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Home My WebLink AboutPermit 2033 - Tecton CompanyA! BUILDING PERMIT DATE OF ISSUANCE February 4, 1981 JOB ADDRESS 16000 Christensen Rd. LEGAL LOT NO. DESCR. OWNER The Tecton Co. ADDR lM0 Christensen Rd. CONTRACTOR Same ADDRESS PERMIT CITY OF TUKWILA NUMBER 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98188 EXPIRES August 4, 1981 BLOCK TRACT 9 0 3- 7 fl SEE ATTACHED SHEET PHONE 246 -7674 %188 PHONE 246 -7674 ZIP LICENSE NO. SST NO. 223- 01 -TE -CT OTS BUILDING USE Offices X CLASS OF WORK 2 [XNEW 0 ADDITION ❑REMODEL OREPAIR OOTHER (Specify) BLDG. 1st FL. I 2nd FL. I BASEMENT I GARAGE I DECK I MEZZANINE I OF STORES I TOTAL S.F. I VALUATION AREA k 13,000 14,000 16,000 43,000 1,720,000.00 I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT FEE BUILDING I 2107.00 THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE DISTRIB. PLAN RVW. 1370.00 MET, AND HAT I AM UTHORIZED AGENT FOR THE PROJECT DEMOLITION I BOND OTHER OWNER AGENT SIGNATURE TOTAL 3477.00 COMMENTS: TYPE CONST, I OCC. GROUP I OCC. LOAD I FIRE ZONE I USE ZONE I AUTO SPRINKLERS REQ. VN B2 400 Cy OYES ONO THESE INSPECTIONS ARE REQUIRED BY LAW 1. Driveway 2. OK to 3. Roof 4. OK to 5. Wall- 6. Structure approach and pour footing sheathing enclose board complete and/ slope and /or and nailing framing nailing or OK to foundation OK OK occupy FOR INP,TION CALL 433 -1849 BUILDI OFFI AL, CITY OF TUKWILA THIS PERMIT MUST BE POSTED CONSPICUOUSLY ON BUILDING :I al BUILDING PERMIT DATE OF ISSUANCE I'i'4a rtrlr}r 1 1, .I W1 JOB ADDRESS ],(i00Gt t:11213teDS ,1 d. LEGAL LOT NO. DESCR. OWNER f`t3C•L`07l Co. ADD Clai. a1~f3J see nd CONTRACTOR saine ADDRESS CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98188 EXPIRES u1pust 4, 1981 LICENSE NO. BUILDING USE I��:IfrOS .�i1� CLASS OF WORK PERMIT NUMBER��1 ;Zl SEE ATTACHED SHEET ❑NEW ❑ADDITION ❑REMODEL ❑REPAIR ❑OTHER (Specify) BLDG. 1st FL. I 2nd FL. I BASEMENT -I GARAGE I DECK I MEZZANINE I OF STORES I TOTAL S;F.' AREA 1:5,5)5)0 14,00o 16,130() 43,000 I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT BUILDING I FEE THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE DISTRIB. PLAN RVW. MET, AND�,THAT I AM AN /jUTHORIZED AGENT FOR THE PROJECT. DEMOLITION I BOND f l,�Crt OTHER OWNER AGENT SIGNATURE VALUATION L,720,000-00 x:107.00 1370.00 TYPE CONST. I OCC. GROUP I OCC. LOAD I FIRE ZONE USE ZONE I AUTO SPRINKLERS REO: Mri; 5)U 1,��' DIY YES El NO THESE INSPECTIONS ARE REQUIRED BY L,�W 1. Driveway 2. OK to lC� 3. Roof �/V OK to 5. Wall- 6. Structure approach and pour footing sheathing enclose board complete and/ slope and /or n and nailing framin nailing or OK to foundation OIL OK occupy FOR INSPECTION ff/fi FM4 W-4 BUILDING OFFI 'IAL, CITY OF TUKWILA THIS PERMIT MUST BE POSTED CONSP .I000USLY:O.N..BU.1,LD.ING::. t ti t:ounty executwe Janes W Guenther, Director King County Courthouse 500 King County Admin. Bldg. Seattle, Washington 98104 Seattle, WA 98104 (206) 344.4040 (206) 344 -2517 January 29, 1981 Herman Huggins Northwest Regional Office Department of Ecology 4350 150th N.E. Redmond, WA. 98052 Re: State Flood Control Zone Application #2 -1390 Dear Mr. Huggins: We are enclosing a State Flood Control Zone Application and plans submitted to this office by the Tecton Company for construction of a fire lane, park- ing lots, and office buildings in Section 25, Township 23 North, Range 4 East, We have reviewed the application and are submitting the following comments: 1) The water surface elevation for the Green River, with a controlled discharge from the Howard Hanson Dam of 12,000 cfs as measured at Auburn (Porter Gauge), is 26:0 feet (Mean Sea Level Datum) at the subject site. The proposed finished floor elevations are shown to be at or above elevation 26.5 feet. 2) King County must be notified at least 48 hours prior to doing any work adjacent to or on the existing river bank. 3) The proposed rock work along the existing river bank must be con- structed to the satisfaction of King County Surface Water Mgmt. Div. If you have any questions regarding the above comments, please contact Larry Gibbons of this office at 344 -4036. Sincerely, G.E. WANNAMAKER, P.E. Development Review Section Surface Water Management Division GEW:LRG:dk Enci: SFCZA #2 -1390 Plans cc: ie e City of Tukwila �tDon Williams, City of Tukwila Tecton Company herman huggins nrothwest regional office deartment of ecology state flood control zone application r M r RECEIVED CITY OF TUKMLA s; NOV 2 0 1980 BUMN3 OEM Geoteehnical Engineering and Geology 305 136th Place N.E., Suite 101, Bellevue, Washington 98005 Phone: (206) 643 -3780 Seattle (206) 464 -1 S94 r August 20, 1980 E- 1363 -1 Tecton Company 16040 Christensen Road Tukwila, Washington 98188 Attention: Mr. Sid Paul Subject: Geotechnical Engineering Study Phase II Office Building Christensen Road Tukwila, Washington Gentlemen: In accordance with your request we have conducted a geotech- nical evaluation of the subject project. The purpose of this study was to determine the subsurface conditions at the site and to provide recommendations for site preparation and foundation design. This report presents the results of our study for the Phase II construction. A subsurface exploration was also con- ducted for the.Phase III construction. The results will be pre- sented in a separate report. Our study indicates that the proposed site is underlain by 13 to 20 feet of loose sandy silt to silty sand and medium stiff to stiff clayey silt. The structure may be planned with conventional spread footings bearing on a 2.5 foot thick structural fill mat. The following sections describe our study and explain our recommendations in detail. greater PROJECT DESCRIPTION We understand the project will involve the construction of two office buildings approximately 60 by 265 feet in plan dimen- sion. The anticipated exterior column loads will be on the order of 60 kips. The interior column loads are expected to be on the order of 90 kips. Perimeter wall loads will be on the order of 2 to 3 kips. The finished floor of the building is planned to be at E1. 26.5. This will of to require placement up 4 feet of fill. r 4� 4� AL Tecton Company August 20, 1980 FIELD INVESTIGATION AND TESTING E F Our field investigation was performed on August 5 and 8, 1980. The subsurface conditions were explored by excavating five test pits to a maximum depth of 15 feet below the existing sur- face. In addition, 2 borings were drilled to a maximum depth of 29 feet below the existing grade. The borings were drilled using a truck mounted drill rig with continuous flight hollow stem augers which were used to advance the boreholes and provide hole support during sampling. The field investigation was continuously monitored by an engi- neering geologist from our firm who classified the soils encoun- tered, maintained a log of each test pit and boring. Obtained representative samples and observed pertinent site features. Soils were classified visually in the field according to the Unified Soil Classification System which is.presented on Plate 2. Logs of the individual test pits and borings are presented on Plates 3 through 9. In each boring, Standard Penetration Tests (SPT) were per- formed at selected intervals in accordance with ASTM Test Desig- nation D -1586. In addition, a 2.42 inch I. D. ring sampler was used to obtain relatively undisturbed soil samples at selected depths. Blow counts for this sampler were correlated to the SPT values. I Representative SPT, undisturbed ring samples and soil samples from the test pits were placed in closed containers and returned to our laboratory for further examination and testing. Visual classifications were supplemented by index test such as sieve analyses on representative samples. Field moisture determina- tions, together with classifications, are shown on the test pit and boring logs included in this report. The results of the sieve analyses are illustrated on Plate 10. SITE CONDITIONS Surface The site is located east of Christensen Road in Tukwila, Washington. The area under investigation is bounded by undevel- oped land to the north and south and Phase I of the project pres- ently under construction, to the east. i At the time of our investigation, the site had been cleared of all surface vegetation. Fill had been stockpiled in the north- west corner of the proposed building area prior to our test pit investigation but was being removed. 1' Earth Consultant, Inc. d 1 1 Tecton Company E- 1363 -1 August 20, 1980 Page Three No standing water or surface seepage was noted at the time of our investigation. Subsurface As indicated by our test pits and borings, variable condi- tions occur within the proposed building area. In boring B -4 and Test Pits TP -12 through TP -14 and TP -16., 7 to 10 feet of loose fill consisting of sandy clayey silt and native soils consisting of silty fine grained sand were found immediately below the surface. The loose sands and silts were immediately underlain by 3.5 to 6.5 feet of soft to stiff clayey silt and silty clay. The silt and clay unit was directly under- lain by medium dense silty sand grading to a dense sand with silt. Boring B -5 and Test Pit TP -15 encountered approximately 2 feet of medium dense gravelly, silty sand fill directly below the surface. The fill unit was immediately underlain by approximately 18 feet of loose silty fine grained sand to sandy silt. The loose sand to silt is underlain by dense silty sand grading to slightly silty sand as indicated by Boring B -5. All of our test pits were terminated in the loose to medium dense silty sands at depths ranging from 14 to 15 feet below the t existing grade. The borings were terminated in the dense slightly t M silty sand at a depth of 29 feet below the existing grade. Groundwater was encountered in both borings at approximately 16 feet below the existing grade. DISCUSSION AND RECOMMENDATIONS General N Based on our study, it is our opinion that the site is suitable for the construction of the project provided our recom- mendations are incorporated into the development plans. The primary soil engineering feature at the site is the presence of 13 to 20 feet of loose and soft to medium stiff soils beneath the site. These materials will undergo settlements in the range of 3 to 4 inches when subjected to the fill and building loads. However, most of these settlements will be caused by the fill loads, hence post- construction settlements under the building loads should be low provided settlements under the fills are allowed to stabilize prior to starting building construction. Loose soils present immediately beneath the surface are also expected to undergo some differential settlements under foundation loads. To create uniform conditions below the footings and to Earth Consuhanb, Inc. Tecton Company August 20, 1980 E- 1363 -1 Page Four reduce these differential settlements, the foundations should be supported on a structural fill mat extending at least 2.5 feet beneath footing bottoms. The following sections of this report present more detailed recommendations for various geotechnical engineering aspects of the project which should be incorporated into the project design and construction. This report has been prepared for specific application to this project in accordance with generally accepted geotechnical engineering practices for the exclusive use of Tecton Company and their representatives. No other warranty, expressed or implied, is made. Foundations Based on the design parameters outlined in the Project Des- cription section of this report, it is our opinion the proposed structures may be supported on continuous and individual spread footings bearing directly on at least 2.5 feet of structural fill placed in accordance with the Site Preparation section of this report. The structural fill should extend'2.5 feet beyond footing perimeters. Footings should extend to a minimum depth of 18 inches below the lowest adjacent final grade and may be designed for an allowable soil bearing pressure of 2500 pounds per square foot (psf), for dead plus live loads. A one -third increase is permis- sible when considering lateral loads due to wind and earthquakes. All footings should have a minimum width of 18 inches. We recommend that all footing excavations be examined by a representative from Earth Consultants, Inc. to observe compliance with the design concepts presented in this report. Settlements For the anticipated building and fill loads, we expect that settlements on the order of 3 to 4 inches will occur. Most of these settlements should occur within 30 days after placement of the fill. Hence, we recommend that building construction not be started until settlements under the fill loads have stabilized. The post- construction settlements under building loads are then expected to be between 1 and 1.5 inches, with about half this amount occurring as differential settlements between interior and exterior columns. We recommend that several settlement markers be placed on the existing grade prior to any fill placement. Settlement reading should be taken every other day while the fill is being placed and approximately once a week thereafter. These readings will permit Earth Consultants, Inc. f t; t. Tecton Company August 20, 1980 E- 1363 -1 Page Four reduce these differential settlements, the foundations should be supported on a structural fill mat extending at least 2.5 feet beneath footing bottoms. The following sections of this report present more detailed recommendations for various geotechnical engineering aspects of the project which should be incorporated into the project design and construction. This report has been prepared for specific application to this project in accordance with generally accepted geotechnical engineering practices for the exclusive use of Tecton Company and their representatives. No other warranty, expressed or implied, is made. Foundations Based on the design parameters outlined in the Project Des- cription section of this report, it is our opinion the proposed structures may be supported on continuous and individual spread footings bearing directly on at least 2.5 feet of structural fill placed in accordance with the Site Preparation section of this report. The structural fill should extend'2.5 feet beyond footing perimeters. Footings should extend to a minimum depth of 18 inches below the lowest adjacent final grade and may be designed for an allowable soil bearing pressure of 2500 pounds per square foot (psf), for dead plus live loads. A one -third increase is permis- sible when considering lateral loads due to wind and earthquakes. All footings should have a minimum width of 18 inches. We recommend that all footing excavations be examined by a representative from Earth Consultants, Inc. to observe compliance with the design concepts presented in this report. Settlements For the anticipated building and fill loads, we expect that settlements on the order of 3 to 4 inches will occur. Most of these settlements should occur within 30 days after placement of the fill. Hence, we recommend that building construction not be started until settlements under the fill loads have stabilized. The post- construction settlements under building loads are then expected to be between 1 and 1.5 inches, with about half this amount occurring as differential settlements between interior and exterior columns. We recommend that several settlement markers be placed on the existing grade prior to any fill placement. Settlement reading should be taken every other day while the fill is being placed and approximately once a week thereafter. These readings will permit Earth Consultants, Inc. 1i r 0 r Tecton Company E- 1363 -1 August 21, 1980 Page Five continuous monitoring of settlement under the fill loads and will be used to determine when building construction can be started. Site Preparation In all areas that will receive buildings or pavements, the subgrade should be proofrolled under the observation of a repre- sentative of Earth Consultants, Inc. This procedure should indi- cate the presence of any exceptionally loose or unstable areas which, if present, should be overexcavated and replaced by crushed rock. Generally, about 1 to 2 feet of rock may be required to "bridge" any soft yielding soils. All structural fill should be placed in 8 to 10 -inch thick loose lifts and compacted to a minimum of 95 percent relative compaction as determined by ASTM D- 1557 -70 (Modified Proctor). If any of the grading is to be conducted during wet weather, we recommend that granular materials with a maximum size of 3 inches, containing less than 5 percent fines, be used for structural fill. During dry weather, other granular materials may be used provided they can be properly compacted. Imported fill samples should be submitted to Earth Consultants, Inc. prior to bringing on the site. The placement of the structural fill should be monitored and tested by Earth Consultants, Inc. To compensate for settlement that will occur under the fill loads, an additional 6 inches of fill compacted to the require- ments for.structural fill should be placed above the finished subgrade elevation. Pavement Areas All parking and roadway areas should be underlain by a mini- mum of 12 inches of structural fill placed in accordance with the Site Preparation section of this report. A greater thick- ness may be necessary to stabilize soft unstable areas. The upper 12 inches of pavement subgrade should be compacted to at least 95 percent of the maximum density. Below this level a compactive effort of 90 percent would be adequate. The pavement section for lightly loaded traffic or parking areas should con- sist of 2 inches of asphalt surfacing over 4 inches of crushed rock base or 3 inches of asphalt base (ATB). Heavier loaded traffic areas will require thicker sections. We suggest that a CBR value of 10 be used for design of heavy traffic areas. Additional Services It is recommended that Earth Consultants, Inc. be retained to provide geotechnical services during construction. This is Earth Consultants, Inc. i IN TP-12 r JAME E r r l Ow property Line c RF 4 ev V -14 a I g'3 TP Z TP'1 3 ROAD t CHRISTENSEN eAKO earth consultant test pit and boring location plan tecton office soil classification chart t TEST PIT NO. 12 Logged By --U Date 815180 E lev. Depth USCS Soil Description 1161 Lab Data 0 ML grown sandy clayey SILT, loose, moist with 20 minor amounts of wood and lumber debris. (FILL) 5 i 24 c =.3 10 FIL Mottled brown -tan grading to blue gray silty 52 tsf CL CLAY to clayey SILT, medium stiff, wet. c 47 tsf SI.1 grown silty fine SAND, loose to medium 14 dense, moist. 15 Test pit terminated at 14 feet below the existing Vade.: No groundwater encountered. (Minor caving from 7.5 to 8.5 feet. Eaetb Consultants Ins. GtOTiCNNICAL RNGINCCRING GCOLOGr TEST PIT LOGS TECTON OFFICE PHASE II TUKWILA, WASHINGTON PrOj. NO, 1363 -1 DateAugust'80 t Plate 3 f Logged By Daft R/qjRn Elev. Depth W USCS Soil Description Lab Data I. 0 Brown clayey SILT to SILT with clay, soft, moist. 39 ML 59 grades sand y and loose below 4 feet. 10 ML Blue-gray clayey SILT with organic debris, m' 38 ffiedfuwgtiff to stiff, moist' to wet. 39 C=.5 tsf SM Blue-gray silty fine grained SAND, medium 30 15 dense, moist (with pockets of clayey SILT) Test pit.terminated at 15 feet below the existing grade. rade. No groundwater encountered Minor caving from 8 to 9 feet. 20 TEST PIT LOGS TECTON OFFICE PHASE 11 Earth TUKWILA, WASHINGTON Ckmsultmts Ineoft -01COTECHNICAL CNGINCCRING GICOLOGY Pro l. N DateAugustSO Plats 4 0-1363-1 i 1 1 1 1 1 1 1 1 Logged B BT Date 8/5/ Elev. Depth W 1ft,1 LISCS Soil Description 1961 Lib Date Tan gravelly silty SAND, medium dense, SP1 moist. (FILL) 4 11. SM f ML Y Y Brown silt fine SAND to sand SILT loose moist. 10 ML 10 1 11 Blue -gray with pockets of tan clayey SILT 43 c =.35 ML with organic debris, medium stiff, moist to wet. 38 :ti Brown silty SAND with pockets of blue -gray c =.45 SM 15 clayey SILT, medium dense, moist. 25 Te4t pit terminated at 15 feet below the existing grade. No groundwater encountered. 20 TEST PIT LOGS Earth TECTON OFFICE PHASE II Consu)tanti Inc. TUKW I LA, WASHINGTON •090TLCMNICAL RNGINRCRING R 0i01.OGY Pro). N o. 1363 -1 DahAugust'80 �Plete 5 i e e t Q A ?.0 Test pit terminated at 14.5 feet below the existing grade. No groundwater encountered 15 2a 9 .I'm Earth Consultants IncO'N- •GEOTECHNICAL ENGINEERING A GEOLOGY TEST PIT LOGS TECTON OFFICE PHASE II T1,11"WILA, I4ASNINGl'0.', Proj. No. 1363 -1 Date August' 80 Plate 6 r r r R C. A r•. r: w�"::.'.: n u µn M:: 1.'if '•Ar TEST PIT NO. 5 Logged By BT Date 8/5/80 Elev. Depth W (n,) USCS Soil Description (96) Lab Data SM Tan gravelly silty SAND, medium dense, moist. (FILL) f.1.... 17 SM Brown silty fine SAND to sandy SILT with an 5 ML increasing amount of organic debris, loose grading medium dense, moist. 6 10 -4 i e e t Q A ?.0 Test pit terminated at 14.5 feet below the existing grade. No groundwater encountered 15 2a 9 .I'm Earth Consultants IncO'N- •GEOTECHNICAL ENGINEERING A GEOLOGY TEST PIT LOGS TECTON OFFICE PHASE II T1,11"WILA, I4ASNINGl'0.', Proj. No. 1363 -1 Date August' 80 Plate 6 r r r 4 .�t4 r.,�i•'f M "..r,.,r'� -'i wYY"- S.. Lt^' ,.,,:'�.cc .o....:.- e�.i.�#l�� 1 \J i f `TEST PIT N4. 16 Loomed By 13 Date 8 7 5 0 Elev. Depth W (ft.) USCS Soil Description (961 Lab Data 0 tr sm Brown silty fine SAND to sandy SILT (with roots 12 11L in upper area), loose grading medium dense, moist. 5 25 40 10 i ML Blue -gray clayey SILT, medium stiff, wet. 40 c =4.5 tsf Blue -gray silty SAND with lenses of t SM clayey SILT, medium dense, moist. 34 Test pit terminated at 15 feet below the existing grade.. No groundwater encountered. Minor caving from 7.5 to 9 feet. 20 rJ TEST PIT LOGS TECTON OFFICE PHASE It Earth TUK� I LA WASHINGTON 1 Consultants Inc. •GEOTECHNICAL ENGINEERING A GEOLOGY Proj, No.1363 -1 Date August' BO Plate 7 -r., mow" 6 ri` '"w.. '7naw ...r ...�M". ,.i. y :d: Y.... o.a"•'.. "+rCk`fkt+Ax 1 BORING NO. 4 Logged By BT Date -3 below ton of 8�8�80 ELEV. V. H. US Depth (N) W I Graph CS Soil Description (f Sample Blows M Brown sandy SILT grading to sandy, 1,1 ML clayey SILT, loose, moist with 5 f some organic material below 4 feet. 32 ,�1 5 3 38 qu =1.0 tsf Brown to tan mottled clayey SILT, 1 6 ij�i{ I ML moist to wet, medium stiff to 46 stiff. 10 12 32 41 12 23 SP1 Black gray SAND with silt, medium dense SP grading dense, moist. 15 x v 1/8 13 27 l) 22 25 3 37 25 Boring terminated at 29 feet on August 8, 1980 BORING LOG TECT014 OFFICE PHASE 11 r� Earth TUM I LA, WASHINGTON Consultants Inc. GEOTECHNICAL ENGINEERING e, GEOLOGY Pfoj• No. 1363 -1 Date Auqust'80 Plate 8 e 'BORING NO. 5 Logged By BT Date 8/3/80 ELEV, -3.5' Below top of F.H. Graph C3 Soil Description de p t h Sample Blows W 23 14 it 5 Gray brown silty fine SAI4D with 4 20 :.y::.r•'.• S14 lenses of sandy SILT, medium dense grading loose, moist. 5 18 10 4 13 79 pcf 1/6" 34 15 3/8/80 4 40 t. ?0 Sfi 11I at:k �1r� wit aY SANII h si] t, dense i Ino s t 47 28 25 43 24 Boring terminated at 29 feet on August 8 1980 i ti k BORING LOG TECTON OFFICE PHASE II Earth TUKIJILA, 'HASHMGM1 Consultants Inc. GEOTECHNICAL ENGINEERING e! GEOLOGY ,g L Proj. No. 1363 Date August'80 Plate g grain size analysis t L A Z City of Tukwila 6200 Southcenter Boulevard �N 20 Tukwila, Washington 98188 Public Works Department 433 -1850 7908 November 3, 1980 Mr. Glen Schultz SEA Engineers 33811 9th Avenue S. Federal Way, WA 98003 Re: River Park Professional Building Building "C" Dear Mr. Schultz: The Public Works Department has reviewed your plan for Building "C" Plan 2 of 2 (dated October 7, 1980) and is returning it for resubmittal so that you will have the opportunity to address the following comments: 1) The drainage plan shall show completed permanent drainage facilities at the north end of the property and provide drainage throughout the site with a minimum 0.5% slope. 2) All sanitary sewers on private property shall be provided at a 2% minimum grade (including pump station, force main, if necessary). 3) Provide valves to hydrants three feet to ten feet from each hydrant on the site. 4) Indicate blocking for all watermains 3" in diameter or greater at ends, bends, and junctions. 5) All watermains shall be 52 D.I.P. 6) Send the attached hydraulic calculations with your resubmittal and have plans stamped by the insurance underwriters and Tukwila Fire Department before submittal to Public Works (via Building Department). Your plans are being returned for re,submittal at this time.� If you have any questions regarding this review, do not hesitate to call me (433- 1856). Sincerely, F<ev M� i r ip Fraser Engineer cc: ,Al Pieper, Building OfficialC Tukwila Maintenance Shops Attachment x 1) 1. F'a.�� }:,c:'r 1 Bt..li,l. XI eP"'iii r''t; ment C::I, 't:'.:: tof t ukw :i.:l e R e V Riverview P ii3Y lC {1.dg, 02 1 V Sepr Al.' In revie the a lcove m Pr P n is v t•: note the following items! It Repr«l:i.rer:,i fire dampers shall be installed Pot US:,C: Standard 043 24 Per U C: S ectio n 12.1 .1:::X:1:'1• doors s, b or-6 f'rii3 ble fr(:)m vthe inside without 't:he use of a- I..e..3 or iiif'1.:3 special k now :I, e to tip e or (i•?'f �f C3 r't, a a P er U1"{:: Se ction a. 2 a :1.1.:3 1:,1 9 at C.'v e r u r e n r,.l :I. r ei d exit iJ an wh ta't;her'wi reo to c :I, e ar'1.5:3 in d ic at e too 01 r (::t c't; :i,o l'•i o 6 0 r e a s v on E X 1: T sign with 1. e't.'t. e r 4s .Fort. l e ast '1 <i 1. t� is «s :I..i :i t'1chle ('h:i.1h an r t: a d :i• :L 3 r:.i :i s't.:i: sh b 1.t' iii•ha b 6 d Wiii:l"1. <.i; a re t 'f':i. rc•;• •<s't,op P'��er,f Pet t.1BC; Section 2517 i'f'.} o iii t ra t:. 1 t t. ct t« 'f' a.1, 3 i P' r :i r'r l :I. s:: r i 1 h :L S5 i:� 1.1 a..l: t:i a. l'1'iS ':L Ss' t 1„ t; sprinkler(,) r 'ze s ��:a 'k ;i, o n <s iit rc reor.!:i.rt::+d Per C;:i.'t:r:3 {:1rr..i:i.rr'3 tc:t:i I t:r is t 1 1. <is l"r t:� m r..l to •t• t', t r I•, l rr 'i 'l; •l• c:.'r:i No-the I i 1 M i:3 r ss i t for a;:-proviiia. r: to installation (L "ow.:& as shown is J.1 "r i3 �.:i f• t:i i:J ia'l; ti! e Ss p r` i n k, l e r ri r` iii i r' o 4s s h a ll t t; '1 t. com n a; :i w r I•t C3 .L 1. L: t. r•• t:•. i3 r c::.1 t« 3 l ic e ns ed 'la:I PF+ 't.t'1is tube of wor Drawin sh all first r,rt. i:3 }:•frovet:.i bw the Washington ft..t.rvt•:'i:3:inm Rating. Burer".3u! i:3 r'{, )•rya M .a't...! <E3 a. h: r' o a. r'r e:. t•« f i. r' m or Industri R isk In ..(r c:: r K 'l, t•t r•.'r r•r t: t:3 tt7cat '1`r..!(�.wa. :L 3 °:i. r't:r X:!c::�P <str tn'tt•:•rn t: t No work shall comm w.a.'t hoy't i:3g;• aved r:. iriilw:LP'rf.:ls4 (NO f°X {::IiLI "'T,IONS). (:i f(:i. c:. •t: c) t: r• c: t:) rt •t; <;3 cr •t,, c•, i to witness flush of r t'..•i 9 200 P s P r t:.cts <.;r b rss t f (a a :1 to h r „i c� r'st r't:) r rf t��- :i. l and c.:S p r� t, a ll t�� r 1, r•r I a. rt r ti, rs •1', c:•) !rr r:. :i. r'r t;.t e 1' 7 ':1.r o t .:'l:ii. I "iMUISsI 6 be Provi i:ier:i r: N f'•f''A :p..J•O a a City of Tukwila Fire Department, 444 Andover Park East, Tukwila, Washington .981,88 (208) 575-4404 x Hauling Hauling permits must be applied for when'any hauling is done on City streets.: A $2,000-bond must be posted along with a copy of the hauler's certificate. of insurance. Permit fee is $25.00.unless the hauler has a City Business License where the fee is waived. r .:ft -•r "s, a `-•i� ILA qs City of Tukwila .0200 Southcenter. Boulevard o ukwila Washington 98188 ;:.�r;i; 1908 Frank Todd, Mayor July 16, 1980 Tecton Company 16040 Christensen Road Tukwila, WA 98188 Re: Public Works Review of, Foundation' Gentlepersons: The review of the site plan 1 of 1 has been provided by the' Public Works Department with the following comments. Required permits by this department.to be applied for and obtained 24 -hours prior to construction are as follows: Sanitary Side Sewer Sanitary sewers shall be of P.V.C. (schedule #35 minimum) with Class B bedding. Provide -clean -out at midpoint in 1% sanitary line. Sanitary sewer permit fee:' $230.00 connection and $20.00 inspection Total Permit $250.00. Curb 'Cut /Access /Sidewalk Provide sidewalk at.. width designated (6 per sidewalk ordinance and City of Tukwila Standard. Plan. A minimum twenty -four .foot wide curb apron required *at entrance. Permit' fee $25.00... Storm Drainage /Retention This plan shall be approved and inspected through King County Hydraulics. Per this plan, all drainage from the site goes directly into the Green River. No. p6 mitrrequired *by Tukwila. Domestic Water Meter /Service Plans shall be submitted for Public Works Department review and approval. Fire Hvdrant /Loop /Sprinkler System Fire services shall be provided per the requirements of insurance underwriters•and the Tukwila Fire Department prior to Public Works approval. Please submit these plans i Ilk yw, Tecton Company Page 2 16040 Christensen Road July 16, 1980' For Tukwila Fire Department's review and approval and resubmit to the Public.Works Department. A sprinkler vault for the fire. loop hydrant /sprinkler system shall be per Tukwila Public Works Department Standard Plan •and.Water Department requirements. This fire sprinkler vault must be located in private right -of -way, but not in the. driveway due to the'P.Z.V. post above ground. All piping shall be D.I.P. class.,, $52•. Provide thrust blocks at all.junctions, bends, hydrants, and ends of pipe for fire protection system. Provide valving to hydrants per Tukwila Standard Plan for Hydrants. Permit fee $25.00. Fire Protection Meter Per Tukwila Municipal Code 14.04.250, -fire protection sprinklers must be separately metered from domestic water meter. Fee based on -size of meter. Landscape irrigation, if..any, shall be reviewed per future plan submittal. Provide six (6) sets of water irrigation plans for Public Works review and approval* prior• to issuance of irrigation permit. Permit fee $25.00. All pipe shall be constructed with a minimum Class B bedding. Provide all pipes with minimum cover. Sincerely, Phillip R. Fraser Senior Engineer PRF/ jai cc: Al Pieper, Building Official"'.' t Tukwila Maintenance Offices Al Pieper Quildind Department C'ty CO Tukwila Re' Riverview Plaza, Bldg^ #2 (Foundii�tion Permit Only) Dear A1 Althou�-.11 permit is for a foundation only, I wish to m�ke comments relative t� the t�tal boildin� at this time^ Hopefully this will help to eliminate subsemuent problems� 1^ Reouired fire dampers shall be instal1ed per UBC Standard #43-7~ (one-hour corridor) y 2~ Per UFC Section 12,104(b)v EXIT doors «-ihall bm openable from thg inside without the u�g of mket:j Or �Iny special knowled�e or effort, 3, Per UFC Section 12°113(b), at every reouired exit doorwa�-i, and wherever otherwise reouiped to clea7ly indicate the directioh of sisJn with letA.r at lea�t six inche� hiE-+1h arid be m�:intained^ C S ti 2517 (f) 4. 'Walls, are�to be fire~stopP�d pGr UM on 5, Thii:� building is to be sPriDklered, Hose �re recvuire pgr City Ordinar�g 1141^ (Plans must be submittgd to the Fire Marsh4� 1. for appyoval prior to i�stal�ati�n^) (Lay�ut as sh#wn is J, nademVate) 6^ All whall be prepared bu comPaPie1: licensed to perform this type of Work^ i t-1 1:� shall firs� be apProvgd b9 the Surveying a R@ti Bu11eau, Factorg MUtua1 En�ine�rin� or Ind.Str�i-3l Risk IDs/ rGrSv then by �h� Tukwila Fire D�p�rtmeDt^ Nu work ghall comNence withoVt aPproVgd dr8wiri�.1s, {No /X�ePtion�� This offioe ia tc) bc.? c to witDeSs flushin� �f un.er�r�Und piPin� zind 200 Presmure l s� inklersy�tem pipin�+ mm aty of Tukwila Fire Department, 444Andoyer Park East, Tukwila, Washington 981,88 (M) 575-4404 f Frank Todd J o b f Tukwila d Mayor I Hubert H. Crawley Fire Department Fire Chief i I "I I,.11D b c..) T' 2 i t" 7, l" .:I. T` C? (i? t'1.:1. I'15, I..I J. iii h e Y` S:! 9:• G' v 0 I "1 i3 1 "I'(; J. 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(a r'I D hI Pe i;31„1 C: C. a 1" 1".X.1 '1' J. :1. t I Gty.ot Tukwlla Fire, Department, 444 Andover Park Last, Tukwila, Washington 981 88"(208) 5754404 BUILDING DEPARTMENT CITY of TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98188 433 -1849 APPLICATION FOR PERMIT DATED NO d I g f O (PERMIT NO. WHEN VALIDATED JOB ADDRESS LEGAL LOT NO. BLOCK TRACT DESCR. OWNER rz�e TEG ri G o ADDRESS G o CONTRACTOR ADDRESS LICENSE NO ZZj Q/ 7-E G T o T S SST NO. BUILDING USE O/° r-1 c S rF. U tib* 71/ U4,,J TENANT RECEIVED CITY OF 'TUK"L.A NOV 2 01580 BULDW DEPT. EXPIRES X SEE ATTACHED SHEET I PHONE Z 6 7 v I �ZIP PHONE Z 71 7 t/ ZIP CLASS OF WORK ti Cor XNEW ADDITION REMODEL REPAIR OTHER (Specify) t BLDG. 1st FL. I 2nd FL. I BASEMENT I GARAGE I DECK I MEZZANINE I OF STORES I TOTAL S.F. VALUATION AREA 6 /000kylto ko /1 00 I I'�j/3.�J�1 o, 00(l,Oa NAME OF APPLICANT (PLEASE PRINT) ADDRESS Z f 4/�-,4 yj�- TTe C_/L L/ r-,4 vE: r G-A I PHONE Y/ r Ljy` S/? 9( I CERTIFY THAT THE INFORMATION FURNISHED BY MLISUE AND CORRECT AND THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE MET. SIGNATURE OF P NT I 'TYPE CONST. I N PLAN PLANS: RVW. FIRE DEPT. PLANNING/ SEPA PUBLIC WKS. OCC. GROUP ...3. SENT TOTAL F 7 V 7 COMMENTS: I RECEIPT NO. I APPROVED FOR INSURANCE BY: noql 35'7' DO NOT WRITE BELOW THIS LINE 4z= OCC. LOAD I FIRE ZONE I USE ZONE AUTO SPRINKLERS RqO. /Sr%,jWe 6tter you I I C �j I YES NO toe D yes L7 Kes I RETURNED I APPROVED FEE BUILDING r� 0 /i U 0 DISTRIB. PLAN RVW. O to I DEMOLITION BOND OTHER TOTAL F 7 V 7 COMMENTS: I RECEIPT NO. I APPROVED FOR INSURANCE BY: noql 35'7' r A DESCRIPTION REVISED LOT Z That portion of the W.H. Gilliam Donation Land Claim No. 40 AND of the SW 1/4 of the SW 1/4 of Section 24, T. 23 N., R. 4 E., W.M., AND of Government Lot 1 in Section 25, T. 23 N., R. 4 E.; W.M., in King County, Washington, more parti:ularly described as follows! BEGINNING at the SW corner of Parcel 1 of City of Tukwila Short Plat No. 78-16-SS as recorded under King County Recording No. 7906050098; THENCE N 00'14 W, 188.41 feet; THENCE S 89 E, 10.00 feet; THENCE N 00 W, 6.52 feet; THENCE N 10 W, 17.37 feet; THENCE S 63 E, 88.05 feet; THENCE S 42 0 04 1 00" E, 70.22 feet; THENCE S 57 0 57 1 21" E, 102.40 feet; THENCE S 84 °35 E, 121.50 feet; THENCE N 71 04 1 07" E, 25.00 feet; THENCE S 02 °13 W, 106.77 feet; THENCE N 87 0 46'23" W, 6.67 feet; THENCE S 02 0 13 1 37" W, 0.99 feet to a point of curvature; THENCE Southwesterly 25.15 feet along the are of a tangent curve to the right, having a radius of feet, through a central angle of 72 03'23" to a point of reverse curvature; THENCE Southwesterly 6.86 feet along the arc of a tangent curve to the left, having a radius of 62.00 feet, through a central angle of 06'20 to a point on said curve; THENCE S 06 W, 66.28 feet to a point of curvature; THENCE Northwesterly 146.87 feet along the arc of a non tangent curve to the right, having a radius of 935.00 feet, the radius point of which bears N 06'32 E, through a central angle of 09 00 1 01" to a point on said curve; THENCE S 15'32 W, 33.50 feet to a point of curvature; THENCE Westerly 9.43 feet along the arc of a non tangent curve to the right, having a radius of 968.50 feet, the radius point of which bears N 15'32 E, through a central angle of 00'33 to a point on said curve; THENCE• S 16 W, 20.97 feet; THENCE S 00'14 E, 34.00 feet; THENCE N 89'46 E, 29.50 feet; THENCE S 00 E, 127.50 feet; THENCE S 89'46 W, 69.00 feet; THENCE S 00'14 E, 25.50 feet; THENCE S 89'46 W, 115.50 feet to Point 'A'; THENCE N 00 W, 341.00 feet to the POINT OF BEGINNING. EXCEPT that portion thereof lying within the 30 foot City of Seattle Pipeline Right- of- as recorded under King County A.F. No. 4106155. Containing 2.47 acres, more or less. Continued ..••1 Iy7e•r r. v. n,�h.w SHEET 5 OF 8 LEGAL DESCRIPTION POR ISED LOT 2 CONT. TOGETHER WITH a 24 foot ingress, egress and utilities easement, lying 12 feet on each side of the following described centerline: COMMENCING at Point 'A' as described above; THENCE S 00 E, 73.00 feet to the POINT OF BEGINNING of this centerline description; THENCE N 89 E, 46.50 feet to Point 'B'; THENCE continuing N 89'46'00" E, 69.00 feet to Point 'C'; THENCE continuing N 89 46'00" E, 69.00 feet to Point 'D'; THENCE continuing N 89 46 1 00" E, 12.50 feet to the end of this centerline description. ALSO TOGETHER WITH the following 25 foot ingress, egress and utilities easements, lying 12.5 feet on each side of the following described center- lines: BEGINNING at Point 'B'; THENCE N 00 14 1 00" W, 73.00 feet to the end of this cen- terline description. BEGINNING at Point C' THENCE N 00 °14' 00" W, 98.50 feet to the end of this cen- terline description. BEGINNING at Point 'D'; THENCE N 00 14 1 00" W, 226.00 feet to the end of this centerline description. LEGAL DESCRIPTION REVISED LOT 3 That portion of Government Lot 1 in Section 25, T.23 N., R. 4E. W.M., in King County, Washington, more particularly described as follows: BEGINNING at the SW corner of Parcel 4 of City of Tukwila Short Plat No. 78 -16 -SS as recorded under King County Recording No. .7906050098; THENCE N 00'14 W, 210.00 feet to a point of curvature; THENCE Northerly 104.72 feet along the arc of a non tangent curve to the left, having a radius of 40.00 feet, the radius point of which bears N 00'14 W, through a central angle of 150 00'00" to a point of reverse curvature; THENCE Northerly 41.89 feet along the are of a tangent curve to the right, having a radius of 40.00 feet, through a central angle of 60'00'00" to a point of tangency; THENCE N 00 W, 121.31 feet; THENCE N 89'46 E, 115.50 feet; THENCE N 00 W, 25.50 feet; THENCE N 89 E, 69.00 feet; THENCE S 00 E,' 17.00 feet; THENCE N 89'46 I 29.50 feet; THENCE N 00'14.00" W, 8.50 feet; THENCE N 89'46 E, 24.61 feet; THENCE S 60 E, 17.19 feet to Point 'E'; SHEET 6 OF 8 Continued w u ..r �v .v.. 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