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Report (61) Items Are... ® Attached ❑ Under Separate Cover via Remarks: Tom, Included are summary letters and reports for the Dirksen Nature Park Boardwalk and Overlook project. Please let me know what else is required so Lee Contractors can call in a final inspection for Building Permits BUP2017-00214 and SIT2017-00019. Thank you. From: is•A-41 Bend Office (541) 330-9155 Geotechnical Office (503) 601-8250 Carlson Testing, Inc. Eugene Office Salem Office (541) 345-0289 (503) 589-1252 Tigard Office (503) 684-3460 Daily Report of Structural Steel Client: CITY OF TIGARD - JEFF PECK Project: DIRKSEN NATURE PARK CTI Job#: T1702937. Address: 11130 SW TIEDEMAN AVE TIGARD OR Jurisdiction: TIGARD CTI representativeR. PROSTLER WABO SI 02184 was on site this date Oct. 12, 2017 to perform Special Inspection for: Permit BUP2017-00214 DFS #(s) PO Number: SCOPE OF INSPECTION Location of steel inspection [to include grid lines, elevations (floors) and drawing details]: 1. Checked in with superintendent, client or shop rep. Name: DEAN FELTS AT THE GLULAM BOARDWALK ON HELICAL PIERS, THE Company:LEE CONTRACTORS LLC HELICAL PIERS WERE WELDED BY 3/16 FILLET ALL AROUND. THIS WORK COMPLIES WITH WESTERN WOOD 2. Inspection was "IBC" ❑ Continuous Tic Periodic DRAWINGS 1 OF 10 REV-2 (04/25/17) - COMPLETED AND 3. Work performed: x In the field u At fab shop VISUALLY OK. WELDING COMPLIES WITH AWS D1.1. 4. If shop inspection do they have fabrication and QC procedures? n Yes [J No I x N/A INSPECTION Yes NoN/A 1.Reviewed previous inspection reports? 2.Verified steel materials are in compliance by reviewing random samples of the mill test reports,steel ID X markings or other documentation. 3.Verified weld filler materials conform. 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and X tolerances required. 5. Checked welded studs and structural connections were REPORT SUMMARY installed as required. X 6.Verified high strength bolts and fasteners conform. x 1. Work inspected was: I X Completed 0 In progress 7.Verified the quality of welds produced by welders, welding operators,and tackers conform. 2. Completed work inspected was in compliance with X 8.Verified steel frame joint details forbracing,stiffening, x Approved plans and specifications n Shop drawings member locations,and application of joint details at each XRFI [II Design change n Submittal n N/A connection are in compliance by random sampling. Document #(s) WW DWG 1 REV-2 Dated: 04/25/17 WELDER INFORMATION 3. Noncompliance item(s) were noted this date, details on Welders Name:DEAN FELTS following page(s). Yes IT No n N/A Certification #: 1762 4. Noncompliance item(s) were reinspected this date, details Yes No N/A on following page(s). n Yes n No N/A 1.Verified the contractor's Welding Procedure n Conform n Remain in progress Specifications are in conformance with X AWS requirements. 2.Verified the essential variables outlined in the Report(s) findings were discussed and left with Welding Procedure Specifications were DEAN employed during execution of the work. of LEE CONTRACTORS LLC 3.Verified the weldability of reinforcing steel Based on the Code,approval is required from the Building Official before the other than ASTM A706. X SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direct work of contractors or subcontractors. nSee additional report page(s). Distribute attachments. Page 1 of 2 Daily Report of Structural Steel For: 10/12/2017 CTI Job#: T1702937. Project: DIRKSEN NATURE PARK Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only.Information contained herein is not to be reproduced,except in full, without prior authorization from this office.Under all circumstances,the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared.No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter,please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING,INC. Neil Shannon Reviewed By: Project Manager Project Manager Review Date: 10/25/2017 RP/CK CC: CITY OF TIGARD - JEFF PECK 7EFFP@TIGARD-OR.GOV WESTERN WOOD STRUCTURES INC - JAMIE AGIDIUS 3AGM USINE STERNWOODSTRUCTURES.COM LEE CONTRACTORS LLC - ERIK LEE ERIK@LEECOMPANY.NET 8430 SW HUNZIKER ST,TIGARD OR-PO BOX 230997,TIGARD OR 97281 Page 2 of 2 zrnaI.r 7409 SW Tech Center Dr.Ste. 135 G,,,,.,:r Tigard,OR.97223 Ph:503-443-3799 Fax:503-620-2748 EMS 503.443.3799 REPORT OF CONCRETE CYLINDER TEST Project Number: 17-7444 Report Number: 07958 Project: DIRKSEN NATURE PARK Client: LEE CONTRACTORS Address: 11130 SW TIGARD AVE TIGARD, OR 97223 Attn: ERIK LEE FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 9/7/2017 Time Sampled: 1:20 PM Location of Sample: SLAB ON GRADE AT NEW BOARDWALK OVERLOOK Supplier: CAL PORTLAND Truck Number: 4313 Ticket Number: 1254159 Mix Number: 0242Fs Design Strength: 3000 psi Time Batched: 12:10 PM Time Placed: Batch Size: 9 yds. Slump: 5.0 in. (ASTM C 143) Air Content: 5.1 % (ASTM C 173) Concrete Temp: 7 9 °F Ambient Temp: 7 9 °F Water Added: 9 GALLONS gal. Technician: G CRAIN LABORATORY TEST RESULTS (ASTM C 39) Test Percent of Type of Specimen Date Age Load Diameter Area Strength Design Fracture A 9/14/2017 7 45180 4.00 12.57 3600 120% 5 B 10/5/2017 28 4.00 12.57 C 10/5/2017 28 4.00 12.57 D 10/5/2017 28 4.00 12.57 E=HOLD 0 4.00 12.57 Remarks: PERMIT #201-00019, JOB #082217 TYPES OF FRACTURE MX P\ Type I Type 2 Type - r Copies to: \ ERIK LEE Type! Types Type6 Reported by: Itfar ACCREDITED SFA Design Group. u..c STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING 9020 SW Washington Square Dr., Suite 505 fa Portland,Oregon 97223 P:(503)641-8311 F: (503)643-7905 www.sfadg.com Special Inspection FINAL SUMMARY REPORT November 2,2017 City of Tigard—Building Department ATTN: Special Inspections Section RE: Project Name: Dirksen Nature Park Boardwalks SFA Project#: TF17-043 Permit#: BUP2017-00214 Address: 11130 SW Tigard St.Tigard,OR 97224 Dear Building Inspection Division: This letter serves to certify that in accordance with Chapter 17 of State and International Building Code requirements outlined in the General Structural Notes on S1.1 of the approved permit drawings, SFA Design Group,LLC has reviewed the field logs for the installation of(18)FSI HP288 helical piers. Based on this information we can verify the pier locations, installation depth,installation pressure,bracket type,pier type,pier diameter and thickness. It is our understanding that due to conflicts with framing,certain piers had to be removed and replaced. All anchors were installed per the intent of the design and any installation deviations were reviewed and approved by this office with no outstanding non-compliance items. Our inspection and testing services do not constitute a warranty or guarantee of any type and were provided and intended to help reduce the risk of construction defects,deficiencies or omissions that may arise during and after construction.It is the contractor's responsibility to perform their work in accordance with the approved construction documents.All inspections and tests were performed and reported according to the requirements of the City Building Regulations and these Administrative Rules and,to the best of my knowledge,the work was in conformance with the applicable workmanship provisions of the State Building Code and Standards. Sincerely, PROpeo 59022PE Cc 41, Keith Caylor Operations Manager OREGON Cc: Dan Holborow,TerraFirma Foundation Systems i p ,ctb G� v�Ns— F� Reviewed by: Jeff Fitch,PE,P.Eng,SFA Design Group,LLC y 12 EXPIRES: 12-31-17 Ow J Jeff Peck Keith Martin <KMartin@gri.com> SFrom: Friday, October 20, 2017 11:29 AM To:ent: Jeff Peck CcScott Schlechter Su: FW: Dirksen Pier Installation Complete Subject: Hi Jeff, formation below regarding TerraFirma's additional removal/reinstall of 18 piers last week. See in er than 10 ft due to previous I wasn't aware they had done this many until this email. They extended many of them deep disturbance,which make sense. They removed/ reinstalled about 2/3 of the piers we had previously observed the week before. I assume they received guidance and approval from SFA on these? -Keith Keith Martin,PE,GE ', GRI Senior Engineer 0 503-641-3478 D 1503-597-7619 C 1503-539-823 2 From: Brad Schultz [mailt:2017tz@6 rAa Irmafs.com] Sent:Thursday, October 19, To: Keith Martin Cc: Dan Holborow Subject: RE: Dirksen Pier Installation Complete Keith at only a eede Here is the pier log from last week.At first it was my understanding from Dean hbmovyd to uvpl oe d piers n t w d o be nd relocated,however as the day progressed, he had more and more that nee railing brackets, beam extensions had backed intersections p er out and reinstalled,the ground had been loosened up some which In some locations,di g the usual 10' depth. My installing foreman Codey advanced beyond 10' in some cases to as much resulted in exceeding completed. as 25 total feet as listed in pier#25.All pressures were at or above 1500 PSI when #7-10ft@1500 PSI #10—10 ft @ 1800 PSI #11—10 ft @ 1600 PSI #12—10 ft @ 1800 PSI #13—15 ft @ 1800 PSI #16—10 ft @ 1800 PSI #19—10 ft @ 1800 PSI #20—15 ft @ 1600 PSI #21-15ft@ 1700 PSI #22—15 ft @ 1700 PSI #23—15 ft @ 1600 PSI #24—15 ft @ 1600 PSI 1 #25—25 ft @ 1700 PSI #26—15 ft @ 1600 PSI #28—10 ft @ 1600 PSI #29—15 ft @ 1800 PSI #30—15 ft @ 1500 PSI #31—15 ft @ 1700 PSI If you have any questions, please feel free to call or email me. -Thank you! - " Brad Schultz From: Keith Martin [mailto:KMartin ri.cSent: Monday,October 16, 2017 8:06 AM^m] To: Dan Holborow<DHolborow terrafirmafs com> Cc: Brad Schultz<BSchultzterrafirmafs com> Subject: RE: Dirksen Pier Installation Complete Hi Dan/Brad, Can you please provide me with this information in the next day or so? I'd like to get my report over to the city asap. Thanks, Keith Keith Martin,PE,GE GRI Senior Engineer ` 0 1503-641-3478 D 1503-597-7619 C 503-539-8232 From: Dan Holborow [mailto:DHolborow• Sent: Tuesday, October 10, 2017 2:57 PM terrafirmafs.com] To: Keith Martin Cc: Brad Schultz Subject: RE: Dirksen Pier Installation Complete Keith, Brad Schultz is putting that together and we will send it to you and Western Wood as soon a Brad, please note which pier#s were moved this week. sit is ready. Thanks, Dan Holborow — Commercial Sales Manager TERRAFIRMA FOUNDATION SYSTEMS "... 761 NE Garden Valley Blvd.761 229-4049 I Roseburg, ORI 97470 � _�. I (541) 492-2430 DIR I (971) 313-3180 CELL 2 rM . Itaont1n . v . 11 From: Keith Martin [mailto:KMartin@gri.com] Sent:Tuesday, October 10, 2017 2:02 PM To: Dan Holborow<DHolborow@terrafirmafs.com> Subject: RE: Dirksen Pier Installation Complete Hi Dan, Could you please find out which piers were re-installed Monday and the gage PSI at final installation depth? I need to pull a report together for the City. Thanks, Keith Keith Martin,PE,GE GRI Senior Engineer 0 1503-641-3478 D 1503-597-7619 C 1503-539-8232 From: Dan Holborow [mailto:DHolborow@terrafirmafs.com] Sent: Monday, October 9, 2017 9:07 AM To: Keith Martin; Jeff Peck; Jamie Agidius Cc: Erik Lee; Dean Felts (dean@allconcompany.com); Carla Staedter Subject: RE: Dirksen Pier Installation Complete Will do Dan Holborow — Commercial Sales Manager TERRAFIRMA FOUNDATION SYSTEMS 761 NE Garden Valley Blvd. 1 Roseburg, OR 1 97470 (541) 229-4049 1 (541) 492-2430 DIR 1 (971 ) 313-3180 CELL (.4WO!Zi damhir— 4.6 iTht (MNoma n 3 From: Keith Martin [mailto:KMartin@gri.com] Sent: Monday,October 9, 2017 9:06 AM To: Dan Holborow<DHolborow@terrafirmafs.com>;Jeff Peck<JeffP@tigard-or.gov>;Jamie Agidius <iagidius@westernwoodstructures.com> Cc: Erik Lee<erik@leecompany.net>; Dean Felts (dean@allconcompany.com)<dean@allconcompany.com>; Carla Staedter<carla@tigard-or.gov> Subject: RE: Dirksen Pier Installation Complete I don't have anyone available this morning yet, and not sure who is available today. If this needs to be completed ASAP today please provide me with the pier numbers that were reinstalled,and the PSI during the installation. Thanks, Keith Keith Martin,PE,GE GRI Senior Engineer 0 1503-641-3478 D 503-597-7619 C 1503-539-8232 From: Dan Holborow [mailto:DHolborow@terrafirmafs.com] Sent: Monday, October 9, 2017 8:58 AM To: Keith Martin; Jeff Peck; Jamie Agidius Cc: Erik Lee; Dean Felts (dean@allconcompany.com); Carla Staedter Subject: RE: Dirksen Pier Installation Complete Keith, They are over there now. Do you want us to wait for an inspector? Dan Holborow — Commercial Sales Manager TERRAFIRMA FOUNDATION SYSTEMS 761 NE Garden Valley Blvd. 1 Roseburg, OR I 97470 (541) 229-4049 1 (541) 492-2430 DIR 1 (971) 313-3180 CELL 474 (11 (Rtcgatttan . From: Keith Martin [mailto:KMartin@gri.com] Sent: Monday, October 9, 2017 8:53 AM To:Jeff Peck<JeffP@tigard-or.gov>; Dan Holborow<DHolborow@terrafirmafs.com>;Jamie Agidius 4 <jagidius@westernwoodstructures.com> Cc: Erik Lee<erik@leecompany.net>; Dean Felts(dean@allconcompany.com)<dean@allconcompany.com>; Carla Staedter<carla@tigard-or.gov> Subject: RE: Dirksen Pier Installation Complete I will do what I can to get someone over to observe on short notice. When do you expect to do the work? Thanks, -Keith Keith Martin,PE,GE ! GRI Senior Engineer 0 1503-641-3478 D 1503-597-7619 C 1503-539-8232 From: Jeff Peck [mailto:JeffP@tigard-or.gov] Sent: Monday, October 9, 2017 8:46 AM To: 'Dan Holborow'; Jamie Agidius Cc: Erik Lee; Dean Felts (dean(aallconcompany.com); Carla Staedter; Keith Martin Subject: RE: Dirksen Pier Installation Complete Dan, I will copy in Keith Martin,GRI,to determine availability. Jeff Peck Project Manager Direct: (503) 718-2466 Cell: (971) 295-6588 Email: ieffp@tigard-or.gov City of Tigard Public Works Department 13125 SW Hall Boulevard,Tigard, Oregon 97223 From: Dan Holborow [mailto:DHolborow@terrafirmafs.com] Sent: Monday, October 9,2017 8:41 AM To:Jamie Agidius<jagidius@westernwoodstructures.com> Cc: Erik Lee<erik@leecompany.net>;Jeff Peck<JeffP@tigard-or.gov>; Dean Felts(dean@allconcompany.com) <dean@allconcompany.com>; Carla Staedter<carla@tigard-or.gov> Subject: RE: Dirksen Pier Installation Complete Jamie, Dean called Brad on Friday and said (4)of our piers need to move again.We had all the string lines this time so I'm not sure what happened. We are sending some guys over this morning to get it straightened out. I will let you know when I have updates from Brad. If we have to move these again we probably need an inspector over there. Jeff, can you get the inspector on short notice? Thanks, 5 Dan Holborow — Commercial Sales Manager TERRAF IRMA FOUNDATION SYSTEMS 761 NE Garden Valley Blvd. I Roseburg, OR 197470 (541) 229-4049 I (541) 492-2430 DIR I (971 ) 313-3180 CELL Zhc (0,011011 From: Brad Schultz Sent:Wednesday,October 4,2017 8:09 PM To:erik@leecompany.net Cc:Carla Staedter<carla@tigard-or.gov>;Jamie Agidius<iagidius@westernwoodstructures.com>; Dan Holborow <DHolborow@terrafirmafs.com>; dean felts<dean@allconcompany.com>;JeffPWtigard-or.gov;Jay Beck <JBeck@terrafirmafs.com> Subject: Dirksen Pier Installation Complete Hello All We completed the installation of the piers this afternoon. We ended up needing to move 27 of the 29 piers due to them being in the wrong location. Once Lee Construction put up string lines of all beam runs, we were able to see the exact location of every point at which the piers needed to be installed. Keith from GRI was able to observe all pier installations. We did get confirmation from SFA that we did not need to re load test the piers so long as we maintained the same pressure readings and depth as the initial install. We actually ended up going quite a bit higher in pressure as the ground has gotten extremely hard since we originally installed a couple weeks ago. I am assuming its from the recent rain fall. We did still hit 10' on all vertical piers, and battered piles. With pressures ranging from 1800-2400 PSI. (SFA was ok with anything above 1500 PSI)We actually were not able to get 4 piers out of the ground as they have become stuck in the ground due to the water in the ground. We did encounter lots of roots and other misc obstructions which deflected our piers slightly both in location, and angle. Some of the piers ended up being a bit off from the desired angle,but can be corrected during beam installation. We also ran into old metal farm fencing which became tangled in a pier install, which was corrected and removed. I recommend that Lee use chain or strap and a come-along to pull the piers into the proper alignment with the beam. We did know going into this project that it was nearly impossible to get all of the piers exactly positioned to bolt straight onto the beam as is. Most all of the vertical piers should be fine as is however the battered piles might need some help to align to the beam face. (You can pull on the piers quite a bit without compromising them, if you are concerned at all during installation, if I am not already there, call me and I'll come advise) We went ahead and bolted extensions to the piers as shown in the photos below. This is so that Lee Construction can cut the piers to the exact height needed for the installation per plan. I will be coming by tomorrow to drop off the coupler adapters to mate the fabricated battered brackets to the larger 288 piers. I consulted with SFA about moving some of the battered pier locations due to tree roots. Michael at SFA confirmed that it was fine to shift the location down the length of the beam while achieving the same structural results. We also modified two corner pier layouts. The plan called for 3 (2 battered, and one vertical) piers to all culminate in the corner. Which will result in the brackets all colliding with one another. We did one corner as designed and alternated the side of the beam which the battered pile connects so that they should clear each 6 owever its tricky to get the helix blades to miss adjacent piers as they go in the ground near each other. e corner locations at the west end of the boardwalk, we pulled the battered piles back from the corner a ple feet so that there will be plenty of room for the brackets to be installed. I have attached a photo of the "as igned" install, as well as our"modified install" (southwest corner) f you have any questions, feel free to call me. I will be stopping by the site tomorrow to go over any details our install, and answer any questions. Thank you! Brad ft, t gii to ) �it r * tt,. , ' 1 .� ri , !I, 1% i t z f es' y 4 i r :y + 1 } ;Ii + l * - �. s - '44. w A4. s11101k .% `' . ' " ! ... 1.1=-, 7 , ° 1 t s' C . ;<"<.< s. aa. '.n. x.`t! off,+ € ti d rr, t„, ••-` I�, +ads 4 r. :,"'"*i,,,:::,::". � 4 ,:44 t , * -. ' l' — : ' ' 'irt ' ' 1 .r ..� 1 ,' a,, ° E i 00 k, , , , Il '. r M °.. I R 0 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 p1 503-641-3478 f)503-644-8034 I/ SITE VISIT REPORT Report Sequence No.: 4 Page 1 of 3 Project: Dirksen Park Helical Piers Date: 10-3 and 10-4-17 Project No.: 5976-B Feature: Helical Pier Removal and Re-Installation Time of Site Visit: 10 am to 4 pm(10-3) 8 am to 1 pm Weather: Sunny,Cool Submitted by: Keith Martin,PE,GE Client: City of Tigard Contractor: Terra Firma Site Address: Dirksen Park,Tigard Building Permit No. BUP2017-00214 GRI visited at the site on 10-3-17 and 10-4-17 to observe the re-installation of all piers except piers 6 and 29. The piers were initially installed and tested on September 5 -7, 2017 and were documented in Site Visit Reports to you. We understand the re-installation was required because all piers (except piers 6 and 29) were not installed in the correct position to permit construction of the boardwalk. A spreadsheet with the pier number, installation depth, and gage pressure during the re-installation observed by GRI is attached. The layout and installation notes for the piers are shown on the attached Sheet S2.1 of the plans by SFA Design Group (SFA),the helical pile designer. The piers removed and re-installed consist of Supportworks HP288 helical piers with a diameter of 2.875 in. and wall thickness of 0.276 in. The lead section consists of a 10 in.diameter helix(bottom)and 12 in.diameter helix(top). The piers are hot dip galvanized. The installation equipment consists of a CAT 303.5E CR Mini Excavator equipped with a hydraulic drive motor and pressure gage. The piers were previously installed to depths of 10 ft at gage pressures of about 500 to 1,000 psi at depths of 5 ft increasing to 1,500 to 2,000 psi at depths of 10 ft. The reinstalled piers generally had pressures of about 1,000 to 1,500 psi at a depth of 5 ft and 1,500 to up to 2,000 psi at depths of 10 ft, which were comparable to the resistances of the original installation at final installation depth. Twenty percent of the production piers were tested during the initial installation and all passed successfully. Based on conversations with Terra Firma,we understand that SFA has indicated that the piers do not require additional testing if pressures of at least 1,500 psi are achieved during final installation depth of 10 ft. Based on our observations and information provided by Terra Firma, the gage pressures during re-installation of the piers meet the installation resistances required by SFA and are consistent with the original installation. We understand that Terra Firm returned to the site on 10-9-17 to remove and re-install four piers that were not in the correct position. Information regarding these four piers has not yet been pr vided y Ter irma to GRI. /4±64 /e# + PE'., Reviewed by: �—� Date: th / -/7 Comments: Copies to: 5976-B SVR 10-3 and 10-4-17 Providing geotechnical,pavement,and environmental consulting services since 1984 Cil) 9 (2 ..„, 50021VE ", OIEGON 35 ' ' I YFr ..■ ' 11'-O' 11'-0' 11'-0' 10-7q I 9' 9 jI 9•-73C 8-0' . 8'-O' S. , t/54.1 OPP I + gy - I- 7ePAE8g-ma Ci _ '" m o I- 0 p M pp— v I t o lir W I • — i —I --- - 4- F________1,1 _______ m i 31 --- 1 14.1 rn 3 � _ 0 - ® - - 3O II 1 10— ttm z Q ' �, I I I I , T 1/S4.1 r 1/542 " I III r. H m n 1u • ' UI€OF BOARDWALK 1 y I 9 Q m FROM ABOVE TYP ' I i-- f 7! a a o •""11I N'1 { Iv er OP Q -----------------, © i4) ® —r----to--1 1/54.1 0 �L1 . 7I — IIi ♦ MI4LL CC I (N)PIER LAYOUT PLAN imuir/ , SCALE I/ ...10' F pIRALA St • PIAN (E)FOUNDAT IOW 4)PIER LAYOUT PLAN NOTES: REVIS1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 5. fj INDICATES FSI 237 HELICAL LATERAL RESTRAINT SYSTEM PER wNs 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES DETAL 1 © 08-22-1 71A BETWEEN FIELD CONDITIONS&'MOSE SHOWN IN THESE DOCUMENTS LATERAL HELICAL TIEBACK INSTALLATION NOTES: ' PRIOR TO CONSTRUCDON/INSTAUA1TON OF PIERS TYP • MAX LOAD TO ANCHOR -11350 LBS i • 2.375'0 PIPE PILE TIEBACK N 0.154'THICK WALL { 3. 'I----'*- SECTION CUT- DETAIL NUMBER/SHEET NUMBER INSTALLED AT A 45±2'ANGLE FROM HORIZONTAL { X/SXX • 0.375 THICK 10/12'/HELIX W/0.25'FILLET WELDS ` (1) INDICATES LOCATION OF FSI 237 HELICAL PER PER DETAILS SIDE HELD(TO P9�E PILE PROJECT : 4. ( • MINIMA 15-0'INSTALLATIM DEPTH Nt 2270 LB-FT MME)Br ON S4.1Q INSTALLATION TORQUE RA HELICAL PIER INSTALLATION NOTES: DRAWNJ� 1 6. PIER SPACING SHALL BE AS INDICATED ON PLAN DAT! • MAX LOAD TO ANCHOR= 9200 LBS 05-28,2017 • 2.375'0 PIPE PILE W/0.154'THICK WALL 7. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF(E) FOUNDATION t • • 0.375"THICK 10/12" HELIX W/ 1/4 FILLET WELDS CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SHEET NO: EACH SIDE OF HELIX TO PIER S2 1 • MINIMUM 15-0'INSTALLATION DEPTH & 1900 Fr- : 8• AU..CONSTRUCTION MATERIALS ■ ON PLANS. ELEVATIONS de DETAILS INSTALLATION TORQUEARE(N) UNO 1V Project: Dirksen Park Boardwalk GRI Project Number: 5976-B Feature: Helical Pier Removal and Reinstallation Pier Type: Supportworks HP 288 with 10 in.(bottom)and 12 in.(top)helices Contractor: Terra Firma Foundation Systems Installation Equipment: CAT 303.5E Excavator with Hydraulic Power Motor Date of reinstall: October 3 and 4,2017 • Depth=5 ft Depth=10 ft Gage Gage Angle From Pressure , Pressure Pier# Vertical,deg Date (psi) (psi) 1 '0 10/3/2017 --- 1500 GRI did not observe 2 0 10/3/2017 1250 1700 3 0 10/3/2017 1500 1700 4 0 10/3/2017 1250 1500 5 0 10/3/2017 1500 2500 6 Location OK---no reinstall necessary 7 0 10/3/2017. — 1500 GRI did not observe • 8 0 10/3/2017. 1250 1500 9 0 10/3/2017 1250 1700 10 0 10/3/2017 1500 1700 11 0 10/4/2017 1500 1800 12 0 . 10/4/2017 1500 1700 13 0 10/3/2017 1000 1700 . 14 0 10/3/2017 1250 1800 15 0 10/4/2017 1200 2000 16 0 10/4/2017 1300 1800 • 17 0 10/4/2017 --- 1900 18 0 10/3/2017 1500 2100 19 ' 0 10/4/2017 1300 1700 20 0 10/4/2017 1000 1700 . 21 45 10/3/2017 -- 1500 GRI did not observe 22 45 10/3/2017 1250 1500 23 45 10/3/2017 1000 1500 24 45 10/3/2017 1000 1500 25 45 10/4/2017 1400 1900 26 45 10/4/2017 1000 1900 27 45 10/4/2017 1000 . 1700 . 28 45 10/4/2017 1500 1800 29 Location OK---no reinstall necessary • 30 45 10/3/2017 1500 2000 . 31 45 10/3/2017 1200 1800 G R 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 p I 503-641-3478 fl 503-644-8034 September 20, 2017 5976-B C.O.SUMMARY LTR City of Tigard 13125 SW Hall Boulevard Tigard,OR 97223 Attention: Jeff Peck, PE/Project Manager SUBJECT: Summary of Construction Observation Services Helical Pier Installation and Load Testing Tigard,Oregon GRI provided construction observation services for helical pier installation and load testing for the planned new boardwalk and overlook at Dirksen Nature Park in Tigard,Oregon. Our work consisted of a review of project plans and specifications and observation and documentation of installation and load testing of the helical piers. The specialty foundation contractor for the project is TerraFirma Foundation Systems of Portland, Oregon. The helical pier designer is SFA Design Group(SFA)of Portland,Oregon. GRI's construction observation services were limited to observation of installation of 31 helical piers and load testing of six helical piers (minimum 20% of production piers), as required by the specifications. GRI conducted site visits between September 5 and 7, 2017, to observe the installation and load testing. Our site visits were documented in Site Visit Reports that were distributed to the City of Tigard. It should be noted that the pier installation depth was 10 ft and not 15 ft as noted on Sheet S2.1 of the plans. Based on discussions with the contractor during installation, it is our understanding SFA approved the 10-ft installation depth assuming successful load testing per the specification. In our opinion, the pier installation and testing observed were completed in substantial conformance with the requirements developed by SFA. Please contact the undersigned if you have any questions or if we can be of further assistance. Submitted for GRI, ,Q PROP � NSF • •13S8PE -s. � Renews 12/2018 Scott M. Schechter, PE,GE Keith S. Martin, PE,GE Principal Senior Engineer This document has been submitted electronically. Providing geotechnical,pavement,and environmental consulting services since 1984 h 1 R 0 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 pi 503-641-3478 f! 503-644-8034 SITE VISIT REPORT Report Sequence No.: 3 Page 1 of 19 Project Dirksen Park Helical Piers Date: 9-7-17(Thur) Project No.: 5976-B Feature: Helical Pier Installation and Testing lime of Site Visit 7:45 am to 4:30 pm Weather: Partly Cloudy,warm,smoky Submitted by: Trevor Bineham; Keith Martin,PE,GE Client: City of Tigard Contractor: Terra Firma Site Address: Dirksen Park,Tigard Building Permit No. BUP2017-00214 GRI visited at the site at 7:45 am to observe installation of helical piers. Terra Firma was on site when we arrived. The layout and installation notes for the piers are shown on the attached Sheet S2.1 of the plans by SFA Design Group (SFA), the helical pile designer. As discussed in our Site Visit Report dates 9-5- 17, the allowable installation torque for the FSI 237 piers specified in the plans was being exceeded during installation and one pier was damaged (which was removed and replaced). Therefore, the contractor will use a stronger pier with a greater wall thickness. The piers installed today consist of Supportworks HP288 helical piers with a diameter of 2.875 in. and wall thickness of 0.276 in. The lead section consists of a 10 in. diameter helix (bottom) and 12 in. diameter helix (top). The piers are hot dip galvanized .The installation equipment consists of a CAT 303.5 E CR Mini Excavator equipped with a hydraulic drive motor and pressure gage. Based on the plans the vertical piers have a design load of about 9.2 kips and a specified minimum installation depth of 15 ft with a minimum 1,900 ft lb installation torque (570 psi gage pressure), and the lateral piers battered at a 45° angle have a design load of about 11.35 kips and a minimum installation depth of 15 ft with a minimum 2,270 ft lb installation torque (750 psi gage pressure). Based on information from Supportworks the maximum "allowable" installation torque for HP 288 helical piers is 7,900 ft-lbs, or about 2610 psi pressure on the installation motor gage. The installation logs are attached. We understand the maximum gage pressure of the drive motor gage during installation was about 1,800 psi (about 5,448 ft lbs of torque). GRI observed installation of piers #7410, #14#19, #21, #22, #30 and #31. Piers #21, #22, #30 and #31 were installed approximately 45 degrees from vertical. In general, a maximum gage pressure of 500 psi was encountered to a depth of 5 feet. Below 5 feet the gage pressure began to increase to the maximum pressures noted above at termination of installation of the piers. Today's piers had an installed length of about 10 feet, with the exception of pier #31, which encountered refusal at a length of about 8 feet. GRI observed load tests performed on vertical piers #2, #10, and #19. The piers were loaded in tension per the load schedule specified by SFA on Sheet S1.1 of the plans. SFA specified that the vertical piers should be tested assuming the greater design load (DL) of the battered piers, about 11.4 kips. The piers were loaded in increments of 25% of the design load (DL) to a maximum test Providing geotechnical,pavement and environmental consulting services since 1984 n G R9750 SW Nimbus Avenue 2 0 Beaverton,OR 97008-717 p1 503-641-3478 fl 503-644-8034 SITE VISIT REPORT Page 2 of 19 Project: Dirksen Park Helical Piers Date: 9-7-17 Project No.: 5976-B Feature: Installation and Testing load of about 17 kips, 1.5 times the DL. The maximum test load was sustained for a minimum of 10 minutes and creep was measured. GRI observed movements of less than .04 inches between the 1 and 10 minute readings during the maximum test load which met specifications. Deflection at the design load was less than 0.5 in. The.Helical Pier Proof Test data sheets are attached. The contractor indicated that no additional piers were to be installed and GRI left the site. r:Zi;7 Reviewed by: KOJI- J PE,lob' Date: 9-/2-/4- Comments: -/2-/ -Comments: Copies to: 5976-B SVR 9-7-17 g �pINF B Cr) �o � E'' �� 5%1 1 A a Cr) II Oji SFAUnIg"�,.� —' I i oneaow "°sad=7..' .420 44% " RWAMMOisWAM wmam I S. 9'11'-o" 11'-o" ' 11'-0" 1O'- " 9'- 9'__ I1/54.1 OPP ERPNE& 12-31-1T co $ _ii --I---, 1/54.1 OPP yI N W© - ® 0 - O - O '' ®-- _—®-- 10 , m _ - y -i—- En © j ® O - © - ® _ ® m sr , ' --- --- —� fes; to—- t 1/54A a o Q Q `V UNE OF BOARDWALK i I I 1 I 7.••ml a7 CV ' FROM ABOVE TMI ' ( f---- '-- Q c rn 1 14....;:-... .�1 0 Qac apo Z a O 1 1 11 ^ I'N y 111 I I.....-_ ....Jz H Cl") 1 S . _ -1 ?-1- -1- - 1/54.1 'cf.' M W �' cc . En' _ _I_IEC f cc o -6'-1A"i vim' CC (N) PIER LAYOUT PLAN / �r SCALE: 1/8"=r-0" mil (M PIER Lavoy (E)FOUNDATION/(N)PIER LAYOUT PLAN NOTES: PLAN 1. REFERENCE 51.1 FOR GENERAL REQUIREMENTS 5. --111-\-INDICATES FSI 237 HELICAL LATERAL RESTRAINT SYSTEM PER 'REVISIONS • 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES DETAIL 1 0 0822-17 BETWEEN HELD CONDITIONS &THOSE SHOWN N THESE DOCUMENTS LATERAL HELICAL TIEBACK INSTALLATION NOTES: A PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP • MAX LOAD TO ANCHOR = 11350 LBS • 2.375.0 PIPE PILE TIEBACK W/0.154" THICK WALL 3. L-X/SX X SECTION CUT - DETAIL NUMBER/SHEET NUMBER INSTALLED AT A 45'±2'ANGLE FROM HORIZONTAL • 0.375 THICK 10/1211 HELIX W/D.25"FILLET WELDS 4. ® INDICATES LOCATION OF FSI 237 HELICAL PIER PER DETAILS SIDE OF HELIX TO PIPE PILE PROJECT NO ON S4.1 • MINIMUM 15'-0" INSTALLATION DEPTH &2270 LB-FT TF17A43 AD © I STALLATION TORQUE D Neo BY: HELICAL PIER INSTALLATION NOTES DR WN BY: • MAX LOAD TO ANCHOR = 9200 LBS 6. PIER SPACING SHALL BE AS INDICATED ON PLAN DATE: • 2.375.0 PIPE PILE W/ 0.154"THICK WALL 06-25-2017 ION • 0.375"THICK 10/12" HELIX W/ f/4" FILLET WELDS 7 CRACKAIISS�PRESENT NTO �THEGSPAN BETWEEN FOUNDINEER OF RECORD IF ATION BRAFOUNCKETS SHEET NO: EACH SIDE OF HELIX TO PIER • MINIMUM 15'-O"INSTALLATION DEPTH & 1900 FT-L- 8. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS S2■1 INSTALLATON TORQUE ARE (N) UNO 17- q G R I1937a5v0eSttWori%mRbu9stov72 HELICAL PIER INSTALLATION LOG pl 503-641-3478' f I 503-644-8034 Project: Project No.: ' • _ - Contractor: 1('7 , • ro. Date: Equipment: GRI Representative: Pier No.: Sequence: 3 INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: Start: ;1 S Pon, Finish: (am/pm) Total Time: y . (min) Depth,ft Pressure, psi Torque,ft-lbs '11 GRI Bea°R"oR7ooe�i72 HELICAL PIER INSTALLATION LOG pi 503-641-3478 ft 503-644-8034 �7. -,f Project: �;1 '` ` ` < Project No.: J Contractor: , •• Date: Equipment: GRI Representative: Pier No.: 2 Sequence: f INSTALLATION DETAILS Date Installed: Pier Type/Materials: '14 Angle From Vertical: • , Total Length: Start: w Finish: R. (am/pm) Total Time: � (min) Depth,ft Pressure, psi Torque,ft-lbs • G' ^'1 8 2 W to G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG p l 503-641-3478 f I 503-644-8034 Project: / , , t Project No.: ,,, Contractor: ; '7 i",„'f-,,, !.- ,ri, o Date: ' / 1 Equipment: . , . _ GRI Representative: 1 Pier No.: ,, s ., Sequence: INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: ) 1 .--(ft, Start: Finish: , — (am/pm) ,-) Total Time: (mm ) (min) Depth,ft Pressure,psi Torque,ft-lbs L9 1'9 '1/4''•N 1 :-., ''.- . 0 0 . Z 0 E 8 2 r . . .2,--'--- , 11 G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL. PIER INSTALLATION LOG pl 503-641-3478 fj 503-644-8034 Project: - Project No.: Contractor: -i i i, , Date: , , _ _ < Equipment: GRI Representative: Pier No.: 2 Sequence: j ._ INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: -' - Total Length: / i.' - Q. ci v(, k ); Start: 1 _ Finish: ' . '-'7 (am/pm) Total Time: 1'' i-e-c, ‘,--s, (min) Depth,ft Pressure, psi Torque,ft-lbs < 1..,' t, 8 z 0 E 8 G R I SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG p l 503-641-3478 9 503-644-8034 P. 1 Project: Project No.: - - Contractor: 1 ((' Date: Equipment: GRI Representative: 7 Pier No.: Sequence: INSTALLATION DETAILS Date Installed: Pier Type/Materials: , Angle From Vertical: Total Length: • • Start: • Finish: \ > 7 (am/pm) Total Time: (min) • • Depth,ft Pressure,psi Torque,ft-lbs • ; • • • 8 8 2 G RI 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL. PIER INSTALLATION LOG pj 503-641-3478 fl 503-644-8034 p , , / , , Project: Project No.: ) Contractor: T (f — r Date: Equipment: 2°3 20 GRI Representative: 7 Pier No.: (f) Sequence: INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: c Start: çp ' Finish: ) (am/pm) Total Time: (min) Depth,ft Pressure,psi Torque,ft-lbs 4, rx 8 • I GRI9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pi 503-641-3478 fl 503-644-8034 Project: ' Project No.: 4 7 r Contractor:. Date: Equipment: C� n } �:`; _� GRI Representative: I Pier No.: Sequence: 3 INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: Start: Finish: I (am/pm) Total Time: i 0 (min) Depth,ft Pressure,psi Torque,ft-lbs I 9 G R9750 SW averton,Nimbus Avenue IBeOR 97008-7172 HELICAL. PIER INSTALLATION LOG pi 503-641-3478 f I 503-644-8034 Project: 0 i( Project No.: Contractor: (Tr I Date: Equipment: 1207 GRI Representative: c' Pier No.: Sequence: 3 INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: 1 Start: Finish: (am/pm) Total Time: (min) Depth,ft Pressure,psi Torque,ft-lbs - -- ) ot 8 Cct GR I Beau n,,,OR 9700Avenue72 HELICAL PIER INSTALLATION LOG i p I 503-641-3478 fl 503-644-8034 Project: ` ` .; I� `�_ • Project No.: 5 �, e. Contractor: I eire, i ' Date: q- Equipment: - GRI Representative: TA-3 Pier No.: f 4- Sequence: ? INSTALLATION DETAILS Date Installed: - Pier Type/Materials: I,i ' g Angle From Vertical: r Total Length: i 0 y r Finish: '�'•� ,: 8 '- Start: (1 �,'1 (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs z 0 a o. 8 a x '19 G R rasvoesttwonvRbu7oov8_en772 HELICAL PIER INSTALLATION LOG pi 503-641-3478 fl 503-644-8034 - - Project: 0 Project No.: Contractor: `1QC1' iH Date: 47,- -"I''7 Equipment: , 7 GRI Representative: I-. Pier No.: Sequence: INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: Start: Finish: - (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs oo 1 ) GR I SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG p 503-641-3478 9 503-644-8034 0I k- ' : Project: Project No.: Contractor: a Date: Equipment: GRI Representative: , Pier No.: Sequence: 3 INSTALLATION DETAILS ,. Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: Start: )- - ,Finish: (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs - z•‘' 8 GR I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pl 503-641-3478 f I 503-644-8034 Project: Project No.: Contractor Date: Equipment: GRI Representative: Pier No.: Sequence: 3 INSTALLATION DETAILS r Date Installed: Pier Type/Materials: h r Angle From Vertical: Total Length: 7,7; Start: 7.7 -,) Finish: , (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs c ; i G R I Bea ertonNOR 97008-7172 HELICAL PIER INSTALLATION LOG p l 503-641-3478 fl 503-644-8034 Project: I _ Project No.: Contractor: ({ Date: Equipment: - GRI Representative: TA t Pier No.: ` Sequence: `a INSTALLATION DETAILS Date Installed: Pier Type/Materials: Angle From Vertical: Total Length: Start: Finish: (am/pm) Total Time: (min) Depth,ft Pressure,psi Torque,ft-lbs ;) S 9750 SW Nimbus Avenue +? GRI 8503641-347870venue -3.1 HELICAL PIER PROOF TEST pl I Project: :rst+r-t "rf 14 .tkc $ � .�5 Project No.: 59T P.B Contractor: I e.v'ra Firvv-10... Date: ."91- 7 -- I GRI Representative: V' Load Schedule ( gcl Load, kips Deflection,in. �' '" j, `' ` Alignment Load (AL) AL 0 .0 5't 0.25 DL -2c:o 2. 8 0.2-y 1 ;1-,')0 0.50DL— `SDD 5,1- r ? 2, ct� 1 '- Pier No.: 0.75 DL— •-Db Q,S d. -,(-c. , ,-j., 1 ' 7., 1.00 DL—ciba //, 17/ 6 , Lt-/0 ; ,) Design Load: 1.25 DL —1/7_00, /4'2. 69, j 3 ,.;) 1:50DL- 1,400 /7.0 a.. & < , ,..) (Hold 10 mins. minimum) 0 . 1.25 DL—I2_00 /4', 2 0, tr50 2 (/uJ 1.00 DL— dice //.y 0 , (2tf 0 0.75 DL —`9-ta0 8,S' 6 , 6 Z°+ ; : :,') 0.50 DL—Sicp 5i7- 0 v 0,- 0.25 DL—2-00 _ 2, 3 0 5S0 i,3 Time, mins. Clock j s is Measure Creep: ,.•-' 1 (9•b6.� 2 0 / ,3 5 G (: .. .: 4 ,) , `2 5 0 ' '` 6 :r 10 :' • 7 v 1- . (r ii;; ), ! , 15 20 ' d"` : 25 30 35 . 40 50 60 g Acceptance Criteria: „> ,t'l �, j e LL :<a_v-- ) i,u.:) ,' . 0 COMMENTS ifr 8 J t 9 G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER PROOF TEST pl 503-641-3478 fl 503-644-8034 Project: ID't rle•serN ,:xy-14. 1,4ci‘Lai Pt c...r5 Project No.: 59% Contractor: i cirra_Firvv-ick Date: al GRI Representative: 1 A IF - ,i, i‘p ;.,,1 Load Schedule (p.51) Load, kips Deflection,in. 7,,71.2 : 0 Alignment Load (AL) AL ,o )1 rz., c, 0.25 DL -2 cap 2. a 0 i I 5 5 1 tfoo Pier No.: I b 0.50 DL- 6-e>c) 5,1- 0 , t10 1-09 0.75 DL- "4-o e) ea s' 0 . ,g, 1'06 Design Load: 1.00 DL—ci C>o //- l.7` 0: ,1 S 0, 2:i oa 1.25 DL -I,2f.X) /14 2. r) ,;: ..7•1 Z. 1'17(-2 1:50 DL- O0 /7.0 (Hold 10 mins. minimum) 1.25 DL--Ir 2.00 /4' Z 0 •5 '2_ _ 1.00 DL- ciob /1./I 0 , 7, 5 :;. ', • ' 0.75 DL -'9-oo as 0.50 DL-S-00 0.25 DL-2-co 2.62- Time, mins. Clock Measure Creep: b•S7T; 1 2 1 0 . 5 3 8 4 5 6 To t i . :i,/, ,- -- 15 -5, . . 20 25 30 35 40 50 60 0 0 Acceptance Criteria: 0,b1-4 1,-,> b-e_kr, ‘ ,*..,, ;0 z 0 COMMENTS 8 t , I . 1 1 , G R Ierton97008-71 9750 SW Nimbus Avenue Beav ,OR 72 HELICAL PIER PROOF TEST pi 503-641-3478 fl 503-644-8034 Project: D t r kstr, €),Y"' 141:1 k e.,..C.t.i 1 C2r5 , Project No.: Contractor: Tc..rraFf v-v-v-to. Date: 9-7 GRI Representative: 111E7 1100 tpii-GPE Load Schedule (fp. i) Load, kips Deflection,in. r---- a („; Lo' 0 Alignment Load (AL) AL 0,001 0.25 DL -2 cx) 2. El O, 17)3 13 0 0 Pier No.: 9 0.50 DL- 5 co 5-, 0.75 DL "3-0C, 6 S" .1'n° IO`L9(7 Design Load: 11 • 3 h. 1.00 DL-ct Do //.. lf 03? 1.25 DL -liZCO Pis 2. 0 , q'Y.0 ,2-30o ,,i 0; 14/: i t ;) L --, ,-- ,- - 1.50 DL- 11400 /7.o 0 ,. -I3 ...z 4 t'.? .--',.._ :<: ) 1- 11- (Hold 10 mins. minimum) tlCata 1.25 DL-I1 2-00 /4'12. 1.00 Di_- l'ob H.', 0 .510 ")_,,o 0 • 0.75 DL -sic° 8.S.' 0.PL 1800 0.50 DL-goo S.,7 0 ,Lif 0.25 DL-2-co 2•63 Time, mins. Clock Measure Creep: 0,9n 1 0 ‘S 7 61 2 6,(33R '3 4 5 7 6 ; (ip(11 esigai4ILL,.., 1 0 • 0,041 tosre) 15 20 25 30 35 • 40 50 60 a .$) ,) , 1 a Acceptance Criteria: 6 '.) yl z 0 COMMENTS g 8 t GI t0 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 pi 503-641-3478 fj 503-644-8034 SITE VISIT REPORT Report Sequence No.: 2 Page 1 of 22 Project: Dirksen Park Helical Piers Date: 9-6-17(Wed) Project No.: 5976-B Feature: Helical Pier Installation and Testing Time of Site Visit 7:45 am to 4:45 pm Weather: Cloudy,warm,smoky Submitted by: Trevor Bineham; Keith Martin, PE,GE Client: City of Tigard Contractor: Terra Firma Site Address: Dirksen Park,Tigard Building Permit BUP2017-00214 No. GRI visited at the site at 7:45 am to observe installation of helical piers. Terra Firma was on site when we arrived. The layout and installation notes for the piers are shown on the attached Sheet S2.1 of the plans by SFA Design Group (SFA), the helical pile designer. As discussed in our Site Visit Report dates 9-5-17, the allowable installation torque for the FSI 237 piers specified in the plans was being exceeded during installation and one pier was damaged (which was removed and replaced). Therefore, the contractor will use a stronger pier with a greater wall thickness. The piers installed today consist of Supportworks HP288 helical piers with a diameter of 2.875 in. and wall thickness of 0.276 in. The lead section consists of a 10 in. diameter helix (bottom) and 12 in. diameter helix (top). The piers are hot dip galvanized. The installation equipment consists of a CAT 303.5 E CR Mini Excavator equipped with a hydraulic drive motor and pressure gage. Based on the plans the vertical piers have a design load of about 9.2 kips and a specified minimum installation depth of 15 ft with a minimum 1,900 ft-lb installation torque (570 psi gage pressure), and the lateral piers battered at a 45° angle have a design load of about 11.35 kips and a minimum installation depth of 15 ft with a minimum 2,270 ft-lb installation torque (750 psi gage pressure). Based on information from Supportworks the maximum "allowable" installation torque for HP 288 helical piers is 7,900 ft lbs,or about 2610 psi pressure on the installation motor gage. Prior to our 7:45 am arrival, TerraFirma had installed piers#1, #2, #3, and #4.TerraFirma informed us that these piers were installed to a depth of 10 feet. We understand the maximum gage pressure of the drive motor gage during installation was about 2,000 psi (about 6053 ft-lbs of torque). GRI observed installation piers #5, #6, #13, #15 -#20, #23, and #24 - #29. However, after the contractor observed an error in the layout of the piers, piers #15419 were removed. The contractor planned to reinstall piers #15419 the • following day. Piers #24 - #29 were installed approximately 45 degrees from vertical. In general, a maximum gage pressure of 500 psi was encountered to a depth of 5 feet. Below 5 feet the gage pressure began to increase to the maximum pressures noted above at termination of installation of the piers. Today's piers had an installed length of about 10 ft. The installation logs for the piers GRI observed installed are attached. GRI observed load tests performed on vertical piers #3,#5, and #13. The piers were loaded in tension per the load schedule specified by SFA on Sheet S1.1 of the plans. SFA specified that the vertical piers should Providing geotechnical,pavement,and environmental consulting services since 1984 9750 SW Nimbus Avenue 131 R 0 Beaverton,OR 97008-7172 pi 503-641-3478 fi 503-644-8034 SITE VISIT REPORT Page 2 of 22 Project: Dirksen Park Helical Piers Date: 9-6-17 Project No.: 5976-B Feature: Helical Pier Installation and Testing be tested assuming the greater design load (DL)of the battered piers,about 11.4 kips.The piers were loaded in increments of 25% of the design load (DL) to a maximum test load of about 17 kips, 1.5 times the DL. The maximum test load was sustained for a minimum of 10 minutes and creep was measured. GRI observed movements of less than .04 inches between the 1 and 10 minute readings during the maximum test load which met specifications. Deflection at the design load was less than 0.5 in. The Helical Pier Proof Test data sheets are attached. The contractor indicated no additional piers would be installed today and GRI left the site. 7Vg Reviewed by: /4 ) PES 645_ Date: Comments: Copies to: 597E-6 SVR 9-6-17 B CT) �cNEF9/r 5Fc7 Cr) y Q • SIM Design arm*.u: ^► IZ. — ' t�, hY:�0.Y"3 _ 11'-O' 11'-0' N 11'-0" 10'- " 9'-9 g'_7 I O'�8-3� ` .-,• - ' �8" 8'-0" 8'-0" S. X54.1 OPP MRS. 12-U-n CO —i_________________________ _ _ I __ m _ (n ® O - 0 _ 0 - ! -F---��----- I S4.1 i CO L—� r — s AL-1 m I @__ it ` ® Z I 1/S4.1 Q `� LINE OF BOARDWALK 54. 1I- I �' O m N ' . FROM ABOVE TYP ' r--- Z Y I 1 N � � Z 0- o © -_-_ -___ _---_-_-__ I I N �_ f Q 1/S4.1-� ® �' '- ----14--- 1© -�1I" 1/54.1 0 O _ CCW ' • I©--®--- 1s —ryJ m 4.1 LL ' t ® cc 4 0 /N 'd' w (N) PIER LAYOUT PLAN y ~ e SCALE: 1/g"=1'-0" (E)FOUNDATION/(N)PIER LAYOUT PLAN NOTES: (N)PIER LAYOUT 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 5. --111-Ir INDICATES FSI 237 HELICAL LATERAL RESTRAINT SYSTEM PER 'REVIMONS O8- 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES DETAIL 1 m -n BETWEEN FIELD CONDMONS & THOSE SHOWN IN THESE DOCUMENTS LATERAL HELICAL TIEBACK INSTALLATION NOTES: 1 PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP • MAX LOAD TO ANCHOR= 11350 LBS • 2.375.0 PIPE PILE THICK 3• I-- SECTION CUT- DETAIL NUMBER/SHEET NUMBER INSTALLED AT 45'±2' ANGLCK WE FROM 0.154"H RI ONTALL X/SX.X • 0.375 THICK 10/12"0 HELIX W/0,25" FILLET WELDS 4. ® INDICATES LOCATION OF FSI 237 HELICAL PIER PER DETAILS SIDE OF HELIX TO PIPE PILE PROJECT NO ON 54.1 • MINIMUM 15'-0" INSTALLATION DEPTH & 2270 LB-FT ESIGNE A INSTALLATION TORQUE DEI S�IDNED BY: RAWN BY: HELICAL PIER INSTALLATION NOTES: DLJ • MAX LOAD TO ANCHOR = 9200 LBS 6. PIER SPACING SHALL BE AS INDICATED ON PLAN • 2.375"0 PIPE PILE W/ 0.154"THICK WALL DATE: 7. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF(E) FOUNDATION 05.2132017 • 0.375"THICK 10/12" HELIX W/ 1/4° FILLET WELDS CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SHEET NO: EACH SIDE OF HELIX TO PIER • MINIMUM 15'-0" INSTALLATION DEPTH & 1900 FT-LB 8. ALL CONSTRUCTION MATERIALS.ON PLANS, ELEVATIONS & DETAILS S2.1 INSTALLATON TORQUE ARE (N) UNO N V' G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pl 503-641-3478 fl 503-644-8034 r• tg; , Project: Project No.: Contractor: Therret FI(/11 Date: Equipment: /-• r-- GRI Representative: — Pier No.: Sequence: INSTALLATION DETAILS Date Installed: Pier Type/Materials: Cyr I ;:- Angle From Vertical: Total Length: 10' Start: g A Finish: (am/pm) Total Time: o (min) Depth,ft Pressure, psi Torque,ft-lbs 6,- • 8 8 9750 SW Nimbus Avenue GRI Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG p( 503-641-3478 fl 503-644-8034 p r IL ,7 + -- % ' Project: c A:4, r Project No.: Contractor: 4i /l r rr, ; fr`. Date: `/ 16/ Z 0'2, Equipment: 'P '" c 1)-3, a GRI Representative: Pier No.: 6 Sequence: 2 INSTALLATION DETAILS Date Installed: "' i `'' Pier Type/Materials: '•` - . Angle From Vertical: O Total Length: 10' Start: Finish: o '. (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs 0 " 1 :;ori 3'' � /b0O • 0 0 a 0 E 8 2 9750 SW Nimbus Avenue GRI Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG Pt 503-641-3478 f) 503-644-8034 ?JeffI Project: II' � + A(� �r?��th� Project No.: q7�6 Contractor: TeirA F itto. Date: l 4/ 4)17 Equipment: GAT 306 C GRI Representative: 1-4-3 Pier No.: Oit 11? Sequence: ' INSTALLATION DETAILS 61(6 'Z41 Date Installed: Pier Type/Materials: r f 2� Angle From Vertical: 0 Total Length: 1° Start: WS, Finish: LL ii (am/pm) Total Time: l D (min) Depth,ft Pressure, psi Torque,ft-lbs try0 I ?GD llo° 7'- ►o' I4o.> 8 S ' • 9750 SW Avenu G R I Beamto ,OR 9 008-71 HELICAL PIER INSTALLATION LOG Beaverton,Nimbus 97008-7172 p 503-641-3478 fl 503-644-8034 1� Project: a1Pit(e,l PWS'k I''di (Ai ties si76 Project No.: Contractor: &CC Flout, Date: 6 " 17 Equipment: kyr- 303,5 E GRI Representative: 41? Pier No.: )5. Sequence: -2- INSTALLATION DETAILS , Date Installed: A- 6- 11 Pier Type/Materials: 14 I Z 05 Angle From Vertical: Total Length: tO' Start: 'cm I' Finish: 3110 f (am/pm) Total Time: 10 (min) Depth,ft Pressure,psi Torque,ft-lbs 0-- T` Se 3' - S' Sr-`v' (SQ v c a z G9750 SW Nimbus Avenue R I Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG p l 503-641-3478 (I 503-644-8034 ` Project: Di ('ks0n 1'* �I'11tul( Pier( Project No.: 5't7 8 Contractor: `r•eicGl firma Date: '-6-17 Equipment: C eIT 303,5E GRI Representative: Tia Pier No.: I b Sequence: INSTALLATION DETAILS �yb�,� Date Installed: Pier Type/Materials: )+i 2 g Angle From Vertical: 0 Total Length: 101 Start: 1,14 Finish: 2 ',SI (am/pm) Total Time: 8 (min) Depth,ft Pressure,psi Torque,ft-lbs 0 -- 11 VO 5s- 1' Z.©0d ji— 101 k600 O 0 z 0 e g W ...-2 e woo 9750SWNimbu7008-7Avenue HELICAL PIER INSTALLATION LOG G� Beaverton,Nimbus 97008-7172 pi 503-641-3478 fl 503-644-8034 Project: D I I IQ 1 NIIt 14(116A I Ji eq Project No.: 5"crA7-8 Contractor: 1-e(rh F rYr``h Date: ''/6/?*21 7 Equipment: 6 T 30i5. g GRI Representative: TA- Pier No.: ?'P 11 Sequence: 2- INSTALLATION DETAILS Date Installed: 61 16/20 ll Pier Type/Materials: 14 Q Z g 8 Angle From Vertical: v Total Length: 101 Start: ft; ID Finish: 11: 16 (am/pm) Total Time: 6 (min) Depth,ft Pressure,psi Torque,ft-lbs o - 3` 5 o a 3''S` to00 - fir 13 °0 r- (or (So 0 • c c Z 0 g g k , ,2_ -, G R 1 Bea esa n,OR97008 " -7172 HELICAL PIER INSTALLATION LOG pi 503-641-3478 f 1503-644-8034 Project: V t f Pki k `-�C l Ito t Pi ars Project No.:5-q76-13 Contractor: Tet*A Pif'v‘ Date: '14(Z 0)7 Equipment: (A r 303.5 ( GRI Representative: T 4e Pier NO.: It Sequence: 2. INSTALLATION DETAILS i Date Installed: 11 /-t°' 1 Pier Type/Materials: IA?2 B Angle From Vertical: 0 Total Length: ivy Start: li: 10 Finish: it: z) (am/pm) Total Time: '7 (min) Depth,ft Pressure, psi Torque,ft-lbs D— Z' 540 . V- 4, Sob /Jr, for !coo 8 Z g W GRI9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pl 503-641-3478 fI 503-644-8034 1 D Project: )(fen f y/k 4e1IG4( P�C��S Project No.: G g7C Contractor: Y 2 rot wok Date: 61-6-47 Equipment: GAS d 9 t4 6 GRI Representative: (ag Pier No.: Sequence: (?-- INSTALLATION INSTALLATION DETAILS Date Installed: 6- f 1 Pier Type/Materials: P Z e 8 Angle From Vertical: D Total Length: �b Start: Z a 7 Finish: Z%3 7 (am/pm) Total Time: 7 (min) Depth,ft Pressure, psi Torque,ft-lbs IOD V- Cf` 1b' +/Ob 8 •2 h i GR I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pi 503-641-3478 f! 503-644-8034 Project: 0�r h r?A pGik , I G S Project No.: Contractor: 1-e fry E►Lt.* Date: 4/6/Z of 7 Equipment: C i T ' 3035 E GRI Representative: T+ib Pier No.: 20 Sequence: 7-- INSTALLATION INSTALLATION DETAILS / Date Installed: l i!i/7 O it Pier Type/Materials: Ii P 2 g4 Angle From Vertical: 0 Total Length: 10 I Start: l0:*0 A. Finish: Wf7 A (am/pm) Total Time: 7 (min) Depth,ft Pressure, psi Torque,ft-lbs b -s4 S o o 8'` IQ' I joa G G z_ 0 g 10r i F) GR 9750SW,OR 9 008-71AvenuHELICAL PIER INSTALLATION LOG Beaverton,OR 97008-7172 P1 503-641-3478 9 503-644-8034 'it 'Stn Qn/k 4{el;cri( Veer) 5i'7 g Project: Project No.: Contractor: -re(tA. Fit Mirk Date: 611&/2017 Equipment: CAr C ;o- is ( GRI Representative: -ri e Pier No.: i3 Sequence: ' INSTALLATION DETAI LS/ r Date Installed: "` l6 f 21“1 Pier Type/Materials: It? 266 Angle From Vertical: 45 Total Length: to Start: t•05 Finish: ' a (am/pm) Total Time: 1 (min) Depth,ft Pressure, psi Torque,ft-lbs O ' S` /DO S`- id lsoo 8 Z P 8 r� G 9750 SW N nbus Avenue HELICAL PIER INSTALLATION LOG R 1 Beaverton,OR 97008-7172 p� 503-641-3478 f 1503-644-8034 Di doer, Ade Nelked ()Jeri Project No.: 5x76 e Project: Contractor: Te fro( lVirm& _ Date: 9-6'17 Equipment: CA r 303.6 e GRI Representative: TP4te Pier No.: a t Sequence: -2— INSTALLATION DETAILS Date Installed: 1 '6 Pier Type/Materials: t4?UV Angle From Vertical: 0 Total Length: I d t Start: 3.. 11 IfM Finish: ,3d i" (am/pm) Total Time: ,t3 (min) Depth,ft Pressure,psi Torque,ft-lbs 0 —S? jo f'- Io' llo0 e a z R E B x P 9750 SW R0aiUReeave ,,,NO970872 HELICAL PIER INSTALLATION LOG p 503-641-3478 fl 503-644-8034 7 Project: 1 �' i i Rift ft 16 c,�i j f'ers Project No.: 5 l 7` 75 Contractor: TG !4 F t (Mci Date: 45/ /G it O 7 Equipment: CRT 7oI,5 GRI Representative: -0)-Z Pier No.: Sequence: �AI-- INSTALLATION DETAILS ���� Date Installed: 1'l' s4' "1 (62117 Pier Type/Materials: P 1-85' Angle From Vertical: teSP Total Length: got Start: I-•00 Q Finish: I ' (am/pm) Total Time: (min) Depth,ft Pressure,psi Torque,ft-lbs S o0 1v51¢1) 2 J ;. 11 G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pi 503-641-3478 #) 503-644-8034 / C Project: b ;(101 W4t g it e I GG 1 Pi ''j Project No.: .5 7t 67 Contractor: -Ter r r 0► f t r IAA Date: q/6/7A1 Equipment: c AT 303,S f GRI Representative: f75 Pier No.: 7-4. Sequence: 2 INSTALLATION DETAILS Date Installed: 1 /`I2°/7 Pier Type/Materials: if?2,6% Angle From Vertical: tog v'S° Total Length: (O Start: I .'t 0 Finish: )I% `ft (am/pm) Total Time: 6\ (min) Depth,ft Pressure,psi Torque,ft-lbs 6 — ttI 4b0 4' '- 7' t?oc. 74- IDS ffot> °o z 0 LL I T Inim G • T 9750Ston,OR 7008-7e HELICAL PIER INSTALLATION LOG j Beaverton,OR 97008-7172 p l 503-641-3478 f 1503-644-8034 Project: i f IUQ Park �CIiGN) Uer Project No.: 5-476 g Contractor: Terra f o 1 Date: Equipment: Cur 303.5 L, GRI Representative: ifirs- PierNo.: 7.-1 Sequence: "-2- INSTALLATION ZINSTALLATION DETAILS lv' Date Installed: Q b - ,' Pier Type/Materials: Heat Angle From Vertical: 14•50 Total Length: Start: Finish: 20-0 (am/pm) Total Time: d4 (min) Depth,ft Pressure, psi Torque,ft-lbs b - S� coo s'- to' (300 O o. 8 111111 GRI9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG P 503-641-3478 f 503-644-8034 ', Project: V I!�u n Rik 114 I t/A ' P,`ers Project No.: 5176 8 Contractor: Toni & Me'vn6 Date: -f7'17 Equipment: C'41 303_56 GRI Representative: t4 g Pier No.: Sequence: Z INSTALLATION DETAILS 6 Date Installed: Pier Type/Materials: 14 P Z St Angle From Vertical: " t S° Total Length: Et? Start: 2.7_S Finish: -2-'2;; (am/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs o — S SOD - i3' t$01> 10' igoo S G R I Ba°no Nimbus 0871e ,, 70 - 72 HELICAL PIER INSTALLATION LOG pl503-641-3478 fl 503-644-8034 p;f 14c1 t'ikrh (46t;° Pi rsc47d 8 Project: Project No.: Contractor: Ter roe proflok Date: 4-6-17 Equipment: car 3 D S t GRI Representative: 1'1113 Pier No.: Sequence: rt- INSTALLATION DETAILS Date Installed: 4-6-11 Pier Type/Materials: P Z gfi Angle From Vertical: S° Total Length: 10' Start: T.65 16 Finish: 1115 f'C (am/pm) Total Time: tO (min) Depth,ft Pressure, psi Torque,ft-lbs 0-Z' 100 1000 5' - I3' is vo 0 C 1. z 8 ... G R i 9750 SW Nimbus Avenue 1 Beaverton,OR 97008-7172 HELICAL PIER PROOF TEST pl 503-641-3478 ft 503-644-8034 Project: D I r4*:'*; -- '..,' ',--).i - .1-1;_1.C''r d'-t i ., ' '- _:- Project No.: 597(c.-- 'z Contractor: ( c_r-rc..k._Frv-trna_ Date: --- .---_—______ _- - •(-) -, GRI Representative: -1,--f"C ;,• -• ... A i : Load Schedule ,pe-c, Load, kips Deflection, in. ii Alignment Load (AL) AL ..!•;),---;,,:s..„.:-.(„_„:„ 0.25 DL -2 c..,c) 2. a e-,D. f`,Q. 7 ,4.1. i 1,0 Pier No.: 0.50 DL- t7co,-;) .5' 11.- ,....L, , ( 0.75 DL- `3-p 0 a s- ,,,,, 2: A-,-„? ' '-' Design' Load: 2 ' :.--- 1.00 DL 9 fr.:A.) , .--- 1.25 DL -(,200 /'-,/, 1 1.50 DL- liq0C) /7.o 0 , 52-0 ..7.7o (Hold 10 mins. minimum) 1.25 DL- 172-00 1.00 DL- c/ob /,',IV' _''..7 -'Z.-':-;;•:-..7 , ___ 0.75 DL -" -cr.0 ts,,, ., _ 1(7 f's 0.50 DL-SOO :.<7,,''''' o i Si 0.25 DL-2-cC, . ...--, Time, mins. Clock ..,,,,. ,- - Measure Creep: 1 , 2 9, E4.--,-,?.- 3 4 5 6 (C), ''-',7: (v 10 (.. , i,,,i, —:---- P. 0 2'7. - 1 5 20 25 30 35 40 50 60 a a Acceptance Criieria: C:), 0 1-4 z / 0 COMMENTS w 0.. 8 2 I IF G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER PROOF TEST pi 503-641-3478 fl 503-644-8034 Project: 1)I rkstr, Pexc-g. ..t(f_i k i...C.4.1C>t C-C-5 , ' Project No.: 59%-B r Contractor: Tc.r r&Fi r vv-10.... Date: T.-C:0--I ,- GRI Representative: (. Load Schedule (fp () Load, kips Deflection, in. 1,e'r;-1.-- _ -- r-- r'-. '4-7--) r Alignment Load (AL) AL -,7,-, ,.---,.:-;, -:,_. - 0.25 DL —2 cx) 2. a , -: ,.,... l. -- Pier No.: 0.50 DL- 5-co 5,1- ,---, 257 ... 0.75 DL- "4-00 era g' ir r f2 -- ,7 /F,-7---z. Design Load: 1.00 DL—ci oo //. 17' r,, e?- 1.25 DL -1,2C° /4' 2. ,tt,, 1/ / sl...- --z , A *. DL (----c) r 4-ef_c;,---r•--et: 1.50 DL- 11q00 /7.0 , , ,„ I - ----- r- (Hold 10 mins. minimum) 1.25 DL—1/2-00 /41, 2 :,:-.),,,:,-Y,„("' .2,re c".:--• 1.00 DL- 7(...e..,) /1.17/ . FT 0.75 DL -9-00 0.50 DL-S-DO 0.25 DL-2-cc> 2.63 :::,,, c''•`77.7'i' , ,,,:,,-) ' lime, mins. Clock Measure Creep: 0, '-,/,';-1----',' 1 2 i 4 5 0, "--14 6. ...- _ 4---,--7- 0 ---- .4 10 ......___; 0 , -.9,1,'-'' 15 ,,. 20 25 30 35 40 50 60 c:1 0 Acceptance Criteria: t.9 1 0(4 II n . '0'--,:-:- ,:v' - 1, `-'-: ''.7) çi ', , • z COMMENTS eg 8 a z G R I 97505ton,OR 7008-7e HELICAL PIER PROOF TEST Beaverton,Nimbus 97008-7172 p) 503-641-3478 .fl 503-644-8034 Project: 1t t rksts Par\c- t4 id k .A i a c-+5 Project No.: 597-(.-B Contractor: . I e,rrc,F'rvn . Date: 1'6'17 GRI Representative: TA13 &1e G$ rR o o PS2 Load Schedulegg 5 Load, kips Deflection, in. Alignment Load (AL) AL O.03C1 tt 0.25DL - 2cO 2. 8 O. O8 _1" o �' 0,q v o Pier No.: 0.50DL�- 5p �p S, 0 ,2ZJ ,� 0.75 DL- -4-Ob 8,T b . 151 1 I. 35 r -�y"� Design Load: 1.00DL--cl0o //. <f at 7e 2100. 1.25 DL -li2W /Y,.2 0. 54g vtoo 1:50 DL- 124.0 /7.o O. 6.7a 760O (Hold 10 mins. minimum) 1.25 DL-Ir2-00 /Y, 2 8, 68Z 1.00 DL-ciot. //.q 0..67 0.75 DL- OO 8,T b• 65f 0.50DL-SOO ,$,7 D• 63o 0.25 DL-2.co 9, , 0.5 76 Time, mins. Clock Measure Creep: 0 .6 75 1 b. 6 $6. 2 0.480 '3 0 , 6t2 4 O. Get 5 0. 6$ 3 6 0. 60 10 15 /f01411 20 (Ater0, OW 25 `"'� . 30 35 40 50 60 O Acceptance Criteria: Q, VI t 1 . . 0 COMMENTS ti 8 a 5 I 1 G Jil 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 PI 503-641-3478 fl 503-644-8034 SITE VISIT REPORT Report Sequence No.: 1 Page i of 5 Project No.: 5976-B Project: Dirksen Park Helical Piers Date: 9-5-17(Tues) 1 1 Feature: Helical Pier Installation Time of Site Visit: 7:00 am to 8:45 am, 11 am–2 pm Weather: Sunny,warm,smoky Submitted by: Keith Martin, PE,GE Client: City of Tigard Contractor: Terra Firma Site Address: Dirksen Park,Tigard Building Permit No. BUP2017-00214 GRI visited at the site at 7 am to observe installation of helical piers. The general contractor arrived about 7:15 am and Terra Firma arrived about 8 am. We were informed by Terra Firma itwould likely be 1 to 2 hours before the equipment would be set up and installation would commence. GRI left the site and returned about 11 am to observe pier installation. The layout and installation notes for the piers are shown on the attached Sheet S2.1 of the plans by SFA Design Group (SFA),the helical pile designer. The installation equipment consists of a CAT 301.70 CR Mini Excavator equipped with a hydraulic drive motor and pressure gage. The planned piers consist of FSI 237 helical piers with a diameter of 2.375 in. and wall thickness of 0.154 in. The lead section consists of a 10 in. diameter helix (bottom)and 12 in. diameter helix(top). The piers are hot dip galvanized. Based on the plans the vertical piers have a design load of about 9.2 kips . and a specified minimum installation depth of 15 ft with a minimum 1,900 ft-lb installation torque (570 psi gage pressure), and the lateral piers battered at a 45° angle have a design load of about 11.35 kips and a minimum installation depth of 15 ft with a minimum 2,270 ft lb installation torque(750 psi gage pressure). Based on information from SFA the maximum'allowable" installation torque for FSI 237 helical piers is 2,500 ft lbs,or about 825 psi pressure on the installation motor gage. Prior to our 11 am arrival,TerraFirma had installed pier#11 to a depth of 10 ft. The installation logs are attached. We understand the maximum gage pressure of the drive motor gage during installation was about 1,000 psi (about 3,000 ft lbs of torque). Observed installation of pier#10 which was terminated at a depth of 6 ft due to gage pressures of up to 1,250 psi (3,750 ft lbs of torque). Additionally,the second section of the pier(pier#10)had bent. Observed installation of pier#12 which was installed to a depth of 10 ft under a maximum installation pressure of about 1,000 psi (3,000 ft lbs). In general, a maximum gage pressure of about 500 psi was encountered to depths of about 5 ft. Below 5 ft the gage pressure began to increase to the maximum pressures noted above at termination of installation of the piers. Removal of pier# 10 was attempted but it structurally failed at the connection. T e contractor indicated no additional piers would be installed today and GRIleft the site. VeL4d8L-14 •) r, , 4..E Reviewed by: Date: Comments: Copies to: 5976-B SVR 9-5-17 Providing geotechnical,pavement,and environmental consulting services since 1984 ��PRN% C.)1, 9 yQB C 9 • "Or f/ SU oetle,6m up,uc 71.=74.71=;• Nmuwn a suunua'm .. 11'-0" 11'-0" N 11' " 10'-73/4 9._" I 9,-g6" • 1 ' 8'-0" 1 `�, e, Wan 41 i/54.1 OPP -0 8-O" ice,-Y i ! L OfPRE& 7zaF 1r N _. -,- . _---..-....- -, 1/54.1 OPP �' ',,,, —, --------------- — - I --_ m — _ 1 � Y 0 I © - ® _ 0 ... En —�—_—�L- 1 S4.1 4 -� r T �i N I I m *c? z o N 1/S4.1 l` S S . p `, UNE OF BOARDWALK i I'g I I �1.- ° F- co cm \ FROM ABOVE WP 7-- Q rn N D IY ' \NI 6i Z W ciO Ii N ; o nQ I I— 1/S4.1 q M W cc ® CC co o '.� ` cc _s'-1YB CC LLI (N) PIER LAYOUT PLAN • ~ it - SCALE: 1/g"=1'-0" \ IM PIER LAYOUT (E)FOUNDATION/(N)PER LAYOUT PLAN NOTES: , PIAN 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS 5. ri INDICATES FSI 237 HELICAL LATERAL RESTRAINT SYSTEM PERREVISIONS 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES DETAIL 1 © 08-22-17 BEIWEEN FIELD CONDITIONS& THOSE SHOWN IN THESE DOCUMENTS LATERAL HELICAL TIEBACK INSTALLATION NOTES: e PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP • MAX LOAD TO ANCHOR = 11350 LBS • 2.3750 PIPE PILE MICK 3. ' SECTION CUT- DETAIL NUMBER/SHEET NUMBER INSTALLED AT A 45±T ANGLE/ FROM•H RI ONTALL X/SX.X • 0.375 THICK 1O/12"0 HELIX W/0.25"FILLET WELDS E 4. I® INDICATES LOCATION OF FSI 237 HELICAL PIER PER DETAILS SIDE OF HELIX TO PIPE PILE •PROJECT NO: , ON S4.1 • NINIMUM 15'-0"STALLAIION TORQUE DEPTH &2270 LB-FT DESIGNED BY: A JLD NETJCAL PIER INSTALLATION NOTES: DRLAWN BY: • MAX LOAD TO ANCHOR = 9200 LBS 6. PIER SPACING SHALL BE AS INDICATED ON PLN DATE: • 2.375"0 PIPE PILE W/ 0.154°THICK WALL 05-26 40177.7 OF • 0.375"THICK 10/12" HELIX W/ 1/4" FILLET WELDS CRACK SRPRE ENT NIN�THE SPANRBETWEENOFOUNDATIONOBRACKETS SHEET NO: EACH SIDE OF HELIX TO PIER • MINIMUM 15'-0" INSTALLATION DEPTH & 1900 FT- . 8. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS S2■1 INSTALLATON TORQUE ARE(N) LINO a V\1 G R I ?3e7a5v0eStronNI:13mRbu9s7 oovne72 HELICAL PIER INSTALLATION LOG pl 503-641-3478 fl 503-644-8034 Project: - f Project No.: ' ; Contractor: e,f ( Date: ci Equipment: 64-7 (") GRI Representative: \e-3ct Pier No.: I I Sequence: INSTALLATION DETAILS Date Installed: q JS 71' Pier Type/Materials: i's 1 .:! eft .,"" " Angle From Vertical: Total Length: /Or Start: Finish: (am/pm) Total Time: (min) /- dD,r tir2; Depth,ft Pressure,psi Torque,ft-lbs —/ /, O7 8 8 a D G R I 9750 SW Nimbus Avenue Beaverton,OR 97008-7172 HELICAL PIER INSTALLATION LOG pl 503-641-3478 f( 503-644-8034 Project: I) r (e" Project No.: Contractor: V r p Date: i Equipment: GAFT 3c,! 7-11-0 t '- GRI GRI Representative: Pier No.: Sequence: 2. INSTALLATION DETAILS Date Installed: - Pier Type/Materials: ri'LJ 7.)"--q- I C>`'h 7," Angle From Vertical: \ I, Total Length: Start: ,1 • . Finish: (aM/pm) Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs -- - .-- /2T) 1- — e. 4--e> af O 8 • 6„ G R Ierton,9750 SW Nimbus Avenue BeavOR 97008-7172 HELICAL PIER INSTALLATION LOG pi 503-641-3478 fT 503-644-8034 Project: Project No.: — Contractor: 771 ({' I m I Date: , Equipment: 3 of "7-c) c_ra t-4 GRI Representative: \< T. Pier No.: Sequence: INSTALLATION DETAILS Date Installed: ci - Pier Type/Materials: 0"k7 e 8; tr-A. Angle From Vertical: cc Total Length: I Start: 2[7. Finish: / (am/ Total Time: (min) Depth,ft Pressure, psi Torque,ft-lbs $00 ter)(t-)(7) /4; e: • pr, 73,1.\.•(7) (r" — De) 8 a