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Report (5) MCF-",769/ —6V) 7&'-} Earth 1508 Broadway Street • Vancouver * WA 98663 Engineers, Inc. Phone: 360-567-1806 • Fax: 360-253-8624 www.earth-engineers.com May 4, 2015 TimberRidge Development 1001 Northwest Lovejoy Street, #812 Portland, Oregon 97209 Phone: (503) 803-9184 Attention: John Duncan Email: johnduncan@trdcustomhornes.com Subject: Recommendations for Pin Pile Supported Foundations for The Back Porch Area/Upper Level Deck New Single Family Residence 12412 Southwest Autumnview Street Tigard, Oregon City of Tigard Permit#MST2014-00196 EEI Report No. 15-004-9 Dear Mr. Duncan: Earth Engineers, Inc. (EEI) is pleased to submit this letter report that includes our design recommendations for supporting the proposed exterior deck foundations of the new home by use of pin piles. Background EEI assumed the role of Geotechnical Engineer of Record for the subject property in our letter report No. 15-004-1 dated 1/16/2015. In that report we reviewed the Geotechnical Investigation Report by GRI for Mountain View Estates dated 11/30/2004, which includes subsurface explorations by use of soil borings and test pits. Project plans by RAE Design & Associates (Architect) and Sherman Engineering, Inc. (Structural Engineer) show the new home to be supported by shallow foundations. EEI has observed excavation for the shallow foundations beginning on 1/20/2015 and ending on 3/18/2015. EEI representative Jeremy Fissel, PE was requested to observe the exterior foundation subgrade for the proposed upper level deck and porch area on 4/22/2015. The subgrade elevation for these continuous and pier foundations ranged from 2 feet below the existing EEI Report No. 15-004-9 May 4, 2015 Page 2 of 3 ground surface to up to 61/2 feet below the surface. It is noted that the surface soils at this location were fill soils, loosely placed during the excavation for the new home. Since the location of these foundations are very close to a steep slope, EEI recommends that the foundation subgrade elevation be located below an imaginary line extending upward at an angle of 2H:1V from the bottom of the slope. Due to the depth of needed excavation, we were requested by TimberRidge Development to provide recommendations for pin pile support of the deck and porch structure located outside the general building footprint. Pin Pile Supported Deck/Porch Area Recommendations According to the soil boring logs provided in GRI's Geotechnical Investigation Report, there are surface fill soils overlying about 10 feet of native, fine grained soils, underlain by weathered basalt. The weathered basalt was located at about 14 and 18 feet below the surface in GRI Borings B-2 and B-3, respectively. Those boring logs included in the referenced GRI report are attached to this report. Based on GRI's subsurface information, and historical testing information regarding pin pile installation and testing by McDowell Northwest, we recommend supporting the proposed deck and porch structure on 4-inch diameter, Schedule 40 pin piles, driven to refusal on the weathered basalt stratum anticipated to be about 15 to 20 feet below grade. Note that since no borings have been performed in this area, the actual embedment depth may exceed 20 feet. This will have to be determined when the first pin pile is driven. We recommend an allowable axial compressive capacity of 16 kips for use with these pin piles. To develop our recommended capacity, the pin piles should be driven using an 850-pound (minimum) air hammer, or equivalent. The quantity, spacing, and location of these pin piles should be specified by the Structural Engineer. In addition, the Structural Engineer should design the pin pile connection to the concrete foundation. The Geotechnical Engineer should observe the installation of all pin piles. Limitations The geotechnical recommendations presented in this report are based on the available project information described in this report. If any of the noted information is incorrect, please inform EEI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. EEI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. This report has been prepared for the exclusive use of TimberRidge Development for the specific application for the new single family residence at 12412 Southwest Autumnview Street. • EEI Report No. 15-004-9 May 4, 2015 Page 3 of 3 EEI does not authorize the use of the advice herein nor the reliance upon the report by third parties without prior written authorization by EEI. If you have any questions pertaining to this report, or if we may be of further service, please contact Jeremy Fissel at 360-567-1806 (office) or 503-701-8879 (cell). Sincerely, Earth Engineers, Inc. Reviewed by: 2 Q A 88288_ j OREGON c 98ER 9 5y�v cattyM RENEWALDA1E i 2 31 2�. Jeremy Fissel, P.E. Troy Hull, P.E., G.E. Geotechnical Engineer Principal Geotechnical Engineer Attachments: GRI Site Exploration Plan (1 page) GRI Soils Borings B-2 and B-3 (2 pages) I I I T' R •vD .fir 136- = ��'' ----II 8 cpp .y p• .ill I 11.,a ei, � r.trO Alif `� O % / ,..;Tp.2:- _ IFS,,,,L;41 /��;�'I aro ' 1 nA�g 10-FT-HIGH STOCKPILE OF \�\\ ®� �.il i'�i ���/�'l'/,/ '/'�/�.� - \��`: FILL SOIL(SHADED AREA) 2�AAVi rliklInki//9ia'ICifilir,i 'iCM 1 S.W. AUTUMNVIEW APPROXIMATE UMITS Of PREVIO - ,�-'(-----.05_;: -._./r-' 00�110. �'?'_ iF GRADINGACTIVITIES 1 13 -, 'i�, �K i.ir" ®_ Bey'�e�,{A,�� /, • �� F,ri• \ p=/%.� °"wf �©%iii �J 1 -.. ��y.. i j 9/�//e, '' APPROXIMATE LIMITS OF AREAS OF TP-4 wi ,/�i SURFACE WATER AND/OR SPRINGS 1 ��r'"�C !���/,,� (BY LANPACIFIQ ."filwarie',...- ...-44 4," NI INSEMPcio6ii0 Ai BO No. �® TP-6L' V'SAi �• \.:,,,, •`, 1 — S frs --, I APPROXIMATE LIMITS OF AREAS OF l SURFACE WATER AND/OR SPRINGS i" L�Iv� ; (BY LANPACIFIC) ¢m\,O -7 G). I�h�j n' i L �����Q ,1 JI�'I1 111 \�T_i 1 77 ilk 1 • t �_i „14,,„- /, ,�� �,�. HOUEXISTISE III 1 /. I %p �a�f 1 i 1f1� 3 77,7-,..-----, // / F TP 8 / 1 �, R 13600 1�, - 7 ---/K ,.... thleitTp.9, e,1 ® � �` //BORING MADE BY GRI (i// vF.ns6.so _ / y (AUGUST 24•SEPTEMBER 10,2004) TRACT•X ��IL f,-..— -4,-- - - i - IN TEST PIT MADE BY GRI i'``,�1� � / ' (AUGUST 23,2004) a_;_, =: SITE PLAN FROM FILE BY LANPACIFIC,INC.(UNDATED) // O,j �6i/ ../ // North I 100 200I FT �\ I I // / ®®O IANPAGFiC INC / / MOUNTAIN VIEW ESTATES </>C/ �� SITE PLAN NOV.2004 JOB N0.4134 FIG.2 STD PENETRATION RESISTANCE 0 (14048 WEIGHT,34IN.DROP) o CLASSIFICATION OF MATERIAL a c a to A BLOWS PER FOOT o • MOISTURE CONTENT,% SURFACE ELEVATION 359 ft (±) o 0 v¢i 0 50 100 !•!;:: FILL:Medium dense,brown,silty GRAVEL;fine to coarse, W= * trace fine-grained sand :;:,�,�- S-1 A2° 5 �•:;.- . brown to reddish-brown silt matrix below 5 ft T -;,!:0111%."1,* S-2 1 17 S-3• I * 541k :;..:�;•.. 9.0 10— Stiff, brown mottled rust SILT;trace fine-grained sand and clay S-4 I 14 • brown below 12.5 ft I S-5 I 11 15— — S-6 reddish brown,clayey, some fine-to medium grained = sand at 17 ft S-7 • 7.11-5015"A _++++ 18.5 —++++ Very soft to soft(RH-1),gray,rust and brown BASALT; 20—++++ severely weathered,in matrix of clayey sand S-8 I of ++++ —++++ -++++ —++++ —++++ 25—+4.4.. S-9 Z 5114"A —++++ —++++ ++++ —++++ • —++++ 30—++++ 30.3 S•10 I 5)12" (8/24/2004) 35— • —40 I 2-IN.-OD SPLIT-SPOON SAMPLER • TORVANE SHEAR 0 0.5 1.0 STRENGTH,TSF (TONS PER FT 2) 11 3-IN.-CD THIN-WALLED SAMPLER • UNDRAINED SHEAR G GRAB SAMPLE OF DRILL CUTTINGS STRENGTH, TSF ' NX CORE RUN * NO RECOVERY G RD BORING B-2 1-SLOTTED PVC PIPE I+� a Water Level(date) L content �— Plastic u NOV. 2004 JOB.NO. 4134 FIG. 4A STD PENETRATION RESISTANCE CLASSIFICATION OF MATERIAL a (140-LB WEIGHT,30-IN.DROP) cv o w A BLOWS PER FOOT o a • MOISTURE CONTENT,% o c� SURFACE ELEVATION 310 ft (±) a a 0 50 100 Stiff to very stiff,brown mottled rust SILT;trace clay and fine- - grained sand,scattered organics,4-in.-thick heavily rooted — zone at the ground surface S-1 I •�I 5— organics absent below 5 ft — S-2 *0.85 - T 1 S-3 1 18A 1 10— S-4 T .0,ti` some gravel and cobbles below 13 ft S-5 j 41 -7 7 14.0 15—++++ Medium soft to medium hard(RH-1 to RH-2)BASALT;severely S-6 z —++++ weathered 57/3" ++++ —++++ —++++ —++++ 20.2 S-7 = 5111"A (911012004) 25— 30— _ 35— _ 40 5- 40 I 2-IN.-OD SPLIT-SPOON SAMPLER • TORVANE SHEAR 0 0.5 1.0 STRENGTH,TSF (TONS PER FT 2) II 3-IN.-OD THIN-WALLED SAMPLER • UNDRAINED SHEAR G GRAB SAMPLE OF DRILL CUTTINGS STRENGTH, TSF NX CORE RUN * NO RECOVERY G RV BORING B-3 I-SLOTTED PVC PIPE L i Liquid Unit`Mdslue Calan Water Level(date) L Plastic Limit NOV. 2004 JOB.NO. 4134 FIG. 5A ,. Z Earth 2411 Southeast 8th Avenue • Camas, Washington 98607 Engineers, Phone (360) 567-1806 Inc. Fax (360) 253-8624 DAILY FIELD OBSERVATION REPORT Page 1 of 2 Client: TimberRidge Development Permit No: City of Tigard Date: November 20, 2015 #M ST2014-00196 Project: New Single Family Residence Address: 12412 SW Autumnview Drive Report No• 15-004-10 Tigard, Oregon General Contractor: TimberRidge Development Subcontractor: PLi Systems (PLi) Weather: partly cloudy Location or Items Inspected: Exterior Rear Porch Pin Piles is New Inspection 0 Re-Inspection Type of Observations L At Completion ■ In Progress ❑ Post Completion • Continuous ❑ Periodic ❑Other Detailed Observation Notes As requested by John Duncan with TimberRidge Development, EEI representative Ken Andrieu, RG was on site at about 7:00am to observe pin pile installation for the porch area at the rear of the new home. Our evaluation was based on EEI Report No. 15-004-9 dated May 4, 2015 and the information provided in GRI's report '4134 GEOTECHNICAL REPT,' dated November 30, 2004. On arrival, we observed that PLi had initially placed the pin piles at each of the pier foundation locations. The 4" diameter by 40-foot long schedule 80 steel pipes did not appear cut, as about 20 feet of pipe was sticking out of the ground at each pier. We observed PLi strike each pile using a Movax SP-40 vibratory hammer until it took at least 60 seconds to advance the pile 1 inch. The depths of the piles are listed below. The pile numbers are shown on the attached site plan. Pile# Depth (ft.)* 1 22' 2 17' 3 16' *Measured from bottom of pier foundation The above pile depths are consistent with the depth to bedrock documented in the boring logs from GRI's report. Based on our observations, the 3 pin piles observed today for the porch foundation are in conformance with project documents and our recommendations. It is noted that EEI is not responsible for x, y, or z coordinates regarding the pile locations. EEI rep left site at about 8:45 pm. EEI Report No. 15-004-10 November 20, 2015 likiot, ir, t,., so .r. , Page 2 of 3 r , +�� ~ F ) ,t # • gyp. ;1 prir 1' y. r \ ., s P , " yir 'y 1f M1 ,.; } �� ! yaw ; rye '-, ilt '. 11/20/2015 07:06 AM- Photo 1: View of back porch pin piles when we arrived on site. IP' rA :h' :i Photo 2: PLi driving pile#1. EEI Report No. 15-004-10 November 20, 2015 Page 3 of 3 j, 4,s _ `� fir, ;..-t-.1,..--4.,,,... 1 -':' .•d„`r4. -tea • M ,t,- 1. max. -: V, .,- ., ,., —4.1 -, . 11C...7 '' \-:*-. ,- _. _,.-' .-4v1 .,,,., ,,,14. ...7. ..7-:::* -- , , - ..., *--.:'.1",),. -. ,..,.,t. .,,,,, _ ' 1/ -74. 11/20''2045 Q8:4'8.° Photo 3: Pin piles after they were driven and cut off. They were not yet at the final cut-off elevation. Attachment: Foundation Plan (by RAE Design & Associates) Report Distribution (e-mail only): John Duncan, TimberRidge Development, (johnduncan@trdcustomhomes.com) Field Staff Name(Print): Ken Andrieu, RG Report Reviewed By: Jeremy Fissel, PE Field Staff Signature: / - Copy of Handwritten Report Left on Site: No Our inspection does not relieve the contractor from performing in accordance with their contract and approved permit documents. EEI Report No. 15-004-10 November 20, 2015 ATTACHMENT - FOUNDATION PLAN (Sheet 7 of 10 by RAE Design &Associates, dated 9/15/2014) I 0 . CI • f . CO ,y.www ''intai-_ -. .-.. =_-.i►is;.-re i. .t .. • tyy -� �� 4:Y - R..% r '' N.2:414►7►ri.s -r. s .__err L .'frarMI!►!�- t '. . i • X11,. t t jj�� II-4w " * strarr,7 ! i 4 arf-, "k" ', ;pii, .,i Fa-Mpar :;: j C -—_- --_ 1 '-'- ,-.4- usr+.4 ,..., n `1 �'_ ti4. �. +.•u..r�rs ..p /r •.' _�. `� -• S ♦4 l_L.71' .` ill I. r--: •. _�.7 •.K Y, a 1o,• . . r.. r--`� ___ru IL• . 1s -s __. J• 'p' _-,_ . _ _.. ,, to — • addw I •••—t--, .r. � t t. 4 ;A.'•, 111:-. Ymi si7.1c..�`�`i�.w7w c © :v+ P.xi8�1�. f �i.i . .mrK wr•... I '41,e.. {{ r-..tet tr.w iw Eir • "..'.tom.L wilizar.:-..J . 1 • IV W 11111: , .4 t M ate. LEGEND - ._.�..��__.a CIPin Pile Location driven today -