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SPECIAL INSPECTION ION REQUIRE®
State of Oregon Structural Specialty Code
Concrete and Reinforcing Steel
Bob Installed in Concrete
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.� ❑ Special Moment-Resisting Concrete Frame ..
® Reinforcing Steel&Prestressing Steel Tendons
® Structural Welding
High-Strenght Bolting
® Structural Masonry
Q ® Reinforced Gypsum Concrete
• Topo LISAG 6.0 ❑ Insulating Concrete Fill
V ❑ Spray Applied Fire-Resistive Materials
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INDEX F DRAWINGS-
COVER
SHEET INDEX OF DRAWINGS
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2 PROJECT SPECIFICATIONS
3 TYPICAL DETAILS
$ r fr 4 TYPICAL CROSS—SECTIONS
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SITE
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5 WALL PROFILES> i
2650 North 180 East
r 3E8, . • Lehi, Utah 84043
Phone: 801-766-3246
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PRThese drawings are being furnished for this specific project only. Any
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OREGON
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PROJECT NO. 14068
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Data use sul iect to license. Scale 1 ;31,250
@ 2006 DeLorme.Topo USAO 6.0. 8m 2— m'
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TECHNICAL SPECIFICATION FOR MECHANICALLY
STABILIZED LOCK + LOAD RETAINING WALLS
PART 1 : GENERAL
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1 .01 A Professional Engineer, with experience in Geotechnical Engineering and the design and construction of Mechanically Stabilized Earth wallsF, r
shall provide field observation during construction. This includes the review of the bearing stratum by the Geotechnical Engineer, verification of
the specified soil compaction in the reinforcing zone, and the review and verification that the geogrids were installed per plan. The
Geotechnical Engineer shall evaluate all pertinent soil parameters during construction.
1 .02 The use of these plans shall be approved, in writing, by The Project Engineer prior to construction.
1 .03 The construction of LOCK+LOAD retaining walls shall be performed by either a Contractor that has been approved as knowledgeable and
experience in the construction of MSE retaining walls using LOCK+LOAD or a Representative of LOCK+LOAD shall be present at the beginning of
construction until it has been determined by them that the contractor is capable of constructing this type of wall system.
1 .04 The design of LOCK + LOAD Mechanically Stabilized Earth Retaining Walls is based on the U.S. Department of Transportation Federal
Highway Administration's publication No. FWHA-NHI-10-025 "Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil
IS
Slopes." RJVNIM i l .
1 .05 The work described and shown involves the supply and installation of reinforced soil retaining walls. The concrete wall panel and ��T .,"° ,R
counterfort a LOCK + LOAD Retaining Module. Counterfort and Geo-Grid are the types of soil reinforcement. The work includes but is not " , s 1`
limited to:
StHEMOOD, OR, ' Pio
a. Excavation to the lines and grades shown on the drawing; or as required b the Engineer of record for the wall go
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construction, to obtain adequate bearing capacities) excavation to be coordinated with the General Contractor.
b. Supply and installation of geo-grid reinforcement;
c. Supply and installation of drainage fill and piping;
d. Supply and installation of segmental LOCK + LOAD Modules
e. Supply and installation of reinforced soil fill.
f. Removal of all deleterious materials to the satisfaction of the Geotechnical Engineer.
1 .06 The walls will be installed in existing, natural, undisturbed soil and on a %" rock base.
1 .07 The Contractor shall confirm the locations and conditions of all man-made elements which may be affected or damaged by the work.
Elements which may be affected or damaged by the work must be reported to the Engineer prior to beginning any work. The Engineer may
modify the design or approve of changes to installation techniques proposed by the Contractor to preclude damage or conflict with existing
elements. ;t
1 .08 The Contractor shall verify all dimensions and report discrepancies to the Engineer.
1 .09 A Global Slope Stability analysis has been completed for the new walls. However, construction activities may create isolated short term y'
stability issues. Contractor is responsible for excavation stability during construction to insure that the existing slopes are not compromised.
PART 2: MATERIALS
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2.01 Concrete panels and counterforts are locked together to form a "Retaining Module". The retaining wails have been designed on the basis
of LOCK+LOAD retaining wall "modules". Modules are to be purchased from a licensed LOCK+LOAD manufacturer. The LOCK+LOAD trademark
on each pallet identifies
LOCK+LOAD products.
Information on the purchase of LOCK+LOAD and a complete list of components can be obtained through:
Pacific LOCK+LOAD Retaining Walls Ltd.
Tel. (866) 682-2868 Website www.pacificlocknload.com
2.02 Geogrid-The retaining walls have been designed to be erected as shown on the Plans. Other geogrid materials may be considered suitable
provided that they meet the specification and requirements of the design and are approved in advance by the Taylor Geo-Engineering, LLC.
2.03 Modular Fill-The connection fill immediatly behind the LOCK+LOAD panel and surrounding the counterfort shall be "well graded" 100%
crushed select free draining material.
2.04 Drainage Fill-Drainage Fill placed around and above the perforated drainage pipe shall be granular aggregate composed of inert, clean, _.°!
tough, durable particles of crushed rock capable of with standing the deleterious effects of exposure to water, freeze-thaw, handling,
spreading and compacting. The aggregate particles shall be uniform in quality and free from an excess of flat or elongated pieces. The
drainage fill shall consist of round or angular rock between % inch and 1 inch.
2.05 Reinforced Backfill. As shown on the Plans or as approved by the Taylor Geotechnical, LLC. for the wall construction.
PART 3: EXECUTION
3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. An Engineer of Record for the wall construction '
shall inspect the excavation and approve the foundation prior to the placement of the leveling pad or retaining modules.
3.02 Over-excavation of deleterious soil or rock as recommended by the Engineer of record for the wall construction shall be replaced with
Reinforced and Retained Backfill meeting the specifications of Section 2.04 above, and compacted to a minimum of 95% of ASTM 1557
(Modified Proctor Density) within 2% of the optimum moisture content of the soil. Compaction is in accordance with proejct specifications for
the support of building foundations. Reinforeced backfill not supporting buildings or concrete flatwork may be compacted to 92 percent of the e
modified Proctor. s' 3
3.03 The first course of concrete LOCK+LOAD Modules shall be placed on the level compacted foundation and the alignment and level checked. o:F
3.04 Modules shall be placed with the top of the panel level and parallel to the wall face. The counterfort base installs horizontal and
perpendicular to the face of the retaining wall. ° k
3.05 Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. A
3.06 Geogrid reinforcement shall be placed at the elevations and to the extent shown on the Plans beginning at the back of the LOCK+LOAD COUNTERFORT
panels and at the top of the counterfort. The geogrid soil reinforcement shall be placed so that a minimum of 3- inches remains vertical
and in contact with the panel back after backfill is placed and compacted.
3.07 The geogrid shall be laid horizontally in the direction perpendicular to the face of the retaining wall and parallel to the alignment of the
"Modules". The geogrid shall be pulled taut, free of wrinkles and anchored prior to backfill placement on the geogrid.
3.08 The geogrid reinforcements shall be continuous throughout their embedment lengths. Spliced connections between shorter pieces of
geogrid are not permitted.
3.09 The drainage pipe discharge points shall be free and clear to allow drainage from the pipes.
3.10 Reinforced and Retained backfill shall be placed, spread and compacted in such a manner to minimize the development of slack in the TA
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geogrid.
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3.11 Connection, Reinforced, and Retained backfill shall be placed and compacted in lifts averaging not less than 8 or more than 12 inches
resulting in a minimum of two lifts for each row of modules. When compacting the connection fill; First-compact over tail of the counterfort ............
then towards the panel back and finally away from the retaining wall structure toward the end of the geogrid. 2650 North 180 East
3.12 Soil parameters were provided obtained from the geotechnical report for the project "SW 72nd and SW Dartmouth Site, Tigard, Oregon, Lehi, Utah 84043
Geotech Solutions Inc., March 25, 2008." PANEL 95% TO BACK
Phone: 801-766-3246
3.13 Reinforced backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D-422: OF PANEL Fax: 801-769-3336
Sieve Size (Percent Passing 1 inch (100%-75%)
PANELS DO NOT STACK!
3/4 inch (100%-75%)
No. 40 (0%-60%) No.
200 (0%-15%) .:
1 . EACH PANEL SITS ON COMPACTED BACKFILL ' " °
Plasticity Index (PI) <6 LEVEL WITH THE TOP OF THE PREVIOUS PANEL. �,... ,;� 5) ,
Liquid Limit <30 per ASTM D-4318 OREGON 7
2. MINIMUM COMPACTION LEVEL WITHIN COUNTERFORT ZONE: f'
The maximum aggregate size shall be limited to 1 inch unless field tests have been performed to evaluate potential strength reductions to A. MINIMUM OF 95% STANDARD PROCTOR ASTM 698
the geogrid design due to damage during construction. OR MINIMUM OF 92% MODIFIED PROCTOR ASTM 1557. EF � ;" g
3.14 Tracked construction equipment shall not be operated directly upon the geogird reinforcement. A minimum fill thickness of 6 inches is 3. TEST COMPACTION 12" BEHIND WALL PANEL AND THEN OTHER
required prior to operation of tracked vehicles over the geogrid. Tracked vehicles should not turn while of the geogrid to prevent displacing RANDOM SECTIONS AS DETERMINED BY ENGINEER INSPECTING
the fill and geogrid resulting in damage or slack in the geogrid.
3.15 Rubber tired equipment may pass over the geogrid reinforcement at slow speeds less than 5 mph. Sudden braking and sharp turning THE WALL CONSTRUCTION.
shall be avoided.
3.16 At the end of each day of operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct NOTE: LOCK+LOAD DOES NOT HAVE A LIGHT COMPACTION ZONE.
runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site.
Upon wall completion the Contractor shall cap the Module Fill with 12 inches (300mm) layer of low permeability fill material and direct all ALL BACK FILL INCLUDING AREA ADJACENT TO PANEL TO MEET OR
surface drainage away from the wall face and the reinforced soil zone. EXCEED MINIMUM REQUIREMENTS. PROJECT NO. 14068
ASSEMBLY DETAIL w �
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COMPACT COMPACT �"^•-•�
BUILDING C - I "'
Portland Office:
`. - FUTURE PAD SITE i. r: OFFICE CUPX 1430 SE 3rd Ave, Ste 200
••'"• 2 FLOORS � -. " Portland, OR 97214
3: « T: 503) 239-7377
20,000 SQ FT F: 503) 239-7327
i= GENERAL OFFICE - 20,000
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www.ADarchitects.com
PHASE IIIA - BUILDING B �; — --- -_�- � - �_ �-�- I --c _ ___� t— __�--r_ __ ❑
' --——_—_— __—x .... ,,, D ALL IDEAS,DESIGNS,ARRANGEMENTS,ORAWWGS,AND
�: ?1'Y •5_•.?:.:• �:i:..' O LAN SEI'FORTH ON THESE SHEETS SCO E OF WORK "�;: -r•
E ARE oNUNED BY
O A PROPERTY• D R THE ROP OF
':: '::�;• AN E ANDERSON DABRCMSb
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ARCHITECTS, ANY USE, OR DSCC
SURE OF
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•�• , �,. � SAID PLANS,REPRODUCTIONS.IDEAS,DESIGNS,ANON7R
ARRANGEMENTS WITHOUT THE WRITTEN PERMISSION
OF ANDERSON OABROw'•+KI ARCO}111TECT&LLC,IS
.: .,I > PROHIBITED BY LAW.
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? I O RED ROCK CENTER
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BUILDING B
SW 72ND AVE AT SW DARTMOUTH ST
TIGARD,OR
I
CONSTRUCTION DOCUMENTS
OO Revisions:
SITE DATA
GENERAL INFORMATION ,.
SITE ADDRESS: SW 72nd Ave at Dartmouth Ave
Tigard,OR Date: 05.16.13
ASSESSOR'S MAP/TAX ID: MAP 25101 AB,TL00100&00300
PLANNING DISTRICT: C-G(PD) -y t~+
.;,;��, Scale: AS NOTED
PARCEL SIZE: 146,327 SF
L'"
PROPERTY OWNER: Doug Fry Project No.: AD13108_�� ; ; I 1
PROPOSED USE: Medical Offices l Retail
•y7y7 O I File Name: 13108A2.0
Drawn By. MJW l KVR
AREAS
LOT. 67,515 SF Checked By: JMA
BUILDING: '''`• '` . .: I
PAD A: 11,115 SF ,• O O -
,�, Jurisdiction Approval:
PAD B: 8,148 SF „ `
PAD C(FUTURE): 20,000 SF
PARKING COUNTS
TOTAL SPACES: 146
ADA SPACES: 10 I
COMPACT SPACES: 18
CARNANPOOL SPACES: 8
LOADING BERTHS: 1 ,�.t•�
OVERALL SITE PARKING NOTES
GENERAL OFFICE 20,000 SQ FT 1@ 3.4/1,000 x 100%.... 68 J`
MEDICAL OFFICE 11,115 SQ. FT.@ 3.9/1,000 x 90%...... 39 '
MEDICAL OFFICE 4,074 SQ, FT. @ 3.9/1,000 x 80%........ 13
12
RETAIL 4,074 SQ. FT. Q 3.7/1,000 x 80%........................• 132 byPlanning
TOTAL SPACES REQUIRED..............................................
TOTAL SPACES AVAILABLE.............................................. 146 c
�t
TOTAL SPACES INCLUDES: _.
TYPICAL SPACES.........:...................................................... 110 I _.
COMPACT SPACES............................................................ 18 E LM H U RST ST. DEDICATION
ADA PARKING SPACES..................................................... 10
Sheet Title:
VAN/CARPOOL PREFERENCE SPACES.......................... 8
OVERALL SITE PLAN
1 . SITE PLAN Sheet No.: A2.0
SCALE: 1"=29-0"