TO APPROVED PUDLIC �- WO�W,b DOCUMENTS FOR WORK TO BE PERFORMED IN THE R.O W. NEW EX 1 NG -�, %7 NEW cc*zn:wcTm ,507 1 A—EXISTING CURM TO BE REMOVED j `�._ -N K�. VEGETATE �� -- x—x z. 6311141E - bEE �� J DETAIL 6/C2.1 C1.P. Q CURES CATCH--hj •� II — a" ��. BA84N II • 7 c2.1 c2.1 II 'TIME LANE" REVISIONS: -- –-—-- �� I 12-I3-rd(d :ITY REVIEW SIGNAGE � SIDEWALK Q2 5-II-01 /ACATED (I �— I PROPERTY LINE ROCK WALL ! II II ; II II ' II REFER TO NOTES 4 II i DETAILS BY WESTCOAST FOR ROCK WALL" INC. INFO!!'PIATION " II PROJECT ry_ hli" II EXISTING STRI.IGTURE ---- _----Mm--- ( }J' ADDITION II 21�mm 8F. i BU�LD�NG AMMON 1Sb'-®" x lira'-m" II - — I0,320 SF. II FOR: C2.1 Culm II JACKSON SIDEWALK--: BUSINESS II CENTER II 4 II I 7910, 7800 SVS DURHAM RD c2.1 II TIGARD, OR 117223 II I II I CLIENT DAVID .; 2 II _ - 77, MIETZGER - G2J LANDSCAPE II 3 4 GLE eAR I� _ I Date: ' 1–F--00 y ISLAND II c2.t Scale: "=20' 'PIPE LANE" G2.1 II , SIGMA E b II I Drawn by: )JL `� c21 II j Checked by: IDA II Job No.: X90904 Drawing No.: ,ITE—,ITE —PLN—P v �� C2.1 ii W ADJUSTED fl�OPERTY I a _ -- � ..�_.__._•........_ ,------------------ LINE -- ---_.------------------- •---- -� �f� NOJErrH 1 I SITS DETAIL PLAN New EXIMN� SITE DETAIL PLAN -- - - - „ SHEET CopffnqucTm R Durham Rd.7900 '. 9112000.00052 PLM2001-00004 18 0l 33 C1 • 2 y wi r j � —�� -. r•V cm I .1111 I Ilill.11l Illlllill IIIII1111 IIIII.III IIIIIIIfI IIIIIIIII IIIiIlIII IIIIIIIII Ililll l I011111I!III 1111111 IIII INNII I III) IIII IIII IIII IIII II11 IIII IIII IIII IIII Ilil IIII 111 I I I � � I I ( I f' � I I I I I I I I f ' II I II111111 Illllllllllt II 111111 II I1 I w loom, cap �! IO 14 ID Id 1O 20 21 22 Z3 4 E !T 2b 2% 30 1111 r. j 11 ` �►`� �, der: i' `�� N`� H'•�a +� ��• ' •� � A a _ r- NEW . - - -. . .... •.. tw 9> 3; Q I I I 1 ` and Constructior Services Inc. i . 3 9025 S.W. Center Street ' P.O. Box 23784 ` 0 \ Tigard, Oregon 97223 Phone: - --- - - - - - - -- -g-� � ----_._ - --- - -- --------- (503) 620-2086 FAX: (503) 684-3636 S.W. DURHAM ROAD _ - - -------------------------------------------- ----------------- -- -- — -------:--------_____ --_____ ` EXTG. CATCH BASIN / Q `' _ •� RIM 159' - ��'� \ EXTG. CATCH BASIN �E�N fFE\/� L RIMY 15b25'- \ ` -3�'-t-=--fi--=_—=--Z=-f� z�-=T= om-.. r 16,`W 9. N ' �I - It- - EXTG. CATCH BASIN ---�_ RIM ■ 15322' SEE DETAIL fp/C2.1 FOR SWALE DETAILS I Q' AND GRADE INFORMATION cww REMOVE EXISTING A.C--•-~--- _ PQ s FROf'1 THIS AREA AND RIM 154,41' C - (i" _ PAVE TO DESIGNATE.P_._.__ I \ Pr _ ELEVATIONS 1 l ' ---196- --- -------- -- - i - ROCK PLANTERS AND ' - - ,J T II _ - -- - - GRADES ADJACENT TO CATU REVISIONS: _ NOT CGON?A N 9 GONF I ' - - 158- - - - -- - Q ' I✓ ` IZ-13-ra0 : TY REVIEW WATER IN EVENT OF A _ FLOODING SITUATION. �-�� o► ! Q S-Il-ral VACGTED PROPERTY LINE I RIM 15432 - • I I I ,`,� 'PQ• I II �Q' I ROCK PLANTERS D GRADES ADJACEN TO I EXISTINr CURB AND A.G. CATCH BASINS 5444LL I �--� � I i PAVEMI_NT (HATr+4ED) TONOT CONTAIN / INE I I _ I BE REMOVFn WATER IN EVENTOft A Id O T E S �'RC JE --„- ----- F' OODING SITUATIdN. ; BUILDING ADDITION / 1 ��® RIM 15432' ( 1 / EXISTII�s BTRiJGTURE FOR ��ioR1: Q Q FINISI•; FLOOR ELEV. 155,8 ' / j FINISH FLOOR ELEV. 15582' i DAVID MET2�cR JACKSON I 'll IN THE NE 1/4 OF THE NW 1/4, 5ECTI0N 13, T.25., RIU,111N. WASHINGTON COUNT', OREGON BLONESS U.SG.S. C:TY OF TIGAl ELEVATION DA'i''JM: CENTER i BRASS DISK IN CURB AT THE SOUTHWEST CORNER OF THE INTERSECTION OF S.W. 76TH AND BOND ST, INDEX NO, 113 7910, 7800 SW DURHAM RD ELEVATION 14839 TIGARD, OR 7223 + ! - - ---- ' ALL TOP OF CURBS ARE TO BE 6" NIGHER THAN ADJACENT A.C. PAVEMENT CLIENT: ROCK M-ANTE" TO DAVID Q GRADES ACJAGET TO Q CATCH BASINS SH L _ �CXX__ - NOT CONTAIN / INE I I - EXISTING CONTOURS MERGER WATER IN EVENT A — ��, FLOODING SITUATI - AIj �++ �' Date: -6-00 AT TOP OF A.C, PAVEMENT RIM 15432 - Scale: _ I ITU. , I �� >� Q II % — - � Drawn by �AJL I PROPOSED GRADES Checked by, ,IDA 1 I — ,�o AT 'OP vF CURB Job No.: 990904 'TO15 E A LINE Drawing No.: GRADE-P 4 TO BE VACATED � '(f II � 0 �a'P I + EXISTING GRADES eve,� I �Q, AT TOP OF A.C. PAVEMENT \ / N GRADE BREAK LOCATIONS lo FLOW FLM) DIRECTION $ ' RIM 154.32 \ F� LOW - L - "_-- ---- 1 I (31RAE)ING PLAN 9 SHEET ___ _— _ _-- GRAC)ING PLAN Disrh "i Rd 7500 C RIT200C 00057 1. 2001-00004 6, A Y., 1"■2C' • 29 n 3� x _ al'7A.`rD,,l_ RA�� TiCc� �4:IItrJy4Mv .,�' �; _... ....n+Rtq„•w+.,.......n+•......_.-. llO�rtY�Tl� Cm�llllf 111 �Iill+ IIIIIu . Ilfll I II i 11 I�I I� a ul'1111 ( ul � I tll I u I+IIIiII�IIf luillu +�I �1I I Inl u I I I 1{ 1 1 I u I ul ! II+ullllnl{ 1 I { 111111{Ilu�Illl I II1Iulullllnlllnlllul+Iln�lln+llu n + 1 I 1� Iu) � II II to I 1 it . IJ I4 le 1s 10 �b 21 22 ale.I al �1 11 J vI ti �ri�.R i tit r A, 1 Y, 4 1 .rN 1 1 ,ry} {r • Ji tl•t. 1 n1t r '•N I I , R I fil— _ WATER SERVICE NOTES and Construction Services Inc. • A 2"• POTABLE WATER 041E WAS 6TL9N5ED TO THE PROJECT9025 S.W. Center Street P.O. Box 23784 --- i I _,-_ --- -- - &ITE FROM THE ADJACFMT DEVELOPMENT, THIS LINE WILL BE `----____ ' UTILIZED FOR THE WATER SUPPLY TO THE PROPOSED STRUCTURE. 'i' EXIATMG 000 MABLIC - Tigard, Oregon 97223 ora S.W. I GTOW DRAIN LINE — — • THE 8'• HYDRANT LINE WILL BE EXTENDED TO THE NEW ROAD Phone: (503) 620-2086 1----------- HYDRANT NEAR THE. IWEST P}i�OPERTY LINE ---------------- ----- ----------- -----------------�--- ------------ --- � FAX: (503) 684-3636 • ALL MATERIALS AND DEVICES SHALL BE INSTALLED PER AWWA !W 1!R TO AII'}'1l0'MD PLr'V'L.IC ; RIM . 15+3.1' . Mme_ — &TANDARI�& AND APPROVED BY THE CITY OF TIGARD. SUBMIT �XTG. CATCH !lA61N I IE. EAST• . �. 71 - 7-77 W 11101�`� pOGI"�NTS FOR tIJO1rC �'-�' RIM 1518' REQUIRED DOC1�'1ENT8 AND MATERIAL DATA FOR APPROVAL A9 TO !!E P!R'ORI"ED M TWE IWAL ��1`' 159' i IE. NORTH . 0039' IE. IBQ.'16' _ - REQUIRED. - IE. E55.14' EXISTING ELECTRICAL 1 "_-- 8•m/Dm323 ��SWITCH VAULT W/ 4"0 FXTG, CATCH 5A81N_ • FIRE F4YDRANT A86EMBLIEB BNALL BE COMPLETE W/ ALL --�-------__--_- _ CONDUIT STUBBED TO RIM . 13625' GATE VALVES, RETAINER GLANDS, OPERATING NUTS, ETC. �� s"�'`� jam" - - 1 SITE. IE. 15282' AS REQUIRED FOR A COMPLETE, CITY APPRC IED A88EMBLY EACH FIRE HYDRANT &HALL BE INSTALLED UF .;)N A PRE-FORMED CONCRETE BLOCK WITH 1-1/2" CUBIC YARDS OF CRUSHED EXISTING 3/4" . ____ 1 ED PkQ S 1 1/2"-3/4" DRAIN ROCK TARPAPER WILL BE LAID ON TOP OF WATER METED I -- ----------- _ `" -' � �•� \c�`�' GINF. THE DRAIN ROCK TO SEPARATE THE Rr*--X FROM THE EARTH SEE NOTE. J -- COVER L_-_-� _ _ �,\ V 16,5J7 1 EXITING 8$. PUMP • IRRIGATION SYSTEM MUST HAVE THE FRGFER OREGON STATE CLECTRIC- �� &TA'i1ON AND LINE APPROVED BA•«�K FLOW PREVENTION DEVICE. T(+i ;.•� STIb �•. CONDUIT TO �\ 9 J vl TO DUILDI*ICs. . • INSTALL POURED C()NCRETE THRUST BLOCK$ OF AT LEAST e / TIELD VURN�I') A \y EXISTING t= ` ` �' DRQ K�L SQUARE FEET OF BEARING SURFACE AT EA(_W TEE, CRO88 ,A EEX1 ING CATCH DCDVBABIN \� N I D� AND BEND LOCATION. ',�&- 5 ® RIM 194.43' EXITING V • IF EXISTING :'/4" WATER SERVICE 18 TO REMAIN, INSTALL DOUBLE �C�fTA�D . /1E. 152.43"_,- ----` e HYDRANT CHECK VALVE. 'F METER 18 TO BE REMOVED, WORK TO BE �VNALE - - _ RAISE TO CITY PERFORMED BY TIGARDPUBLIC WORKS AND RE11''BURSED BY OLINER. SEE (P/C2.1 = \\ ' _ Q'" STANDARDS. \`\ • PLUMBING CONTRACTOR SHALL VERIFY THE ADEQUACY OF THE t ' EXISTING METER TO SERVICE ADDITION. PROVIDE DOCUMENTATION , 1 �. TO MR MIKE MILLER AT THE PUBLIC WC�i�lC.9 DEPT. 5aD3-v39-411 _.._.._-_..-.._.-.._.._ -..-.._.__ _. ._..__L. . _.._ _. - -. - _ _ _ _ _ _ - _. _ _ _.I_. _ _ _ _ _ _ _ i _ _ _ _ -- _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OI X rump STATI(:* �" Q MANHOLE WIT D BLE ;p - -EXTEND 8"• HYDRANT LINE &U'1P Pll"1P. PE TO WATER QU IT r F.4CIL ITY ' —_-- BAKE Aft WFC NCiTEs_ _ SEE' 9TOIWW D IN ® -- • A 4"0 SANITARY SEWER LME WAS STUBBED TO THE SITE! WITH NOTES - -NEW LINE W/ - THE DURHAM ROAD IMPROVEMENTS THIS EX16TING LINE WILL BE PUMP TO BUILDING. - EXTENDED 1.0 THE BUILDING STATION �1► yF � ` �' R y--- 1 • WM - - E--, • THE SANITARY &EVER L11� PROM THE EXI&TMG 5b. LINE TO WITHM 5'-(J' OF THE BUILDING &HALL E'IE CONSTNWTED OUT OF P.V.C, ASTM D-3034 b"• L•26' I 4 L•12fd58' S■ra A"� CO. ; ADR 3'5. - - -- � - REVISIONS: • ALL PI�'R•Ys WITHM 3'-m' OF THE BUILDING 91-TALL BE OF A MATERIAL - -- - � _ '-""�' "'�'�• ' 303WWI04 !SGA ROVE OTF,OORRI INTERIOR OR USE. ALL OTHER PIPING CAN BE DOUBLE &UMP =_ __ ______ 12-13-mm CITY REVIEW RIM 15432' IE. 15232' • I U • PROVIDE CLEAN OUT EVERY "'-0" LF OF PIPE. � 20'-0 ^ 1 L� 5-11-01 VACATED • CONTRACTOR SHALL EXP05ED EXISTING STUBBED LINE TO SITE. n �� ' PROPERTY LINE LOCATION AND FIELD VERIFY EXISTING INVERT OF B.S. PIPE. THIS �iS•, ��5� &HALL BE DONE AT BEGINNING OF PROJECT AND ENGINEER SHALL ' BE NOTIFIED IMMEDIATELY -b- --� 1 zy STORM OWANA(3E NOTES � � REMOVE E 18TING CATCH j :- BASIN ABANDON • ALL IMPERV'IOU8 SURFACES QUALITY FLOW TO A "PUMP STATION" _�_ DRAIN LI TO FACE OF WHICH PUt`F'6 THE WATER TO A VEGITATED SWALE. FR.r7M THE SW�ALE � BUILDING. i RIM 15432' OUTLET THE STORM DRAINAGE WATER WILL GRAVITY FLOW TO - 1514 STORM DRAIN LINE AT DIiRHAM ROAD. /' IE' 15232' 6"0 L•26' ; J \y EXISTING STIRUCTURE • PRCVIDE CLEAN OUT EVERY 100'-0" LF, OF PIPE AND AT EVERY !/ DOUlN>'iPOUT AA�' � FF• 155.82' 1 • ALL PIPR�G WITHIN IV-0' 01F THE BUILDING SHALL 19E OF A MATERIAL WHICH 16 APPROVED FOR INTERIOR USE (Abb.; ALL OT14ER PIPMG CAN BE PROJL -- -- ---- 3034 P.V.C, UNLES8 OTHERWISE NOTED. - ----- -- c i A' M • CONTRACTOR BHAL1_ SUBMIT TO THE CITY OF TIGARD FOR APPROVAL �" I I BUILDING ADDITION DRAWN" AN: °_=''cCIFICATIGNB FOR ALL CATCH BA81N3 W/ OUTLETS 1 ■ FOR LARiKsER THAN &"i IF ALTERNATE CATCH 5AAiN8 ARE USED. SEE 4/C21 • �a�ND�sP�Ec��icBAMTicxNa�c��DESIGN�AND DETAILS r, -- - _ �� I i JACKSON � CENTER • PU!"IP TATION: A 10 j i BUSINESS PUMP STATION SHALL HAVE A DOUBLE PUMP 9T-STEM 114 AN APPROVED MANHOLE OR VAULT. COMPLETE A86EMBLY SHALL BE APPROVED 2 I X910, 7800 SW DURHAM RD DY THE CITY OF TIr-LARD- 6„� _ _ 61Y1P Mt” 6WALL EACH HAVE A BACK FLOW (CHECK VALUE) DFVICE. - _ - - TIGARD, OR ra 7223 6i.'"P PUMP& 6NALL BE A BUDM "15LE, INDUSTRIAL TYPE SUMP. _, %%!/ \\\ \\\\\\\\ - PlI "11--v SHALL WORK INTEI�MITINLY. EACH F'll fi' BHA;'- HAVE A 4,600 -- 4 GAL1.,ON6 PER 11,4" CAPACITY W/ A 10' HEAD. PROVIDE CONT'4OL. PANEL 6"• L•1(o' LINT 2 - L.120,38' S•0�02 6"• I CLIENT: ,eNND WAleNING SYSTEM •O�b' / / CO• -'- --- --- - DAVID RIM 15432' • �A41_ ATM - IE. 15232' METZGER - - "--- ---- — NEW FIRE- R44DPMATION ON EXIOTING UTILITIES AND FACILITIES WAS OBTAINED HYDRANT � Date: 11-6-00 1aROM THE OWNER, SITE VERIFICATION AND "AS-BUILT" DOCUMENTS �--- B "WM WORK PERIFOIRMED ON SIU- DURWAM ROAD. '� �'v I ' CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING / PROPERTY LINE TO Scale: 1 =2O LL LOCATIONS OF ALL UTILITIES AND FAaCILITIE9. BE VACATED Drown by: DJL PIPE SIZING HAS BEEN DETERMINED BY THE UNIFOFU?"1 PLUM0ING GORE, 02 I Checked by, jDA. � TABLE 1I-1 U&nVG 3" � RAIN F'ER HOUR: Job No.: 190904 1 U Drawing No.: �ACILITIES-Pr-1 ►- LAS NO, 1 AREA 1,Y.lID &F. �� •LINE - - , (CD. 1) / R/ IM 15432' --- 1 15232 - • LM W. 2 - t` 8F. 1,930 SF. • 10AW SF. 6�• L E - - ..... , . .. . , . ,... . _ � ;Rid 1) (L INE U � .. - r- LSENo. 3 _._ __._ - - _ -�'-------------- -----------------------------'-------_..------------------------- --------------------_ _._----- --- AREA • ICo50 SP. • 3,050 SF. • 2,600 SF. • 3+030 SF. M,2" SF. IEE"• LIQ, (LINE 2) iC� 2) (AD 2) (CO 3) LMNO. 4 _ N FACILITIES PLAN `SND AR11�A . S,bo+O SF. • s�t4+ID SF. � 7/60x8 SF. 10,4lSO SF � Le"• LINL — —_ - --- (RD 3) (CD 5) (RD 4) ---------------- 9ANITRY DRAIN LINE FACT MES PLAN STC1W1 DRAIN LINE SHEET _.._.._.._.._.._.._.._.._.._ WATER LINE Durham Rd 7500 I IOWA, C 1 . 4 g1,2o� S2 of „Mx�, . �. NO—IIIIIIII 1 !_ ,,. �m�nlllinllnrinl�n11111 ifill i►ji 11111 r11r11111111!I1I 11111111 IgIII 1u�lul Ilil`jlul�Inl ullllnl�IUI+1111 nII�I!n�l I��IInII1I1�1uIlnulllu�lnl InIIIn111I1iI,;ul In ulllml nI;IlI1 nII�Il11 InI l 1 �I I 1 T 1 j ■ Y 1 v 1 1 11! 13 14 I d 17 1 d loll >�o �t ��a 8I3 214 2�8 2 e >Z 7 w It?wM.ls� • '•'•i-!' �. f y:..i•r•:F'kY.l�:yt17^•,tt7Rw.w,'yfif.•'!wV!1.lnl�l�lp•.-' __44 h , 'I I;? } F M T :n ri t., � - �&3tA.,n�,1r .rY+,c . :.xza.'�i�.,� n,.. �r1� N��>_� , y4•. r : -14 . ' -•. G t '' J .t c,-T q Irl e r CYC ` Cot7:N - , .. _.. .,.., ,_. r _,- .. .n ,_. ., a . •.,,.. _, zl_ '. ... 1# + .r; 'r. n +' s ' 1L TTI ana Constructio' Services Inc. 9025 S.W. Center Street ' P.O. Box 23784 S.W. DURHAM ROAD Tigard, Oregon 97223 Phone: (503) 620-2086 FAX: (503) 684-3636 0 I LANDSCAPE NOTES LANDSCAPE PLANTING SCHEDULE COMMON NAME _ �.11 � � r ��------•-----------------------_-- I. ALL LANDSCAPED AREAS &WALL BUJ/ QTY SYMBOL SIZE SPACINGE PROVIDED � AN IRRIGATION BOTANICAL NAME - 6Y5TEM. THE CONTRACTOR SHALL PROVIDE IRRIGATION DWG's TO THE CITY \ CLEAR VISION -�f� OF TIGARD FOR APPROVAL IF REQUIRED. `� AREA--_0",/ �y v aGINe,$,, p 1 6E0001 A Z. ALL PLANTS &WALL CONFORMNG TO ALL APPLICABLE 6TANDARD6 OF &EQUOIAVENDRON GIGANTEUM 1 AAMp 16,`07 Jg) EXISTISEQUOIA THIS EXISTING OAK TR,E:� 19 THE LATEST EDITION OF TWE "AMERICAN STANDARD FOR NURSERY STOCK" (5) TO TO REMAIN TBE RE«OG CA<TED R THE - ) AN&. IZ60.1 WEST PROPERTY LINE-- 3. PLANTING BEDS: PROVIDE 12" MIN., SANDY-LOAM SOIL AT PLANTING BEDS _ SEQUOIA IUATER QUALITY W/ 3" MIN. MEDIUM BARK OR LEAF MULCH p I 6E000IADENDRON GIGANTEUM 21"• AS NOTED VEGETATED WALE N KED 1 4, TREES 1 SHRUBBERY AT ACCESS POINTS TO SITE SHALL BE MAINTAINED IN (20) Q d - -'• - �� 7 I TI ORDER OT PROVIDE A 3+a' 0" CLEAR VISION AREA NO OBSTRiJG ON8 ARE ALLOWED 5TUN. 3 4 e FEET ABOVE GRADE IN TWEE AREA&. GRAND FIR N _ - 1 (A5IE6 NOBILI&) 232". A8 NOTED 5. PROVIDE PROTECTION 'ITNCING" AT ALL EXISTING TREE& WWICW ARE (&) TO REMAIN. LOCATE AT DRIP LINE OF TREES TO BE SAVED. - - EXISTING _ "• M " - - - -~- FIR TO b. ALL LANDSCAPED AREAS SHALL BE CONTINUOUSLY MAINTAINED AND O �( 22 PIN OAK RFMAIN &JDSTANTIALLY SIMILAR TO THESE PLANS. a 1 QUERCUS PALUSTRIS C,4 NOTED 13, r REMAIN it "I REFER TO ARSOR16T TREE PLAN DATED SEPT. 5, 200 FOR MITIGATION -" - —_ oil - IWOR'1ATION. REPORT PREPARED BY DAVID CORY, 16A CERTIFIED SEQUOIA 20" TO 215° EXISTING CHAIN II ARBORIST WC-1403. 10 �� t 9EQUOIAUENDIRON GIGANTEUM A8 NOTED '46 NOTED LINK FENCE"LE ONPLAN(10 THRU IS) _ _.VEG TATION — -- - L _ SEQUOIA ?.Z" TO 143" RELOCATED __ & E 6EQUOIADENDRON GIGANTEUM A6 NOTED OAK REVISIONS: ON ID A6 NOTED a„i / _ WET/M015T AREA SEED MIX - N TIaRU 6 AND 21 THRU 24) PLAN Q = BOTANICAL NAME COMMON NAME MIXTURE B12-13-00 TY REVIEW Y PL6@ - � '1^3 _ SCARLET OAK CARER DEWEYANA DEWEY SEDGE _ _ Zm 2 QUERCli6 GOCCiNEA 4 AS NOTED NEW ROCK WALL C.r `._ Q !+-II-01 VGCAtED PROPERTY LINE CARER UBNUPTA &LOUGH SEDGE 35 1.1.E ELEOCWAR16 CREEPfNG SPIKEBU&W 10 , _ _ PIN OAK 4"e AS NOTED p -_- QUERCUS PALUSTRIS+ II JUNGUB TENU16 SLENDER RUSH IPJ 04 .9 COMPACT BURNING BUSH 5 GAL. CANS A& SHOWN (�) - u 1^w�• BCIRPUB MIGROCARPUS SMALL-FRUITED BULRUSH Z5 EUONYMUS ALATA COMPACTA '' WYDRO6EED APPLICATION RATE: 45 LBS/AC 4 KOUSA DOGWOOD — all . A8 SHOUN y II BROADCAST APPLICATION RATE. 6 LBS/AC O CORNUS KOUSA VINE MAPLE 8 A8 BHOUN / N DRY AREA SEED Mlx AGER CIRCINATUM ' N 1JS CALIFORNIA DROME b ROYAL RED MAPLE Z" • AS BHOUN i p EXISTING STRUCTURE DROMU& CARlNA1 - - --- 20 - AGER PL.ATANOIDES ROYAL RELY � ' PROPOSED ADDITION h 10 ELYMU6 GLAUCU6 BLUE WILDRYE 20 30 — CONVEX JAPANESE HOLLY ) 86 ,320 5P. x 120120'-C"° M ---- ILEX VRENATA CONVEXA 5 GAL. CANE 4 -0 OC. (� I 10 ' FE6TUCA RUBRA NATIVE REG' FESCUE 31 - - 51.1R1J8 ROSE � r ,,. .,• „� - Z GAL. CANS AS SHOUN ; N 1'� PR0 1 LUPINHY US POLYPLLU6 LAFIVI-LEAFED LUPINE ID RO&A I�lIGO$A �'` (^y� NYD' EMERALD AR80RVIT_EA 3110 _ BUILDING ADDITION �06EED APPLICATION RATEr Z9 LES/AC Ib Q THUJA OCG. 6MARAGD ASSNOIl�1 ERO,:�DCAST APPLICATION RATE= 40 L56/AC -- 28 ® GHEFLRYLAUREL _ Ills AS 6WOUIN 00 FOR: MVJNU6 LAUR. OTTO LUYKEN `- N JACKSON MUCO PINE I I/2". AA SHOWN '`O t'�UCszap° - PINUS MUCO O 1 BUSINESSA� 2 p� JAPANESE YEW - 2110 AS SHOWN (fib CENTER `R ' TAXU& CUSPIDATA NANA ea-- DOUBLEFILE VIBURNUM —�- 7190, 7800 S.'& DURHAM RD. •' �, Q VIBURNUM TOMENTO&lZ"S-- 5 GAL. CANS A6 SHOWN / //. , \\\� . ZI ViB.1RNUM TIGARD, OR 97223 5 GAL. CANS �'-0" O.G. h G VIBURNUM D V I O I ----- — Idem YU COW— -�-- 13c�"° CLIENT: MLL �/' nr+coru TOr.' 14 AZALEA _ Z GAL. CANS AS SWOuUJ AZALEA WINO-CRIMeON RCOMPACT HEAVENLY 15AMBOO DAVID METZGER � -• 18 —. _-- 5 GAL. CANS A6 SHOWN NANDINA.DOMESTICA COMPACTA -• 1a r•�v.twt� MT. FIRE PIERIS 4 ® - 5 04L. CANS AS SHOWN -- - p5 BICYCLE PARKING � EUONYMU9 ALATA COMPACTASPACES \��a SWORD FEIQ+• �1 Date: '2-6-00 4• t.osly. ---b • - Z GAL. GANG A6 SHOWN r_ (hS� .. � PAW=�� POLY6TIGUM Ml."•"TUM �" Scale: "=20 f s• SAROCX C- A RUSIFOLIA `� It—EXTRUDED �✓vw� � \�,; -- 4 0 — - - 3 GAL. CANS AS L+aa0U1N �) CURB PROPERTY LINE �f�( �`y: Drawn by. ')JL RUB &ARCOCCOCA �FOLIA ( �. TO BE VACATED �� 2 � RHODODENDRON �LIaHT Checked by. A _r 21 - 24" a AS SHOWN POLE 2 �I Job No.: 90904 i. RHODODENDRON ANAH KRUSKE / \ ' \ I y , �;. (h Drawing No.: AND RHODODENDRON J. L J* 1 " A6 SHOWN a 4 RHODODENDRf7N BLUE DIAMOND 15 - d . --- � . Ex RIJD D P 45 ® � DWARF PURPLE OSIER _ 2 GAL. GANB A'S BHOWJ I 6ALIX PURPUREA NANA - •- VW (6) -- -- NCy� PACKS + EXIVW. TREE THAT WAS BEEN RELOCATED TT Q0 EXISTING TREE TO RE REL,')CATED - - ,,, ♦ EXISTING TREES TO REMAIN • EXISTING TREES TO BE REMOVED s .s � 1-CONTINUE ROCK `1---EXISTING SEQUOIAS h1�1 Kti�, h1 ,n��h1 ti�n® WALL TO MATCW TO REMAIN EXISTING LAN�APE PLAN LANDSCAPE PLAN SHE Durham Rd 7800 :5. SIT2000-00052 PI M2001-00001 r C 1 . 31 0� 33 '1 v w __.. ' �•'1 will lume wrffl! '1110081m -0 "1 Ccomww1.11t 11e1r.111 IIIIIII11S�1111 (I I HIIIII 4I Illlt IIal II IIII 1al 1111pill 7I Iliffill 8I 111111117P I11111I'SO111(!n1l I 1Iln�l it III►�In I nlllil l4I3II III "1IN�w11r;11 I II I IIII IIII`IIII IIII1�1111+I IIII�IIII II!I�II2II 1IIIINI2II 2111111111 I IIIIIIIII 111/1111 q I I n g1 I 2I 9 I; 30 't - -- -- , RIF""Immm"mm „ tY 4k�Z ' • "Y�i+ d • r 7+. a t� hP 6? I 1 Mmi—I If= and Constructic • ger 4ice5 Inc. ! ® 9025 S.W. Center Stree- ' P.O Sox 23784 • ' '`'�k --- - - — - - -- - - -- -A 3 \ ' - - --- -- — Tigard, Oregon 97223 - - Phone; (503) 620-2086 � . . , ; • . . ` � .,, I "._--__`- ____ FAx (503) 684-3636 S.W. ROAD R6 2'�' M.N -� ` � - — -- --- — — -- — — --- — — - — -- -- ---- --�- -- --- 6U56RADE REnWIORCEMENT rty i-i GEOTEx7Il E, A6 REGxJIRED -J . .� � '�i� PROVIDE BIO-BAGb--� ��(j PR Q�E b' AT EXISTING CATCH �W ~` -� _ -� �.5� ,p1i11E 9 GLEAN PIT 1QlA•l O}�2 1" MINUS GRA,/EL q �8 BASIN. 16,J07 (OR LAIECsER A8 NEEDED) qp PROVIDE DIO-ESS ` I AT EXISTING CAT(-" BASIN. NOTE: 6WAPE, SIZE, AND PLACEMENT OF GRAVEL CONVIIRL47 ION ENTRANCE6 AS �'»� �-�«�- ••�--�» » » _ »O - - - ` \ � \�� F I$. SI�MN IN EM061ON CONTROL PLANS ARE AF"WXIMATE AND -AMY WITH -__�.- - SITE GONUITION6 AND CONSTRUCTION 6EGXJENCING. ---- — _ �-�' '`,� � � N_K� P1 01 COINSTRUCTION ENTRANCE 8 1 GRAVELE // / PROVIDE BIO-BAGS -- MINN N.TS. GGNSTRU CN // Z( .:T EXISTING CATCH ENTRANC 111 If-L / �,•\` SIDEWALK. --EII I------- O"' •�. CURB s GUTTER --1510-BAG6 OR STRAW BAILS h II � FENCE _ I! FF- ?FVISIONS STRAW BAIL PLACEMENT _ - �, _ N.T � . �... i L� S-tl-pl /.:1-w � AERT 6. 77771 \\\\\\ CPRT" LINE EVEILLLALIL )r FILTER USE STITCHED LOOPS do F40RIC OVER 1•x 2" POSTS q MATERIAL __T I I I q cp _4`�ts I II I o II 04 .I L- ■ I PROJECT: - � r PROPOSED ADDITION II EX19�I© �RUGTI,RI` BUILDING AMMON a6'-0" x 120'-0" II 10,320 5F. II FOR: II JACKSON WE VIEW ii BUCANESS FILTER FABRIC MATERIAL • II " R•� II ' CENTER r 36" WIDE LL5 r 7910 7800 SV' (DURHAM RD I TIGARD, OR ' 7223 II � j CLIENT: a — — - • - \�\\ \ DAVID FACE - II , k- 1 METZGER it - LrI • it • ' ,// 1�� 'y' ' ,� II � t Date: _ ,1-6-00 II - Scale: '"=20' II � i Drawn by ')JL 6 MAxIMUM 6PACMG II Checked by. 4 L" , II I Job No.: q )904 ' MOW VEW � PROPERTY LINE TO VACATED Drawing No.: Ei OSION-P 0 j -- II II � SEDIMENT FENCE I TES —4- - — 1. BURY !BOTTOM OR FILTER FABRIC 6" �S VERTICALLY BELOW FINISHED GRADE. _ ------ I 2. 2"x 2" FIR PINE OR STEEL FEI+IK:E I'�OSTS. r 3, STITCHED LOOPS TO DE INSTALLED � Dowlw•+ILL SIDE of 6LOP>I�. I EROSION PLAN NEW 00NSTRUCTION EASTM EROSION PLAN - _ - 4. OOMPACT ALL APMAS OF FILTER FBR AIC SHEET TRENCW I *2m Durham Pa 7000 C1 ' SIT2000-00052.PLM2001-00X104* 6 I 32 of 33 ., pa u,,.:•s'ar�+� . :.. `0' MIyA, b�!f11M _ ..,..,,,,, www..•.._....—. .._...-....___ _.,. .._... _.,,__._........,.._ _ . AN W♦ � � it 1 1 11 11'11X1 III�IIII 1lII Ili II1�1111 III�IIII X111,1111 111�111f III'll,ll IilIlil Illl� lt .III�III�I i III Illi (III I II III !I 111111 1111�111111111iiIIII�IIIIII�ImIIIIIIfIIIII! Gm{1111IIU O ' ' � 13 14IIi II I 1 I I i II tOrw�_ien I r I 1E IIE > ! *1! 9 �4 28 s T- n�.a ,",4 d«•",?s I �y,'I�Y•u trr dew. T ry t I r 1 r --------------------� �— _-� U r-----� — --- ----'- -� -� TtUOLED JOINT OR - -� RADIUBED EDC TYP- CON8TR1CTION JOINT REFER TO FI;.L PIPE W✓ CONIC. �_ D� DETAIL 4 Z„ 3/4" M!NUB and Construction Services Inc. 5LOfED ROCK (SMOOTH TOP) ,- A.C. PAVEMENT SLS i �� C � --- - - / 9025 ').W. Center Street ' P.O. Boz 23784 • � r � � 1 � Tigard, Oregon 97223 1z -- - ---- ' Phone: (503) 620-2086 E== C—= - C— E— � —� FAX: (503) 684-3636 ------------------ �Ma C�-= (� -? C--� I_ ---- — ----- ___._ 6" OF COMPACTED (95x) rumvm 1� • F CRUSHED 3/4"-0 PAINTED GREEN N @�:. -WELDED 10 GA. - - - - - --� MILD 5)EEL., CwOATED ALL - - COMPACTED SUBGRADE 3 3 I 9URFACE5 WITH ASPHALTIC PAINT REFER TO SOILS � --1 I- --- � ,`t�� Ro��+SJ, • TESTING REPORT FOR ��` COMPACTED �S pjN f /� 9 Q�I�°ORL FOR NO HUB SUBGRADE AND BASE NOTE 5 BUBGRADE YU/ F9\'Z CONCRETE I CONNECTOR SIZE AS REG'D REQUIREMENTS. FOR INDICATED PIPE IEEE PLAN) U� 1 CONCRETE SHALL BE 2,5rasa PSI AFTER 28 LAYS, fL_ T OUTLETS Ny T F S '� "D'� ALL : WELDED STEEL SIDEWALK PANELS TO 5E 5 LONG. PROVIDE TOOLED TO SIZE AND INVERTEXPANSION JOINTS: JOINT EVERY 5 -0O.C. AND AN EXPANSION JOINEVERY 0 � DROP-IN BAR GRATE (ASTM A36) ' " T LOCATIONS AS NOTE ' :•,: `.�' :' , -- END BARS: 4, " X Z" AT EAC: POINT OF NG ''TAENCOF THE CURB. 15'-tall W/ A PRE-MOULDED MATERIAL, AI,FHALT ' y• I I ON THE DRAWIN016. -- GRo38 BARS '-�" X Z" • 2" O.C. AT EACH COLD COD JOINT, AT 30' MAX. SPACING. IMPREGNATED, W/ A THICKNEB>3 OF I/Z". \�94 N r' e I -- BIKE STRAPS: X i" MATERIAL SHALL BE PRE-MOULDED, ASPHALT 1/2'• CURB EXPANSION JOINTS TO BE PLACED AT SAME 0 v I -- Ib,000 L-B UNIFORM LOAD !Mf'REGNATED, W/ A THICKNESS OF [3 ' L J I n LOCATION AS SIDE WALK U2 CAPACITY. CONTRACTION JOINTS: T. - AS MANUFACTURED BY: SPACING NOT TO BE MORE THAN 15' LIGHT BROOM FINISH W! TOOLED EDGES - TYP. _ GRATE MASTER INC. THE DEPTH OF THE JOINT SHALL BE AT LEAST I HILLSBORO, OREGON 11/211. (503) 641-2050 • SECM0 OR APPROVED EQUAI- DETAIL ccno�u►L� TYPICAL CATCH BASIN DETAIL - 4 CURB DETAIL SIDEWALK DETAIL 9 BOLLARD 7 Irl" • I'- Orr 1rr 1'- Orr I" 1'- O,. 4'-6" I' - LANDSCAPE AREA MAXIMUM SLOPS OF 1:50 � II AT AISLE AND PARKING SPACE b PEDESTRIAN ACCESS, ACE OF BUILDING 4'-0" WIDE, PAINTED WHITE. SEE ACCESSIBILITY NOTES b" CURB-MAINTAIN 3'-8" RADIUSED EDGE-TYP ON 13/C2- TYR CURB HEIGHT I" DIA. DRAINAGE BLOCKOUT • 10' O.G. REVISIONS: -_- ACCESSIBILITY NOTES �- --J A.C. PAVEMENT _ — _� 12-13-00 CITY REVIEW 1. ALL AFFECTED PORTIONS OF THE BUILDING AND SITE SHALL BE - GON$TRUCTED IN ACCORDANCE W/ CHAPTER 31 OF THE ObA3,G. 6 PLANTING DED D 19ABLE PArQKINC,i SIGN 2. ACCE68IBLE ROUTE: PROVIDE A DETECTABLE WARNING SURFACE AS NOTED ON DRAWINGS, 4" PAINTED �� _'TEXTURE RAr'TT' AT LOCATIONS WHERE ACCESSIBLE W UTE8 CROSSES OR ADJOINS A BTRIF'E6 12 VEHICULAR WAY. DETECTABLE UJAFNINC-15 ON WALKING SURFACES SHALL lb � CONSIST OF AN APPROVED TEXTURE, AND VISUALLY CONTRAST WITH 0 \ ADJOINING SURFACES.. TEXTURE MAY BE OBTAINED BY ADDING CLEAN -- A • MASONS SAND TO THE PAINTED STRIPES. PROVIDRFCOMPACTED SUBGRADE 1 VERT, TO 12 NORIL) SMOOTH AND SLOPE RAMP a� MAX. \ ' \� LEVEL T NSITION FROM -11 f-TTT- ( � 3. TRA1461TI0746• -- - A.C. TO CONCRETE, REFER `40 SOILS - - PROVIDE SMOOTH AND LEVEL TRANSITION FROM PAINTED ACCESS WAYS r TEST!Wi REPORT FOR TO CONCRETE WALKS AND RAMPS. MAXIMUM SLOPE SHALL BE 1 TO 12 �"� _ SUBGR:ADE AND BASE AT CURB RAMPS. -' REQUIREMENTS. 4. CHANGES IN LEVEL: 0 - J DISABLED PARKING SIGN ABRUPT Cid .N' GES IN HEIGHT GREATER THAN 1/4" SHALL BE BEVELEDNOTE 9 — TO I VERTICAL TO 2 HORIZONTAL. CHANGES IN LEVEL THAN 1/2" SHALL BE ACCOMPLISHED BY MEANS OF A RAMP MEETING THE REQUIREMENTS OF EXPANSION JOINTS: SECTION 1109.1 OF THE O S.S.C. I`--`-- �- -� CONCRETE SIDEWALK AND AT EACH POINT OF TANGENCY OF THE CURB. CURB. AT EACH COLD JOINT, AT 30' MAX. SPACING. 5 THRESHOLDS: MATERIAL SHALL BE PRE-MOULDED, ASPHALT LEVEL TRANSITION BTWN. RAMP TEXTURE LIGHT BROOM FINISH W/ -- THRESHOLDS AT DOORS EIHALL NOT EXCEED Irl". RAISED THRESHOLDS IMF REGNATED, W/ A THICKNESS OF 1/2". A.C. AND GONG, TOOLED EOM6 - TYP. PROJECT: AND FLOOR LEVEL CHANGES AT ACCESSIBLE DOORWAYS SHALL BE "41GN BACKGROUND: BLUE _ ------- BEVELED W/ A SLOPE NO GREATER THAN 1:2 VERTICAL. TO HORIZONTAL. Zl'L SIGN LEGEND: WHITE CONTRACTION JOINTS: BUILDING AMMON -- SPACING NOT TO BE MORFE THAN 15' THE DEPTH OF THE JOINT SHALL BE AT LEAST FOR: I I/2". JACKSON SIGN DETAIL DISABLED PARKING CURB AT PLANTER 2 CURB RAMP DETAIL _ CENTER rjo`-� ACMSSIBILrTY NOTES 5 rr rr NTS Irr I'- 0" 1 r1" I.- O.. BUSINESS 1/2 1 - 0 7910, 7800 SW DURHAM RD ,,,-CONCRETE SPLASH BI-Oct,$ TIGARD, OR 97223 4'-mrr r,10 WOOD DISTRIBUTION "DAM" CLIENT: FILL PIPE W/ CONC. DAV ID (SMOOTH TOP) METZGER C, - ---------- - 1'-0" I'-0" 2'-0"_MIN. 1'-011 1r-Orr 3r-611 Date: 11-6-00 o -- TOP OF BANK AT THIS — SIDE OF WALE SHALL 2'-0" MIN. Scale: AS SHOWN BE A MIN. OF 6" HIGHER r\j / THAN FR>rEBOARD e I'• GAL V. PIPE Drawn by. DJL u / BANK AT ROAD BIDE.\ - _! OF DOCK WALL WHEN `,y 5rr E�A� e JobChecked by No.: 990904 PROVDE •LAULK a ��„ OR GROUT REQUIRED --•� ��1 4 1 T:O. A.G. 196' TO 19'16' � Drawing No.: SI1•E-DTL1-P 9- �� nM - - ---------------------?I-- 4' I GALV. PIPE _ PIPES AND RaCKti, v PROVIDE JUTE MAT OVER i'- PAINTED GREEN -- 3" WATER D IGN DEPTH BWALE BANKS AND UNDER _ �+ A NGTN IDO' MIN 3" 3" � LE RIVER ROCK. PROVIDE MIN. -3" OF Z" TO 3/4" RIVER r ►_ 11/20 LINES FIROM �- --SLOPE■09WS - MAX. OF 6" OF CLESN RUN ROCK CONCRETE / S-W STATION-, TOPSOIL UNDER �! \ JUTE MAT. uj B.O. SWALE-19D,S6, B.O. WALE-155-46' I.E. ■ 156 b' .'-. AT INLET AT OUTLET EXTG. 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