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Plans I � • April 6, 2006 Mildren Design Group, PC C COSY CITY OF TIGARD p pFI Dan Vasquez OREGON 7650 SW Beveland St, Suite 120 -_ - Tigard, -OR 97223 RE: TRIANGLE COMMONS BUILDING FOUR — SITE REVIEW Project Information Building Permit: STT2006 -00001 Construction T g YPe: Tenant Name: Triangle Commons Occupan Type: B Address: 11740 SW 68 Ave. Building ``j .: " story, 33,574 sq ft The plan review was performed under the State of Oregon S • S • - as ty Code (OSSC) 2004 edition; and the Tualatin Valley Fire & Rescue Fire & L. :E. Safety ' ° „,;- Luirements based on the 2004 Oregon Fire Code (OFC). The submitted plans are app . v -t. x,,,ubject . the following. 1. Deferred submittals such as Fire Alarm, Fire 4 11 - V a , ru Joist Shop Drawings, retaining walls, etc, will be charged a d e f e r r e d sub I I - , s b. n the valuation of the portion of the work being deferred. The minimum fee '{ . be $ }c sY Deferred items; • Retaining walls -- clb t� S /A3 a g S / • Fire system design (FDC & - 0;0,4 EROSION 2. Erosion control mea . es Thal � ' place prior to excavation or grading. s ue. EXCAVATION 3. Special ";r.. - S' � • uired for engineered grading, excavation and fill. The special agent shall furnish inspection reports to the Engineer of Record, the General co. ”: • - d t v'' City of Tigard Building Division (attn. Hap Watkins). All discrepancies • e t to the attention of the general contractor for correction. The special inspector 5 -, P ,r, 4 y, it a final signed report stating whether the work requiring special inspection was, to the best •f , :e inspector's knowledge, is in conformance with the approved plans and specifications and th- applicable workmanship provisions of the code 1701.3 OSSC FIRE 4. Existing public fire service ends at property line. FDC line /valves shall be designed by NFPA 24 and NFPA 13. All piping shall be inspected prior to backfill. FIRE DEPARTMENT ACCESS 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 5. The driveway is considered a fire department access roadway. The driveway shall be capable of supporting a 12,500 pound wheel point load and a gross vehicle weight of 50,000 pounds. . Chapter 5 OFC ACCESSIBILITY (see attached ODOT example) 6. Accessible walkways and routes shall not exceed a running slope of 1 unit vertical in 2 c., units horizontal (5% slope). Cross slopes shall not exceed 1 unit vertical in 50 units horizo,t 2% slope). 1104 7. Accessible parking spaces and access aisles shall be located on a surface wi t `' °_ to exceed 1 unit vertical in 50 units horizontal in all directions. 1104.4.3 O' , > 8. The accessible parking sign is required to be 84 inches to the botto of the " gn M£r NOT PART OF THIS REVIEW: Plumbing Electrical Mechanical Or anything not covered under the codes ,„' •= .: • • 'ei.. Approved Plans: 1 set of approved plans, b • . 4' g . ` , City -, Tigard approval stamp, shall be maintained on the jobsite. The plans shall b • ' Table" v _ he Building Division inspectors throughout all phases of construction. l• • . I'' C American with Disabilities Act ( 9 , : �' -1,1 be the responsibility of the Architect, Engineer, Designer, Contractor, Owner . • d Lessee' "'rsuesearch the applicability of the ADA requirements for the structure. The City of Ti_,.i g -views the plans and inspects the structure only for compliance with Chapter 11 of the OS ay not include all of the requirements of the ADA. Premises Identifi ..�on: ` pprov • ; numbers or addresses shall be provided for all new buildings in such a position as to y visible and legible from the street or road fronting the property. When sub . ;ttin_=. ` F • rawings or additional information, please attach a copy' of the enclosed City of ,,jard, ` of Transmittal. The letter of transmittal assists the City of Tigard in trac "n =' an ',.rote q . ng the documents. v �. Val Henzel, Senior Plans Examiner NA Y 1 0 233JV) SC�U aJtuJi�vi.�d May 3, 2006 STRUCTURAL CALCULATIONS AND DETAILS FOR THE PROPOSED LOCK AND LOAD MSE RETAINING WALL TIGARD TRIANGLE COMMONS p BUILDING #4 '�`�1 EC E @ V D 11850 SW 67 AVE. TIGARD, OREGON MAC` 1 8 2006 CITY OF TIGARD BUILDING DIVISION PREPARED FOR: CENTERSTONE CORPORATION 1233 SE 15 AVENUE CANBY, OREGON 97013 (503) 803-2689 PREPARED BY • DAVID A. HALL /STRUCTURAL ENGINEERING P.O. BOX 82228 PORTLAND, OR 97282 -0228 (503)- 231 -8727 JOB #CENTX0005 514 6 *'S •v M The undersigned, acting on behalf of the �� i N FS /� Contractor, has reviewed the submittal for the general conformance of the design intent of t 5 , • o the contract documents. � Signed Date: �� + ose?T (////44 1 7, NON. -91`7 A NP EXPIRATION DATE: 4 • -4 ` ... 1- ' • ` ^ "SK - I of �k.@ � a t , ' � ; / � 1'-tt..i , 319.00TW . - t - ` i .�. 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".': INTERNAL ANGLE OF FRICTION = 32 DEGREES :.::. _ STD. 10V/1H BATTER I I GEOGRID SOIL 1MS` :i;i. 12" OF WELL SEE '�i COMPACTED ASSEMBLY WALL HEIGHT I;;;;;;: :; : :. - 3 /4 " MINUS OR BASE ROCK DETAIL linking RETAINED SOIL 11 2.5 ft ' BENCH TO LIMIT / EXCAVATION AT CUT SITUATION HORIZONTAL SLOPE r WAINER 4" DIA. ADS PERF. PIPE •::;;:• �•:::::. � ) �: :;•::::::•::::•:;;•::::::;•:::' :::' WRAPPED IN FILTER FABRIC AT CUT SITUATION .." I 1 # Ailla::::::::::::: :::::::::::i:::::K::K::K:H: 111 1e11_ _ 4" DIA. ADS PERF PIPE WRAPPED IN FILTER FABRIC FINISHED GRADE I - � I I I (� AT FILL SITUATION AT WALL FACE 6" OF i" MINUS FOUNDATION CLEAN GRAVEL BASE DEPTH TO BE VERIFIED BY GEOTECH E T A I L 9 9 A 9 9 1. Wall Height (H) is the total height from top including embedment 2. Minimum embedment at toe of wall is 16" or as required by the Geotechnical Engineer. 3. Reinforced Soil - Internal Angle of Friction = 32 degrees; Unit Weight = 120 # /Ft ^3 Retained Soil - Internal Angle of Friction = 30 degrees; Unit Weight = 120 # /Ft ^3 Foundation Soil - Internal Angle of Friction = 30 degrees; Unit Weight = 120 # /Ft ^3 4. Finished grade to provide for positive drainage away from wall. 5. Foundation Row set on graded and compact soil or granular pad to be confirmed By Geotech 6. All Backfill to be compacted to 95% max. Density (Modified Proctor) 7. Grading at top of wall and Embedment as specified 8. A Global Analysis or Settlement Study is not part of this Design. •' TYPICAL LOCK AND EXISTING TREE TIGARD TRIANGLE CARE SHALL BE TAKEN NOT BUILDING # T LOAD GRAVITY EXXT WALL 5 FEET BEYOND EXTENT T G A R D , OREGON SECTION AT OR ROOT SYSTEM BEFORE CONTINUING L MSE RETAINING NG WALALL. . AN EXISTING ARBORIST SHALL DETERMINE EXTENT OF ROOT SYSTEM TREES HORIZONTAL GRADE FENCE BY OTHERS .• I I I -1 I I - I I 1 -I I I IIl -1I SYNTEEN SF35 GEOGRID SOIL STD. 10V /1H REINF. I � `::: "`:: BATTER ......... ...... SEE ASSEMBLY DETAIL tl .. /..� 12" OF WELL WALL HEIGHT COMPACTED I : -:_: : 3/4" MINUS OR BASE ROCK II i :::;•::;•:;• ::::•::::;t•:::•::•:::::..::;_. (PHI = 34 DEGREES) .............. II :::::::''4 RETAINED SOIL l:: I HORIZONTAL SLOPE 4" DIA. ADS PERF. PIPE WRAPPED IN FILTER FABRIC • L .. ......... .............. . ...... .... • FINISHED GRADE -I I I- -I I I - I I I AT WALL FACE 6" OF" MINUS FOUNDATION CLEAN GRAVEL BASE DEPTH TO BE VERIFIED BY GEOTECH E T A I L 9 9 D ,, 1. Wall Height (H) is the total height from top including embedment 2. Minimum embedment at toe of wall is 16" or as required by the Geotechnical Engineer. 3. Reinforced Soil - Internal Angle of Friction = 34 degrees; Unit Weight = 120 # /Ft ^3 Retained Soil - Internal Angle of Friction = 30 degrees; Unit Weight = 120 # /Ft ^3 Foundation Soil - Internal Angle of Friction = 32 degrees; Unit Weight = 120 # /Ft ^3 4. Finished grade to provide for positive drainage away from wall. 5. Foundation Row set on graded and compact soil or granular pad to be confirmed By Geotech 6. All Backfill to be compacted to 95% max. Density (Modified Proctor) 7. Grading at top of wall and Embedment as specified 8. A Global Analysis or Settlement Study is not part of this Design. TIGARD TRIANGLE BUILDING #4 13' -0' TIGARD, OREGON r i TYPE 'B' 12' -0' I. �/)i 101_0' I I,. . ' TYPE 'B' , II �A'/ TYPE 'B' r TYPE 'B' 9' -0' l a a irau. 1 1� 'i�� r - 1 aimai TYPE 'C' I OWAVA TYPE 'B' Lido TYPE 'B' I '��r� TYPE 'B' 152.4.1 II.. IIail.i� Il a ii I J.. II iTYPE ' C ' '!`i�i� I �... I � .. TY PE C � ��� TYPE 'C' � ��� TYPE 'B' lijavA■ IlaIP∎A ��IdI1iI �� II.iI 1 1 1 1 Ai TYPE 'C' ��'� TYPE 'D' l : ���� TYPE 'C' l � A �� TYPE 'C' (� i liSA I I ZMArl I I dI�il I airAVl H =13.0' H =11.7' H =10.4' H =9.1' 10 STONES 9 STONES 8 STONES 7 STONES 8' -0' I r TYPE 'B' 1 7' -0' 1 .' I - 1 ��� 6' -0' I PROVIDE LIGHT '1" r I WEIGHT X 2' -6' i °mwG TYPE 'B' I `� AF � TYPE 'B' I TYPE 'B' BIAXIAL GE ❑GRID 1 vAm IaiI•iKA II AT MID HEIGHT 1 1 1 y�A 1 .! 1 �. �i� 1 f. �. �. ����� TYPE 'B' TYPE 'B' fa. TYPE 'B' 1 !�« I itl/2 1 �fiQ/lII 1;160V A 1;/l / I I I I 14/I•iI 1 ISAr∎v td/y /I iriliniI H =7.8' H =6.5' H =5.2' H =3.9' 6 STONES 5 STONES 4 STONES 3 STONES OR LESS LOCK & LOAD ASSEMBLY DETAIL EQUIVALENT GEOGRID TABLE GEOGRID ALTERNATIVES GEOGRID TYPE LTDS SYNTEEN MACCAFERRI FORTRAC TENSAR MIRAGRID TYPE "A" 850 # SF 20 WG04 20/13 -20 UX 800HS 2XT TYPE "B" 1550 # SF 35 WG05 35/20 -20 UX1100HS 3XT TYPE "C" 2250 # SF 55 WG09 55/30 -20 UX1500HS 5XT TYPE "D" 3500# SF 80 WG12 110/30 -20 UX1600HS 10XT TYPE "E" 4500 # SF 90 WG15 150/ UX1700HS 18XT TYPE "F" 5500 # SF 110 WG20 150/ UX1700HS 20XT TECHNICAL SPECIFICATION FOR MECHANICALLY STABILIZED LOCK +LOAD RETAINING WALLS PART 1: - GENERAL 1.01 A Professional Engineer, with experience in Geotechnical Engineering and the design and construction of Mechanically Stabilized Earth Walls shall review the suitability of the design for the intended use and to 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 soil parameters during construction. 1.02 The design of these walls was prepared for the exclusive use of Centerstone Corporation, Inc. The use of these plans by any others shall be approved in writing by The 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 experienced 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 -00 -043 "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" which has been adopted by the latest American Association of Highway and Transportation Officials (AASHTO) and the National Concrete and Masonry Association (NCMA) codes. 1.05 Design compliance is made with reference to report #PNWP- 30 -02, dated July 19, 2005 prepared by GEODESIGN, Inc., with the assumption that the foundation soils that are capable of supporting a bearing pressure of 3000 psf and the following design assumptions. Internal Angle of Friction for Reinforced Zone = 32 degrees Internal Angle of Friction for Retained Zone = 30 degrees Internal Angle of Friction for Foundation Zone = 30 degrees A Geotechnical Engineer is responsible in verifying these assumptions. 1.06 Design Compliance is made with the following Factors of Safety: Sliding FS > 1.5 Bearing Capacity FS > 2.0 Overturning FS > 2.0 Internal Stability FS > 1.5 Seismic Stability FS > 75% of Static FS 1.07 The work described and shown involves the supply and installation of reinforced soil retaining walls. The concrete wall panel and counterfoil create a LOCK +LOAD Retaining Module. Counterfoil and Geo -grid are the types of soil reinforcement. The work includes but is not limited to: a. excavation to the lines and grades shown on the drawing; (or as required by the Geotechnical Engineer, to obtain adequate bearing capacities) excavation to be coordinated with the General Contractor. b. supply and installation of geogrid 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. 1.08 The walls will be installed in existing, natural, undisturbed soil or placed on a 3 /4' rock base as determined by the Geotechnical Engineer. 1.09 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 in advance of the work beginning. 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. 1.10 The Contractor shall verify all dimensions and report discrepancies to the Engineer. 1.11 A Global Slope Stability or a Differential Settlement analysis has not been completed by the Engineer. The Geotechnical Engineer shall be consulted if such analysis is required. PART 2 - MATERIALS 2.01 Concrete Panels and Counterforts are locked together to form a "Retaining Module ". The retaining walls 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: Lock & Load Retaining Walls Ltd. Tel. (877) 901 -9990 Website www.lock - load.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 Engineer. 2.03 Modular Fill — The fill immediately behind the LOCK +LOAD panel and surrounding the counterfort shall be "dense graded" 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 3/4 inch and 1 inch. 2.05 Reinforced Backfill. As shown on the Plans or as approved by the Geotechnical Engineer. The Reinforced backfill shall have an angle of internal friction of 32 or greater and a moist density of 120 pcf, when compacted to the specification herein. PART 3 - EXECUTION 3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. A Geotechnical Engineer shall inspect the excavation and approve the foundation prior to the placement of the levelling pad or retaining modules. 3.02 Over - excavation of deleterious soil or rock as recommended by the Geotechnical Engineer shall be replaced with Reinforced and Retained Backfill meeting the specifications of Section 2.04 above, and compacted to 95% of ASTM D1557 (Modified Proctor Density) within 2% of the optimum moisture content of the soil. 3.03 The first course of concrete Lock +Load Modules shall be placed on the level compacted foundation and the alignment and level checked. 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. 3.05 Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. 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 panels and the top of the counterfort. 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 reinforcement 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 that minimizes the development of slack in the geogrid. 3.11 Connection, Reinforced and Retained backfill shall be placed and compacted in lifts not to exceed 8 inches where light compaction equipment (less than 1000Lb vibrating plate) is used and not more than 16 inches where heavy compaction equipment is used. First — compact over tail of counterfort then to the panel back and finally away from the retaining wall structure toward the end of the geogrid. 3.12 All backfill shall be compacted to 95 percent of the maximum density as determined by ASTM D1557 (Modified Proctor) or equivalent. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be within 2 percent of the optimum moisture content. 3.13 Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicles should not turn while on the geogrid to prevent tracks from displacing the fill and geogrid and damage or slack to result in the geogrid. 3.14 Rubber tired equipment may pass over the geogrid reinforcement at slow speeds less than 5 mph. Sudden braking and sharp turning shall be avoided. 3.15 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 runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. END LOCK +LOAD — STONE — FILE 500 J LOCK +LOAD Retaining Walls Ltd, MASTER FILE 500 - STONE 16" - 1 -3 FRONT VIEW TOP VIEW U SIDE VIEW BACK VIEW 7' -- —/ REAR VIEW TP U DENOTES TRIMMED PANELS - TRIMMANELS S PANEL (665r�t�) LONG T❑ ADJUST ED P 'BOND' AD T INTERFACES 1, )) ,1, ) /�,1, )/�,1, )/�,1, )/ ti ti ti ti 1 ti 11 ti 11 rc 11 r� -11 �,1 /�,1, ?'' ITP /�,1, >/ ,1 )/ ,1 11 �ti 11 �ti >�ti 1 1�� � ti 1, )) ), ) / )/ )/ 1, )/ 16" , 1 )) � , 1 , )) qT—p5)) 1 6 ) ), ) , TP ) ) 11 c 11 �� ,1 c 1 c 11 r ti ELEVATION VIEW TYPICAL "STONE" LAYOUT VERTICAL INTERFACE nts 1 inch = 25,4rnn LOCK +LOAD- TOLERANCES -622 LOCK +LOAD Retaining Walls Ltd. nts 1 inch = 25.4mm 3" " I PANEL HOTDIP GAL (2 OZ/SF). SIDE VIEW 9.5mm (3/8 ") HS STEEL "A" CLEARANCE - , +4" TOLERANCE 16,. SET AT 6 11/16" COUNTERFORT "B" HEIGHT 4 1/2" ( +a " / ") SIDE VIEW SIDE VIEW DIST. "A" BETWEEN i " �J BEARING AREAS 1 ____ Lt i N ' 4 i" 4 "(_i' / + i ") 4 „ ___L__ i 11 - 26" INDIVIDUALITY ALLOWS VERTICAL .■ AND HORIZONTAL COUNTERFORT VARIATIONS IN PLACEMENT WITH IN EACH ROW & SECTION * ke tet # 4I te.0 PANEL ASSEMBLY DETAIL CONNECTING LOOP - FILE 605 DIA 136mm _ -, 5 3/8" TOP VIEW 240mm 9 3/8" (AS PANEL INSTALLED) -- FRONT VIEW 150mm (AS PANEL INSTALLED) 6" 550mm 21.5" MATERIAL AND DIAMETER OF LOOP CONNECTING LOOP 3/8" 9.5mm DIA HS STEEL nts HOT DIP GALVANIZE 1/4TO 5/16" STAINLESS STEEL 1/4 TO 3/8" DIA. FIBER REINFORCED PLASTIC OVERALL VIEW LOCK +LOAD Retaining Walls Ltd. Relatively large earthquake shaking (i.e. A z 0.29) could result in significant permanent lateral and vertical wall deformations even if limit equilibrium criteria are met. In seismically active areas where such strong shaking could exist, a specialist should be retained to evaluate the anticipated deformation response of the structure. The use of the full value of A,,, for Kb in the Mononobe -Okabe method assumes that no wall lateral displacement is allowed. When using the Mononobe - Okabe method, this assumptions can result in excessively conservative wall designs. To provide a more economical structure, design for a small tolerable displacement rather than no displacement may be preferred. The 1996 AASHTO Specifications for Highway Bridges (with 1998 Interims), Article 5.2.2.4, in combination with Division 1A, Articles 6.4.3 and 7.4.3, allow Mononobe -Okabe earth pressure to be reduced to a residual seismic earth pressure behind the wall resulting from an outward lateral movement of the wall. This reduced seismic earth pressure is calculated through the use of reduced acceleration coefficient for Kb, which accounts for the allowance of some lateral wall displacement. This reduced Kb can be determined through a Newmark sliding block analysis, though the complexity of this type of analysis is beyond the scope of this manuai. A reduced Kb can be used for any gravity or semi - gravity wall if the following conditions are met: The wall system and any structures supported by the wall can tolerate lateral movement resulting from sliding of the structure. The wall is unrestrained regarding its ability to slide, other than soil friction along its base and minimal soil passive resistance. If the wall functions as an abutment, the top of the wall must also be unrestrained, e.g., the superstructure is supported by sliding bearings. The 1996 AASHTO Specifications for Highway Bridges (with 1998 Interims), Division IA, Articles 6.4.3 and 7.4.3, provide an approximation of this reduction to account for lateral wall displacement. The Kb used for Mononobe - Okabe analysis of gravity and semi - gravity free standing and abutment walls may be reduced to 0.5A, provided that displacements up to 250 A mm are acceptable. Kavazanjian et al. ' developed an expression for Kb (i.e., N, the peak seismic resistance coefficient sustainable by the wall before it slides), and further simplified the Newmark analysis by assuming the ground velocity in the absence information on the time history of the ground motion, to be equal to 30A. For MSE walls the maximum wall acceleration coefficient at the centroid of the wall mass, A (eq. 30), is used with this expression, and Kb is computed as: 1 0.25 K,, = 1.66A,„C J I (37b) where, "d" is the lateral wall displacement in mm. It should be noted that this equation should not be used for displacements of less than 25 mm (1 inch) or greater than approximately 200 mm (8 inches). It is recommended that this reduced acceleration value only be used for external stability calculations, to be consistent with the concept of the MSE wall behaving as a rigid block. Internally, the lateral deformation response of the MSE wall -101- ._„ 01■, Er*10LL,EWV._7OW.,V....1 .k. EWE.., ew, E ~E..v,.y,EW Yaw. ,.14,EWVon..,0WEW s,.w,EW._,.wE. _,o,E w..,. y, Ewy ....,<w,EWV....,.k.EW.._. .E. wEw 4 ....,..EwV._,.■I,Ew._,.,13E.Von■,. MSEW -- .Mechanically Stabilized Earth Walls Tigard Triangle Building #4 Present Date/Time: Wed May 03 15:45:36 2006 F: \Centerstone Corporation\ Tigard Tnangle #4 \Tigard Tnangle -10 panel walLBEN owe. %ISM Vey...EW 01■SEll Valna" WRY/ Mal 0 ■ISEV, Vora 20LLIEWV.....21149EW Verm.20MSEVIVInv.7.19E. .nnm OWEW Yvan., 0 MISFWV■rrale111EW Vawal OWE,/ Vone.) 01■SEVI Vemea7 OWEIVV.ne.104SEW Verma.101■SEWVrnle.PWV.romOOMIEWV•a101.LSEWVnges2.41EIVVImo.1 AASHTO DESIGN METHOD Tigard Triangle Building #4 PROJECT IDENTIFICATION Title: Tigard Triangle Building #4 Project Number: CENT0005 Client: Centerstone Corporation Designer: DAH Station Number: Description: 10 panel Wall with 2H:IV Backslope behind wall seismic zone 3 Company's information: Name: David A. Hall /Structural Engineering Street: PO Box 82228 Portland, OR 97202 Telephone #: (503) 231 -8727 Fax #: (503) 231 -8726 E -Mail: structbear @earthlink.net Original file path and name: F: \Centerstone Corporation \Tigard Triangle #4 \Tigard Tr Original date and time of creating this file: 5/03/06 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. V...., 0L, EWY. . " WV: VInomE..EdV._.,.14,Erg....,.Li, Ewe.. ,e)I,EWE....,.WEwV....,. ,EW V....,.N,MVete,owEW.._,.Y,WVo ,.d,EWV._.,.,ISEW Yam.,.61,EW V._.,.MSEll We" wEW LL, .._.,ow¢W,._,>4,Er....,.Y,EW V•■■• Tigard Triangle Building #4 Page 1 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle Building #4 • Present Date/Time: Wed May 03154536 2006 0wew0� ow,�0_o. 0„ EW .... 04 rW V � F \Centterstone Corporation\ Tigard Tnangle 44 \Tigard Triangle -I0 panel wall.BEN SOIL DATA REINFORCED SOIL Unit weight, v 120.0 lb /ft 3 Design value of internal angle of friction, 4 32.0 ° RETAINED SOIL Unit weight, v 120.0 lb /ft 3 Design value of internal angle of friction, 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, 120.0 lb /ft Equivalent internal angle of friction, y eyo i v. 30.0 ° Equivalent cohesion, c egniv ,. 0.0 lb /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, \l/ = 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.4724 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Note: specified a n combined with I and S produced a square root of -0.06 in eq. 37a. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, a „ = 0.15 Kae (a 0) = 0.9735 Kae (a 0) = 0.4018 Kae = 0.5717 (see eq. 37 in DEMO 82) Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Tigard Triangle Building #4 Page 2 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M - MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle Building #4 Present Date/Time: Wed May 03 15:45 36 2006 F: \Centerstone Corporation \Tigard Triangle #4 \Tigard Triangle -10 panel wall BEN 1,...3011.1EW Vera 101.13FW Yaw. 014SEIV Vwftem 0 LISF11/ Vw.A.101.13EW Vernm 201.1.1tW Vmre WEIV V.nwel NUM Yams 201.1.1LW Vow.. DIASEW Vow DIASEW V...10 WOW ONSEW Vsnwel • Yr...1041,M Vtnove10143./Vone%71,13EVIVnvel01.19BY Vorns 2B FISEV V.nwnl 411EW V•nal INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 13.00 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 1 1.70 ft } Batter, c) 5.8 fdegl Backslope, B 24.0 (deg] Backslope rise 20.0 [ft] Broken back equivalent angle, I = 24.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [1b /ft 2 ] ANALYZED REINFORCEMENT LAYOUT: ml l u l l ; r� SCALE: 0 2 4 6 8 10 [ft] Vora I 0 WE. Vw.m111.17.,■•■■• 'OWE% Vow, 0 ILIEVI V••■•10 .EW Venom la Vmna 20 MlgEW Vonet10 HIM V*. etOISEW Varns”.FIV1a301.1.S.V1ormael01.1SEW Vonas101,1SEW V 261/SEW V.e..201■SEwVowe.101.F. Von...2010B, Vme10 Ywne.1 0 LISQW Venom" Tigard Triangle Building #4 Page 3 of 4 Copyright 0 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 . MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle Building #4 , Present Date/Time: Wed May 03 15:45.36 2006 F\Centerstone Corporation \Tigard Triangle #4 \Tigard Tnangle -l0 panel wall.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.41, Meyerhof stress = 2202 lb /ft Foundation Interface: Direct sliding. Fs = 1.798. Eccentricity. e/L = 0,0332. Fs-overturning = 4,12 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 1.95 13.00 3 3.00 2.57 2.574 9.865 1.688 0.0117 Synteen 80 2 4.55 13.00 2 2.72 2.34 2.336 11.940 1.901 - 0.0153 Synteen 55 3 7.15 13.00 2 3.37 3.11 3.107 11.410 2.167 - 0.0425 Synteen 55 4 9.75 13.00 1 2.83 3.28 3.280 11.362 2.492 - 0.0756 Synteen 35 5 12.35 13.00 1 4.25 7.69 7.690 15.668 2.799 - 0.1370 Synteen 35 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 3.20, Meyerhof stress = 3460 lb /ft Foundation Interface: Direct sliding. Fs = 1.094. Eccentricity. e/L = 0.1740. Fs- overturning = 2.12 GEOGRID CONNECTION Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 1.95 13.00 3 2.55 2.31 2.312 6.712 1.063 0.1165 Synteen 80 2 4.55 13.00 2 2.29 2.01 2.007 7.619 1.276 0.0489 Synteen 55 3 7.15 13.00 2 2.59 2.60 2.602 7.016 1.597 - 0.0099 Synteen 55 4 9.75 13.00 1 2.03 2.61 2.614 6.515 2.105 - 0.0645 Synteen 35 5 12.35 13.00 1 2.36 5.07 5.074 6.967 2.759 - 0.1364 Synteen 35 Tig ard Triangle Building #4 M1e�FWV�' o�e WV�' au, �....., o4sEWVA. 'a�EWV�,owEWV�,o�lW,.pj0Y5�V�., Page 4 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 P. MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle - Building #4 Present Date/Time: Wed May 03 15:55:55 2006 F \Centerstone Corporation \Tigard Triangle #4\gfl.- Gravity Wall - LocknLoad.BEN AASHTO DESIGN METHOD Tigard Triangle - Building #4 PROJECT IDENTIFICATION Title: Tigard Triangle - Building #4 Project Number: CENT0005 Client: Centerstone Corporation Designer: DAH Station Number: Description: 8 foot high Lock and Load wall at Trees- Wall is designed using a meta I strip type of analysis which is non- extendable to model the block w ails - Horizontal slope behind Wall - Seismic not considered Company's information: Name: David A. Hall /Structural Engineering Street: P.O. Box 82228 Portland, OR 97282 -0228 Telephone #: 503- 231 -8727 Fax #: 503- 223 -8726 E -Mail: structbear @earthlink.net Original file path and name: F: \Centerstone Corporation \Tigard Triangle #4 \8ft. -Grav Original date and time of creating this file: 5/3/06 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using METAL STRIPS as reinforcing material. Tigard Triangle - Building #4 0 WAY V Page r 1 of 4 rg 10WSWV Vows e °MEWV. .& 0.SEW,... SEW Va.. 1O r. r oUSe, - .- rour'W o k rwV. E, V._ 1o�r .1,�.e.V._10AMY V� , W I 7 Cop yright ©1998 -2002 ADAMA Engineering, Inc. License number M -U5 -044 V.r..2111.13PW Verts101■3EW Vom 2041SEW Vas.ea2 MS LW .EW Vows IQ NOM V■nus 10 W., Vino." MEW V....101MM Vans] 0 YU./ Vms10149EIV V......./SE,Vnoos1011.1EW VenmIoldsEWVons.10 4.9¢11/ Vmmolt OUSEVI *a So 4[9(VIVanema 0 ItlEW MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle - Building #4 ` Present Date/Time: Wed May 03 Qu5CWV� o.�Ew�..- .�ow.��..,. ouyevV�$eY eW �.-, ou,��..- 0Y9EWV�. ow.EW��. o F:\Centterstone Corporation \Tigard Triangle 44 \8ft - Gravity Wall- LocknLoad.BEN SOIL DATA REINFORCED SOIL Unit weight, v 120.0 lb /ft 3 Design value of internal angle of friction, 40 34.0 ° RETAINED SOIL Unit weight, v 125.0 lb/ft 3 Design value of internal angle of friction, d 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, v enni„ 125.0 lb /ft 3 Equivalent internal angle of friction, y equiv. 32.0 ° Equivalent cohesion, ce 0.0 lb/ft' Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Ka (external stability) = 0.3333 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 35.49 N y= 30.21 SEISMICITY Not Applicable ',Norm 1ONSEW Vion.201.17EW Volo W.' ,..nrs 1 0 /MEW ...am 3 WEIN M101/SEW Vonp.10■ASEW Vem. 10 KSEW Vennal0 41F.W,...10%1SeW V....1‘1,13E.,a USE.' Von..7.17.[VO Vntaal ■ISEVI Vanes 210ISEW Vem101(SEI.mva 20 'AMY Vona, WEVI V.no.101.EW Vova. I Tigard Triangle - Building #4 Page 2 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 V 2 1M MEWV .- .,<W , VV/Vomm , oMVW Vow. ,0I,MV Venom IMEW Vomm213 w,Ew._20K.� w,aI,Ew,. ,0 MUM Vo o , ISEw Mama ,,.,.Ew V....,o,ME.. owEw Venom ,,I,Ew.._.,,AMEw,.. k. EW V_., aLL< EVM.- ., Var.,V • MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle - Building #4 + v Present Da : Wed May03 LL`Ew...- ,aw,Ew.....aw.Ew V,.e „ � o. aEw...,a wsEw V.—, ,, ,E wV..-, aw ,Ew.....:o,.,Ew�..- ,a \Ce tone Corporatio \T igard T Sfl angle k4 \ -Gravity Wall- LocknLoad DIMES' Vommt” MSEW Vomm10 AMC moo s .BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 7.80 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 6.50 ft } Batter, co 5.7 (deg} Backslope, B 0.0 [deg] Backslope rise 15.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib /ft 2 ] ANALYZED REINFORCEMENT LAYOUT: Zv , . w e w y x :� r n �y ' rhQ' y ✓� ", "r ti 6 r / /'fir /'i % �r� '�� r � r sn8" - 9 // /r / '� r r � 'r / i / p r r SCALE: 0 2 4 6 [ft] WE, � MM.? •10 MEW Vara, MSEW V 1 O WE. Vans. a. .,MEIV IC IMEW Venom, 0V ,EV,,.,..,0R,Ew,_,0I,ewV_,�� _ o,V ,a,MEwV ,0M,MV,MMEWVo..., Tigard Triangle - Building #4 Pa ge 3 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 • , MSEW -- Mechanically Stabilized Earth Walls Tigard Triangle - Building #4 ^ Present Date/Time: Wed May 03 15:55.55 2006 F: \Centerstone Corporation \Tigard Triangle #4 \M-Gravity Wall - LocknLoad.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 3.29, Meyerhof stress = 1393 lb/ft Foundation Interface: Direct sliding, Fs = 1.666, Eccentricity, e/L = 0.1968, Fs- overturning = 2.24 METAL STRIP CONNECTION Fs- overall Fs- overall Fs- overall Metal strip Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [metal strip strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] I Fs Fs Fs 1 0.33 4.00 N/A 3.96 4.40 4.362 4.475 1.886 0.1775 #3 bars 2 1.63 4.00 N/A 3.60 4.00 3.829 2.871 2.325 0.1117 #3 bars 3 2.93 4.00 N/A 4.66 5.17 4.785 2.208 2.997 0.0616 #3 bars 4 4.23 4.00 N/A 6.50 7.22 6.439 1.693 4.159 0.0263 #3 bars 5 5.53 4.00 N/A 10.43 11.59 9.945 1.740 6.652 0.0051 #3 bars 6 6.83 4.00 N/A 24.02 26.69 22.019 1.720 15.827 - 0.0026 #3 bars Tigard Triangle - Building #4 o�,r.._ „,�rW,�,•u,� Page 4 of 4 Copyright © 1998 -2002 ADAMA Engineering, Inc. License number M -US -0447 April 6, 2006 Mildren Design Group, PC CITY OF TIGARD Dan Vasquez OREGON 7650 SW Beveland St, Suite 120 Tigard, OR 97223 RE: TRIANGLE COMMONS BUILDING FOUR — SITE REVIEW Project Information Building Permit: SIT2006 -00001 Construction Type Tenant Name: Triangle Commons Occupancy Type: B Address: 11740 SW 68 Ave. Building a: story, 33,574 sq ft The plan review was performed under the State of Oregon St ' Spe ty Code (OSSC) 2004 edition; and the Tualatin Valley Fire & Rescue Fire & Li Safety `` -suirements based on the 2004 Oregon Fire Code (OFC). The following information ' re 'red prig' to the issuance of a Site Permit: 1. Deferred submittals such as Fire Alarm, Fi .p ler, ss Joist Shop Drawings, retaining walls, etc, will be charged a deferred sue al fee -d on the valuation of the portion of the work being deferred. The minimum fee al $211.00. Deferred items; • Retaining walls • Fire system design (FD & spri ° °- ) 400 m-t EROSION 2. Erosion control u s shall be in place prior to excavation or grading. EXCAVA 3. Speci specti n is required for engineered grading, excavation and fill. The special ins do enc shall furnish inspection reports to the Engineer of Record, the General ctor, the City of Tigard Building Division (attn. Hap Watkins). All discrepancies ° , rought to the attention of the general contractor for correction. The special inspector shal u• :` it a final signed report stating whether the work requiring special inspection was, to the best o the inspector's knowledge, is in conformance with the approved plans and specifications and the applicable workmanship provisions of the code 1701.3 OSSC FIRE 4. Existing public fire service ends at property line. FDC line /valves shall be designed by NFPA 24 and NFPA 13. All piping shall be inspected prior to backfill. 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 FIRE DEPARTMENT ACCESS 5. The driveway is considered a fire department access roadway. The driveway shall be capable of supporting a 12,500 pound wheel point load and a gross vehicle weight of 50,000 pounds. . Chapter 5 OFC ACCESSIBILITY (see attached ODOT example) 6. Accessible walkways and routes shall not exceed a running slope of 1 unit vertical i 0 units horizontal (5% slope). Cross slopes shall not exceed 1 unit vertical in 50 units ho • n slope). 1104 7. Accessible parking spaces and access aisles shall be located on a surface >_ ; h a sl e not to exceed 1 unit vertical in 50 units horizontal in all directions. 1104.4.3 OS* r 8. The accessible parking sign is required to be 84 inches to the bo 3 of th: s _ . NOT PART OF THIS REVIEW: Plumbing Electrical Mechanical Or anything not covered under the cod liste ov . Approved Plans: 1 set of approved plans, -;; g the • y of Tigard approval stamp, shall be maintained on the jobsite. The plans shall I av; ble o the Building Division inspectors throughout all phases of construction. " e P. 4. OS American with Disabilities A t (ADA "' , .hall be the responsibility of the Architect, Engineer, Designer, Contractor, Owner Lessee to research the applicability of the ADA requirements for the structure. The City of • ws the plans and inspects the structure only for compliance with Chapter 11 of the .-_:,). S w 'ch ay not include all of the requirements of the ADA. Premises Identificatio 'proved numbers or addresses shall be provided for all new buildings in such a position o be plai visible and legible from the street or road fronting the property. When su_F..'; itting vis d drawings or additional information, please attach a copy of the enclosed City I 1 i d , Le er of Transmittal. The letter of transmittal assists the City of Tigard in tn.!. .i and ' :,.,: - ssing the documents. Respe ful / c7 z e.. / al Henze , Senior Plans Examiner m x� 1. 1. J F27 C N e,0, , i 1 f� • d 24" D.I. BUILDING \ �Q � DOMESTIC SERVICE . G�400 �Od``1� 24" DOMESTIC WATER SERVICE AND 2" WATER METER 6" SANITARY SEWER SERVICE LATERAL \ IE 301.95 6" DCDV INSIDE BUILDING WITH 3" FDC LINE /VALVES BY FIRE SYSTEM DESIGNER (SEPARATE 3" FDC PERMIT TO COMLPY WITH NFPA 13 & 24) I FM i‘li ,,A -1 11" - ISITIIM ' i Mira \ /1111011110111111111110 0 =OEM 0111M111 on ______ I \....: EXISTING 6" PUBLIC FIRE SERVICE WITH RESTRAINED JOINTS AND VALVE AT MAIN. SEE FIRE SPRINKLER CONSTRUCTION PLANS (SEPARATE PERMIT) FOR CONTINUATION. ILA A TM RIPPEY TIGARD TRIANGLE COMMONS BY JEC D ATE 4 4 /5/06 .L i. CONSULTING ENGINEERS gy KJK HATE 5 06 7650 SW Beveland, Suite 100 / / Tigard, Oregon 97223 C 3.O 5rr ° r I Ty 1 4,1 JOB NO 3118 Phone: (503) 443 -3900 Fax: (503) 443 -3700 SHEET 1 OF 1 • Triangle Commons - New Building (Building Four) Site Review Comments Letter Response April 5, 2006 P:\ 101100. 04\ wp\ LTR _COTchecksheetresponseSlTE.wpd Page 2 4. Underground Fire Fighting Water Supply. -` • Details: 8 inch stub was constructed with street work. No new valves, no new thrust blocks - all existing joints are restrained. • Supply pipe burial depth - 3 ft. cover (existing) • . Hydrants: 8 inch D.I. (existing) • Valve equipment cut sheets - n/a • Vault details - n/a • Hydrant details - n/a Fire system design is by deferred submittal. See attached 8-1/2"x11" revision to Sheet C3.0 indicating existing public fire service andfire system design requirements. ACCESSIBILITY 5. Accessible parking .. . See Sheet C2.0 for curb heights and accessibility grades. See attached 8-1/2"x11" details from Sheet A1.3 for accessibility information. End of Review Comments Please do not hesitate to contact me with any comments or questions. Thank you, Dan Vasquez • Project Manager DAV /dav Attachments: • Revision drawing (Civil) - 1 sheet. • Detail drawings (Architectural) - 6 sheets. ., ,.,.. f .. w +S, .,,_.rf v # t _. ,. r.. . .b✓ .,. xt •,: ...._ r ...b v t, r °,'4',s�'t:.: .2.. :'kt':. . ,1 , .z`.4'.� -' 'Ji+^ j .' .,'. .)y::.r .,. r > ?o . : ,r .. -S k ._ ,... ,.r. `- :'. ; "C.•;`= f; ?':... ;fl"'., _ • '3, -• _ -; °.g.. « a�'• ^ aerk •. M3. `s £',.gnr.:.i ' ' , - •;Lk i : arn ^ P;�:_.f' ' t `avv . April 5, 2006 MILDREN DESIGN GROUP, P.C. Val Henzel, Senior Plans Examiner architecture • Space Planning City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Re: Checklist Response Letter Triangle Commons - New Building (Building Four) • Site Work Permit #: SIT2006 -00001 Dear Ms. Henzel, This letter is in response to your Permit Review Comments Letter (dated February 13, 2006) for the above - referenced project. The following items have been addressed and itemized in this letter below - responses are in italics. GENERAL 1. "TVF &R FIRE FLOW and HYDRANT WORKSHEET" .. . Provided with earlier submittal 2. Provide valuation .. . Valuation has been provided. EXCAVATION 1. Excavation, Grading and Fill volumes .. . Area calculations have been provided. RETAINING WALLS 2. Retaining walls .. . See Sheet C3.0. Retaining wall design is by deferred submittal. 3. Drainage for retaining walls .. . See Utility Plan, Sheet C3.0. 7650 SW Beveland Street, Suite 120 Tigard, Oregon 97223 503 244 0552 Fax 503 244 0417