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Specifications it CITY OF TIGARD Approved (, Conditionally Approved • ( ): RECEIVED For only thew rk as described in: PERMIT NO. P -)Cr, See Letter to: Follow ( ): FEB 14 2005 Job Address: V l0VT LA. Res l ):: Sy: -mil Date: 21 °S— CITY OF TIGARD BUILDING DIVISION Project McElwain Residence Owner � E0EU P R0tes s Jim McElwain 4Z5 -F� % am Jim McElwain c 17830 ' r Project Number Date .. ! �.-.; 04 -160 1 -24 -05 i thiAn A : From Page To Page A q C S C ,. 4' \ sw: x _ o • 1 40 6u!Ilu pure uonenepx3 ( ' - eds o Project Desatptbo )01410- Site Investigation suos eo PUe &Ja!d PoilP 7 '� ❑ Foundation Underpinning slePalEN en!1elsed -01!d Ps!Iddv #(ells ❑ 610101.100 tilrISC'r : ;) i :S::r :•;ilru Michael E. Ella, P.E. '�' " nM S ❑ Consulting Engineer r :.;4oR jt.r. ,c . 7033 SW Macadam Ave., Ste. 105 Portland, Oregon 97219 _ Tel 503 - 246 -0621 suCpusl p azs j`t:;uSJ1`, •{ O1 :` ` t' " .;p6 Fax 503- 246 -0686 is FSJ� GiaKIi:CO . !ts:r "ilrti ±j.:7[ 18;60.v ❑ C;t31GUO Li! Paipist:l s1!og ❑ lerNS e, :;a ,j -: putt a ;eJQL oo ❑ OFFICE 'COPY ±.1 „ i' ,; �•� J,. 6i,� -11103dS MICHAEL E. ELIA, P.E. pN --I(eO CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 7 t ot in lrS PPh.Ec t (JV5t P--t. P 1 � oc-4 -`1OW M4 -1 3 E VM N SuPAtfy 1309-04.4- AP!) COUE- we-A BoR -WC A-140 CONE LUGS fie -- peg_ 1 CALLS 15 I(a A-1 LvcA rto N S 13- Auc140 t SP-er I8 C(� (PLC PEE tE 5(4 T3 Mi h 5 6 N 5 IR — 2Z cads A i A S EMI CU NS 23 - 2`S CaLikLA1 - wNS ue- y • • • ••• • • • • • •• ••• ••• • • • • • • .. •• • • ••• ••• • • • • • ••• • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • ••• • • •• • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • MICHAEL E. ELIA, P.E. oil — (A D O CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 PROJECT DESCRIPTION The residence located at 7065 SW Ventura Dr., Tigard, Oregon 97223 had reportedly experienced settlement. We visited the property on various occasions to measure the reported settlement and to perform a subsurface investigation. Please see page _ for a map showing the location of the residence. By performing an elevation survey of the main floor of the residence, we noted that the east end of the garage wall of the residence had settled approximately 8.5 inches. This location was near the north east corner of the residence. The northeast corner had settled about 6.5 inches. We assumed that the southwest corner was relatively stable and assigned it an elevation datum of zero inches. Generally, the residence sloped down from the southwest corner to the northeast corner. Please see page _ for a presentation of our elevation survey. We used a hand auger and a manually operated dynamic cone penetrometer to accomplish our subsurface investigation. Because of the presence of gravel and other debris below the ground surface, we were limited in our ability to accomplish a boring at every location where we drove the cone penetrometer. We were able to drive the cone through soils which we could not auger. Our subsurface investigation discovered as much as 16 feet of fill (about 13 feet of fill beneath the foundation footing) near the northeast corner of the residence. It appeared that the depth of fill at the front of the residence near the garage may be in the neighborhood of 16 feet (about 8 feet of fill below the foundation footing). Please see page _ for a sketch showing the locations of our borings and dynamic cone penetrometer tests. We propose underpinning the residence with helical pier anchors. Please see page _ for the proposed locations, anchor configurations, minimum depths and minimum installation torque for anchor installation. The anchors shall be Chance SS -150 or approved equal. The upper 10 feet of 10.2 -kip anchors should be fitted with a 10 -foot long 5 -inch diameter grouted sleeve. The upper 15 feet of 20 -kip anchors should be fitted with a 15 -foot long 5 -inch diameter grouted sleeve. At the Owner's request, the Contractor may attempt to lift the structure. In order for lifting to be attempted, all soil resting against the foundation walls should be removed. When foundation walls are lifted off the soil, or when foundation bearing is transferred from the soil to a pile or pier, sliding resistance of the foundation wall is diminished. Where concrete slabs are constructed against the bottom of a foundation stemwall, sliding may be retained. Where iIjdirg,is dijninLshefiAndShere does not appear to be adequate resistance to sliding forces; tibs•lave b>rep.Qesigned; ........ • • The Owrier slioul'd be alerted tfiaf when a structure is lifted, interior finishes can crack, doors can become stuck in their jams, counter tops can slope, glass in windows can break. • • • ... ... . • • If flwe:informatian iS requirtd Qr ff there are questions, please call the engineer. ... • •. .... ••• • ••• • • • .• • • • • • • • • • • • • • . • • • • . • • • . • . • . .• • •..• • • . • • . • • . • .. • . • . • ... .... .... •• • • • • •• • •• • a t Oregon, United States, North America �1�1�= -L-ii- ,.� _ �' i' 1 1 i ��sot �; I 17 r�gger�t — 3 1(-., i ._ r -- , �., �i 1 `� C 1 Q � . i i i ' I • , • • - S VV - a ors Ferry- Rd--g7_- =_' j. - ' l I �L %Taylors -Fer Fed —u) - - -- -- — _ U*il�ayTrs - , • �� -C •• W• 1 _ L I (>J • :-.-11 6 r‘ • ...- • • X117 Cedarcr ®sf-� l U • " ` / 6 • • • • • r _ =-SW -C estnut St-) -- ..-_ . , ' � ---__•_-_—__-)— . - 7A in-- �t — �N r ,.C. -r-- :� . - - u? — � --'/` / ��� .� •••• - __, i -- McElwain Residence ` _ ! � • 4,--- 1Gletzger ' I. 7065 6W Ventura Dr D 1 '� _ ..>:� , . • • i-. 1 0 VV Ea I 1 1 —,�: • • �.- • 1 + c7j Portland, OR 972 23 �` --�„ V Park I c_.1 / / ' 1 V - — — —7/ , ,,,,,,, ..-) , • 9 \ 'il _ ] 1 ►... / / IN e tzger P 1 4 y i - = /T- 17► ^ / J (� �,�? — , ; ,, =� - � -SW 3 `T ( '( ( \ \ h ' I .. 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( ! _.�r t °,�" 0 mi 02 0.4 0.6 08 g Copynght ®1988 -2000 Microsoft Corp. and/or its suppliers All nghts reserved http /Nrww microsoft com/Streets ® Copyright 1999 by Geographic Data Technology, Inc All nghts reserved ®1999 Navigation Technologies All nghts reserved This data includes information taken with permission from Canadian authorities ® Her Majesty the Queen in Right of Canada Page 1 0 Copyright 1999 by Compusearch Micromarketmg Data and Systems Ltd i 1` —I 11 o p C7 P p --c..- —I •••. r =' • • • .• W Z ** C 0- S .. •• Z • • ••• 3 LA? �O �O2 D - m r • • ••• X D m r-. - • ••. . • m a .• •• o m • • • w _ r•ti • • • S. . ?. rn m • •• • 1 rn 0 • • • • ■ • co • • • .. , `3 5$ 5 ' SZ co .... ; . � ... 3 s s 3 T S es • , . • • •••• , 2 / %! S 3 yV G 1 - A ' P 4 1 C r - & V A-1-1 NS can 2 " I 3g A-N*t 3 Fog- 0 PAK4, 4 A(-- K. 2' I FAU, Ppm bAU(, I 2 6 7v f ev�(1 -- o-F it I 18 I ' C ?•A6,-f-, 6,4. 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In C O H4 - O z -F- x-14 -vS DC-(9 F3- Bo at K� � c -t�ta� P N tP-A M 0%4 r €Si L D C 6k1 - 1,ONS 1-14 -v5' - It b -1.c Report Date: BORING LOG Boring No.: 12/13/2004 B -1 Company Name: Surface Elevation: Site Name: Total Depth: 04 -160 McElwain Residence 7 FT Location: Start: Basmement mechanical room 10 -18 -04 Logged By: Finish: 10 -18 -04 Contractor: Equipment Type: Hand Auger 2.75 -inch diameter Conditions: Sample Hammer Torque: Comments: Sampling Methods: Graphical Top Depth Thick. Bt.Elev. Strata Material Sample Sampling Penetration Log (FT) (FT) (FT) Code Description No. Method Type Rate Remarks 0.0 3.0 -3.0 FILL Pea gravel in a 'o'' ..:.•:'!..b:;: clayey -silty fill .•Oo,;.. matrix, damp, very soft. •�e:O::O:� e e • 3.0 2.5 -5.5 FILL Brown clayey :: •_ silt fill with decayed wood = debris, damp, #: # very soft. #= #: 5.5 1.5 -7.0 WOOD Wood debris, solid and not decayed, moist. Terminated in A wood (stump? 7.0 FT T.D. log ?) at 7.0 feet. No groundwater encountered. • • • ••• • • • • •• ••• ••• • • • •• •• • • ••• ••• • • • • ••• ••• .•• . . . • • • • • •. • • • • ••• • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • ••• Page 1 of 1 • • •• •• • • ••• • • • • •• •• •• • O t Report Date: BORING LOG Boring No.: 12/13/2004 B -2 Company Name: Surface Elevation: Site Name: Total Depth: 04 -160 McElwain Residence 5.75 FT Location: Start: Basmement mechanical room 10 -18 -04 Logged By: Finish: 10 -18 -04 Contractor: Equipment Type: Hand Auger 2.75 -inch diameter Conditions: Sample Hammer Torque: Comments: Sampling Methods: Graphical Top Depth Thick. Bt.Elev. Strata Material Sample Sampling Penetration Log (FT) (FT) (FT) Code Description No. Method Type Rate Remarks #; ' ;: 0.00 5.50 -5.50 ML Brown clayey silt fill, moist, very soft. • #:= 5.50 0.25 -5.75 ML Tan clayey silt, 5 75 FT T.D. moist, soft to medium stiff (native ?). Boring terminated in apparently native soil at 5.75 feet. No groundwater encountered. • . •.. • • • •. •• • • •.. •e• • • ••• • .•. • • • • • • • • • • • • • • • • • • • • • • .. . • . •• • • • • • • • e • ••. • • • • ••• • • • • • • • • • • • • • ; •op, • • e. e Page I of I • • • • •• •• • • •.: • : : • 00 90 •• • Report Date: $ O R I N G LOG Boring No.: 1/24/2005 B -6 Company Name: Surface Elevation: Site Name: Total Depth: 04 -160 McElwain Residence 5.5 FT Location: Start: • SW Corner, outside of residence 01 -19 -05 Logged By: Finish: 01 -19 -05 Contractor: Equipment Type: Hand Auger 2.75 -inch diameter Conditions: Sample Hammer Torque: Comments: Sampling Methods: Graphical Top Depth Thick. Bt.Elev. Strata Material Sample Sampling Penetration Log (FT) (FT) (FT) Code Description No. Method Type Rate Remarks 0.0 3.5 -3.5 ML Brown clayey silt fill, moist, very soft. 3.5 2.0 -5.5 ML Gray and reddish -brown #�:::.•`.':';':' mottled clayey silt with fine sand, moist, • `' `' '` medium stiff. •• Boring 5.5 FT T.D. terminated at 5.5 feet. No groundwater encountered. • • ..• • • • •• ••• ••. . • • • •• •• • • ... ••• • • • • • • • • • • • • • •• . • • • • • • • • • ..• • • :•: • • • . . • • ..• Page 1 of 1 • • s • • • •• •• • • ••. • • • • 00 00 80 • 9 WILDCAT DYNAMIC CONE LOG Page I of 1 company name company address PROJECT NUMBER: 04 -1602 company city, state, zip DATE STARTED: 10 -18 -2004 DATE COMPLETED: 10 -18 -2004 HOLE #: DC -2 CREW: SURFACE ELEVATION: PROJECT: McELWAIN RESIDENCE WATER ON COMPLETION: - ADDRESS: 7065 SW Ventura Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard OR 97223 CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY - 2 8.9 •• 2 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - 1 ft 3 13.3 ••• 3 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - 2 ft 1 4.4 • 1 VERY LOOSE VERY SOFT - 7 . 31.1 8 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 3 ft 5 22.2 6 LOOSE MEDIUM STIFF - 1 m 4 17.8 5 LOOSE MEDIUM STIFF - 3 11.6 ••• 3 VERY LOOSE SOFT - 4 ft 2 ' 7.7 •• 2 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE , SOFT - 5 ft 2 7.7 •• 2 VERY LOOSE SOFT - 6 23.2 6 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF 6 ft 6 23.2 6 LOOSE MEDIUM STIFF - 7 27.0 7 LOOSE MEDIUM STIFF - 2 m 6 23.2 6 LOOSE MEDIUM STIFF - 7 ft 6 20.5 5 LOOSE MEDIUM STIFF - 6 20.5 5 LOOSE MEDIUM STIFF - 6 20.5 5 LOOSE MEDIUM STIFF - 8 ft 8 27.4 7 LOOSE MEDIUM STIFF - 8 27.4 7 LOOSE MEDIUM STIFF - 7 23.9 6 LOOSE MEDIUM STIFF - 9 ft 9 30.8 8 LOOSE MEDIUM STIFF - II 37.6 10 LOOSE STIFF - 10 34.2 9 LOOSE STIFF - 3m loft - 11 ft • • ••• • - • • • • II 12 ft • • .. ..• ••• • 4 • • • • ' - • . lie • • ••• . • - 4 m 13 ft . ••• ••• • .•. • • • • • • . . • • • • • . • • • • • • • • •• 0. . - • • • _ • • • • - WILDCAT XLS ••• • • • • •• • • . • • • • • • • • •• • • ••• • • • • • • •• •• • • •.• . • • • •• •• •• • 0'4- Kt° / 0 WILDCAT DYNAMIC CONE LOG Page 1 of 2 company name company address PROJECT NUMBER: 04 -1602 company city, state, zip DATE STARTED: 10 -18 -2004 DATE COMPLETED: 10 -18 -2004 HOLE #: DC -3 CREW: SURFACE ELEVATION: PROJECT: McELWAIN RESIDENCE WATER ON COMPLETION: ADDRESS: 7065 SW Ventura Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard OR 97223 CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY - 2 8.9 •• 2 VERY LOOSE SOFT - 5 22.2 6 LOOSE MEDIUM STIFF - 1 ft 3 13.3 ••• 3 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT 3 13.3 ••• 3 VERY LOOSE SOFT 2 ft 2 8.9 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT 3 ft 3 13.3 ••• 3 VERY LOOSE SOFT - 1 m 2 8.9 •• 2 VERY LOOSE SOFT - 2 7.7 •• 2 VERY LOOSE SOFT 4 ft 2 7.7 •• 2 VERY LOOSE SOFT - 1 3.9 1 VERY LOOSE VERY SOFT - 0 0.0 0 VERY LOOSE VERY SOFT 5 ft 0 0.0 0 VERY LOOSE VERY SOFT - 1 3.9 • 1 VERY LOOSE VERY SOFT 2 7.7 •• 2 VERY LOOSE SOFT - 6 ft 2 7.7 •• 2 VERY LOOSE SOFT - 1 3.9 • 1 VERY LOOSE VERY SOFT - 2 m 2 7.7 •• 2 VERY LOOSE SOFT - 7 ft 3 10.3 •• 2 VERY LOOSE SOFT - 3 10.3 •• 2 VERY LOOSE SOFT - 2 6.8 • 1 VERY LOOSE VERY SOFT - 8 ft I 3.4 0 VERY LOOSE VERY SOFT - 2 6.8 • 1 VERY LOOSE VERY SOFT - 2 6.8 • 1 VERY LOOSE VERY SOFT - 9 ft 1 3.4 0 VERY LOOSE VERY SOFT - 2 6.8 • I VERY LOOSE VERY SOFT - 2 6.8 • 1 VERY LOOSE VERY SOFT . - 3 m 10 ft 3 10.3 •• 2 VERY LOOSE SOFT - 2 6.1 • 1 VERY LOOSE VERY SOFT - 2 6.1 • 1 VERY LOOSE VERY SOFT - 3 9.2 •• 2 VERY LOOSE SOFT - 11 ft 5 15.3 •••• 4 VERY LOOSE SOFT - ..• 4 • • • . 122• • • ••• 3 VERY LOOSE SOFT • e • •: : • : :$ 8 . 4 . 4 5 LOOSE MEDIUM STIFF 12 ft : : S - : • • ;Y•• 4 VERY LOOSE SOFT - . . 3 • 9.2 •• 2 VERY LOOSE SOFT - 2 6.1 1 VERY LOOSE VERY SOFT 4 m 13 ft • • • : • 6. 1 •,� 1 VERY LOOSE VERY SOFT • • • • • • • • • • •• • • • •• • .. • • • . - ••• ••� ••• • • WILDCATXLS • • • •. • • • • • • • • • • •: • ••• • • • • • • • •• • • • • • • • • • • • • • • • • • • • • •• • •• • HOLE #: DC -3 WILDCAT DYNAMIC CONE LOG Page 2 of 2 PROJECT: McELWAIN RESIDENCE PROJECT NUMBER: 04 -1602 BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY • DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY - 2 5.5 • 1 VERY LOOSE VERY SOFT 4 11.1 ••• 3 VERY LOOSE SOFT - 14 ft 3 8.3 •• 2 VERY LOOSE SOFT - 7 19.4 5 LOOSE MEDIUM STIFF - 6 16.6 •••• 4 VERY LOOSE SOFT - 15 ft 6 16.6 •••• 4 VERY LOOSE SOFT - 4 11.1 ••• 3 VERY LOOSE SOFT - 5 13.9 •••• 3 VERY LOOSE SOFT - 16 ft 6 16.6 •••• 4 VERY LOOSE SOFT - 5 m 13 36.0 10 LOOSE STIFF - 16 40.6 11 MEDIUM DENSE STIFF - 17 ft 12 30.5 8 LOOSE MEDIUM STIFF - 12 30.5 8 LOOSE MEDIUM STIFF - 12 30.5 8 LOOSE MEDIUM STIFF - 18 ft 12 30.5 8 LOOSE MEDIUM STIFF - 19ft -6m - 20 ft - 21 ft - 22 ft - 7m 23ft - 24 ft - 25 ft - 26 ft -8m - 27 ft 28 ft • •• • • - • • . • • • • ' - •• •• • • ••• •I• 29 ft - • ••• •'• • • • • • • • . 9m • • • • • • • • • • • • • ' •.• • • WILDCAT XLS • • • • . • • • • • • • • • • • • • • •� • • ••• . I' • • • •• •• • • s • . • . • • • • • • • • • • ot- l -l(to l)- WILDCAT DYNAMIC CONE LOG Page 1 of 2 Michael E. Elia, P.E. 7033 SW Macadam Ave, Ste 105 PROJECT NUMBER: 04 -160 Portland, OR 97219 DATE STARTED: 01 -19 -2005 DATE COMPLETED: 01 -19 -2005 HOLE #: DC -5 CREW: John Smith SURFACE ELEVATION: PROJECT: McElwain Residence WATER ON COMPLETION: ADDRESS: 7065 SW Ventura Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard, OR 97223 CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY - 0 0.0 0 VERY LOOSE VERY SOFT - 1 4.4 • I VERY LOOSE VERY SOFT - 1 ft 8 35.5 10 LOOSE STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 5 22.2 6 LOOSE MEDIUM STIFF - 2 ft 3 13.3 ••• 3 VERY LOOSE SOFT - 2 8.9 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 3 ft 2 8.9 •• 2 VERY LOOSE SOFT - 1 m 1 4.4 • 1 VERY LOOSE VERY SOFT - 1 3.9 • 1 VERY LOOSE VERY SOFT - 4 ft 2 7.7 •• 2 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 5 19.3 5 LOOSE MEDIUM STIFF - 5 ft 4 15.4 •••• 4 VERY LOOSE SOFT - 6 23.2 6 LOOSE MEDIUM STIFF - 3 11.6 ••• 3 VERY LOOSE SOFT - 6 ft 2 7.7 •• 2 VERY LOOSE SOFT - 3 11.6 ••• 3 VERY LOOSE SOFT - 2 m 5 19.3 5 LOOSE MEDIUM STIFF - 7 ft 9 30.8 8 LOOSE MEDIUM STIFF - 5 17.1 •••• 4 VERY LOOSE SOFT - 5 17.1 •••• 4 VERY LOOSE SOFT - 8 ft 7 23.9 6 LOOSE MEDIUM STIFF - 9 30.8 8 LOOSE MEDIUM STIFF - 12 41.0 11 MEDIUM DENSE STIFF - 9 ft 12 41.0 11 MEDIUM DENSE STIFF - 14 47.9 13 MEDIUM DENSE STIFF - 14 47.9 13 MEDIUM DENSE STIFF - 3 m 10 ft 14 47.9 13 MEDIUM DENSE STIFF - 14 42.8 12 MEDIUM DENSE STIFF - 14 42.8 12 MEDIUM DENSE STIFF - 9 27.5 7 LOOSE MEDIUM STIFF - 11 ft 9 27.5 7 LOOSE MEDIUM STIFF - •• $ . . • .24'5 • • 6 LOOSE MEDIUM STIFF - : :R. ::.: • 6 LOOSE MEDIUM STIFF - 12 ft •.• 8'.• • •.• •.24.5:. .:r 6 LOOSE MEDIUM STIFF • - 8 24.5 6 LOOSE MEDIUM STIFF ft.' . •}O • • 30.6 • .' 'r•v•••• 8 LOOSE MEDIUM STIFF 7 LOOSE MEDIUM STIFF - 4 m 13 • • • • • • • . • • .. • • • • • • • • • ._ _ .I .•... • • • • • WILDCAT XLS • • • • • S. • • • • • • • • • • • • • • • • ••• • • • • • • .' . • • • • • • •.: •• • • • •• •• •• • b�l -t (tD 1) HOLE #: DC -5 WILDCAT DYNAMIC CONE LOG Page 2 of 2 PROJECT: McElwain Residence PROJECT NUMBER: 04 -160 BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY 13 36.0 10 LOOSE STIFF 16 44.3 12 MEDIUM DENSE STIFF 14 ft 13 36.0 10 LOOSE STIFF 11 30.5 8 LOOSE MEDIUM STIFF 16 44.3 12 MEDIUM DENSE STIFF 15 ft 19 52.6 15 MEDIUM DENSE STIFF 17 47.1 13 MEDIUM DENSE STIFF 16ft -5m 17ft 18ft 19ft -6m 20 ft 21 ft • 22 ft -7m 23ft 24 ft 25 ft 26ft -8m 27 ft 28ft •• • • • • • • . . • I . . • • • • • • ••• • • • • •• •• • • ••• ••• 29ft • • ••• ••. ••• 9m . • • • • . • • • • I • • • • • • • • •• • • • • _ • • • • • • : ••.. • •_• • • WILDCAT XLS • • • •• • • • • • • • • • • • • • • • ••• • • • • • . • • • • • • • • • • • • • • • • . . •.• • • • • •• •• �� • WILDCAT DYNAMIC CONE LOG Page 1 of 1 Michael E. Elia, P.E. • 7033 SW Macadam Ave, Ste 105 PROJECT NUMBER: 04 -160 Portland, OR 97219 DATE STARTED: 01 -19 -2005 DATE COMPLETED: 01 -19 -2005 HOLE #: DC -6 CREW: John Smith SURFACE ELEVATION: PROJECT: McElwain Residence WATER ON COMPLETION: ADDRESS: 7065 SW Ventura Dr HAMMER WEIGHT: 35 lbs. LOCATION: Tigard, OR 97223 CONE AREA: 10 sq. cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm 0 50 100 150 N' SAND & SILT CLAY - 2 8.9 •• 2 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 1 ft 2 8.9 •• 2 VERY LOOSE SOFT - 8 35.5 10 LOOSE STIFF - 8 35.5 10 LOOSE STIFF - 2 ft 8 35.5 10 LOOSE STIFF - 9 40.0 11 MEDIUM DENSE STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 3 ft 6 26.6 7 LOOSE MEDIUM STIFF - 1 m 3 13.3 ••• 3 VERY LOOSE SOFT - 2 7.7 •• 2 VERY LOOSE SOFT - 4 ft 5 19.3 5 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 5 ft 7 27.0 7 LOOSE MEDIUM STIFF - 11 42.5 12 MEDIUM DENSE STIFF - 20 77.2 22 MEDIUM DENSE VERY STIFF - 6 ft 20 77.2 22 MEDIUM DENSE VERY STIFF - 19 73.3 20 MEDIUM DENSE VERY STIFF -2m - 7ft - 8ft - 9ft - 3m loft - 11 ft - • ••• • • • • • • • • • •• ••• ••• • • - • • • - 12ft • • • • • • f1. .•• • • • •� •O• • • • - 4 m 13 .• : • • • • • • ' •• • : • • •.--: • • ••• • WILDCAT XLS • • • • •• • • • • • • • • • • ••• • • • : o •• •• • • • • • • • •• •• •• • • HeIiCAP SUMMARY REPORT Job Name: 04 -160 Native 17 ft C: \Documents and Settings \Michael \My Document: 12/15/2004 4:49:54 PM Job Number: Water Table Depth: None r/ Boring No: 1 C P L Anchor Use: Compression Capacity Summary Anchor Anchor Helix Helix Total Recommended Torque 1 Number Family Depth Capacity Anchor Ultimate (ft-lbs) (ft) (kips) Capacity Capacity (kips) (kips) Anchor 1 Angle: 90 Datum Depth: 0 Length: 25 12" helix SS 150 20 10.3t 11.5c 10" helix SS 150 22.5 8.2t 8.9c 25t 25t 2731 8" helix SS 150 24.5 6.4t 28.5c - 28.5c 8c Soil Profile i Top of Soil Cohesion N Angle of Unit Layer Type (Ib /ft2) Internal Weight Depth Friction (Ib /ft3) (ft) (Degrees) 0 Mixed 0 1 24 85 14 Mixed 0 3 26 100 24.3 Mixed 0 8 28 110 50 Mixed 0 8 28 110 • • • •.•. • • • •• ••• ••• • : • • •• •• • • ••• ••• • ••.• •••• • . • • . . . • • • • . • • • • • • • • •• • • • . • • • • • • . • • • Page 1 • • • • • • .. . • • • • • 11610111411 . . • • •• • • •.. • • • •• •. • • • • • • • • • • • • • • • . • . . . •• • • • • •• •• •• • 0 - 1/0 1 HeIiCAP SUMMARY REPORT . Job Name: C: \Documents and Settings \Michael \My Document: 12/15/2004 4:58:11 PM Job Number: Water Table Depth: None Boring No - T A I PE IC Anchor Use: Compression Capacity Summary Anchor Anchor Helix Helix Total Recommended Torque Number Family Depth Capacity Anchor Ultimate (ft-lbs) (ft) (kips) Capacity Capacity (kips) (kips) Anchor 1 Angle: 87 Datum Depth: 0 Length: 28 12" helix SS 150 22.9 17.5t 19.3c 10" helix SS 150 25.4 13.6t 14.6c 40.8t 40.8t 4248 8" helix SS 150 27.4 9.6t 44c 44c 10.1c Soil Profile Top of Soil Cohesion N Angle of Unit Layer Type (Ib /ft2) Internal Weight Depth Friction (Ib /ft3) (ft) (Degrees) 0 Mixed 0 1 24 85 6 Mixed 0 5 26 100 9 Mixed 0 8 28 110 50 Mixed 0 8 28 110 .. . . . . • ••• • • • • • •• •• • • ••• ••• • • ... •••• ,•. • • • • • • • • . • • • • • • • • •• • • • • • • • • • • • •• • • • ... Page 1 —' • • • • CIRCE •• • : • • • • i imimmc • • • • • •• • • ••• . . • • • • •• •• • • e•e• , •5 • / t/ r w Z / ~ 1 , • , • 7_ - 3 , l J �r x ••• • ••.• ° wD * r • r P- c��i N Z a 0000 I •, • .e.5•. ..... .... o o 0> 0 r X X ..••r • •.�1,,.••. X x X X rn x D m mi • • • I • 0', 5555• Z • • ••• • • LA? T ��Z r cr, .5..e I •• 55 • • • • • . —� ••� D m , , . • • < • •555 O m • • w - b • • • • • • • , ` rn m • •e•••• •5•• 1.55.• co 8 • • D I 4 .,____1 co LT, • • •••• •see• 2 x x I I O I 3 -, , e -.® 1K) ICI C) T., T `f o Ee, AN C 1-1 X m\/ PE J I : `)(25. 6- cv- it TO 2 5 FT, 1-5 FT- LP, 1VE WW U , , 2 144 WOKl!I Keg- LOAD T ® T'/PE Q '• 971;, - Io -IZ - rU - 5o FTC Li 3vo 1-T -L-N TOR.Qu$, 20,0 {UPS viol/later WA.D 1, vy,- UQ,o I tb ANCHOR SPECIFICATIONS 1. Anchors shall be Chance helical piers or approved equal and shall meet the following minimum requirements Minimum Ultimate Torque: 5,500 ft -lb Minimum Ultimate Strength: 55 kips Working Capacity with 2.0 Safety Factor: 27 kips Minimum Ultimate Strength per Helix: 40 kips Working Capacity per Helix with 2.0 Safety Factor: 20 kips 2. A three -helix configuration shall be used, with one 8 -inch, one 10 -inch and one I2 -inch helix per anchor. The spacing between helices shall be at least three times the diameter of the next lower helix. 3. Anchors shall be installed to required minimum depths and torques. 4. Anchor head locations should not deviate more than 6 inches in any direction. The anchor inclination should not deviate more than 3 degrees from the design inclination of vertically plumb. Anchor Testing 1. Three anchors, randomly selected by the engineer, shall be load tested. All testing shall be observed and test results recorded by the Engineer. 2. All testing, recording and test measuring equipment shall be provided by the Contractor and approved by the Engineer. The Contractor shall set -up and conduct anchor testing in the presence of the Engineer. The Engineer shall approve the set -up performed by the Contractor. The loading and measuring equipment shall meet the requirements specified in ASTM Test Method D1143 "Standard Test Method for Piles Under Static Axial Compressive Load." 3. Anchor Test Loading Schedule Load Hold Time Seating Load (5% Working Load) 10 min 0.25 Working Load 10 min 0.50 Working Load 10 min 0.75 Working Load 10 min 1.00 Working Load 10 min 1.25 Working Load 10 min 1.50 Working Load 30 min (creep test) All test loads shall be maintained within 5% of the intended load. Incremental deflections should be monitored at intervals of 30 sec., 1, 5, 10 and 20 minutes. The • • opitpripg can he•stopted after 10 or 20 minutes as long as the rate of deflection is less tttaQ 0.Qj. 4 CncltesPmintrte. If the incremental deflection is less than 0.330 ", proceed to Ile:tett road iacremertrjtd repeat until the ultimate load is reached or failure occurs by • •• extEssile deflec Once the maximum loading condition is reached, unloading should be accomplished in two increments: 50% and 0% of maximum load. • • •••. •••• • • • • • ' • �'he EnZnec`r stroll j vit:=v the test data and confirm the anchor design or recommend a ievtsed. incltit sizeVdepth. • • • •• • • • • • • • • • • • •• • • ••• • • • • • •• •• • • • • • • • • • • • • • • • ••• •• • • • •• •• • • MICHAEL E. ELIA, P.E. Dq - CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 CotI c-MTE S C , A -1.1 fq4M Vs 4 < �I z� a t( S J T Q +- 4 d • ids NV d . ..• • ,b - 21 = x1/W • • •• • • • • •:.a••• • • .•• ••• .•. • • • • • • • • • • : • • • . •• • • • • •. • • • . • • • • • • • • • . . II •• • • • • • • • • • • • ..•• • • • •• • • • • •• •• MICHAEL E. ELIA, P.E. O -t12O ?.J CONSULTING ENGINEER 7033 S.W MACADAM AVE , STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 5L46 Sfi L71-014 ` (o' -o W ,. ' (10'—o" wog, Fv. -I✓) . ‘6".1'—oi. I I I 41'1 e 1.1'- C(- ILI D u i 1.T P AA.' D E -fM 6- b Lt�4 1 Mt VMLc WALL- ylutpoi/ `E PI P A-b 1-> SS 1 VZ . • • . 0 ; /y "OA- - • i 4,° 3 ua I- .•• ••• • • • •• •• • • ••• ••• • .... ••• • ••• 1 �� I • • • • • • • • • • • • • • / - • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • •• • • ••• • • • • • • •• •• • • • i • • S • • 6 0: • • • • • i • • -. MICHAEL E. ELIA, P.E. 014-H Zl CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 30Do StLTIC��f e„ (�PAN1 4 P`i ., = v 41 3 Sri /4(4 + _ ,a I t 1( A "C� P / 15, cU - i" Il L__________ . - (2) 41 5" Top Ala Q. 6o rroM v AT ,6 Gl(-o (1-5 I/ K : / " , • .. .. • • ;• • ((.1) 41 ' '� to -o Lou6r • • • .• ; oboe • . e • • • GO Wrq g_ o off/ iQ- ',- • ' 3 „ P c A-rt. • • .. • . • •• • S. • • • • • . • :s. • • . • pl/ j )C13 x • • •• • • ••• •• •.•• • • • • • • • • • • • • • • •• •- •• MICHAEL E. ELIA, P.E. o q - I (p o 2Z CONSULTING ENGINEER 7033 S.W MACADAM AVE , STE. 105 . PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 g A Ma/4 t 4 L- A, 1 � = I11 ��I 1s ,� -..:,... .,,(_.. milimi, m 1, 3 C L ii 5a(_riO wi a - 0 . • -I 1 .-- (\ 6 gMP)to CE) 2 , _ o ' ' Sif MW (E) S(1\ 13 ti v4-1 Sc,A13 • • 4• ••• • • • • • •• •• • • ••• ••• ® a s 1 II,, � •• • 4 ea? • • • � • • • • • • • • • • • • • • • • • • • • • • • • • • / • ••: • °. • ... • .l ) E(, r u, U - r • • • 111 ••. • • • • • • • S° •• • • • • • • • • • • . •• • • • • • • •• •- • MICHAEL E. ELIA, P.E. 0q- 40 2� CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE. 105 • PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 �� ^ lL 6rb25 t 11 I � � G� z N fiy -1- i 1 r1 J • • ••• • • • • • •• ••• ••• • • • • • • .. •• • • ••• ••• • • • ••• •••• • •••• • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• • • • • • • • ••• • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• •• •• • MICHAEL E. ELIA, P.E. oil- //go 2q- CONSULTING ENGINEER 7033 S W MACADAM AVE., STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 P 7IVc L F Z C A- Eli 5 LAr ___c if 11 6 - I \ WIV A- W3- II @, 0 .--0 D 1 'it 4 363 5 /1E1- Rap Pt- ix`1x1 I - D4 (r /P) 1 11 e ^' 4 _ 3 o.c, ,, 1 'i • • ••• • • . . • • •• ••• ••• • • • . . • . • • • . • • ••• ••• . . • • •••• ••.• • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • . • • • • • • • •. • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • ••.• • • • • • • • • •• •• • • • • • • • • • • • •• • • • MICHAEL E. ELIA, P.E. 0L-1 2 5 CONSULTING ENGINEER 7033 S.W MACADAM AVE , STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 A mr;i-ioR (44l) wistE 2 1 /2 1' -0" Cr-A IzA -Grs S 1 )lJ ;/I1 Co be c p.,UrC 0 2 , 2 �—(o� x 1-3 a cJ L(0 �<< IN/ � x1 x41 N N I i i , I 0 A a4 µDP ()L }' X 11 - x12.. • • • • • • • • • • • I ..:•: . • • • •••••• • • • •• • • • • ••• • • • • • • • • • •.•• • • •••• ••• • • • • • • • • • • • • • • • • • • • • • • ••• •••• • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • •• • .• • .• ••• • •• • •• • •. • . . • • : • ' ' 'S '• '' • •• • • • MICHAEL E. ELIA, P.E. 6 CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 L 0 MY7 TV "r OttAt 12/V1147 t : DL !S F S t■lU c,LJ '' [ASP 1 Wo12- L 1 Z PSW 40 l) F klU Q P5F- P A D t-I4 U tttl E E R- - 30 PbF CO(G(Z9)tS 1S Ix-F n � h o p&F V t C4-t ceyfbi 1>(914 tar &t-- `70 IA - to 40 tv SMAAWA LLS = Z y x / x 0,3(L I x N x Sivy 7, = �,f3 X H (A/14,1 rO(2 -M t o Arn A LO V_ C 4-PA n I P.M F" 4.0 _ ( )x l � �� � _ (/ / (r' P mil' . • ••• • • • • • • • • •• • • : .. 5:1 '=• _ 6 (6 4 - L6 [)t 12_ IZ 2 ) t-co� a ::: l I.' ��a) x_ z - CZ�� ••• • • • • • • • • • ... • •• .... 3 12 f� ••• • ••• • . • • •• • • • • ••• • • • • • . • • • • • • • • • • -, • • • • • • • • •• • • • •••• • • • • • • • • • • •• • • • • • • • •• • • • : ' ' •• ' •: ' • • ' • • • • • • • MICHAEL E. ELIA, P.E. pN -l( CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 (,v - 1,9) 57:0 P 4'ttL- Cs) = 1 P <<-(10 Pt rrte�,, `v Q - 3'0 l. bin jV A1 tea D -(• (_ I ` 10',a :- /6,1- IU PS - 3 ' a r— F5 =2� 4f/f,e PE ,vr = 2 K l (2 .1- = Zv , )2.A PS . • ••. • . • • • • •• ••• ••• • • • • • • •• •• • • ••• ••• • • • • ... •••. • . • • • ••• .• • • • • • • .. • • . • • • • • • • • • • •• •••• • •• • . • . • • • • • • . • • .. • • ••• • • . . • . •• • • • . ..• • • . • • • • • • • . • • • . • ••••.••.••.• • •• • • • • MICHAEL E. ELIA, P.E. 6 q -((p() •Z`p • ' CONSULTING ENGINEER 7033 S.W MACADAM AVE., STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 Clan S rfMuNA I, 1pot rl N 6f - CA-PA . f1 AS co VCIL4TE_ B r4oWI 4 1 : Lio rt1i d I ° -- I ►- i M e ,�g x D�2� X yv k = a.�vxo.zoxyv gy p _ : 2 l`4 10P-11 2, 5 x_ (e TOR Ai : 2It'ilaP -lN 7i-. = P OAP - 1 /U> _ /1?- 4 7-'1 = I V4 Pvf , W „ L - Of, -'- /7- 2}-to - 5 + / o = l z P 44V , 4 = I y x 1224 + 1 1 3 - ) ( IV( = 20 ?A P = 2o I (-L- -F o� /Au. _ �-= L. MAX ry IA) U 8 x 14,E = 8,'..( FT- LM ABC . • ... • c Z ( v • • . . .. ... ... • • . . . . .. .. • • ... ... , 1A go t 41 SPA(t, (r AT r a)L o - esi pTP1C . . • . •••. •..• • . • • • • . • • • . • • • • • • • • •• • • • • • • • • • 5 / A , y / ... •.• :.. :•-. •41,1r o<z5 = (� 4 I - 3�� I V v 5 � 7 ' - 3 " . �1:,�-u :a; S p ie d. N C • • . • . • . • . • . .•. .• • . • . is- I • • MICHAEL E. ELIA, P.E. 6N - 2`t CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 GIL (.T"O it) d fa GI4O 9 : 3" S p AU, loo ( PS U O ev_A44. G- a-r) — o,ic vt c w p A. t JU - 64-1,1) Utttf. 2, MA i A- 1 '-c- c - �w� Afiw M 1- SO t = 5Z0 t I •3-0 = 6' P c-f Iv 0 oiSti 0- Lt /1! 1/44 rit 14 0.0 x uW 29 - Nl u = 1 /1 z [iEIii Io •• •• • • ••• ••• . • .. • : t • ':'rtl •:.'.2ti a D 2 S l;(�(�M G� 6� to K-L • •. • .. • • • •• • • • • . . • • • • 21 _ • • • • • • •. • . • • • • • • 2�- I -110 .• • • • • • • • . • . • . • • .. • • . • ••• • • . • . • . •• • • • . •••• • • . • • • . • . • . •. •• • . • . • • • • • 'S 'S • . • • •• •• •• • MICHAEL E. ELIA, P.E. 04_UeD 30 CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 LOA-D(7 - V Alat bk00 p = /G x &To _ (-6 - (�. - IL-1 Pt t/01(- 10,0 VAC 1 eg-PA/ I A h A-W(- Pc e tun Rsu27- 4 Gf- 41__:5 2— A-VD c E ' (-( p A l) 2 4 2 1 (2 2l( � -1 3 fe4 11 Z ELI O ( 2 5�8 tia U5(E_ 20,E VA( WoW0414 W ikv) MSIC%oti • ••• . • • • • •. ••. •.. • • • • • • .. •• • • ••• ••• • • ••• ... • • • • • • . . •• • • • . • • .. • • • • • • • • • • • • • • • • • • . • • • • • • ... • ••• • • • .. •• • • • • • • • • • • • • • • . • • • • • • • • .• • •••• • • • • • • • • • • •. • • • • • • ' • • • •' '•• '• '.. '•' • • MICHAEL E. ELIA, P.E. 3 014-1(20 )2( CONSULTING ENGINEER 7033 S.W MACADAM AVE., STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 L(7 L y 1'1.7 co_ Z ) X120 An A- 1- c -b so R w 1 n X 1- = (.5 � / ) _u, � P ( Loop5 / -1,411 ( ‚? t-�� 2 4zLt p v u.41 b tip = Pr ex? Pt_ F = l �t�z P -Low P 14 Lb A () to Q'V GNo t @ 5 6 P L —Lauer K _ fO Kit. p5 aq, V/H) Pt v1' = z- h (o.0 Z D. u Kt PS • • ••• • • • • • • •• ••• ••• • • • • • • • •• •• • • ••• ••• • • • ••• •••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• • • • • • • • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •••• • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • •• •• •• • MICHAEL E. ELIA, P.E. 0 2 27— CONSULTING ENGINEER 7033 S.W MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 L(9 D 1U C042 4-Lg- A-l.IA, C Zu = 5 PIT W Wu,W : Jzb f� rumeS G Z '- PL4 ram 0 P-rt o 11 = 1 37) w z x t, = l Ioo P L S t Ln0 7 1 p Al °° P" - RA ITT = `WO L-4 1Y5 4f l t P 5 = 2, ° � %Z = 1,0 . o I4 P S 2btu S P d u it G 3 s S, S AI 5,v WI 4x c7/90 •••••S ••••• • • • • • • • . • • • • • • .. • ••• • • • ••• .•: • • • • • • • . • • • • • • • • • • • • • ., . • • • • • ••• • ... • •• • • • • • • • • • • • • • • • ••• •• •• • • • • _ • • • • • • • • • • •• •• •• • • •• • • • MICHAEL E. ELIA, P.E. S- I (pp 33 CONSULTING ENGINEER 7033 S.W. MACADAM AVE , STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 R.tW1)MAk9'■ D A l∎LGIA -o p r5 pf Z SS c / 8 - to - 12- 7-7) G4J u- Pv,vr = t o , o t �� �,�, = zv, v 1 4oft-H wf P- b `75S , 6- to-0, 1v i 5 4 0 6r12ot -t Col. 011 U PPP e- KAT = 0,0 IC Pm,unu -- 70,0 ic, 7OR- 66wE= tom(h L - 6(-PA (Atf- I j4f 1/1U A 4-P-tn (A)& q E We) AA C-t, I to e L 2 4-4 6 (mt' C *RoM C,-u Z +U 4 p It 64,(1) liter( 0 J [ O &A tv 44- 3 ((-Qth 0 . 1 ,f t(zo lkk AA-- CI VD 61-(2A1 Vot.(t IZVM C tU 41- t) I • • • • ' • ■ ' • • • • .: • •: '•• •.• ••• • • • • • • • • • • • • • • • .. •• •• • • • • . •• •• •• . ••• •.. • •.. • • .•• •• • •• • ••• • • .. • '•• • •••. • • •: •• •• • • • • • • • • • MICHAEL E. ELIA, P.E. pa( --46 3L1/4 CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 �u PPde-r oI2 NEW cvttcfarE 5(.A -4S t WW1 ( 5v P5 F (A*-- 44) - 1 Ps kl A-n t t LL 1.1,t(64 Go-N 5(A ►3 - I w 1 b -Fu /W = 1 x lUv 4- 1r 7- xSZ = - 7;z = Or zz� K[ -0,15_ o 1 I [0 1,0 o 3 ^ o ••. • • : : ••• •:• ; V • ••. • . . ; 5 • • • • . • • • • • ••• • •• ••• • • • • • • • • S . • • • • ••• 0 . . • • :• . . • • • • • • • • ... • • • ••• • • • • • • .. • • • ... •• S. •• .. ... S : •.• • • . • . •• .. .. o. MICHAEL E. ELIA, P.E. 011- k CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE 105 ; PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 t \) VA. MO 141 IMT 5ru,p L. Ph„ --= 0,1s x LI5 x (lor.- 2 )3 rT -w /kr st WIDr)I M = 2 1 ' ) 7O,cj 7 7l 2 P-r- ug 3 ` ( IU4 -1 N o, y K. 3acv )4._ IL- x cI - 317ri x 12 e 0►Sq x 0•23;kb° M it — 61nx012 1 L o :LS •v - = 4 1UP -1,14 ) 3K 1 1 I7 - X 3,v br p6 ( 2It1\1 Mk APT STEAL Mk : o, oTh ? ZZ)_ x (Io \ = 1s 7-s Ft-u6 A i Mh = 1.5)5l,q i75-0 Ft - 18 / ILtP -IN 0 I72 = lLgi use • ti L(i3 / ( /9= 2, }S — VII I I( 0,1' 4 5 = 0,10 141 n _ 5 " �, x0,2lix4o ^ 20 Itt-P - IN,> 14 I*Ifr Ivi 4 = 0 ,c0 xo.Z.O,__ aD 2 IL_ x 3,0 a ■1C- n • ti L c q o,c, • 0 • .•• ••: • •. U� o . • : • - 3 • LUz •• • • • • • • • • • • : • • . • • • • • • • • ••• • • • • • • • l( @ (,L,( b,e, • • ••• •• • • • • •. . . • ••■ . . • • .. • • .. • • • . • _• • . . • w • • • . . • .•. •• : • • •• .` MICHAEL E. ELIA, P.E. oy_(( 36 CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 CIL SAAR 1 v I,N xl� 1 X I f?/ L8 / V T \l f;c7c > /1_4(_ 2.4S = 3(e/T U3 /t4 L O. 6S '3 0 ? 3 (P') /t-r 6. /Gu : 2 X (17 kA- + NI _ 1� o. � vs' tivSn x C � u) to ' it.) �r u/ :z� T- • •••• ••• • • • • • • • • • 1. .■ = I oq k4 /P I $f I -, r•• ••• • O 111 • • • • • • • • • • • • •• • • • • • • • • ••• • • • • • • •• •• •• • • • • • •• • • •• •• • • •• •• •• • • �• • MICHAEL E. ELIA, P.E. -((eb 34- CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 a — M ' 'fMi 7 i^' - 1 4 5 - I d = CO /,{ . Q�S4 x_0�(oZxl.eU - q - 0 -qo x 041 x (toy. IbV ---- zx 30 - - 3 60 I14-IN> 31,$ Vitt - I !-( 1--M 5 vt- r- titi � c;� d : b _ p,Se{ x 0� L,-4-o : Z K 14)- l k > 4-N1--- Dcco ,c 0.LiL > �,�— IZX 3 18 P4 V-11 6 ,►c. etc SL4R- V = /I VS %, gs I)' 7.3 '5 EA ell I X /But) y, I L x 6'.'" S5 3 - U 12 it (-2_ x 4 3 ow + 5 k /2-7- 6° 1- = / /- 5 L Ig 51-1 “.105 e ,17,a•C. • • • • 4 .1- 2.. � (�2 ow k g , � , • • • • • ' • • • 'Loci,' ' • • • •:' ”: ••; ("a- 57- (,2puP) e q • • • • • • ' • • • • ••. • • • • • :• • • • • a •• • ••• • • • • • • •• • ••• ■ 00 ,• • „ • MICHAEL E. ELIA, P.E. c1-14-0 2 7 C CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE 105 PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 Cli -MTY2-- 7,3 ANCIA-012- _ (4°t) Sre 1 - C 1) Oleo Q geAte n- u�� 13-( )‹. o • s = Sgt 1if3 OfW- St/A9 W( pirbols41 C�6L = Ito) 1" L # = I 3 ' � -d I. C k.- S &z-mw �( 1 4,(1t, = /, t' x too 4_ !. 1- )C'-fo - 2v Pq t 14 Zc� x x0 o (t " 5 1 IL1 p--1,4 A I- o, -to = 5 p -lK > 5i OH It''f M ( A = 0.q 1- MO 'A- 00 4 2,7 - k 3 6,K, •; •.• • ••• ••• ••• ••• • • ••• • • . • •• • • • .• • • • • • • • • • • • • • • ,• :• ••• • •• • • • .•• • ••• • • . . • ; . •• • . ► • • •• •; •• • • • , , • • •• , . . . • . . . •• • MICHAEL E. ELIA, P.E. oN - 1.(t 6 C{ CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE. 105 • • PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 4 A-C WQLt- Wit I?AA wTS - r i t, �. 1. I. x h F- 7, i 4 r I► I7.-_/ti v= /- 4in = D.9 EPw ; i(d X 0,5 3 ' -- 6 P6P , 145E [eD PGF p= x(eDX. ((0 7 - 3000 Lb (4/ 2 eC ) Pt/F @ e"R Nett A-1 1 S c1 W b L-L 1 AA- 5PA- Gtrtc, 23 = LI&' y'_5►, 5 .r.• • / '' a 30} .• • : • • • • • • ••• 4,( 2otv ; 6 f zav U3/ 1 < lS l- P C4P4 1 t1 ... ••• • • •• • • •;; o .1c. • • • • . • • • ,• r , • • , •:•l' @:• � ►I i i- • S. • • • • ••• • • • • • • • •. . • • • • = • • • • • •.: ••• •. • • • 'I-• •� MICHAEL E. ELIA, P.E. Pt( (Q Lt° CONSULTING ENGINEER 7033 S.W. MACADAM AVE., STE 105 • PORTLAND, OR 97219 TEL (503)246 -0621 FAX (503)246 -0686 b/ D AA, -W P W) VI /_ T i 10 ,� z,o — 111 — z 15n Ito Pa '(ti_ 1-f4) = , 31e 1 J Ito = 0-Y3 P = x 2� 4t , x IIU x �yj�7) = !�(I f P L b xIto si Ca fie I1- L p,,,= 0,s3 (Z. -F O,)(1 x ( � 5 ) <- 't z� : • • • • • • • . :. • :. .. •• • t' 2 L (21 I .7._ ' Z I OU L8/ l�-�1 L Ne g_ r r • ••• •.• •. • • .. • • • • O • • • ••• •• d••• 'j - : 1 �/ /+- 4(14011S • ••• • �.. Vee = lOt v le(v U L nAo �P , 0, IC• • 1 • . ' p • • • • • • ••S ••5 : • • • • . • • • • • • '0 •• •• • •• • • • •